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Home My WebLink AboutTrussF TYPICAL 7' SETBA CORNERSET LABEL AND SPACING r L—LL A -Poo tl'io NOTE, MULTI -PLY GIRDER CONNECTON ALL PLIES STALL DE FASTEND TOGETHER 0 OLTS, NAILS, AND OR SCREWS) PRIM TO INSTALATMN AND BEFORE ANY LOADS ARE APPLIED. PER THE SUPPLIED ENGINMING SHEETS NOTFi DM NOT CUT OR ALTER TRUSSES WITHOUT CONSENT OF THIS OMM BACK CHARIES VILL NOT BE ACCEPTED WITHOUT PRIOR WRITTEN APPROVAL BY OUR SERVICE DEPARTMENT AT CARPENTER CONTRACTORS ff AHERICA, INC. 877-293-9487 NOTE ALL BEARING WALLS MUST BE ADEQUATELY DESMIED M CARRY THE LOADS IMPOSED BY THE TRUSS OR TRUSSES, NO MUST BE DNPLACE AND IN SFRVI BEIDRE THE TRUSSES ARE SET IN IREER TO AVOID REPAIRS Labeled End Mark Total Truss Quantity = 69. THIS IS A TRUSS PLACEMENT PLAN. ITS INTENDED TO AID IN THE INSTALLATION OF TRUSSES. ENGINEERED TRUSS DRAWINGS AND ARCHITECTURALS SUPERCEDE THIS DOCUMENT. General Notes 1) Al P U &Ard butmm, flat bu=t and fat sled- h- fti top dmd p"* I*W 9w 2) tD bo %.t l HIM wM onM.l,. 3) tAl bm Wang Is 24' Mr. tad. U. ,tale. 4) Pr Tnm Pld. 1 -0 1 0C9-81 t.mtttoAlaaft. por med X-biach "Al bn Aland d a rmkw gang I5 O.C. ammm the Wart, to be rWed d at a mmdman of 20' baf m coa FXl.aw rod oiR tln .for aW aWaoddifad karig doWk ROOF LOADING SCHEDULE TCLL = 20 PSF TCDL ce 7 PSF BCLL = • PSF BCDL = 10 PSF TOTAL = 37 PSF DURATION = 1.25 % WIND SPD/TYPE` 160 ENCLOSED BLDG EXPOSURE - C USAGE - RESIDENTLAL CAT H WIND IMPORTANCE FACTOR= 1 UPLIFTS BASED ON= 9.2 PSF DESIGN CRITERIA FBC 2020 TPI 2014 Truss member design & connector plates am desip�ed for ASCE 7-10 and maximum In- from both components and claddings and main wind force resishng systems. • Then trua-fi-e bec t-iewcd m catty additional lox psfc nono urnam bottom chonllive load. FLOOR LOADING SCHEDULE TCLL = PSF TCDL = PSF BCDL = PSF TOTAL = PSF ROOF DESIGNED FOR SHINGLE AIL REACHONS AND UP11M ARE SHORN ON ENGINEERING PALL KEY O S'—e• ® 0 DFSCRPIION INIr. DATE N -1-.m ■Vt u 4 ,ua M w a w M as tra0 Iw aft u s as .raps . m, wa Nat vma wa 7n ML 1- M "'U" ts1< a nttasatnnaanamoc W3 aiavn IR M11M IRV ■AK" lnRO� ONVfr LOAD# DESCRIPTION MIT. DATE nm to tan 9/ ttm w t a., ,wan. tm tnuaa,.mar ,rtr 7"M ,w a taac M tMt U012M 01 CARPENTER CONTRACTORS OF AMERICA 3900 AVENUE G. N. W. WINTER HAVEN FLORIDA 33880 PHONE, "00) 959-8806 FAX, (863) 294-2488 BUILDER D.R. HORTON STATIMME PROJECTC MERME MODEL 1672/APU/4EAB CCA PROJ/MODEL/ALT 7A5/ 320/167ED ALT DESC OTC 3446 TRINITY CDR LOT 22 BLOCK DESIGNER PAGE RFS 1 S 29 17 lN 333988R 1 4 "=1r ENGINEERING PACKAGE Builder: CDR HO TON / STATEWIDE Project: 7A5/320 CREEKSIDE Model/Building: 1167ED Lot Alt: F- Lot: E:22 Address: JobNumber: ................................................................................................................................... N :.................................................-.............................................................................. Revision Date: Block:L- Unit: New Load #: CARPENTER CONTRACTORS OF AMERICA, INC 3900 AVENUE G. N.W. WINTER HAVEN, FLORIDA 33880 PH (800) 959-8806 FAX (941) 294-7934 RH01 _ FILE Cpple LP.14' Se March 13,:20.19 mrrwCUVAM W. Bob: Michaells- G.m . er"Coi6trActcifs df-Am&nba,Ahd. 300 . peht . a Avepu. 0.. NbAh we-st Wlbt6r HaFV6h, FL 33.880-620.1 Re: 6 single 019. Cam.i6d truss with a width Jess fh ..a*.n the -hanger width, and: Wood.blob)(ing.tp- 9chipyo fijlj .de—sx n. load: v olluofarf4cp- uhted,hange.r*attachffiEntOn.,a,ot6p[y supporting girderdetailWA37-02);.. Dear BQb,: For "a single ply carried truss with- a. width less thah"the'hanger '*w'idth-yob* can ihstall.'.a. prefabricated jack scab .truss: -for wqQd'.filler bI6ckIhgi..The- dhord.- sites- -'C..'* .g rades, to. .be the. same as. esingle: ._.y.cam truss. ss. Th'e* hav'6a.minimurp length, of 4T and will have -a. minimum it''h.:of.:5/.'! 2.,. The single ply carne ,tT.-qs9 .shall have c. t .. ... . . . d. - . P. :,a reaction of less. Attach prefabricated. 'scab,truss. with. two. )tow -of 0.1'28" ate" 3,�500# or I s:. x&W"G(in Nails Sihipson-Stroncr-Tie catalog C'JG'', pqqe 216'i Figprg"..$'fqr more information, RgLffe J Fora aiQgJ& plY.`,,g.lfd6r'-that. requires Woo blocking to.bdhl0ve-.%fUll design load VWue for face -mounted 'hangers Attach one wood. block t�)_ to-'theback. face of the q'Ie::pl' with the: taMO size: an'. 'bottom. . i�6... '.. back : , ; 'i ' sP ... y with ;.. - . . .. . d g.eade.-tis"theib dm.-6hbtd,O .1ho. single.ply girder. �e.-'Wo6d: block l0tq�h to be such th�tt_.-th6.'wbdd �lockjhg.,..e)qeqqq to e;Acft. adjadentpahel Oom'ts:(wbbs:.and b6goni...c.h6r'd intersections);. Attach wood .per *row staggerers 3.0 applied to the -.www.aI'pIne6_.COm* ALPINE AN ffw'bxp�w. single. ply -girder face; with an ad.difio.nal.(20.) 0,.I..2$7x3'VW'Qun'.NOiIs p�.-:epch: panel p.pJhf applied lothe, ($6e Fig U MCA Please refer . to* thd'.ti'm': p'-s-d" n-.gtrong��.Tle-C-6tiilbg C-C.'2019i -pabe 216.., fl&b.-I'for thdr& 1rif6ftnatioin. Figure . w The application of- prdfabhdated Jabk`sdiib &U,§s f6r-Wij.od filldrblocking :or wood blocking * ' ' to; aQ e fdll. design joad'VsQue for faqe;-.mo.unt6d bangers, must be .approved by the. hardware manufacturers All edge Astarices, andt I "and end d OA6bO'fdr'-all nail (%nnedfibris - Must be suffic: tent td- .prevent -splitting of if I can.be of any further assistance. -or if you 'have any:qpestions, please -give me atall. ItHtl STATE df Z;,. :William H.',. Oq'k--.P.5. Chief Enj` jheet* .Alpmte-an'- Cbrh'pAny- ... ..:.. * Department.,Company ,, Erj�ljjrjeering Odando, FL Vi 6750-F6'*r-u'm'-DflVL-.-Su-it6.'306':O"r.iand6,.FL, .3282.1-(PDQ)'.5.21-9790-(863)422-8685 mw . Rip'jnOi*.c6M ALPI N...:E M�cwftw Ap ril 26;.:2019- Mr. Bob mi Carp jnd.O�tercoritraidtort-of.Affi&n a� 9 Avenue is; N w .60 . . Q . . P.rth...,p* . -Wintet Hbv6n, FL 33880-6201: Dear Bob, R6; Str6n_ Obai;k bridging. 6h fbbf trusset- I understand-thete- is some. dohd6m over our recommendations f6rstrobgiba ck bridgini'ohroof trusses, 'gfrong�gck- bridging -for roof iruqpq§j is nqt-.j.requirement qfANSj-;-TR! 2014 nor is K'a requirementofthe. BLilIdirjg Qdmporient -Safety- Infbtma.t1Qr1- But strongback bridgffig, 'brr roof trusses is fecomm ad.6-' by Carpenter -C6hfCd6 .6f'-Ainenda.'str6hg.ba6k bfldOlhg.!Semps_following two funcfi&nA;- One, bridging alignp the bottom -chords -after bpy are- set -so- they .are 4nifpr.m..aIopg the ceiling -and h;ip'"th'-..C*b.ilihg:sorvit,,.-.tibi ity T.woibridging reduces relative deflection .6fadiacent.-ttussds:: StrongbacV. bridgind'.do6s: riot:-Or6Vent-pr reiduce-ovef-WI individual deflection, espedall.y -a hfy r66ffUs969, Phan l�4�hj�m tirqpLre _.q _ ng _ _ _ Sirongoack- bridging in. roof. trusses does 'not serve As :temporary..or, p*dirm'a*'nie'n'.t'braqih9 .and [§.. not .1htend6d to ci�liea.shat6design loads, betweeh Trusses. Consequently,. -no design lbads_hav .1peen accoUn.tedfo.r*,Wdhthig.deti�iid�d c�Dhtih-Ubtis-�trcihgback*bddgihd's�hdUld'hdt:bd-.�itt6'chedb6t&16en- cofnMon and g"Irderfrusses.- The. use :of strongback. bridging � shall not. '.interfere With other, design y a ngjnOkr'-'O.f R considerations as specified N the Record dr the Building: esigne -Th& outer ends .ojElie strop r anqthe�r�secure end.g4ark. ��idghjg,shajj be: -a#go�edjo a wall o restraint; -cif ap.�sppcifiedby th6 EngineerofRecord & thd Budldin4,.D6sfljh&r-.- 8fr6nig'back- bridging* shall. be a- minimum :of 2x.6 -iiorbihaf !Uyn'bdr. oriented -Vt h i nails (0.1627X&F-) rja�iijs at:. t . he d'e0th Affath- P� of fb%- stror ' 1:81.0 -CO each intersecting M'emb&. When -extending the :str.dn .minimum 'a�kbridging .gbatk bridging oveHap by. -9f a.Mipim . -qfjwo.�.usgp.s. fha-ji cat16 igb ma0e: sppcified'*`.the-Tnj§s MahUfactut.6r, Ehgi6e&r* of Record,. or Building Designer: refierto 66§1 "Strcingba'ckihg'Provrsions" detpili for more. inf6rm rapfiid� information. The. g -shown ,(FijU ' 1) isforgenOnd fv purpose only. :67.60 roru.mDriveSbite 305, Orkindo, FL 328.2 T - (800) 5214790-.-.(863)422"8685 V m . lwpineitw . cGm- ALRIN- E.- IN %,i IV,; V L t.; . -1 L L- \,..[ x . I !.. -, ) AtA its tical�.i" Fiprel -JfLcan -baofany fUiiher' assistance' or ifyou "Have ::any questions; please; give. meac6ii. William: fie Krick 04 E. Chief Engineer .... ... .. . Alpine an ITN.0qmpany Engineering' D pa - en ofitth.ao-,. FL. -67$0'Forum Drive Suiite,.-3a55 Grf66dd.,-'FL 1982-1 ; (8001 52--f-9790 - (863)422=9685' -STRO K[I�RTEIGING N G--BAtK* RECOMMENDATIONS BUTT STRONGBACK lk- All sca:b r6n blocks -shall. b.e: :ix minimum, ti&4: 'Ss-Wess gr.o,qed :BRIDGING TOGETqgF .lumber;,' mm.-A[ -sftr.ongb(xck bridging and bracing -skb:fl be: za. min'stress''g! p.tArpose ofsironob.acz gip%'ATTACH SCAB WITH'10.d;B]X/G.UN.. develop loadsharing b6'tveen'IndkCruses, t-e s, :4+ "0' U6. 6112C0-0� 4AILS*]N-A RtqS--AT* r?s.PLt!rd In d'n'aL( .1heaspIn,-,the :SCAB . NOTE- IN Liru.I,- spLiciNG AS -SHOWN, SPLICING. -4�e.ft6orystemi e>M LAP ONE TAU=,SPArINgSTRONOBACK stiKongbac W10glnolhInFnk-:At'LEAST cetalls, 'Is- recommended w.t. 10' =0".O'.C. kmax;> BRIDGING. 'ETAIL. N[)TEi bisAdils ;I an . cl ;R: . ;arlie '-the :pY-,p'f-er0bb( dttaithr�eht Methods '06- -T h.k - e r m s - 'br I.bl Q I ri g" 4'n Cf 161a 'C' I h 10, " :are- s a m e i I m e s ATTACH STRONGBACK 70 :(0S48fkW?- M11:4 'OR Important s-I;ructwqt ripbqUVOt4eht- bf iqny oat pr roof )- `e-to" thee: Truss. De-Moh I -I roving TDD) "the: :bracing 6M .4ult, each IddIVIdU0Lk truss component, 'Bridging;' -'s-trforgbadk"bridging"t'.1ps. trec6mmehdQtjoh'- o -- uSs- s,ysmo. help c6htr.o( In: additiont6-aldfrig :In the: -dIs1tAIbqt1an of point' loads bet*. 66 adjacent truss, strangback brIdgInq serves• to red0ce M STRONGUM MIMING ATTACHMENT ALT.E.RKATIVE.S M ffwwMww J4G7..;;;,ZYfMw. i.-bA7;;7 kwU"ftn &.-br=ina &Vima"m . 03;W.3- bounce, vv or isl —m .tkorg.5mU_1nq: from P)gy;6 g* Of''n t loqcjsj-:5Ljch a-s footst 'h - e Oe�rformqnc'e- of all 'fl.qor sy5�lems are. . -61by.'ihe. intt�U4t'10h*6K'. - ;tk- enhance strorig.6a I bt�,Iqfgln and -th&'e'fori�1si. _5`t.rbngty recommended by Alpine, For additional ' Infof -MoAldr! k;egqdI6g. -strongbq,�k bridging, refer -k0-.%SI.Gu-IkCI6Q' Component Information). LU PSF ire! D.L. RSF .A: C L PSF- ETA F D. PSF 0 FAC, L00, --fill"11411 . .T. 'I' Imo' N....,,G E C--- NDE.- D, .. .......... ..... .... . . . . . . . . ...... IF ft-'AW-V$rilgF N � lAlUbT. N 40-f-EM-AL 'WFUNING. OURE L 0 . GAL .1m. R. A TIW -10o. SWIM x RIM a. 2-Tr 4N IN -.W-f FOP LJU PAQPIqTA.iqR L I ll,-D 1�0 AMR PLATM AND.: R PER N.Q A AL -A?Nq 111R. I I U.,.e "My m ol. sn, "'' .. ."'T lbt I I- U, .1316, JO. BE' PULM 7 ? 00-Tall. At .1 Ah M. b a-,.- 2.9 jw.t�jp� I" a. AML.eo iffe r brfLM-38 kN-14!96 AXA. 'EIav PO 8T--*S- ....... ... inui. N moo Cracked or Broken This drawing specifies repairs for a truss with broken chord or web member. This design Is valld only for single' ply trusses with U4 or 2x6 broken members. No more 'than one break pet, chord panel and no more than two breaks per truss are allowed, Contact the truss manufacturer for any repairs that do not I. 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, same size, grade, and i species as damaged member, Applyy one scab per face, Minimum side member tength(s) = (2) 1-) + (B) Scab member length (S) must be within the broken panel, Nall Into 2x4 members using two (2) rows at 4' o,c„ rows stagggered, Nall Into 2x6 members using three (3) rows at 4e o,c„ rows s•Eaggt-red. Nail using 10d box or gun naffs (0,1281x3', min) Into each side member, The maximum permitted lumber grade for -use with this i detall Is limited to Visual grade 111 and MSR grade 1650f, 1 This repair detall may be used for broken connector plate at ; mid^panet splices, This repair detail mnY not be used for damaged chord or web sections occurring within the connector plate area. Broken chord may not support any tle-In loads, X. L L • � OC Typlcol + o + o + o + o o + o + . o + o + St2" agger Back Face 1MM0d Box (0.128'b x 3', min) Nallsl o = Front Face 2x6 Member - Trl Iee Raw Staa9 erec Nall 1 �jj jam,. AN ►T1N COMPANY EaAh oµy MO 63045 Member-; Repair Detall Load Duration = OX Member forces may be Increased for Duration of Load Maximum 'Member, Axial Force . Member; Size L SPF-C HF DF-L SYP Web Only. I 2x4 12' 620# 635# 730# 8001t Web Only i 2x4 18' 975# 1055# 1295# 1415# Web or, Chord 2x4 24' 975# 1055# 14.95# 1745# Web or. Clhord 2x6 1465#- 15B5# 2245# 2620# Web or Chord �x4 30' 1910# 19600 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 or Chord 2x6 439541 4500# 5225# 5725# Web or Chord 2x4 48 3460# 3540# 4070# 4445# Web or Chord 2x6 5165# 5280# 6095# 6660# acing Detail _ ,oAf Nass DEAD AHD f'0.L4V ALL NOT. DO THIS',-WVGIOI rr W"RTMTIa p SH ,IM& DIIAVDiG 7T1 ALL CWTAM70RA 14MOMING THE INSTALLERS, ...........m.....,..... .... e, PAA.etlea. harrllen. shloolno. Instalft and bradrro. Raper Conponmts Dro Ina shall at be, esponA1h1* For o devlctWn f th+ truss M can or„ancr rlSii M&M, In J. ar For hs,w+l%p, ahhllppho, pa DetMp iNs dead-. M—Us'acfrptance !t prafesdansl ,r il5r odfeskn sRM,� for per use a1 1c&, ddrart',p dbMKy iIx per' ANSLFR I e lUninun H L L Dlsianca Hlnlmun L Distance e REF MEMBER REPAIR DATE 10/01/14 DRWG REPCHRD1014 24,0' MAX )�J I Purnw1aft 11, QIdG$ ,ram I-R 112 H6.10fiv-! -T.YPLCAL FAMOF -Olfiam With a 'oI a Tttjs:drBwJdgla'pplles to.,yallays YM.Ibp: fjK"-vAlley K el OR; . '14 -maxItnum fftffrdbf befght; 30-tvat 1-46 mph.,.Enclotad, Cat Jt, Bev ..Or A M ijffnu X.*Sp m jib; in di 0 kd "w D-, VaN I - 0 I mw MMMIM VALL TVOM 0 lcei eldt(a)bYtafter, Tkfnplla are if slpapets.are,noJ ma UbaIJNl3ER VALLEY -FRAMING RAFTEIR-OR MDGE IpAleb--4t-W*Idr,30 psftTL)' -26 PSf (TD) Wk. thd'VdAl Bys br-aloopere pte tocittlops are ger6<1'betwegn rows,. 7. C. rectly 3. CHOOIe:td�tdt&. Ids SfIQ2thlnb g5fti?%.tWo-2g6 sleepers. 41641t6a-dallis 5.-51depa w-troi. 416d td&rmlla 3 160 t6e5nj1(s..eagh slaef.er.p ymg .6. *-'Md6z:bobr4ia -T.cof bldck 4 %Bd toe-nOs XFOR FFMY .7. -111dia-Itigm fo.tr.wes.- 41r?d-tOg7A-4Jts 8. .-Putild to. (TWI, 3,16-416-141S. -TriS!fm.'6l6iku 4`16i1'.tocrOW14 10. Tru3sIdiArlopti. 4-16EP-tQe;:n*)l5 -yfumtow'*�Jp- 4160106-Ildft 'Crloftwte'-Wln'. 3164-to*nplli USED) -13. .'QbPb!RaM'tOJr.a*(bV NAILS iiol -0. loftdDIAMb" " 4 ' " Use.srress f . I , " Lf -C ViLL P �1.11'-Sb 46 64 R, P ty R TC DL- It ZO 7 1 D*JkTX IO/qVk4 qc YL 0 .0 0 0 DRWO I/p,ENVIE BIT, - L-I, 0 .0 0. 0 T 6T. LD.3'0 50 4.7 61. A13DVD- Simpson Strong-TeO Wood Construction Connectors Face -Mount Hangers - I -Joists, Glulam and SCL ED These products are available with additional corrosion protection. For more information, see p. 15. Codes: See p. 12 for Code Reference Key Chart. 0 N] im 0 Size, ,(K )'' Model N 0 CarriedFasteners Member .,!TenslOn inJoistActual Max. a, eners ' Loads Gone Ref. E .2 U) 0 Stiff 7" R , � �;, ;.,, " H ", 4 Face Joist, OF/SP Header t-" L�j Spaicies, ea Species Header, :(1605): 16 flo�6r'll 1100) Snow p 15 9 Roof, tp�), Floor (,100) ; Snow --Roof [(125 IUS2.56/16 2% 16 2 Min. (14) 0.148 x 3 70 1,660 1,805 7,805 1,425 1,555 11,555 Max. 1 (16) 0.148 x 3 - 70 1,805 1,805 1,805 1,555 1,555 11,555 21/2 x 16 MIU2.56/16 1-1 2%.1 151/k 21h - (24) 0.162 x 31h (2) 0.148 x 1112 230 3,455 3,920 4,045 2,970 3,370 3,480 U314 ✓ 21yi. 10 1h 2 - (16) 0.162 x 31h" (6) 0.148 x 1 IR 9,10 1,945 2,20512,375 1,675 1,895 2,045 HU316 HUC316 ✓ 29,1. 141/a 21h (20) 0.162 x 31/2 (8) 0.148 x 1 1h 1,515 2,975 3,36013,610 2,565 2,895 3,110 FL, 29fifi 177 ;0.162 1 2,IV2,"' (2),0.148,x' Vh,. 230 '3;745' . .21/2 x,1 8 :HU816/,HUG316'1 V 1294d A4j/' 2W :(0) 0.162,i781h, (8) 0.148 k 1 1k 1515 3,3.60: 3,6 21h x 20 MIU2.56/20 12% 1934, 121/2 (28) 0.162 x 31/2 (2) 0.148 x 1 1h 230 4,030 4,060 4,060 3,46.513,49513,495 21 to 216 MIU 2.56 2'0�,;, V 2946 7/i6,, 21/2 (28) D.162 x 0 4,060 A,060 3,465L 3,495 3,495' 29A6 X 91/4 to 26 29As" wide joists use the same hangers as 21h" wide joists and have the same loads. '3.x,9'h' MIU312/ 9 3%] -914s,- '91h .0. 6 x-3 48'xll h.,: �'23; 2,,`305�' . , ; HU210-2/ HUC210 -2' 31/8 li/21 Max.' ('18) 6.162x,3?h', 3!, 1,9_15! 7 2;6801 3,020 2;605, 2;s60 IBC, MlL13.12/A1__,____ 3% 111A 21h J4.0.1-48 x 1 1h.. 230, 2,880. 3,1351. T35T _Z47�, 2,69512,6915 FL,- X 117A HU212-2 / HUUT2zZ 3 1/a 10-A.. 21h Max. OLIL62 -x! 31A Lr.148 1,795 3,275 - 3,695 1',TaCr �3;425- 'HU325/12-/HUr,3.25/`12- 31)41- .21h,,�- (1 A148x3` -1 -5, 7Z �3 �,K,13.4 630TA�j3511 3`�015 3,470� -3 735 -HU3 25/16 �H .25/16 UC�. 31/1 Min (20),6.182.x 316 :(8)'P.1 48 x 1,515 2;915 ij(30 21,610" ]'2;56 0 9' 2,8 0 5 71= 7- -1,72 5.;3$7014865] 4;69!fl 3;3k -3,1551.4,040 1 ,3��glulalm, 'HUGQ210'.2-SDS 3 1?4: 9 4 -�SDS' �02) x 21W, (5) 1/4""i 21h- SDS Z'-, 4.315;1`4� ".-5j."434157 FL HC .2 5 10 3 1�4 A', '0 ,'(16)jP.162131/Z, 4;095: 4,100 .9,1 01),� 9,106,, 7,825 �;P25, 7.325 lBG. !HGUS8.25/12 _1 31/ 4,' (56j"0.162i3)A,,' (20) 6.162x31hj5.04019,400 9,400'j,9,4PD 8,965]8,085 8,085 FL JL 1GU3:25-SDS 1/4. 8 to 30,;.' (16)1� SDS 4- X_21,�', 'k 2WSDS (1211/4'- :5,555 6720 0 - 26, HHUS46 13-1/. 51A 3 - (14) 0.162 x 31h (6) 0.162 x 31h 1,320 2,785 3,155 3,405 2,3951 1 2,715 2,930 31h x 51/4 HGUS46 13-1/. 47N, 4 - (20) 0.162 x 31h (8) 0.162 x 31/2 2,155 4,360 4,885 5,23013.750 14.200 4,500 :HU�48 VsAs. 2" �Ih (6) OA 62 i 31h: i,P2O 1,1;59511'.815 1,960 1 ;365 1; 55' 5 1,6130 .�31/2x7l/4.::HHUS48 71/ 3: 7- V2 (22)',0.162 x 31, (8) 0.162x 31h 7 0; 4, 10.4,7701 -5J40 3;615 4;095 4,415� HGUS�B, 7W: �4`11-!L- (3 6)6.1 k 13 lh'�� :_(12),0.162,x 3 1 1h 3:28517,460711Ab 6.'415 6,4715' 6,415 IUS3.56/9.5 35h 9 1h 2 (10) 0.148 x 3 700 11,185 1,345 1,455 1,020 11,160 1,250 MIU3.5619 39N 813 22, 1/ (16) 0.162 x 31h (2) 0.148 x 1 1h 210 12,305 2,615 2,820 1,98012,245 2,425 U41 0 3% 83h 2 (14) 0.162 x 31h (6) 0.148 x 3 970 12,015 2,285 2,465 1,735 11,965 2,120 HUS410 3% 815/,s 2 (8) 0.162 x 31h (8) 0.162 x 31h 2,990 2,125 .2,420 2,615 11,820 12,070 2,240 HHUS410 3 5A 9 3 (30) 0.162 x 31h (10) 0.162 x 31/2 3,565 5,635 6,380 6,44514,84515,486 5,5545 - 31h x 91h HU4101HUC410 ✓ 39Ai 85A 21h (36) 0.162 x 31h (12) 0.162 x 31h 3,235 7,460 17,460 17,460 6,415 16,415 16,415 HUC0410-SDS 39A61 9 3 - (12) 114" x 21h" SDS (6) 1/4" x 21h" SDS 2,265 4,500 4500 4,500 3,240 3,240 3,9240 HOUS410 35h1 91Ae 4 - (46) 0.162 x 31h (16) 0.162 x 31h 4,095 9,100 9,100 9,100 7,825 7,825 7,825 IBC, F LBU3.63-SDS 35/a 8 to 30 41h - (16) 1/4" x 21e SDS (12) 1/4" x 21h" SDS 5,555 6,720 6,720 16,720 4,840 4,84014,840 LA MGU3.63-SDS 3% 91/4 to 30 41h - (24) 114" x 21h" SDS (16) 114" x 21h" SDS 7,260 9,450 9,45019,450 6,805 6,80516,805 1US3.56/1138 35A 11 T/s 2� C7 (12)O.148x3 70, 1 i.;426� 11815'11;745 11,22T .1 M103;56/1 111/8 21h;[� (2%P.162 : '. 1 8 ,(2) Q.14 x I 1h �,21 0- 12,860-, 3,71M.j �,135 ��,475, 2�695: 2;6951 �U4714 '10 J, 'f62x-jl/2' (6) 0.141b x 3 12,30� �,131 5.1 2,�W] 1,68 0 2 '245'j-'?,42& MUS4,10 -9 (30),P.j62TA x ip)'0.162x3lh 5,635 6,3balt.,47 4845 5,486] 5.;tea, HUS412 T 3% 1 0?fz -2" x Z5 2,660 3,025; 3,2P5:12,275, ,31/2x117ATHU412[HUC412 -7-7 .�jNs 105As .21/2 :(16�0.16207h` (6) Q.14&x3 1,135]2,Md 2,685, 2,860!1 2j(350 2;31 Min MaX.� '(22) 0.162,x 31�, 01_ (iO 48 U95 HUCQ412-SDS 39As ; - (.i 4,� i -21/2 v x n�'Si:is - 2" 26 45 5�6' 5. G :k� [3.63b.] HGus412• , _456) 0.162 x3l�� 62xL 31h 6;040 §Ab 6,4,00 bA00-1 085 - 1,35A - 8 -to 3o 4�i ',SDS; 5,555. 6.-�W 6,720 6,!k 4'840, 4;840 ' 1,4,84b,� MdW'63,90S N.] 97/410 80 '4 1,� :[(24� 4 X'2ik,SDSI(16) Ile' �Ih" SDS x 7,H011 9,92150 9,48 IS] 9,450] 6,405 6,805 '6.805� 135la1 '11' to _30 4Ih _7'7'_j(36)j/4"'iM' SDS. (24) 1W'x21h"SDS 66 11316011ij 6vDj 9,475 9:475 19,475 46 See footnotes on p. 150. lSim!p!St,,!,g-77_iJ'0 Wood Constructio!Conn;ctorms 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. 0 See Corrosion Information, pp.13-15, v Installation: • Use all specified fasteners; see General Notes. O U The following installation methods may be used: N Top -Flange Installation — The straps must be field formed over the header — see table for minimum top -flange requirements. F= Install top and face nails according to the table. Top nails shall _ :P _, not be within'/4" from.the_edge-fthe_toR--WateFor_.__ — �^ the THA29, nails used forjoist a ahmentn ust-be-driven at an ca a 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 t/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 entirely 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 3s/s" (except THA413) and larger, with no load reduction — order THAC hanger. Codes: See p.12 for Code Reference Key Chart 131<' for THAG422 for 122-2 126-2 THAG422 Face nails Top nails pertable per table 13/i typical 21T for THA422-2 and THA426-2 THA418 Double 4x2- Use full table value Single 4x2-� See nailer table IR; Straighten the double shear nailing tabs and install nails straight into the joist Typical THA Top Flange Installation on a Nailer (except 7HA29) THA422 Face -Mount (Max.) Installation Straps may be installed straight or wrapped over with tabulated face nails installed into top and face of head, c Double -Shear Double- nh Dome Double -Shear i Shear' Nailing r Side View; Nailing Side View Nailing (Available on Do not Top View bend tab some models) F2vy f/' I a THA29 2 face nails (total) 4 top nails �3 (totali 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 .yNwai i "n o Top Flange Installation 'er to tnote 5 p.187 86 Simpson Strong -Tie° Wood Construction Connectors $IMP$Oge THA/THAC Adjustable Truss Hangers (cont.) in] M These products are available with additional corrosion protection. For more information, see p.15. Dimensions Fasteners BF/SP v SPF/HF ' x (n) Mm r Min {in) Allowable Loads` Allowable Loads Model °Top Header Code No fia �` Flange Depth Carrying Roof/ Floori Upbft Flogr Snow Roof/°Ref W H C Jim). {in.) }Member Carried Member UpliftSnow ind (160) (100) {115J Wind (160) (100) (115) Top Face j125/160) (125/160) atio �, xz _ . r,� ._ _.. flange,tnsIt PP.Pn 1 th - (2) 0.148 x 3 (6) 0.148 x 3 1 (4) 0.148 x 3 525 1,750 1,750 1,750 450 1,330 1,330 1,330 THA29 18 1 % 911146 51/e 27/i6 - (4) 0.148 x 3 (6) 0.148 x 3 (4) 0.148 x 3 525 2,610 2,610 2,610 450 1,985 1,985 1,985 THA213 18 1�a 1354s(4)0:7ABX3 (4)0146X1'h r1 x'(2}0148X3 THA218 18 1 % 173A6 51/2 2 - (4) 0.148 x 3 (2) 0.148 x 3 (4) 0.148 x 1 th 1 460 1,460 - 1,110 i 10 l' 10 IBC, THA218 2 1fi 3'/s 17?tis B : 2 (4) 01621c 3'h (2) 0162 X 3'lz (6) 0148 X 3 r= F o : 1 1 49i' I 1 l i� ._.' FL, THA222-2 16 31A 22-/% 8 2 - (4) 0.162 x 31h (2) 0.162 x 31h (6) 0.148 x 3 - 1a60 1,995 1,905 - 1,490 1,515 1,515 LA THA413 18 35/a 13s/is 41h 2 - (4),O l'48 x3 . (2) 0148-z 3 (4)•0,148 x 3 3".` 1 s3 , - 1 05 111 '1' "•. 1 1t 6 THA418 16 3% 171h 7% 2 - (4) 0.162 x 31h (2) 0.162 x 31/z (6) 0.148 x 3 - 1,960 1,995 1,995 - 1:490 1,515 1,515 THA422 16 35/e 7'/e 2 - (4) 0.162 X 31h (2) 0162 X3'h (6) 0,148 X 3 1 a%�?. T ,l lit" 4yC.5,1 ti1 1 1 01 �t, :::22 THA426 14 3% 26 7% 2 - (4) 0.162 x 31h (4) 0.162 x 31h (6) 0.162 x 31h - 2,435 2,435 2,435 - 2,095 2,095 2,095 THA422 2 14 1 7 /, rf '2 ti 9Y4 r = j4J i)162 c 31h jA) 0162 x 3"fz (6) 0162 x 3th : �- 9 330< 3 330 3 330 - 2 865 �' 2 2 865 ' FL- THA426-2 14 71/4 261A6 .91/4 2 - (4) 0.162 x 31h (4) 0.162 x 31h (6) 0.162 x 31h 3,330 Y 3,330 3,330 - 2,865 2,865 2,865 ,� Face -Mount jMax� Installation 1 ?3 THA29 18 1 % 911Ae 51/a - 9"As - (16)0.148x3 (4)0.148x3 525 2,265 2,265 2,265 450 1950 1950 1950 THFf213 aB 1s/a3 7 , 51h :;: 1354s= „; (14) 0148 X 3 (4) 0:146 x 3, 'v� c t i 34U 0 br zD1r1 - "' 2 Ua THA218 18 1 % 171A6 51h - 17:M6 - (18) 0.148 x 3 (4) 0.148 x 3 855 2,450 2,450 2,450 735 2105 2105 2105 THA218 2 ,rib 311e- :171tis 8 '" 14?fis - (22) 0162 X 31/z 1. {6) 0162 x 31h 1 855 3 1 "' �1,� 1 t 1;595 s 15 2,?4�' ` ` IBC, THA222-2 16 31A 223As 8 - 14MG - (22) 0.162 x 31/2 (6) 0.162 x 31h 1,855 3,310 3,310 3,310 1,595 2,845 2,845 2,845 LA THA413' 18 .3a/a» 1$yie 41h 133/e = (14) D 148 X`3 (4) D;146 X 3 ° t ,15: 1 4U 4q0 %" c MO THA418 16 3% 171h 7% - 14% - (22) 0.162 x 31/2 (6) 0.162 x 31/2 1,855 3,310 3,310 3,310 1595 2:845 2,845 2,845 THA422 i6 3%a :':22 T/a 14Ys - (22)0162x3?h(6)0162x91h 1,855 d 1i1 its 1 1595 2,3 5 r 2� THA426 14 3s/a 26 77/a - 16146 - (30) 0.162 x 31/2 (6) 0.162 x 31/z 1,855 4,415 4,480 4,480 1,595 3,795 3,855 3,855 MR 63/is - (30) 0162 x 31/ (6)10.162 x 31h 1h' 5 5 #7 5 520 . 5 520 7,595 4.4.45 4 745:. "; 4,745 :; FL 71/4 261/ie 9a/4 - 18 1 (38) 0.162 x 31h (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 leading 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 1 th° 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 1'h' nai6 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 Qoist) 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 bsted diameter by length. See pp. 21-22 for fastener information. is Simpson Strong-Trem Wood Construction Connectors 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 that distributes the load through two 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 ZMAX81 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. _ - s" �-Not deslgned�or`weTd'ed or'nailer appl'ica�ons.""•~-- ~"'-'"-""� 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 ' £ Double -Shear Naifin Side View 4+�'�� II _ Do not bend -tab a Dome Double -Shear Nailing Side View (Available on some models) 1' for us 1'/e' for 4x's� fl � D 6 • D. LUS28 HHUS210-2 P r "_W �WZ MUS28- �� k t ,al 24 HUS210 (HUS26, HUS28, and HHUS similar) HGUS28-2 Typical HUS26 Installation with Reduced Heel Height (multiple member fastening by Designer) P EL a LUS/M US/H US/HHUS/HGUS Face -Mount Joist Hangers (cont.) 1 ! LFt t i Mm Motlel N0 g'� He ght, ,: � �ti Ga Dimensions (m) Fasteners � Carrying :,'Member r Carried Memtier Single 2x Sizes LUS24 ^= LUS26'r'! , 25/e , 41/4 � : 1'8 7 s/ie . 3�/a I. (4)'0.148 x 3 1 s/ie .' . 43/� '' 7 *4 x0;148 x 3 MUS26 41346 18 16/i6 5:i6 1 2 (6) 0.148 x 3 (6) 0.148 x 3 HUS26 45/6 16 15/a 53A 3 (14) 0.162 x 31h (6) 0.162 x 31h ,(20)' 162`x 3'1/2 ;'LL (8) 0162 148x3 >',=i` (4).0.148x3 MUS28 6-% 18 1 %, 61% 2 (8) 0.148 x 3 (8) 0.14B x 3 HUS28 61/2 16 15/e 7 3 (22) 0.162 x 31/2 (8) 0.162 x 31h HGUS28 6a/i6 12 15/a 71/a 5 (36) 0.162 x 31/2 (12) 0.162 x 31/2 LUS210 ' 41/a ?-°' i✓;."a 16/ie ';:713n6 '� 1 N4 , ' (8)'0.148 x 3;, ; {4) b 146 HUs210 '31/z HGUS210 i ,'8a/s 1. See table below for.allowable loads. r Gle I fl- 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 `y G with Strong -Drive® SD Connector screws. See pp. 335-337 for more information. Model; No DF Allowable Loads Uphftl Floor Snow : Raof WindUpbftl (115) SP Allowable Loads floor Snow Roof Wind {160) K SPF/HF, Allowable Loads y n Upbft1 Floor: Snow ` Roof Windy Code Ref "-' Singfe 2x S¢es ,670,r`., 820 ;:725 .,. 825,. ,_ 89D . 1'1 350 495=: , 565', 605 .` 77;0 LUS26 1,165 865 990 1,070 1,355 1,165 935 1,070 1,150 1,475 865 635 725 785 1,000 IBC, FL, 1,560 ` 1,560. c?0 x, '1405 . 1;560 ,"�6D 1 6D 87G- , 955'w ,1,090 ;1,180_; �n LA HUS26 1,320 2,735 3:095 3,235 3,235 1,320 2,960 3,280 3,280 3,280 1,150 2,350 2,660 2,780 2,780" HGUS26 Ei r: ,4,34M- , 4,850` , 5170" ; 5,39D ".'.' s7o•,, .'4690., `5,220 5 390°r 5;890 0" -" .,3,225�." :3,610" , 3;8V 3,965'' 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 MI1S28 7.3Z0 1,730 " 197� ; :2,125 ;'; 2 �. ``. 3Z..>=1875 ''2;135 "2255 , 251 3;5D, " 1;270, ,7,455':: 1,575?> .,,955.' IBC FL, LA HUS28 1,:60 4,095 4,095 5 E,09., m 4,.,90 1,760 4,095 o� 4,0.,E 0a 4,�.,5 a, 4,G.,5 1,480 3,520 3,520s,,,20 5 3 ,520 HGUS28� , .1;6G 7275 '' .7,27.5, '.-7,275 • '1.ro, 7, .;r;? � 7;275T"-7,275, '1:�z5 , .3,170" - 3;82D 3,915 ?; _,4;250'', IBC, FL LUS210 1,165 1,335 1,530 1,64D 2,090 1,165 1,450 1,fi55 1,775 2,270 865 985 1,120 1,215 1,500 IBC, FL, HUS210', '_.uv5 tpG' S �52oao :5;'c�• J s3 `i-K'u 2:2Zbt 2'_? is Sae, LA HGUS210 2,090 9.1GG 9;;00" 9,10E 9,i00 2,090 9,100 9,100 9,100 9,100 1,545 6,340 6:730 6,730 6,730 IBC; FL CS 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 45°. Allowable loads are: HGUS Seat Width Joist Down Load Uplift W < 2" Square cut 0.62 of table bad 0.46 of table load W < 2" Bevel cut 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 Acute ' side apecny angle Top View HHUS Hanger Skewed Right (foist must be bevel cut) All joist nails installed on the outside angle (non -acute side). z 0 0 U w F- 05 Z O M Z 0 0 m 0 N U U 94 LUS/MUS/HUS/HHUS/HGUS These products are available with For stainless additional corrosion protection. steel fasteners, For more information, see p.15. see p. 21. Many of these products are approved for installation 99 with Strong -Drive® SD Connector screws. See pp. 335-337 for more information. in., Model N0 He ght Ga Dimensions (n) W .J H g` Fasteners pn) Carrying Camed J mbe(Member DF/SP Allowable Loads Uplift Floor; -Snow Ruof Wind': (160j (100); (115), (125) F(160),; 5RF/HFAllowableloads Uplrtt ;Floor Snow Roof 'Wind (160).:(100)i '(7,q (125) Ref ' Double 2x Sizes LU524 2 = 21/4, :'18, ; 3?/s' 3'%{. , 2 ; (4) O.fi62 x 3'/z „(2) 0162 x 3'h = S10 B00.. :905 980 , .1;245 355:: ,"$90 780. 845 ;1;070' LUS26 2 ,.` 4s/is l8 3?7s- 4?/a 2, Y(4) D 162 x 3'h r;:(4) Oy162 x3'/z 'r ^ 1030 .1170 ,1,2fi5 :1;595' `910 . 885 1OD5 1,090 -1370 HHUS26-2 45/is 14 35/is 53/a 3 (14) 0.162 x 3'h (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 4a/is 12 35/is 57/is 4 (20) 0.162 x 31/z (8) 0.162 x 31h 2,155 4,340 4,850 5,170 5,575 1,855 3,730 4,170 4,445 4,795 LUS282, i 4'/is 3P7s" 7 2 (6j0.162x3'h "(4)Q167:X3'h O.zO 1315;'1,490 1;M-2,030',91D `113D 1'280 1385?-1,745 IBC, FL, HHUS28 2 .' 6s/is 14 3-A J, /4, 3 _ (22) 0 162x 3 h, ;(8) 0162 x'3 h fill 4 265 4 810 5 I55 5;980' 1.515. 3,670' 4;135 4 435j 5145 LA HGUS28 2 ' .{ 694s ) . 12. 334s'1 71As ' 4 ; ,(36).0.162 x 3:h (12) 0162 x`3'h, 3;235 7 460' 7460 7;460 7,460'' 2,7 80 6;415: ' 6;415 ° `6;415 6,415' LUS210-2 634s 18 31/a 9 2 (8) 0.162 x 31h (6) 0.162 x 31/z 1,445 1,830 2,075 2,245 2,830 1,245 1,575 1,785 1,930 2,435 HHUS210-2 8% 14 3--As 81A 3 (30) 0.162 x 3'/z (10) 0.162 x 31h 3,550 51705 6,435 6,485 6:485 3,335 4,905 5,340 5:060 5,190 HGUS210-2 B'fifi 12 35A6 93As 4 (46) 0.162 x 31h . (16) 0.162 x 31h 4,095 9,100 19,100 9,100 9,100 3,520 7,460 7,825 7,825 7,825 Triple 2x Sizes `HGUS26 3 ;' ' 47W. 12 41Siis' 51h � ..4 ; :(20)_.0.162 x 3'hi .'18) 0162':x G1h ; 2,155 4 34D€ �4 850 5,170' S,575' 1 855: ; 3,730 4,1.70 4 445', `4;795; IBC, FL, HGUS28 3 . ° 6'3As 12 41�isl 71/4 '4'; (36)A,162x3'h °(12)0162.x>3'i, 3;235 7460:,746D Z460y 7460= 2,780 6,415 6;415 6415<,,6,415' LA HHUS210-3 83/a 14 411/ts 87/a 3 (30) 0.162 x 31h (10)(3.16201h 3,405 5,630 6,375 6,485 6,485 2,930 4,840 5,485 5,575 5,575 FL HGUS2l.0_3_ 6 . F,12• 3`iic ,9Y4.. , _4 . (46) 0.162 x 31h (16) 0.1.62 x 3?h- 4,095..91010 .9,1,00 9,100 9,100 3,520 7,825.. 7,.825_ 7,825.7825- 1IGUS2123' . 105/a ;''12 9^Ske 10s/4 '4;., ,156):0762XWh (20)0162X31/z a 5 aG a'=4'� rulti ,o,t11 =i; SJ- 1B� E4 LA 1166S214.3 = "; 4125/e ,,, .y12 1 414s',, 123/4 -4:`` .(66) 0.762 x 31/z `. (22) 0162 z 31h 5,695` 9 D125 70125 1 Q 125 10;125. 4,900..8;190 ' 8,190 8190_'!8,190': Quadruple 2x Sizes .:HGUS26 4 ,,:: "5'h ` '"12 ,, 615er7�i - -4' . `(26) D:162 X 3'fz' ' 8) 0.162 x'3'/z, y2,155 4,340 4,850 5,170 5,575' 1 855; '3;730 4;170 4 445 4,79,5 IBC, FL, HGUS28-4 71/4 12 6s/is 4 (36) 0.162 x 31h (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 LA HHUS210-4 8% 14 61/a 3 (30) 0.162 x 31h (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 HGUS216-4 ,- 91/4:.12 69A` 4 (46)0:162x3'h;'(16)0,162x3'/z' 4095 9100`':91DD:'9,1'00 9;100. 3,520,;7,825, 7,825 7;825"7825..xi6PA'd ;:4. (56) D.162X 31fz' (20} 0162-Y 3'/z ,5v 5 i�." `S 04 9'045 �•04; i, nnl A HGU5214-4 . 125/s � 12 ,�696sr . 4 66 0.162'0h 22 D162.x3h 5;695; 10125 T0125 10,125 10,125 4,900<'8,710 8;71D, 8,71D'' 8,710' 4x Sizes LUS46 ,. ,,. `1 4% `.' 18` '3%s 434, , 2 _'(4) 0.162 x 3'4 r; (4) 0.162x 31h 1 ' is "1,030; 1170 1,265"1;595; 1 ry ' '885:: 1;005 1,0901 „1;370, IBC, FL HGUS46 47Hs `'12 35/a' 47/t , 4,. (20)0.162x•3'%z`,1(8}0.162z31h 2,15b 4;34 4,B5D _5t7D 5;575` ],855 3;730 4,170 ,4,445; 4;795'' HHUS46 .K.14 � :3%`, 53hs! .• 3 . (14) 0:162 x 31h i(6) 0.162;x:3'h zQ 2,830.: 3,190 °3,415 4i250 1, '5: 2,435 2745 `2,935' 3,655. LUS48 43/a 18 3a/,s 63/4 2 (6) 0.162 x 31h (4) 0.162 x 31h 1,060 1,315 1,490 1,610 2,030 910 1,130 1,280 1,385 1,745 113C, FL, HUS48 6'A 14 31AG 7 2 (6) 0.162 x 31h (6) 0.162 x 31/2 1,320 1,580 1,790 1,930 2,415 1,135 1,360 1,540 1,660 2,075 LA HHUS48 61h 14 35/a 7Ya 3 (22) 0.162 x 3'/z (8) 0.162 x 31h 1;'GO 4,265 4,810 5,155 5,980 1,515 3,670 4,135 4,435 5,145 HGUS48 6% 12 35/a 7'A. 4 (36) 0.162 x 3'/z (12) 0.162 x 3'h 3,235 7,460 7,460 7,460 7,460 2,780 6,415 6,415 1 6,415 6,415 LUS410 61/a °' 18 : 3Js 83/a: 2,;. . (8)'0:162 x 311z' ;(6) 0.1621x 31/z 1.5 1,830j :2,075 o 2,245 2;830' .:24 , 1,5751 1,785 1,930' 2,435. :HHUS410- -3%° (30)Oa62X31fz.;(70}0:162x3'h u5 v''S,7D5', 6,435 =F o;4C ; .:,2u5", 4,901. 5 5;535 5 5::5,57a' HGUS4IDY'', 87/ts { -12`- 3'/e` 91hk .":4 (46)0.162x31/z_'i(16)0.162;x3?h. 4,D95 9,1DOj.91D0 9,10D 9,100? 3,520 ,.7,825 '7,825 7825, 7825.' IBC, FL, L HGUS412 1107tis 12 3% 103is 4 (56) 0.162 x 3'/z (20) 0.162 x 31h 5,695 9,045 9,04.5 9:045 9:045 4,900 7 780 7,780 7780 7,780 HGUS414 113is 1 12 1 35/a 127/is 4 (66) 0.162 x 31h (22) 0.162 x 31/z 15,695 10,125 10,125 10,125 10,125 4,900 8,190 8,190 8,190 8,190 Double 4x Sizes HGUS737/•10`� .87hs ' -12 '73%�; v6i i"4. , i(46)'0.162 x 3?h (16) 0.1'62 x 31h 3 43D V9,D95 i'9 095 '9;095. 9;095' 2;9504 7;8201 7,820, 7,820 7,820 HGUST37/12 ,I 1g7fis ;12 73/a 10sSs '..4' (56J:O.162 x 3'/2 (20j 0.162 X 3'%z 3 835: 9;295 '9,295' `9;295 9;295; ,3,300': 7;995 7;995 7,995.. -7995" FL =14GUS7.37/14' 11'hs 12 ,73%s'125is 4' (66)0.162x3h4 {22j.0.162x:3?h 5,080.10,50010,50010,'500 10500 4,370, 9;030 9,030''9;030; 9,030; 1. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govem. 2. Wind (160) is a download rating. 3. Minimum heel height shown is required to achieve full table loads. For less than minimum heel height, see technical bulletin T C-REDHEEL at strongtie.com. 4. Truss chord cross -grain tension may limit allowable loads in accordance with ANSUTPI 1-2014. Simpson Strong -Tie° Connector Selector® software includes the evaluation of cross -grain tension in Its hanger allowable loads. For additional Information, contact Simpson Strong -Tie. 5. 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 3W in the joist, with no bad 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 listed 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/s". 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 1h" max. to allow for greater construction tolerances (ma)imum gap for standard allowable loads is 1/V per ASTM D1761 and D7147). See technical bulletin T-C-HANGERGAP at strongtie.com for more information. Material: 16 gauge y Finish: Galvanized L 0 Installation: U _ Use all specified fasteners; see General Notes o • Can be installed filling round holes only, or filling V 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 cc iL • HTU may be skewed up to 671h°. See Hanger e 96 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 .: Many of these products are approved for installation with Strong -Drive ' � F r SD Connector screws. See pp. 335-337 for more information. HTU26 1/W max. gap between end d truss and carrying member HTU Installation for Standard Allowable Loads (for 112" maximum gap, use Altemate Allowable Loads.) Standard Allowable Loads (1/8" Maximum Hanger Gap) Typical HTU26 Minimum Nailing Installation Alternate Installation - HTU28 Installed on 2x6 Carrying Member (HTU210 similar) Model Mm Heel•,' N° Height Dimensions in W Hy B Fasteners (m) t arrymg Carried Member Member DF/SP Allowable Loads Upbft a Floor Snow `Ro°f Wind , (160) ' {100) (115) (•125) •{160) SPF/tIF Allowable Uplift` Floor - Sri ow (160) = (100) {115} Loads Roof 'Wind (125), I (160) Code, Ref., , Single 2x Sizes :HT1.126 ;i. �'"31,z:"' IMS';'S7/,6 31fz "(20)0:162x31h (11)0.148'xi�/z t1 21 C '= D ..;6L TM znrc 5D" .e18J.�-: HTU26 (Min:),:`. - ;3�/a - 75/a 5�fie, 31h : '(20)A.162 x31h° (14j'0148 x 1?7z 1,25D:• -2,940 ,'.3,200 3;200 • ,3,200 1,075 ; 1,852,`, 2,015 %2;075 2;015: HTU26'(MaX:j; .� .57rz`) i s/e': '51fis . 3?fi# . (20) 0.162_X 31h'I (20)`0.148 x 11h 1,556 2 94D • ? 321 ._;,;80 •4;010 :1,335 ; ;2,530 r z a .. , • 3 ;8i1 L3,450- IBC HTU28 (Min.) 3 1 % 7% 31/z (26) 0.162 x 31h (14) 0.148 x 11h 1,235 3,820 3,895 3,895 3,695 1,060 2,865 2,920 2,920 2,920 FL, HTU28 (Max.) 71/4 1 % 71/16 31/z (2%0.162 x 31h (26) 0.148 x 11h 2,020 3,820 4,315 4,655 5.435 1735 3,285 3,710 4,005 4,675 LA HTU210.(Mln.}' 3'/a- 15/e 91he" 31fz "(32) 0.162 X31fz_ '(14)'D148.X-1'1h .1;330i 4 3hU `;4.°-.. ;300' " �: 1,145` 3 .�•'3 _ 3,2� �225 HT1121 D (Max) 91/a `; -1$k "; 91hs 31h `,'>;(32) 0.162`x 31h' :(32) 0.148 x M2 : 3,315 ' 4,7D5 ''a 10 _ -7'C - 5 2,850 : 4,045: `;.>A 056-5 4,930 1 5,1551 Double 2x Sizes NTU262 (Min:) 3'ls;,' :36/ie' :57h6 3?h'; ' (20) 0:162x 3'h (1'4} 0148 x:SaI Ar ,3 610 ,1;305`T t 1,850 '2,090,' 4255 • .2,465 HTU26-2{Max:) , 51h=' 3346 .53ii ,3'/z : '(20).0:162'X31h "' {20)"0148 x 3 2,175': 2 940 `,o t ?„� , d0 , 3' �.1,870:; , 2,53D '�,.?,8�a 3:v5 3,855 HTU28-2 (Min.) 37A 3�i6 71A6 31h (26) 0.162 x 31h (14) 0.148 x 3 1,530 3,820 4,310 4,316 4,310 1,315 2,865 3,235 3,235 3,235 IFS' i HTU28-2 (Max.) 71/4 3-516 71A6 31h (26) 0.162 x 31h (26) 0.148 x 3 3,485 3,820 4315 4,655 5,825 2,995 3,285 `3 9n 4;^ih i ;0fij. HTU210 2 (Min) 3'/s 33i61 :9'tis, :31h '(32):0.162 x31h `:(14) 0.148;x3' 1,755`', "' 4815 ,4;815 ,HTU2102:(Max) - 91/4:;; 3316 :9 -,31h°; i(32)t0.162i31h -1300148x:3'w. 4,1.1D'I 4,705,'as1u, '5;7°C �,F.:N 3,535:` 4,045" =, 0 43! I aF05 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 govem. 4. VVind (160) is a download rating. 5. For hanger gaps between 'A" and W, 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 1 W 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 fisted diameter by length. See pp. 21-22 for fastener information. Simpson Strong-Tie®Wood Construction Connectors ` Face-MountHTU •' • l 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 Carrvinq Member Mm Fasteners (n) DF1SP Allowable Loads SPF/HF Allowable `Loads Model Heel Minimum Code- No Height Car mg ry, Carrying Gamed Uplift Eloor Snow Roof Wmd Uplift Floor Snow Roof Wmd Ref 00� Member Member Member (160) (100) (115) (125) (160} (16D)` (100) ': (115) {125) HTU26 (Min.) 37/a (2) 2x4 (10) 0.162 x 31h (14) 0.148 x 11/z 925 1,470 1,660 1,790 1,875 795 1,265 1,430 i,540 1,615 HTU26 (Max.) 51/z (2) 2x4 (10) 0.162 x 31h (20) 0.148 x 11h 1,240 1,470 1,660 1,790 2,220 1065 1,265 1,430 1,540 1,910 IBC HTU28(Max) 71/< (2) 2x6 (20) D 162 x 31h (26) 0148 x 11h 1970 2 940 'ail 30 3 905 1695 T 2 530 8` 0�0 "3 360 FL, LA HTU210;(Max) : '91/< (2)2x6 ,(2Q) 0162 x, 3?/z (32) 0.148 x 11h °'`2760 12 940 u 3u (3 905 2 375- 2 530 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) 1 Dimensons {m) Fasteners (rn) DF/SP Allowable Loads - SPF7HF Allowable Loatls ; Modell Mm Code Nu Reef _u Floor Snow Roof Wmd Uplift Floor Snow Roof Wmd Ref_, o Height W , H B , , Membe Member {Uplift (16D) (100) (115) (125) (160) j160) (100) (115) (125) (160) Single 2x Sizes HTU26''' 31h 15/e 57tia " 31h {20) 0162 x 3th (11) 0148 x iyh :� 5 2 �9, �5 ^' � 2 3ca 54a �10 1ro10 1 0 1 110•- HTU26;{Min ), = 371a 7 5/e 57/ia . 31h : (20) 0162 x 3?h (14) 0148 x 11/z : 1.175J,2 940 I' 310D 3100 •' 3100 1 010 1 955 1,955 1,955 1 955 HTU26„(Max) 51/z 1 b/a 57tic" 31/z' 1 (20) 0162 x 31h ... (20) 0.14B x 11h, '1215 2940 �2G or t �n .`y; 045 1 850 'cL, 85. 21 35� " IBC, HTU28 (Min.) 3% 15/a 71,A6 31/z (26) 0.162 x 31h (14) 0.148 x 11h 1,110 3,770 3,770 3,770 3,770 955 2,825 2,825 2,825 2,825 FL, HTU28 (Max.) 71/< 15/s 7M, 31h (26) 0.162 x Th (26) 0.148 x 11h 1,920 3,820 4,315 41655 1 5,015 1,695 2,865 3.235 3,490 3,765 LA HT11210.(Mm:) =; 3la 1$le : 9Yg 31h {32) 0162 x 3'/z (14) 0.148 x 11h 125D 3,600 3'6D6 3 600 ' 3 600 1,,75 Z700,2 700 2 70D 2 700 HTU210 (Max.); , 91/a ''1,SIe 915a 31h '(32) 0162 x'31%z (32) 0148 xt11h 3 255 4,705 5,020 5 020 ; 5 020" ' 2 800 3,530 3 765 3 765 3,765 ': Double 2x Sizes HTU26-2 (Min j. _', 37/a '.3�ia 57tis 31h {20) 0162 x 3?h, (14)`a.148, x 3 •1 515 2,940 °2(' 3 500"` . 3 500 - y 305 .2;2D5 2 20E2,9 : -205 HTU26 2 (Max) .' ` 51/z 3�+� 57fie 311z (20) 0162 x 3/z (2Dj 0;748 x 3 191D 2,940G' 3 500' . 3 500 '1645 2,205 2 20 :2:2D5 HT028-2 (Min.) 3% Nr 71tia 31/a (26) 0.162 x 31h (14) 0.148 x 3 1,490 3,820 3,980 3,980 3,980 1,280 2,865 2,98 2,985 IBC, FL, HTU28-2 (Max.) 71/< 3�ie 7% 31/z (26) 0.162 x 31h (26) 0.148 x 3 3,035 3,820 1,315 4,655 5,520 2,610 2,865 3,23 4,1140 LA 2Ml 3 a9f' z '3x!/z4 ' 90 " 3,HTU21D HTUZi,p-2 (Max:); a 914 `;3�s 91/ia 31/s ': ;(32) 0162 x 3?h (32).0:146 x 3 +3 855 4;705 u r i �' 6 470 3 315 ,3,530 3 98D 4,300- -4:855 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 1h° and 1h°, use the Alternate Allowable Loads. 6. Truss chord cross -grain tension may limit allowable bads in accordance with AWSUFPI 1-2014. Simpson Strong -Tie Connector Selectors 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. 8. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. M . a 19 Simpson... Construction Connectors 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 25/16" or greater, at 100% of the table load. Specify HUC. • HU is available with one flange concealed when the W dimension is less than 25/1s" 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 1 3/4" Tden® 2 screws (Model TTN2-25134H) for concrete and 1/4" x 2N" T iten 2 screws (10ociel TTN2-25234H) for GFCMU. Follow all installation instructions and use the loads from the sawn lumber or klMP sections. Material: 14 gauge Fpish. 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" — I Model TTN2-25234H) and for concrete 0/4" x 13/4' — Model TTN2-25134H) are not provided with the hangers. I • Drill the 3/1s"-diameter hole to the specified embedment depth plus W. • Altematively, drill the 3/is diameter hole to the specified embedment depth and blow it clean. using compressed air. • Caution: Oversized -diameter holes in the base material z will reduce or eliminate the mechanical interlock of the > threads with the base material and will reduce the anchor's z a load capacity. 0 ° • Tken Installation Tool lets are available. They include a W 3/is" drill bit and hex -head driver bit (Model TTNT01-RC); Z a 3/1e" x 41/2" drill bit is also available (Model MDB18412). 0 • A minimum edge distance of 11/2" and minimum end distance a of 3W is required as shown in Figure 1 forfull uplift Toad. 2 • Where no uplift load is required, a minimum end distance Cb of 11/2" is permitted. 0 © Codes: See p.12 for Code Reference Key Chart m 0 N U U Concealed flanges HUC410 PH- Z rni. HU214 Figure 1 — HUC410 Installed on Masonry Block End Wall Figure 2 — HUC410 Installed on Masonry Block End Wall 23 HU/HUC/HSUR/L Medium -Duty Face -Mount Hangers (cont.) rg These products are available with additional corrosion protection. For more information, see p.15. N WW 110 i �. rstirrles� � �a .. , Nn .. . ...:.. . . .. . fin... ..Al Allowable e Cod , GFCMU Concrete Standard Concealed h GFCMU Titen®2 Concrete Titen®2 Jmst ry Upi dt-Down'Upbft {160) (100/125j (i6D) Down (iD0/125j Ref HU26 HU26X (4)1/4 x 23/4 (4)1/4 x 13/4 (2) 0148 x 11/2 335 1,000 335 1,545 HU28, as ' s '; HU28X {6) 1I4 z 23Ja `(6) y/a x 1's/a j (4) `0148 x 1 �fz 545 15DD j 760 " 2 400` HU24-2 HUC24-2 (4)1/4 x 23/4 (4) 1/4 X 13/4 (2) 0.148 x 3 380 1,000 380 1,545 HU26t 2((Mln) "HUC26 2 (8)1/dX23/a (B)1/4 x 13/4 (4) 0 T46 x $ 760 2 000 ,; 760; x 3 200 HU26:2j(Max) ,HUC26 2 (12) Y4,.1! 23/4, ?(12)1/a0148 x 3 1;135 i 3 ODO T 135 '^ 3'950 HU26-3 (Min.) HUC26-3 (Min.) (8) 1/4 x 23/4 (8)1/4 x 13/4 (4) 0.148 x 3 760 2,000 760 3,200 HU26-3 (Max.) HUC26-3 (Max.) (12) 1/4 X 23/4 (12) 1/4 x 13/4 (6) 0.148 x 3 1,135 3,000 1,135 3,950 2z„ A 1HU28 / (0j/ax1?a (4 ;( „ " 3725 . HU26 HC28,2Max r _ ~: 8 1z 3 500:;1135,t 420 HU210 HU21 OX (8)1/4 x 23/4 (8)1/4 x 13/4 (4) 0.148 x 1'/z 545 2,000 760 2,415 (Min (MHU2102 aL , 0148 00 _ 1 T35 92UC210 HU2t102 (Max )« , HUC210 2 0148x 3 1 800 4 5D0 r 7 800 ^ 5 085 HU210-3 (Min.) HUC210-3 (Min.) (14)1/4 x 23/4 (14) 1/4 x 13/4 (6) 0.148 x 3 1,135 3,500 1,135 4,920 HU210.3 (Max.) HUC210-3 (Max.) (18)114 x 23/4 (18) 1/4 x 13/4 (10) 0.148 x 3 1,800 4,500 1,800 5,085 HU212 ' HU2T2X °z '4 18x7 10% 0f „ 35" 2 665 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 4,000 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 HU212HUC2T2 3 (Mln j : {i6) 1/a z 23/a (16)1/4 x 1'?/a (6j 0148 x 3 ` 1135 ;4 0 1135 4 920 HU212 3 Max),, ( ,; HUC212 3 Max ( ) „ 22 ?7aX 23/a ( ) {22)?/a x 13/i (70) 0148x3, 1600 5 D85 = 1 B00' „ 5 085 - HU214 HU214X (12)114 x 23/4 (12)114 x 13/4 (6) 0.148 x 11/2 1.135 2,665 1,135 2,665 HU214 2 (Mm) HUC214=2 (Mm) ; ; „ (18)'la.z 231a ; a(18)1/a x a/4 ' (8j 0148 x 1515 t 4 500 1515` 5;085 HU214 2 {Max j r, HUC214-2 (Max) (24)'/a X 23/a ::(24) r/a'z 13/a '{12) 0148 X 3-42015 r b 085 2 015< " 5,085 •1 HU214-3 (Min.) HUC214-3 (Min.) (18)114 x 23/a (18)1/4 x 13/4 (8) 0.148 x 3 1,515 4,500 1,515 5,085 HU214-3 (Max.) HUC214-3 (Max.) (24)114 x 23/4 (24)1/4 x 13/4 (12) 0.148 x 3 2,015 5,085 2,015 5,085 HU216-="T HU216X (16)1%ax23/a (18j'/ax,i3/a {8)0148X1'/z 1515 2920 - 1515 2920 ' HU216-2 (Min.) HUC216-2 (Min.) (20) 1/4 x 23/4- (2 0) 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 1 Y4 (12) 0.148 X 3 2,015 5,085 2,015 5,085 HU216 3 (Mm) ° ;: HUC216-3 (Mm)0) Y4 X 9/a„ (6) 0148 x 3 1, 515 4 926 1 515;, 4,920 3 2;015H 5 OB5 a 2 015 5,085 --. HU7 (Min.) (Not available) (12)114 x 23/4 (12)114 x 13/4 (4) 0.148 x 11/e 545 2,980 760 2,980 HU7 (Max.) (Not available) (16)114 x 23/4 (16)1/4 x 13/4 (8) 0.148 x 1 1,085 3,485 1,085 3,485 HU9,{Min),;;(Notavailable)(18)'/aX14 ` x1?f: T135 '3230 <ty 1135;F 3;230 HU9 (Max) (Not available) (24) �/4 x 23/a (24) 1/4 x 1 �/a a dg (10) 0148 x 1 �/z 14.45 3 795 F, T 445 HU11 (Min.) (Not available) (22)1/4 x 23/4 (22)114 x 13/4 (6) 0.148 x 11/2 1,135 3,230 1,135 3,230 HU11 (Max.) (Not available) (30)1/4 x 23/4 (30)1/4 x 13/4 (10) 0.148 x 11/z 1,445 3,735 1,445 3,735 HU14(Min) .,' (Not available) i (28) /z23/a(28}1/4x1?/a (8)'0148x1'h` 1510485, 1515 3485. HU14:(Max) (Not available) (3fi)'/a x 23Ja (36) ?/4 x 1 �/i < „(1S) 0146 x 1:h 2,015 ;4 245 2 015% z a 0 0 W z 0 Cr z 0 a U) rn 0 0 m N U 0 38 STAGGER JOINTS - TYP;7\ RAISED HEEL ROOF TRUSSES B/SKIS PLAN UPLIFT/SHEAR ANC s IBBON BOARD- SEE CHEDULE FOR SPACING 1 A5TENING TO TRUSSES MASONRY WALL' EACH TRU55 - SEE B/SKI SEE PLAN PLAN NOTE: ADD'L FRAMING NOT SHOWN FOR CLARITY RAISED HEEL TRU55 BEADING A SCALE, NTS SKI j t ` 1 ■I_I■■I.I aa�a�aa��aaaaau ROOF SHEATHING- SEE I 6OFFIT/FA5CIA- SEE ARCH. RAISED HEEL ROOF TRUSSES -SEE PLAN RIBBON BOARD - SEE SCHEDULE FOR SPACING / FASTENING TO w N TRUSSES WALL SHEATHING -SEE PLAN -= MIN. 15/32' CDX PLYWOOD OR 1/16' 065 WITH ed GUN NAILS (0.131' X 2 1/2') ® 6' O.G. TO UPLIFT/SHEAR GYP. CEILING - RIBBON BOARDS ANCHOR EACH SEE PLAN TRU55-SEE PLAN SCHEDULE DO NOT FASTEN RIBBON BOARD INTO END GRAIN OF ROOF TF4155 MASONRY WALL - BOTTOM CHORD SEE PLAN RA15ED HEEL TRUSS BEARING B ScALEI NTS SKI RIBBON 504EDULF! DESIGN CRITERIA RIBBON MATERIAL RIBBON SPACING RIBBON ATTACHMENT Yu1e=165 MPH (Yaed=128 MPH) SPF02 (2) I2d GUN (0.131' X 3') EXP. B, i2X4 24' TO EACH TRU55, (4) ENCLOSED I NAILS AT JOINTS VUIL-180 MPH lYaeX MPH) B, (2) I2d GUN l0.131' X 37 E EXP. C, ,2X4 SPF4 16' TO EACH TRU55, (4) ENCLOSED NAILS AT JOINTS 0 U <a Tr z Z—C9d 0 i i w¢o= t L Q Lu G d ai a U SHEET TITLE WBBON UEINiOR PNSEIB NFFI R[IOi IRUSSF3 SHEET INfONMATION: OBNd Lllld E1NEI1fYER. IIAW.Id fiR/.Y2i BI: - PEVIENIDer: M SKJ .ALPINE AN M COWTIAPA' January 10,2020 Carpenter CWitractorrs' of America, 1-fic. 3-060 Avenue U, NW wint grBAv6n, F1--11980;-.6201 Dear Matt: Xhas donie.to'my attention that,sprne quesVons were raised conterning 5/8" da-mae;r holes di thfu the. chords (wide face) of'sys+2 gabj-e end truwsloallow for threaded fo& us6df6r! "tieAbW.ns..`4'1f -these gable ends ,are wer qRn�tiuqus support 'h -opo,44cie,fully* shoathia and. -thefibles-are:Atilled'-about the:cenferb-ne:-ofthe- 'd-6- face no plpgpthan� 4? Wltiftt'-dama&g any. cbbnedor,'plat6g, i bri verticalwebsthen9 nore Wis required. ired,rhe truss bftl� suppo.rts:.' ' feet of floor -and no additional pAt * 2 fl o Idads, Ify.bu haze .any questions, please give me a ca.B.. /b v, Nbi 86367 S -OF JE .. 'R N Yo n 6750 Fbrum.brjV.ei Suite 869, Orlando, FL 3.2821 - (8,00) 521-9790(863)422,8685 www.aip%rjqjtw.pqrn 0�1ltIitItIlffff/ No. 8636 e � �•a" FATE OF s ALPINE AN tTWCOMPANY FL REG# 278, Yoonhwak Kim, FL PE #86367 t on sad siorefti must be tho 4adm lic warrian.- Customer.. Carpenter Contractors of America Job Number. N333986 Job Description. ,7A5/320 ,167ED ,RH01 [ 1672/ARlA/4EAB ELEV.D Address: Alpine, an IT1N Company 675.0 Forum Drive, Suite,305 Orlando, FL 32821 Phone: (800)755-6001 www.alpinetw.com { o a .Crr Design Code: FBC 7th Ed. 2020 Res 1ntelliVIEW'Version: 20.02.00A JRef#: lX3T89750068 Wind Standard.` ASCE 7-16 Wind Speed (mph): 160 Design Loading 1pso 37.00 Building Type: Closed This package contains general notes pages, 27 truss drawing(s) and 4 detail(s). 1te 1 rl xv�E' 077,21.1122.57069 Al 3 077.21.1122.57414 A2 5 07T21.1122.57398 A4 7 077.21:1122.57898 A6 9 077.21.1122.58101 AlOG 1.1 077.21,11.22.57756 A9 13 077.21.1122.57944 B1 15 077.2.1.1122.57054 C1 GE 17 077.21.1122.57914 MV01 19 077.21.1122.58100 EJ7A 2:1 077.21.1122.57850 EJ7S 23 077,21.1122.57757 CJ5 25 077.21.1122.57476 CJ3 27 077.21.1122.57023 HJ7 29 GBLLETIN0118 31 VALTN160118 a MINOR ' F 2 077.21.1122.57055 A1A 4 077.21.1122.57147 A3 6 077.21.1122.57397 A5 8 077.21.1122.57053 A8 10 077.21.1122.57788 A7 12 077.21.1122.57836 A8G 14 077.21.1122.57899 B2GE 16 077.21.1122.58038 V4 18 077.21.1122.57569 MV02 20 077.21.1122.57070 EJ7 22 077.21.1122.57553 CJ5A 24 077.21.1122,58163 CJ3A 26 077:21.1122,57475 CJ1 28 A16015ENC160118 30 VAL180160118 Eloridp Certificate of Product Approval #FL1999 Printed 3/18/2021 11:27:57 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 1310, 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.org. 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. L/# = 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.sbcindust[y.com. Page 3 of 3 v '1 SEQN: 49802 / COMN Ply: 1 Job Number: N333986 Cust: R 8975 JRefAX3T89750068 T18 • FROM: RWM Qty: 8 ,75/32 A0 ,167ED ,RHOl / 1672/ARIA/4EAB ELEV.D DrwNo: 077.2.1.1122.57069 Truss Label: Al SSB / YK 03/18/2021 • 4 7 12'8"15 19'4" 6'1'7 6'78 67"1 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: h to 2h Spacing: 24.0 " C&C Dist a: 3.87 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,W4,W5 2x4 SP #2 N; Bracing (a) 1 X4 #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. =5X5 E 38,8" 9-4" 19-4" 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): 2511"1 32'6"9 38'8" 67"1 �' 6'T'8 6'1"7 9,4" 28'8" Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.208 K 999 360 VERT(CL): 0.361 K 999 240 HORZ(LL): 0.076 J - - HORZ(TL): 0.131 J Creep Factor: 2.0 Max TC CSI: 0.531 Max BC CSI: 0.793 Max Web CSI: 0.428 EW Ver: 20.02.00A.1020.20 ywillIII IIpffito pp�� ^•. C s � t No, $6367 fob °® STATE OF O a 10, 1 38'8" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1660 /- A /936 /301 /432 H 1660 /- /- /936 /301 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 2.0 H Brg Width = 8.0 Min Req = 2.0 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 1446 - 3039 E - F 1102 -1959 C - D 1324 - 2761 F - G 1324 - 2761 D - E 1102 -1959 G - H 1446 - 3039 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - L 2656 -1166 K - J 2199 - 829 L - K 2199 - 848 J - H 2656 -1147 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. L - D 520 -130 K - F 512 - 724 D - K 512 - 724 F - J 520 -130 E - K 1316 - 593 S ONM 1� e FL REG# 278, Yoonhwak Kim, FL PE #86367 03/18/2021 **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 BCSt. Unless noted otherwise, top chord shall have proper) attached structural sheathing and bottom chord shall have a properly attached ri id ceiling Locations shown for permanent lateral restraint o>Ywebs shall have bracin 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. Defer 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 ANMCOMPAW truss In conformance with ANSIl� PI 1, or for handling, shipping,, Installatlon and bracln of trusses. A seal on this drawing or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional encliineering responsibilittyv solely -for the design shown. The suitability and use of )his 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: aloineitw.com: TPI: toinst.ora: SBCA: sbcindustrv.com: ICC: imsafe.ora: AWC awc_orn Orlando FL, 32821 SEQN: 49803! COMN Ply: 1 Job Number: N333986 Cust: R8975 JRe AMT89750068 T23 / FROM: PFH Qty: 1 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 077.21.1122.57055 Truss Label: AlA SSB / DF 03/18/2021 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 " Lumber T 1 � �21'1°12 9"12 T10"14 12'1'92 17'10"4 19' " T10"14 475'8"8 1'S 2 =5X5 F 26'6"4 30'9"2 4'2"14 38'8" 7'10"14 T2 4X4 g4X4 T3 12 D H 6 W9 05X5 Qy5 C 6 R N J A =4X6(A2) =5X14 =5X8 DP =6X8 m5X14 =4X6(A2) 38'8" — T11"5 4711 5'10"4 17"10 F T11"5 12. 17 0°4 + 19514 ZF 21' 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: h to 2h C&C Dist a: 3.87 ft Loc. from endWall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Top chord: 2x4 SP #1; T2,T3 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; W6,W9 2x4 SP #2 N; Plating Notes All plates are 2X4 except as noted. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. + Bottom Chord section between vertcials may be removed. 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): 4711 30'8"11 Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.201 E 999 360 VERT(CL): 0.375 E 999 240 HORZ(LL): 0.100 L - - HORZ(TL): 0.186 L Creep Factor: 2.0 Max TC CSI: 0.739 Max BC CSI: 0.793 Max Web CSI: 0.865 Ver: 20.02.00A.1020.20 . aNHWAAt •, a o N0. 86367 �® STATE 0Fr�� 7Y 1 "5 38'8" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 1518 /- /- /936 /301 /432 J 1518 /- 1- /936 /301 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 2.1 J Brg Width = 8.0 Min Req = 2.1 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 1366 - 2665 F - G 1495 - 2370 C - D 1312 - 2278 G - H 1355 - 2399 D - E 1328 - 2355 H - 1 1311 - 2276 E - F 1493 - 2326 I - J 1366 - 2665 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - U 2299 -1067 M - L 2298 -1049 U - T 2297 -1068 L - J 2300 -1048 R - N 1841 - 595 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp C - T 315 - 446 F - N 1047 - 722 T - R 2100 - 905 N - M 2114 - 888 E - R 387 - 251 M - 1 319 - 451 R - F 1050 - 747 Ire °rSs�ON A 1. - FL REG# 278, Yoonhwak Kim, FL PE #86367 03/18/2021 **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 ri id ceiling, Locations shown for permanent lateral restraint of webs shall have bracinn 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. Alping, a division of ITW Buildin$Components Group Inc..shall not.be responsible for any deviation from this drawing, any failure to build the ANR CO AW truss m conformance with ANSI 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 responsibilit�yr solely -for the design shown. The suitability and use of This drawing for any structure is the responsibility of the Building Designer perANSIlTPI 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.or Orlando FL, 32821 SEQN: 49804! SPEC Ply: 1 Job Number. N333986 Cust: R8975 JRef1X3T89750068 T17 / FROM: RWM Qty: 2 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 077.21.1122.57414 Truss Label: A2 SSB / DF 03/18/2021 6'1 "7 6'1 "7 12'8"15 19, 6'7"8 631 �1'� 10, r 10, 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: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h to 2h Spacing: 24.0 " C&C Dist a: 3.87 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,W4,W5 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. 2611"1 32'6"9 38'8" 6'11"1 6'7"8 ( 6'1"7 =5X5 E 38'8" 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): 18'8" 28'8" Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.208 K 999 360 VERT(CL): 0.361 K 999 240 HORZ(LL): 0.076 J - - HORZ(TL): 0.131 J Creep Factor: 2.0 Max TC CSI: 0.531 Max BC CSI: 0.793 Max Web CSI: 0.427 VIEW Ver: 20.02.00A.1020.20 oe••��p e, N0.86367 f G `, 6• ddP 4 �+ No.86367 a e Q 'E b p ♦ � STAVE OF 0 10, 1' 38'8"� ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1660 /- /- /936 /292 /427 H 1660 /- /- /936 /292 !- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 2.0 H Brg Width = 8.0 Min Req = 2.0 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 1415 - 3039 E - F 1069 -1960 C - D 1292 - 2761 F - G 1292 - 2761 D - E 1070 -1960 G - H 1415 - 3039 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - L 2656 -1142 K - J 2199 - 804 L - K 2199 - 824 J - H 2656 -1121 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. L - D 520 -130 E - K 1314 - 596 D-K 517 -723 F-J 520 -131 K - F 518 - 723 4- �. . S toARC° ° o4"�`sIaN+A, FL REG# 278, Yoonhwak Kim, FL PE #86367 03/18/2021 **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 oyherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly attached riq!d ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Applgy plates to each face o truss and position as shown above and on the Join Details,. unless noted otherwise. Refer to A LPI N E 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 ANRWcoMPANV truss in conformance with ANSI Q PI 1, or for handling, shipping,. installation and bracin4 of trusses. A seal on this drawing or cover pa a 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 s9ructure is the responsibility of the Buildinguesigner perANSI/T�I 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: 498051 HIPS Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1X3T89750068 T16 / FROM: RWM Qty: 2 , A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 077.21.1122.57147 Truss Label: A3 SSB / DF 03/18/2021 T1014 17' 21'8" 30'9"2 T10"14 91"2 + 4'8" '{ 9-1 "2 M O co 1' 10, 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: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h to 2h Spacing: 24.0 " C&C Dist a: 3.87 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 - Lumber Top chord: 2x4 SP #2 N; T2,T4 2x4 SP 2400f-2.0E; Bot chord: 2x4 SP #1; B2,B3 2x4 SP 2400f-2.OE; Webs: 2x4 SP #2 N; W1,W6 2x4 SP #3; 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. =5X5 =5X5 D E 38'8" 9'4" 19'4" 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): 9'4" 288" Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.183 J 999 360 VERT(CL): 0.309 J 999 240 HORZ(LL): 0.0681 - - HORZ(TL): 0.1161 - Creep Factor: 2.0 Max TC CSI: 0.759 Max BC CSI: 0.739 Max Web CSI: 0.592 Ver: 20.02.00A.1020.20 `q,411i1t1/11fIllifto i No.86367 0 0 STATE 4E<v� fi a 38'8" 7'10"14 I 10, 1' 38'8"+ ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1716 /- /- /940 /309 /385 G 1716 /- /- /940 /309 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 2.0 G Brg Width = 8.0 Min Req = 2.0 Bearings B & G are a rigid surface. Bearings B & G 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 1592 - 3121 E - F 1617 - 2927 C - D 1617 - 2927 F - G 1693 - 3121 D - E 1280 - 2045 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - K 2718 -1300 J - 1 1979 - 765 K - J 1979 - 785 I - G 2718 -1280 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - K 501 -443 E - 1 837 -441 K - D 837 -441 1 - F 501 -443 ''o'�� •• t�3R14P ls�0�ia,t;t, liljili1111k FL REG# 278, Yoonhwak Kim, FL PE #86367 03/18/2021 **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 o herwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly at ache 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 of truss and position as shown above and on the Joini Details, unless noted otherwise. Defer to A LPI N E 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 *NrtwroEw truss in conformance with ANSI/TPI 1, or for handling; shipping,, installation and bracin of trusses. A seal on this drawingor cover pa a 675o Forum Drive AW listing this drawing indicates acceptance of professional en sneering responsibility solely or the design shown. The suitabiliy and use of This drawing for any sQIucture is the responsibility of the Building -Designer per ANSI/51 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: 49806 / HIPS Ply: 1 uber: N333986 Cust: R 8975 JRef:1X3T89750068 T15 / FROM: RWM Qly: 2 F,7'A,,/.31,,2m0 167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 077.21.1122.57398 Label: A4 SSB / OF 03/1812021 7'10"14 15, 23'8" 30'9"2 38,8" 7' 10"14 7' 1 "2 8'8" 7' 1 "2 7' 10"14 :5X5 z 5X5 D T3 E 12 6 05X5 �5F5 C o �2 W m W1 B G A � H �88, 4X6(A2) =6X6 B2 =6X6 B3 =6X6=4X6(A2) 38'8" 10' 9'4" 9'4" 10, 10' 19A 28'8" 38'8" 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): 0.194 J 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.333 J 999 240 B 1694 /- !- /938 1319 /344 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.068 1 - - G 1694 /- /- /938 /319 A EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.116 I - - Wind reactions based on MWFRS Mean Height: 15.00 ft NCBCLL: 10.00 Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 2.0 TCDL: 4.2 psf G Br Width = 8.0 Min Re Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.939 9 q = 2.0 Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.744 Bearings B & G are a rigid surface. Bearings B & G require a seat plate. Spacing: 24.0 " C&C Dist a: 3.87 ft Rep Fac: Yes Max Web CSI: 0.496 Members not listed have forces less than 375# Loc. from endwall: not in 9.00 ft FT/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 VIEW Ver: 20.02.00A.1020.20 Lumber B - C 1729 - 3051 E - F 1748 - 2859 C - D 1748 - 2859 F - G 1729 - 3051 Top chord: 2x4 SP #2 N; T3 2x4 SP #1; D - E 1464 -2203 Bot chord: 2x4 SP #1; B2,B3 2x4 SP 2400f-2.OE; Webs: 2x4 SP #2 N; W1,W6 2x4 SP #3; Maximum Bot Chord Forces Per Ply (Ibs) Loading Chords Tens.Comp. Chords Tens. Comp. Truss passed check for 20 psf additional bottom chord B - K 2649 -1413 J - 1 2086 -1029 live load in areas with 42%high x 24"-wide clearance. K - J 2086 -1048 1 - G 2649 -1393 Wind Wind loads based on MWFRS with additional C&C ,�t�191lf IIPli//fir Maximum Web Forces Per Ply (Ibs) , r/f Webs Tens.Comp. Webs Tens. Comp. member design. *4w1 A WA A, -f SP�ji Wind loading based on both gable and hip roof types. 0 s C - K 405 -360 E - 1 712 -314 �`�� K-D 712 -314 1 - F 405 -360 6 , P No.86367 6 0 �O ;o STATE 4F r ''� �: fl R10� •e i 0 a • A"�a8�0fYAL�� d�Nlli01t1 FL REG# 278, Yoonhwak Kim, FL PE #86367 03/18/2021 **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 to these functions. Installers practices prior performing 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 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 drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. ALPINE Alpine, a division of ITW Building Components Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the ANMCOMFA- truss in conformance ANSI4 PI 1, for handling, with or shipping,. installation and bracinQof trusses. A seal on this drawing or cover page 675o Forum Drive listing this drawing indicates acceptance of professional en sneering responsibili(� solely-for.the design shown. The suitability and use of is drawing for is the Suite 305 any structure responsibility of the BuildingUesigner 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 Orlando FL, 32821 SEQN: 49807 / HIPS Ply: 1 Job Number: N333986 Cust: R 8976 JRef:1X3T89750068 T14 / FROM: RWM Qty: 2 I 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 077.21.1122.57397 Truss Label: A5 SSB / DF 03/18/2021 6'9"4 13 19'4" 25" 31' 81012 38'8" 6'9"4 6'2"12 6'4" 6'4" 6'2"12 6'9"4 5�!5X5 1112X4 =5X5 E F TD 12 6 'k2X4 W /2X4 C G io W3 5) B H A 188„ 4X6(A2) _— 6X6 =5X8 = 6X6=4X6(A2) 38'8" 10' 9,4„ 9'4" 10, +1'� 16' + 19'4" 28,8" 38'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Sid: 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): 0.220 E 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.382 E 999 240 B 1665 /- !- /931 /699 /303 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.075 J - - H 1665 !- /- /931 /699 A EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.130 J Wind reactions based on MWFRS Mean Height: 15.00 ft NCBCLL: 10.00 Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 2.0 TCDL: 4.2 psf H Br Width = 8.0 Min Re 2.0 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.535 g q = Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.797 Bearings B & H are a rigid surface. Bearings B & H require a seat plate. " Re Fac: Yes Max Web CSI: 0.565 P Spacing: 24.0 C&C Dist a: 3.87 ft Members not listed have forces less than 375#Maximum Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Lumber B - C 1934 -3031 E - F 1860 -2498 C - D 1844 - 2775 F - G 1844 - 2775 Top chord: 2x4 SP #2 N; D - E 1860 -2498 G - H 1934 -3031 Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N; Maximum Bot Chord Forces Per Ply (Ibs) Loading Chords Tens.Comp. Chords Tens. Comp. Truss passed check for 20 psf additional bottom chord B - L 2643 -1613 K - J 2172 -1247 live load in areas with 42"-high x 24"-wide clearance. L - K 2172 -1267 J - H 2643 -1594 Wind Wind loads based on MWFRS with additional C&C 111111111 fi Maximum Web Forces Per Ply (Ibs) //,* Webs Tens.Comp. Webs Tens. Comp. member design. ,�11 WAk,, Wind loading based on both gable and hip roof types. �C - L 385 -333 K - F 470 357 ,�� • goes, �/�p a/ L - D 573 -188 F - J 573 -188 �tiy • • C f 1! "� /per D �� • 0 - K 470 - 357 J - G 385 - 333 * 1.1 E - K 536 - 353 ® No.86367 Or P °• s/TATE 4F s°i`S •°sae• � �ON A VV (C FL REG# 278, Yoonliwak Kim, FL PE #86367 03/18/2021 "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-an SBCA) c7 r safety practices prior to performing these functions. Installers shall provide temporary bracing er BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly attachedriggid ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 1310, as applicable. Apply Oates to each face, oT truss and position as shown above and on the Joint9Details, unless noted otherwise. Refer 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 resp. onsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI 1, or for handling, shipping,, installation and bracin trusses. A this of seal on drawin or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional enc�rneenng 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/TPl 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com• TPI: t inst.or ; SBCA: sbcindusl .com; [CC: iccsafe.or • AWC: awc.org Orlando FL, 32821 SEQN: 49808 / HIPS Ply: 1 Job Number: N333986 Cust: R 8976 JRef:1X3T89750068 T12 / FROM: RWM Qty: 1 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 07T21.1122.57898 �SSB Truss Label: A6 / WHK 03/18/2021 5'9"4 11' 19, 27'B" 32'10"12 36'B" 5'9"4 5'2"12 8' 8'8" 5'2"12 5'9"4 5X5 = 5X5 ; 5X5 D E T3 F 12 6 � �2X4 W �2X4 o C (a) (a) G n W3 m B H 17�3A I �g8 L K J =4X6(A2) =5X5 =5X8 -5X5 =4X6(A2) � 38'8" 9'4" 9'4" 10 1 10' 19'4" 28'8" 38'8" 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): 0.203 E 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.378 E 999 240 B 1518 /_ /_ /918 [701 /263 BCDL: lo.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.064 J - - H 1518 /- /- 1918 /701 /- EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.120 J Wind reactions based on MWFRS Mean Height: 15.00 ft NCBCLL: 10.00 Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 TCDL: 4.0 psf H Br Width = 8.o Min Re 1.8 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.832 g q = Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.731 Bearings B & H are a rigid surface. Bearings B & H require a seat plate. Spacing: 24.0 " C&C Dist a: 3.87 It Rep Fac: Yes Max Web CSI: 0.575 Members not listed have forces less than 375# Loc. from endwall: not in 9.00 ft FT/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 VIEW Ver: 20.02.00A.1020.20 Lumber B - C 2112 - 2720 E - F 2286 - 2573 C - D 1978 - 2450 F - G 1982 - 2452 Top chord: 2x4 SP #2 N; T3 2x4 SP #1; D - E 2329 -2603 G - H 2108 -2718 Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N; Maximum Bot Chord Forces Per Ply (Ibs) Bracing Chords Tens.Comp. Chords Tens. Comp. (a) 1X4 #3SRB or better continuous lateral restraint to B - L 2374 -1780 K - J 2081 -1495 be equally spaced. Attach with (2) 8d Box or Gun L - K 2074 -1505 J - H 2371 -1756 nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. Maximum Web Forces Per Ply (Ibs) rr,rrtrrr Webs restrainor t used in leu Tens.Comp. Webs Tens. Comp. CLRscabs NI,L� �p�j�� scab f b(1) substitute (1) CLR ane d (2)f',\\\��e.\ 1a�®� • e ��'Adj `'10 formesa98 length of web be ade, and 0 %'S where shown. Scab reinforcement zeR pec es, D D - K 635 -662 F - J 461 562 E g a4�\+�� e► a �0a �� 1 P E- K 734 - 496 member. Attach with 0.128x3" gun nails @ 6" oc. �, r a a Wind a No. 86367 Wind loads based on MWFRS with additional C&C a a design. member e • p w Wind loading based on both gable and hip roof types. P a e STATE OF • �vd +"ea'� `ag �96 , A FL REG# 278, Yoonhwak Kim, FL PE #86367 03/18/2021 "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)% attached structural sheathing and bottom chord shall have a properly attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracininstalled 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. Pefer to drawings 16OA-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 �,,,K,ro,,,,N,,,. truss in conformance with ANSI>1 PI 1, or for handling, bracin shipping,. installation and of trusses. A seal on this drawin or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional enpineenng responsibilityy solely -for the design shown. The suitability and use of this _ drawing for any structure is the responsibility of the Buildings esigner per ANSI/T4 1 Sec.2. Suite 305 For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcindustrv.com; ICC: iccsafe.orq: AWC: awc.oro Orlando FL, 32821 SEQN: 49809 / HIPS Ply: 1 N333986 Cust: R 8975 JRefAX3T89750068 T9 / FROM: RWM Qty: 1 V�7'A'5/2120mber. .167ED RH01 ! 1672/ARIA/4EAB ELEV.D DrwNo: 077.21.1122.57053 Label: A8 SSB / WHK 03/18/2021 9' 17' 21'8" 29'8" 38'8" 9' 8' 4'8" 8' 9' �6C6 T2 —5D5 =4ET34 =6X6 F 12 6 T T W o (a) (a) t2 a W5 B G n 1 A I18.6,. H =4X6(A2) -6X6 =5X5 =6X6=4X6(A2) 1 38'8" 10' 9'4" 9'4" 10, 10' 19'4.' 28'8" 38'8" 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): 0.229 J 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.427 J 999 240 B 1518 /_ /_ /900 /703 /222 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.075 1 - - G 1518 /- /- /900 f703 A EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.140 1 Wind reactions based on MWFRS Mean Height: 15.00 ft B Br Width = 8.0 Min Re 1.8 NCBCLL: 10.00 Building Code: Creep Factor: 2.0 9 q = TCDL: 4.2 psf G Br Width = 8.0 Min Re 1.8 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.906 g q Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.794 Bearings B & G are rigid surface. Bearings B & li require a seat plate. Spacing: 24.0 " C&C Dist a: 3.87 ft Rep Fac: Yes Max Web CSI: 0.280 Members not listed have forces less than 375# Loc. from endwall: not in 9.00 ft FT/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 VIEW Ver: 20.02.00A.1020.20 Lumber B - C 2172 - 2622 E - F 2160 - 2395 C - D 2160 -2395 F - G 2172 -2621 Top chord: 2x4 SP #1; T2,T3 2x4 SP #2 N; D - E 2774 -3079 Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W2,W5 2x4 SP #2 N; Maximum Bot Chord Forces Per Ply (Ibs) Bracing Chords Tens.Comp. Chords Tens. Comp. (a) 1X4 #3SRB or better continuous lateral restraint to B - K 2256 -1787 J - 1 3036 -2492 be equally spaced. Attach with (2) 8d Box or Gun K - J 3034 - 2506 1 - G 2256 -1766 nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. ` rl��*jy11A1111/(� f f�� Maximum Web Forces Per Ply (Ibs) 1 ►Y A1-%t�jj� Webs Tens.Comp. Webs Tens. Comp. used in lieu fCLRscabs ab reinforcement f b(1) restrainor t. substitute (1) scab CLR and (2)e 1d``�Q�A for (2) CLR'S where shown. Scab reinforcement to be `� Q • • • a ' s • ` f/:, rpm C - K 687 -389 E - I 869 765 same size, species, grade, and 80% length of web 0 # `CE NS * 10 K - D 866 -763 I - F 688 391 s�°' •"�j member. Attach with 0.128x3" gun nails @ 6" oc. �," • °i pG A No, 86367 m Wind "' e • v Wind loads based on MWFRS with additional C&C � � • ,�, a .. � °� member design. ►o • + .,e Wind loading based on both gable and hip roof types. v'Sa c STATE /1F a g mar®��•• COR1�P� ' oa�A FL REG# 278, Yoonhwak Kim, FL PE #86367 03/18/2021 "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 to safety practices_prlor performing these functions. Installers shall provide temporary bracing per BCSI. Unless -noted otherwise, top chord shall have �roper)v 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 BCS( sections B3, B7 or B10, as applicable. Apply Oates to each face, oT 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 Alpine, a division of ITW Building Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the RNIIWCGWG truss in conformance ANSI 1, for handling, with or shipping,, installation and bracingq� of trusses. A seal on this drawing or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional engineering responsibilit� solely for the design shown. The suitabiliCy 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; ]CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN:49827/ HIPS Ply: 1 Job Number: N333986 Cust:R8975 JRef:1X3T89750068 T25 / FROM: HMT Qty: 1 ,7A5/320 .167ED ,RH01 / 1672/ARIAAEAB ELEV.D DrwNo: 077.21.1122.58101 Truss Label: A10G / YK 03/18/2021 7' 17' 26'4" 31'8" 38'8" 7' 10, 9'4" 5'4" 7' 12 Ut C8 T2 =8XD10 T3 =H1014 E -6X6 T4 F T 6F,7,1 T o ta) W I Cl) B ALU G v H 1 ,8'8„ =4X6(A2) 81 1112X4 =5X5 1112X4 =6X8 1115X5J =5X5=3X6(A1) 26'4" 12-4„ 72 4'10"4 5' 5'8" 3'8" 5'0"8 7'3"8 V' 7'1"12 12' 17' 22'8" 26'4" 31'4"8 38'8" Loading Criteria-(psq 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): 0.147 M 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.278 M 999 240 B 1751 /_ /_ /_ /806 /- BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.053 K - - J 4100 /- A A /1843 A Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.101 K - Mean Height: 10.51 It G 256• /- 1- A /134 NCBCLL: 0.00 Building Code: Creep Factor: 2.0 TCDL: psf Wind reactions based on MWFRS 5.2 Soffit: 0.00 gCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.785 B Br Width = 8.0 Min Re 9 q = 2.1 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.979 J Brg Width = 8.0 Min Req = 5.7 Spacing: 24.0 " C&C Dist a: 3.87 ft Rep Fac: No Max Web CSI: 0.870 G Brg Width = 8.0 Min Req = 1.5 Bearings B, J, & G are a rigid surface. Loc. from endwall: NA FT/RT:20(0)/10(0) Bearings B, J, & G require a seat plate. GCpi: 0.18 Plate Type(s): Members not listed have forces less than 375# Wind Duration: 1.60 WAVE HS VIEW Ver: 20.02.o0A.1020.20 Maximum Top Chord Forces Per Ply (Ibs) Lumber Chords Tens.Comp. Chords Tens. Comp. Top chord: 2x4 SP #2 N; T2,T3 2x6 SP SS; B - C 1493 -3260 C - D 1247 -3005 T4 2x6 SP #2 N; Bot chord: 2x4 SP #2 N; B1 2x4 SP #1; Webs: 2x4 SP #3; W6 2x4 SP #2 N; Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Bracing (a) 1X4 #3SRB or better continuous lateral restraint to B - N 2859 -1288 L - K 2810 -1334 be equally spaced. Attach with (2) 8d Box or Gun N - M 2884 -1292 K - J 791 -1817 nails(0.113"x2.5",min.). Restraint material to be supplied M - L 2810 -1334 J - 1 791 -1817 and attached at both ends to a suitable support by `)1lf 11111 erection contractor. Maximum Web Forces Per Ply (Ibs) used intd eu CLR 1•Ya �rtp®e a) or scab reinforcement f b(1) restraint. Webs Tens.Comp. Webs Tens. Comp. substitute (1) scab CLR ane (2)frscabs `,�(a1s` for (2) CLR'S where shown. Scab reinforcement to be ti� • GE N • 0o m �,� S av �.� same size, species, 80% length C - N 617 -100 E - J 1938 - 3930 D - K 1588 -3143 E - I 2067 - 872 grade, and of web .` s • = member. Attach with 0.128x3" gun nails @ 6" oc. 4 ` ^,�' K - E 2681 -1062 I - F 372 -487 1f s �S� Loading o s m #1 hip supports 7-0-0 jacks with no webs. = a � � 0 Wind STATE ATE OF Wind loads and reactions based on MWFRS. Wind loading based both t� on gable and hip roof types.`0 ✓��s YrrsiCjC• ti /0NA1 � �► FL REG# 278, Yoonhwak Kim, FL PE #86367 03/ 18/2021 "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_TP_I SBCA) r and safety practices prior to performing these functions. Installers shall provide bracing per BCSL Unless noted otherwise, top -chord shall have temporary proper)Y attached structural sheathing and bottom chord shall have a.properly attachetl ri id-ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply to face plates each of truss and position as shown above and on the Join Details, unless noted otherwise. drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information. Refer to ALPINE Alpine, a division of ITW BuildincLComponents-Group.]nc. shall not -be responsible for any deviation from this drawing, any failure truss in conformance with ANSI 1, for handling, installapon.and to build the ANMCOWAW or shipping," bracin of trusses. A seal on this drawing or cover page 675o Forum Drive listing this drawing indicates acceptance :of. professional engsneering responsibilittyv solely or the design shown. The suitability and use of pate drawing for any sQf'ucture is the responsibility of the Building esigner per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.orq; SBCA: sbcindustrv.com: ICC: iccsafe.ora: AWC: awc.cra Orlando FL, 32821 SEQN:49810/ SPEC Ply: 1 Job Number: N333986 Cust:Re975 JRef:1X3T89750068 T11 / FROM: RWM Qty: 1 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EA8 ELEV.D DrwNo: 077.21.1122.57788 Truss Label: A7 SSB / WHK 03/18/2021 7'10"14 13'10" 16'8" 21'4" 27'8" 32'6"2 7'10"14 5'11"2 2'10" 4'8" 6'4" 4'10"2 6'1"14 5X5 D 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: 15.00 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: 3.87 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"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. 38'8" 9-4" 19'4" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pt. 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): 9-4„ 28'8" Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.220 L 999 360 VERT(CL): 0.410 L 999 240 HORZ(LL): 0.068 K - - HORZ(TL): 0.127 K - - Creep Factor: 2.0 Max TC CSI: 0.881 Max BC CSI: 0.744 Max Web CSI: 0.994 VIEW Ver: 20.02.00A.1020.20 `,�t111111PIPlt///�l • � O m � t a No, 86367 s STATE OF Lo 10, 1' 38'8" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- ! Rh / Rw / U / RL B 1515 /- /- /920 /695 /320 1 1518 /- A /916 /697 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 I 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 1852 - 2648 F - G 1655 -1995 C - D 1866 : 2456 G - H 1826 - 2444 D - E 1240 -1492 H - 1 1946 - 2706 E - F 2048 - 2513 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - M 2290 -1492 L - K 2498 -1741 M - L 2446 -1670 K - I 2358 -1608 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - M 409 - 357 F - K 610 - 632 M - D 1664 -1210 G - K 768 -442 M - E 1241 -1466 or.,os��C`'o FL REG# 278, Yoonhwak Kim, FL PE #86367 03/18/2021 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS the latest edition of BCSI (Building Installers shall provide temporary bottom chord shall have a properly )er BCSI sections B3, B7 or B10, iless noted otherwise. Refer to ne, a division of ITW Buildin Components Group Inc. shall -not. be responsible for any deviation from this drawing, any failure to build the s in conformance with ANSI 1, or for handling, shipping,, installation and bracin4 of trusses. A seal on this drawing or cover pa3e ig this drawinqq -indicates acceptance of professional engineering responsibilittyv solely or the design shown. The suitability and use of this Nmg for any sfr'ucture is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcindustry.com; ICC: iccsafe.orq; AWC: awc.orq ALPINE MM[OWAW 6750 Forum Drive Suite 305 Odando FL, 32821 SEQN: 49811 / SPEC Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1X3T89750068 T21 / FROM: RWM Qty: 1 7A51320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 077.21.1122.57756 Truss Label: A9 SSB / WHK 03/18/2021 7'10"14 13'10"24'V. 29'8" 38'8" 7'10"14 5'11"2 4'10" 6' 5' 9' 6X6 D I BCDL: �1' I 10, 10, Criteria (psf) 20.00 7.00 0.00 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: h/2 to h C&C Dist a: 3.87 ft Loc. from endwall: not in 9.00 ft GCp!: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; T5 2x4 SP 2400f-2.OE; Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3 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. 38'8" 9'4" 19'4" 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): 9'4" 28'8" Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.292 E 999 360 VERT(CL): 0.544 E 846 240 HORZ(LL): 0.073 D - - HORZ(TL): 0.137 D Creep Factor: 2.0 Max TC CSI: 0.879 Max BC CSI: 0.773 Max Web CSI: 0.845 VIEW Ver: 20.02.00A.1020.20 ,r`�`QN� WAS ''�• a g No1.86367 i 2. STATE 4F 10, 1 38'8" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw !U /RL B 1514 /- /- /909 /694 /320 H 1516 /- /- /903 /698 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 H Brg Width = 8.0 Min Req = 1.8 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 1838 - 2648 E - F 2437 - 3069 C - D 1857 - 2461 F - G 1887 - 2379 D - E 3122 - 3805 G - H 1897 - 2600 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - L 2290 -1467 K - J 2821 - 2050 L - K 1836 -1131 J - H 2232 -1497 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - L 404 - 352 E - K 1795 -1982 L - D 598 - 307 F - J 697 - 665 D - K 2451 - 2042 J - G 727 -446 v •000�o 41404NAe + FL REG# 278, Yoonhwak Kim, FL PE 486367 03/18/2021 —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 as appncaoie. Hppry pates to each race of truss ano position as snown above ano 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 Building 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 bracin44 of trusses. A seal on this drawin or cover page listing this drawing indicates acceptance of professional angqs�neering responsibilittyy solely -for the design shown. The suitabilify and use of this drawing for any structure is the responsibility of the Building -Designer per ANSVTf l 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.or ALPINE ANR CAWV 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 49828 / SPEC Ply: 1 Job Number: N333986 Cust: R 8975 JRef: 1X3T89750068 T4 / FROM: HMT Qty: 1 , A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 077.21.1122.57836 Truss Label: A8G / YK 03/18/2021 7'10"14 T10"14 13'10" 1 20'8" 5'11"2 6-10" 5X5 D 26' 31'8" 38'8" 5'4" }' S 8, '} 7' 12 6 :05C5 �5X10(SRS) =_010 Z5X5 E F T4 G Tm 0 B H M A I 3X6(A1) 1112XX4 =5X5 5X10 1112X4 L 1114X4K -4X6=3X6(A1) Kim 5' 12'8" 7'11"5 6'0"11 69"12 3'10"4 1'4" 5'4"8 T&T 1� 7'11"5 14' 20'9"12 24'8" 26' 31'4"8 38'8" 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 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: 3.87 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; T4 2x4 SP #1; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Special Loads -----(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 56 plf at -1.00 to 56 pif at 27.73 TC: From 28 plf at 27.73 to 28 plf at 31.67 TC: From 56 plf at 31.67 to 56 plf at 39.67 BC: From 20 plf at 0.00 to 20 plf at 27.73 BC: From 10 pif at 27.73 to 10 plf at 31.64 BC: From 20 pif at 31.64 to 20 plf at 38.67 TC: 177 lb Conc. Load at 27.73 TC: 161 lb Conc. Load at 29.60,31.60 TC: 214 lb Conc. Load at 31.64 BC: 126 lb Conc. Load at 27.73,29.60 BC: 489 lb Conc. Load at 31.64 Wind Wind loads and reactions based on MWFRS. 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 Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:20(0)/10(0) Plate Type(s): Deft/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.031 G 999 360 VERT(CL): 0.059 G 999 240 HORZ(LL): 0.013 0 - - HORZ(TL): 0.024 0 Creep Factor: 2.0 Max TC CSI: 0.753 Max BC CSI: 0.884 Max Web CSI: 0.669 Ver: 20.02.00A.1020.20 llttltftifll/1 " •\GE 1V •//��: No. 86367 ` tl • a�a 0. ..o, s * • w ®,® STATE OFcc,� ♦Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 782 /- /- /- /376 A M 1016 /- /- A /452 /- K 1681 /- A /- /807 /- H 903 /- /- /- /436 A Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 M Brg Width = 8.0 Min Req = 1.5 K Brg Width = 8.0 Min Req = 2.3 H Brg Width = 8.0 Min Req = 1.5 Bearings B, M. K, & H are a rigid surface. Bearings B, M, K, & 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 523 -1085 E - F 389 -158 C-D 271 -542 F-G 518 -1166 D - E 277 - 546 G - H 679 -1396 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - 0 894 -402 J - H 1184 -553 O - N 890 -403 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - N 264 - 582 F - K 831 -1371 N - E 813 - 362 F - J 1757 - 797 E - M 513 - 875 J - G 439 - 244 "o'� �• �0RVQ:V-144% L 0f;�OfV Al. E odd(dil0011) FL REG# 278, Yoonhwak Kim, FL PE 486367 03/18/2021 "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 BCSL Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceilin Locations shown for ermanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 1310. as applicable. Apply plates to each face. of truss and position as shown above and on the Join Details, 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 BuildincLComponents Group Inc. shall not. be responsible for any deviation from this drawing, any, failure to build the A ,,Coo,,,",. truss in conformance with ANSI 1, or, for handling, -shipping,, installation. and bracin4 of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawingq indicates acceptance of professional engineering responsibilitty�r 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: sbcindusl .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL. 32821 SEQN: 498121 COMN Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1X3T89750068 T29 / FROM: RWM Qty: 3 , A51320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 077.21.1122.57944 Truss Label: B1 SSB / WHK 03/18/2021 7'10"14 13'10" T10"14 5'11"2 7'11"5 T11"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: h to 2h 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: 2x4 SIP #2 N; Webs: 2x4 SIP #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. =4X4 D 21' 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): 20'10"4 7'0"4 7' 21' Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.034 J 999 360 VERT(CL): 0.062 J 999 240 HORZ(LL): 0.013 J - - HORZ(TL): 0.024 J - Creep Factor: 2.0, Max TC CSI: 0.664 Max BC CSI: 0.620 Max Web CSI: 0.557 Ve r: 20.02.00A.1020.20 �aIIJIII Ilfl��p �, •° � NSF . Na, 86357 • or STATE 4F 26'4" t2 po T 64" 5'4" 26'4" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 845 /- !- /554 /191 /280 H 1051 /- /- /542 1186 /- K 185 A /- /121 /59 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 H Brg Width = 8.0 Min Req = 1.5 K Brg Width = 8.0 Min Req = 1.5 Bearings B, H. & K are a rigid surface. Bearings B, H, & K require a seat plate. Members not listed have forces less than 375# MaximumTopChord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 693 -1221 D - E 520 - 694 C - D 539 - 679 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B-J 1015 -550 J-1 1011 -551 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - 1 448 - 579 E - H 625 - 903 1- E 586 -174 '•P��•®�ORIQ� QNAL f 1446+i!(iOW�� FL REG# 278, Yoonhwak Kim, FL PE #86367 03/18/2021 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "'IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricatingg, handling shipping, 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 per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceilin 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. F3efer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildincLComponents Group Inc. shall not, be responsible for -any deviation from this drawing, any failure to build the ANMCOW— truss in conformance with ANSI 1, or for handling,_ shipping,. installation and bracingciof trusses- A seal on this drawin or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibility solely for the design shown. The suitabilify 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 .cam; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 49813 / GABL Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1X3T89750068 T27 / FROM: RWM Qty: 1 7A5/320 .167ED ,RH01 / 1672/ARIAI4EAB ELEV.D DrwNo: 077.21.1122.57899 Truss Label: B2GE SSB / WHK 03/1812021 6'1-7 13'10" 8'1"7 f T8"0 i-- 310" —f— 2714 —{ i—P� { I� 2 0144, 4 H 27_8" 13'10" 20'8" 4'8° 1'8" 1' 6'1°14 7'10"2 13'8" 8'1'14 14' 27'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs), or *=PLF 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): 0.021 O 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.040 0 999 240 g 209 /_ /_ /104 /69 /290 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): -0.011 M - - B* 79 /- /- /43 /17 /- XP: C Kzt: NA E Des Ld: 37.00 HORZ(TL): 0.020 M - - Z 256 /- /- /213 /99 /- Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Creep Factor: 2.0 AA 57 /- /- /53 /26 /- Soft: 0.00 FBC 7th Ed. 2020 Res. Max TC CSI: 0.146 Wind reactions based on MWFRS BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.220 B Brg Width = 8.0 Min Req = 1.5 Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Yes Max Web CSI: 0.147 B Brg Width = 248 Min Req = - Z Brg Width = 8.0 Min Req = 1.5 Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) AA Brg Width = 8.0 Min Req = 1.5 GCpi: 0.18 Plate Type(s): Bearings B, B. Z, & Z are a rigid surface. Wind Duration: 1.60 WAVE IVIEW Ver: 20.02.00A.1020.20 Bearings B, B. Z, & Z require a seat plate. Lumber Members not listed have forces less than 375# Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Plating Notes All plates are 2X4 except as noted. Loading Gable end supports 8" max rake overhang. Top chord ®e►9/� must not be cut or notched. ®� 1 ^ /' , w Wind loads based on MWFRS with additional C&C Wind �CEN'°'�®��j member design. ,�® e �, �� a• s o A, � Wind loading based on both gable and hip roof types. w • No, 86367 4 f' tl •p Additional Notes �. '� • � � ® • See DWGS A16015ENC160118 & GBLLETIN0118 for ® • • �+ gable wind bracing and other requirements. aSTATE OF ®Cry � S • b FL REG# 278, Yoonhwak Kim, FL PE #86367 03/18/2021 **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, handlinq shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information,.by TPI and SBCA) ioP safety practices prior -to performing these functions. Installers shall provide temporary bracingper BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have aproperly - -- attached ri id ceilingg Locations shown for ermanent lateral restraint of webs shall have bracing installed per BCSI sections B3, 67 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Joini Details, unless noted otherwise. f�efer to A LPI N E drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildingComponents Group Inc. shall not be responsible for any -deviation from this drawing, any failure to build the ANR COWAW truss in conformance with ANSI�I PI -1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawin or cover pagpe 675o Forum Drive listing this drawingp indicates acceptance of professional enccLLineering responsibili��// solely -for the design shown. The suitabiliply and use of mis drawing for any sfr'ucture 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 orq' SBCA' sbcindustrycom' ]CC: iccsafe orq' AWC' awc orq Orlando FL 32821 SEQN: 49814! GABL Ply: 1 Job Number: N333986 Cust: R8975 JRet:1X3789750068 T28 / FROM: RWM Qty: 1 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 077.21.1122.57054 Truss Label: C1GE �SSB / DF 03/18/2021 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 SPacinq: 24.0 " T 4,2„ 47' F-2'-'� (TYP) 27' _ =4X4 D 8'4" 4'2° ,2 T 6 C E N_ O B F qLiG J H 2X4(A1) = 2X4(A1) 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; Plating Notes All plates are 2X4 except as noted. Loading Gable end supports 8" max rake overhang. Top chord must not be cut or notched. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes See DWGS Al6015ENC160118 & GBLLETIN0118 for gable wind bracing and other requirements. 8,4„ 8,4„ 8'4" 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 Fee: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.003 1 999 360 VERT(CL): 0.005 1 999 240 HORZ(LL): 0.001 H - - HORZ(TL): 0.003 H Creep Factor: 2.0 Max TC CSI: 0.160 Max BC CSI: 0.089 Max Web CSI: 0.092 VIEW Ver: 20.02.00A.1020.20 ♦ Maximum Reactions (lbs), or "=PLF Gravity Non -Gravity Lac R+ / R- / Rh / Rw / U / RL B• 185 /- /- /135 /87 /59 F` 185 /- /- /135 /87 /- Wind reactions based on MWFRS B Brg Width = 24.0 Min Req = - F Brg Width = 24.0 Min Req = - Bearings B & H are a rigid surface. Bearings B & H require a seat plate. Members not listed have forces less than 375# 1,��,A11IIItIlIrypfp t, OaNH Ak rrit.. 4,4` •• ��GENs4�••�' 'po d No. 86367 •: d y + a w STATE OF �4,1 44 0"0110/0NAL ti 4+1 J 11111 li k" FL REG# 278, Yoonhwak Kim, FL PE 486367 03/18/2021 "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 BCSL Unless noted otherwise, top chord shall have Properr attached structural sheathing and bottom chord shall have a properly attachetl riclid 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 Joinf9Details, unless noted otherwise. F�efer to ALPINE 141116111111,,.1 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 ANMCOi.N 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 or 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: al ineitw.com; TPI: t inst.or ; SBCA: sbcindusl .coin; ICC: iccsafe.org; AWC: awc.org Orlando FL, 32821 SEQN: 498151 VAL Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1X3T89750068 T7 / FROM: RWM Qty: 1 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 077.21.1122.58038 Truss Label: V4 / WHK 03/18/2021 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: 15.59 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 It 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 #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 Valley truss connection to truss below shall be designed and furnished by others. 111"8 + 3'11" 1'11 "8 1'11 "8 12 6 =4X4 B A 4X4(D1)=4X4(D1) C 014'11"3 D 3'11" 3'11" 3'11" 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): 0.004 999 360 VERT(CL): 0.007 999 240 HORZ(LL): -0.001 - - HORZ(TL): 0.003 Creep Factor: 2.0 Max TC CSI: 0.070 Max BC CSI: 0.098 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 ♦ Maximum Reactions (lbs), or"=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL D' 75 /- /- /32 /6 /6 Wind reactions based on MWFRS D Brg Width = 47.0 Min Req = - Bearing A is a rigid surface. Members not listed have forces less than 375# �011111111lif/PVP aNHW AA, ,•�``,'�� CE"s•��f`'% No. 86367 r • a ,. 0 °® STATE OF ��s�oS�ONAL E � �ia6,Iurld►►�► FL REG# 278, Yoonhwak Kim, FL PE #86367 03/18/2021 **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, installing and bracing. Refer to and follow the latest edition of BCSI (Building quire Information, byY TPI an SBCA) for safety practices prior to performing these functions. Installers shall provide temporary r BCSI. Unless noted otherwise, top chord shall have �ropq% attached structural sheathing and bottom chord shall have a properly aid ceilin Locations shown for ermanent lateral restraint of webs shall have bracingA installed per BCSI sections B3, B7 or B10, ile. AppTy plates to each face opf truss and position as shown above and on the Join i Details, unless noted otherwise. Defer to 60A-Z for standard plate positions. Refer to job's General Notes page for additional information. of any deviation from this drawing, any failure to build the of trusses. A seal on this drawin or cover page Rr the design shown. The suitabilify and use of this ALPINE AN" CONi 6750 Forum Drive Suite 305 Orlando FL, 32821 TPI: tpinst.org; SBCA: SEON: 49825 / VAL Ply: 1 Job Number: N333986 Cust: R 8975 JRefAX3T89750068 T5 / FROM: RWM Oty: 1 , A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 077.21.1122.57914 Truss Label: MV01 SSB / WHK 03/18/2021 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 " Lumber 1112X4 B 12 6 N 4X4(D1) N A 9'11"13 CD 1113X6 1 4'1"11 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: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Wind Wind loads based on MWFRS. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Additional Notes Valley truss connection to truss below shall be designed and furnished by others . 4'1 "11 4111 :)W Criteria (Pg,Pf in PSF) NA Ct: NA CAT: NA NA Ce: NA NA Cs: NA 1w 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 C HORZ(TL): 0.006 C Creep Factor: 2.0 Max TC CSI: 0.354 Max BC CSI: 0.260 Max Web CSI: 0.151 VIEW Ver: 20.02.00A.1020.20 ♦ Maximum Reactions (lbs), or *=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL D. 75 A /- /50 /27 /22 Wind reactions based on MWFRS D Brg Width = 49.7 Min Req = - Bearing A is a rigid surface. Members not listed have forces less than 375# 4� O�j�l W,q j f r�iiv • air No, 86367 to • r STATE 4F ®<v� 110. wo ® °�,•.fi�4R10�,°p�4 �i�seo,epe0e ti� �. NA 1 ► FL REG# 278, Yoonhwak Kim, FL PE #86367 03/18/2021 **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 o erwise, top chord shall have proper )v attached structural sheathing and bottom chord shall have a properly at ache rigid ceiling Locations shown for permanent -lateral restraint of webs shall have brac!nqq installed per. B C S I 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 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 ANn COWAW truss in conformance with ANS11TPI 1, or for handling, shipping,, installation and bracin4g of trusses. A seal on this drawin or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional anppineenng responsibilit�yy solely or 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.or Orlando FL, 32821 SEQN: 49816 / VAL Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1X3T89750068 T6 / FROM: RWM Qty: 1 7A5/320 ,167ED ,RH01 11672/ARIA14EAB ELEV.D DrwNo: 077.21.1122.57569 Truss Label: MV02 SSB / WHK 03/18/2021 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 it TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h 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: 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. Additional Notes Valley truss connection to truss below shall be designed and furnished by others . 12 6 1112X4B 4X4(D1) T A c�1 Li 10'11"13 V;7;�'71 CD 1112X4 in 2'1"11 o 2'1"11 2'1"11 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 too L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.000 C HORZ(TL): 0.001 C Creep Factor: 2.0 Max TC CSI: 0.057 Max BC CSI: 0.054 Max Web CSI: 0.041 VIEW Ver: 20.02.00A.1020.20 ,�IIIIIIIIfPlI�� I a r No, 86367 � p r -p STdlTE OF 4"41' ,/® id j NQ` +`o ` FL REG# 278, Yoonhwak Kim, FL PE #86367 03/18/2021 "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 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 Oates.to each face oT 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 Building Components Group Inc._shall not. be responsible for any deviation from this drawing, any, failure to build the MN CO-AW truss in conformance with ANSI PI 1, or for handling, -shipping,- installatlon and bracinccLtof trusses. A seal on this drawing or cover page 675o Forum Drive listing this drawing indicates acceptance of professional -en sneering responsibilitty� solely -for the design shown. The suitability and use of iris 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; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 ♦ Maximum Reactions (lbs), or•=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL D. 75 /- /- /45 /10 /12 Wind reactions based on MWFRS D Brg Width = 25.7 Min Req = - Bearing A is a rigid surface. Members not listed have forces less than 375# SEQN: 49817 / EJAC Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1X3T8975o068 T3 / FROM: RWM Qty: 2 , A5/320 ,167ED ,RH01 / 1672/ARIAI4EAB ELEV.D DrwNo: 077.21.1122.58100 Truss Label: EJ7A / WHK 03/18/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: X7.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " T 2 4 7' 7' 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: h/2 to h C&C Dist a: 3.00 it 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. 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): NA VERT(CL): NA HORZ(LL): 0.012 D HORZ(TL): 0.021 D Creep Factor: 2.0 Max TC CSI: 0.918 Max BC CSI: 0.504 Max Web CSI: 0.000 Ver: 20.02.00A.1020.20 C ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 425 P /- /360 /168 /237 D 125 /- /- /67 /- b C 161 /- /- /112 /160 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# ,1�11H WA 111f1111!/��tl No, 86367 • o STATE of m w� Ife�°°: �oR1UP� a'� L FL REG# 278, Yoonhwak Kim, FL PE #86367 03/18/2021 "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, installing and bracing. Refer to and follow the latest edition of BCSI (Building t Safety Information, by TPI an fabricating, fo�.sa shipping, practices prior to performing these functions. Installers shall provide temporary - BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly �id ceilin Locations shown for ermanent lateral restraint of webs shall have bracinginstalled per BCSI sections B3, B7 or B10 r e._ Apply plates to each face. of truss and position as shown above and on the JoinfDetails, unless noted otherwise. Refer to )UA-L ror stanaara plate positions. peter to /oD s uenerai Notes page for aaanional intormation. ✓ision of ITW Building Components Group Inc. shall not,be responsible for any deviation from this drawing, any failure to build the formance with ANSI/TPI 1, or for handling, shipping,. installation and bracingof trusses. A seal on this drawin or cover page rawing indicates acceptance of professional engineering responsibility solely for the design shown. The suitabili y and use of this any s ructure is the responsibility of the Building Designer per ANSI/T 11 Sec.2. ALPINE ,WNW COMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 ICC: SEQN: 49818 / EJAC Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1X3T89750068 TB / FROM: RWM Qty: 14 , A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 077.21.1122.57070 Truss Label: EJ7 SSB / WHK 03/18/2021 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 " C 12'2"l 1 12 6 M O Ln M B T A 88 D 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: h/2 to h C&C Dist a: 3.00 It Loc. from endwall: not in 4.50 it 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. 7 7' 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): 0.015 D HORZ(TL): 0.028 D Creep Factor: 2.0 Max TC CSI: 0.720 Max BC CSI: 0.507 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 331 /- /- /249 /108 /208 D 125 /- /- /73 /- !- C 174 /- /- /128 /169 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# �tltil11111p/ilri A r� •® �`C r Ys� •• �o Na, 86367 0 • s� STATE 4F q o> 13 ♦•see• b FL REG# 278, Yoonhwak Kim, FL PE #86367 03/18/2021 "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 rigid ceilin Locations shown for permanent lateral restraint of webs shall have bracm installed per BCSI sections B3, 87- or B10, as applicable. Applgy plates to each face of truss and position as shown above and on the Join Details, unless noted 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 Build inccLLComponents Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the ANMCowu truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracin4 of trusses. A seal on this drawrn or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional engineering responsibili(t�� solely -for the design shown. The suitabilify and use ofq is drawing for any structure is the responsibility of the Building -Designer per ANSIlTPI 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: 49819 / EJAC Ply: 1 Job Number: N333986 Cust: R 8975 JRef1X3T89750068 T1 / FROM: RWM Qty. 1 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 077.21.1122.57850 Truss Label: EJ7S / WHK 03/18/2021 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 Spacinq: 24.0 " T3 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 it TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h 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; Sot 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. 7' 7' 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 Sid: 2014 Rep Fac: Yes FT/RT:20(0)/l 0(0) Plate Type(s): B Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.016 C HORZ(TL): 0.030 C Creep Factor: 2.0 Max TC CSI: 0.738 Max BC CSI: 0.513 Max Web CSI: 0.000 Ver: 20.02.00A.1020.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL A 270 !- !- /179 /71 /186 C 126 /- /- 176 A A B 177 /- /- /132 /171 A Wind reactions based on MWFRS A Brg Width = 8.0 Min Req = 1.5 C Brg Width = 1.5 Min Req = - B 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# `1��i1�lIIIIry��I� N e 0NHWAk oo No, 86367 � ©• STATE OF • cvft �b Ss/QN A _ 49Iimilli►O FL REG# 278, Yoonhwak Kim, FL PE #86367 03/18/2021 "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 ceilin 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 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 BuildinccL�Components Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the ANR CCWAW truss in conformance with ANSI/TPI 1, or for handling, shipping,. installation and bracin4 of trusses. A seal on this drawing or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional enpmeering 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: alpineitw.com: TPI: toinst.ora: SBCA: sbcindustrv.com: ]CC, icrsafe.orn• AWC: awr am Orlando FL, 32821 SEQN: 498201 JACK Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1X3T89750068 T32 / FROM: RDP Qty: 1 7A5/320 ,167ED ,RH01 / 16721ARIA14EAB ELEV.D DrwNo: 077.21.1122.57553 Truss Label: CJ5A �SSB / WHK 03/18/2021 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 " C T 4'11"4 2'4" "4 4' 11 Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Speed: 160 mph Pf: NA Ce: NA VERT(LL): NA Enclosure: Closed Lu: NA Cs: NA VERT(CL): NA Risk Category: II Snow Duration: NA HORZ(LL): 0.006 D EXP: C Kzt: NA HORZ(TL): 0.008 D - Building Code: Mean Height: 15.00 ft Creep Factor: 2.0 TCDL: 4.2 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.736 BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.220 C&C Dist a: 3.00 ft Rep Fac: Yes Max Web CSI: 0.000 Loc. from endwall: not in 4.50 ft FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): VIEW Ver: 20.02.00A.1020.20 Wind Duration: 1.60 IArnvF 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. ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 358 /- /- /322 /155 /181 D 85 /- /- /46 /- /- C 102 /- /- /66 /104 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brig Width = 1.5 Min Req = - C Brig 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# 1t�, r No.86367 e e STATE OFOR IV ®��q �Tcr ��rs4e�� FL REG# 278, Yoonhwak Kim, FL PE #86367 03/18/2021 "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 SCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord, shall have a properly attached Mid 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 E 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 ANMCOWP truss m conformance with ANSIl� PI 1, or for handling, shipping,, mstallation.and bracin4of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional engqineering responsibili solelyorthe design shown. The suitability and use of this Suite 305 drawing for any structure is the responsibility of the Building -Designer per ANSI/T�l 1 Sec.2. For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindusl .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 49821 / JACK Ply: 1 Job Number: N333986 Cust:R8975 JRef:1X3T89750068 T2 / FROM: RDP Qty: 5 7A51320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 077.21.1122.57757 Truss Label: CJ5 IKD / YK 03/18/2021 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 Spacinq: 24.0 " T 76 11'2"5 12 6 ch rn N ch <`7 B i 8'sn D 2X4(A1) f 1' Wind Criteria Wind Sid: 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. • For more 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): 0.005 D HORZ(TL): 0.010 D Creep Factor: 2.0 Max TC CSI: 0.549 Max BC CSI: 0.257 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 256 /- /- /200 /88 /152 D 89 /- /- /51 /- /- C 118 /- /- /85 /116 /- 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# e ,' ,tIIII II I II It+/f,� �a�` pNH WA k ,��i� CEN • a +� No.66367 o STATE OF C, O r FL REG# 278, Yoonhwak Kim, FL PE 486367 03/18/2021 "'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, installing,and bracing. Refer to and follow the latest edition of BCSI (Building t Safety Information, by TPI and'SBCA) for safety practices pnor to performing these functions. Installers shall provide temporary BCSI. 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 Joini�Details, unless noted otherwise. Flefer to ' 60A-Z for standard plate positions. Refer to job's General Notes page for additional information. vision of ITW Buildin Components Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the rformance with ANSI/ PI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawing or cover page irawinrgt indicates acceptance :gtiprofessip naa enneenng responsibilitx solely for the design shown. The suitability and use of trlis ALPINE ANnW COMiANV _ 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 49822 / JACK Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1X3T89750068 T20 ! + FROM: RDP Qty: 1 7A51320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 077.21.1122.58163 Truss Label: CJ3A SSB / WHK 03/18/2021 lS �--- 2'4" 2' 11 "4 2' 11 "4 10'2"5 81811 Loading Criteria (psi? Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions Ibs ( ) Gravity Non -Gravity TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Loc R+ / R- / Rh / Rw / U / RL TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): NA BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): NA B 308 /- /- /304 /153 /128 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.003 D - D 45 /- /- /34 /13 /- EXP: C Kzt: NA HORZ(TL): 0.004 D - C 34 /- /- /44 /42 A Building Code: Des Ld: 37.00 Mean Height: 15.00 it Creep Factor: 2.0 Wind reactions based on MWFRS NCBCLL: 10.00 TCDL: 4.2 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.773 B Brg Width = 8.0 Min Req = 1.5 Soffit: 0.00 BCDL: 5.0 psf TPI Sid: 2014 Max BC CSI: 0.244 D Brg Width = 1.5 Min Req = - Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 C Brg Width = 1.5 Min Req = - Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Yes Max Web CSI: 0.000 Bearing B is rigid surface. 9 a 9 Loc. from endwall: Any FT/RT:20(0)/10(0) Bearing B requires a seat plate. GCpi: 0.18 Plate Type(s): Members not listed have forces less than 375# VIEW Ver: 20.02.00A.1020.20 Wind Duration: 1.60 WAVE 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. ��dlllltftitf�f��,r No 86367 • a y • R �I� � STATE OF 4Z, �r e � • e e� C., �o NAL •••ee• r FL REG# 278, Yoonhwak Kim, FL PE #86367 03/18/2021 "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 propey attached structural sheathing and bottom chord, shall have a properly attached ri id ceilm Lpocations shown for ppermanent latefaI restraint of webs shall have bracintg installed per BCSI sections B3, B7 or B10, drawings 160A-ZPorr standard late ositions Refer topob s General Notes page for additiona�linnformation unless noted otherwise. Refer to 9 P P 1 page Alpine, a division of ITW BuildinlComponents Group Inc. shall not. be responsible for any deviation from this drawing, any, failure to build the truss in conformance with ANSI/I PI 1, or for handling, shipping,, installation, and bracing of trusses. A seal on this drawrn or cover page listing this drawingg indicates acceptance of professional en9r,eering responsibili�y 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. For more information see these web sites: Alpine: alpineitw com; TPI: 1pinst org; SBCA sbcindustrycom• ]CC: iccsafe.org; AWC: awc.org ALPINE m nwCOWAW 6750 Forum Drive Suite 305 Orlando FL,32821 _.. SEQN: 49823 / JACK Ply: 1 Job Number: N333986 • FROM: RWM Cust: R 8975 JRef:1X3T89750068 T22 / Qty: 5 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DnwNo: 077.21.1122.57476 Truss Label: CJ3 ISSB / WHK 03/18/2021 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 " 4"3 V �--- 1' 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 Xnd 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. 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): A 10'2"5 cY rn iY) N 81811 11 Defl/CSI Criteria PP Deflection in loc Udell L/# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.001 D HORZ(TL): 0.001 D Creep Factor: 2.0 Max TC CSI: 0.234 Max BC CSI: 0.105 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 185 /- /- /156 /71 /9£ D 50 /- /- /27 /- A C 63 A /- /44 /64 /- 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# IIIFffffp0 WAif Q P s r No 86367 r s -)b ; STATE OF a�a� rem S�OfYAL �4411(11111i19l�� FL REG# 278, Yoonhwak Kim, FL PE #86367 03/18/2021 **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 properly attacheU ri id ceiling Locations shown for ermanent lateral restraint o>Ywebs shall have bracin installed per BCSI sections 83, 137 or B10 as applicable. Apply plates to each face ovtruss 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 Build incLComponents Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI 1, or for handling, shipping,. installation and bracingq� of trusses. A seal on this drawing or cover page 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 ANSUT�I 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.or ALPINE ANMCOMPANY 6750 Forum Drive Suite 305 Odando FL, 32821 SEQN: 49824 / JACK Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1X3T8975OO68 T24 / FROM: RWM Qty: 6 , A5/320 ,167ED ,RHO1 / 1672/ARIA/4EAB ELEV.D DrwNo: 077.21.1122.57475 Truss Label: CA SSB / WHK 03/1812021 11 1 12 6 [7- C 4"3 V Loading Criteria (psn 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; 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. 11 "4 1 r ale 11114 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): M M Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.000 D HORZ(TL): 0.000 D - Creep Factor: 2.0 Max TC CSI: 0.183 Max BC CSI: 0.022 Max Web CSI: 0.000 Ver: 20.02.00A.1020.20 9'2"5 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 143 /- A /145 176 /45 D 11 /-2 /- /14 /10 /- C - /-15 /- 129 /33 /- 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 OCENSF 0 10, No 86367 0 Q* v�oo STATE OF ' �u��` ti rS�O 6 lb � �lidilmil►U FL REG# 278, YoonhNvak Kim, FL PE #86367 03/18/2021 "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 n SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracin per BCSI.. Unless noted otherwise, to chord shall.have pro erly attached structural sheathing and bottom chord. shall have a properly attached ri id ceiling Locations shown for -permanent lateral restraint of webs shall have bracininstalled 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. f�efer to drawings 160A-Z for standard plate positrons. Refer to job's General Notes page for additional information. ALPINE Alpine, a -division of ITW BuildinccLL Components Group Inc. shall notbe responsible for any deviation from this drawing, any, failure to build the ANMCOWi truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracin4q of trusses. A seal -on this drawing or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional en sneering respons!bilitt�� solely for the design shown. The suitabili y and use of this Suite 305 drawing for any structure is the responsibility of the BuildingUesigner 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 Orlando FL, 32821 SEQN: 49826 / HIP_ I Ply: 1 Job Number: N333986 FROM: HMT Qty: 3 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D Truss Label: HJ7 Cust: R 8975 JRef:1x3T89750068 T19 / DrwNo: 077.21.1122.57023 KD / WHK 03/18/2021 T 4'3 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 " 5'3"5 5'3"5 9'10"1 4'6"11 12'2"3 12 4.24 p 2X4 C v m n M v B FE 2X4(A1) =4X4 �-- 1'5" 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: NA GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP 2400f-2.0E; 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. (3) 16d common (0. 1 62"x3.5") nails at top chord (3) 16d common (0.162"x3.5") nails at bottom chord t - IFor 9'2"2 9'2"2 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): 7.11 9'10'1 Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.040 F 999 360 VERT(CL): 0.076 F 999 240 HORZ(LL): 0.010 C - - HORZ(TL): 0.018 C - Creep Factor: 2.0 Max TIC CSI: 0.546 Max BC CSI: 0.416 Max Web CSI: 0.260 VIEW Ver: 20.02.00A.1020.20 ,,JjjgAIfllll//to 6VVA� fees*�� y 10. No 86367 r 2. CC e'p STATE OFFlo ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 326 /- /- /- /154 /- E 364 /- /0 /- /84 /0 D 214 A /- A /177 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 394 - 562 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B - F 531 - 358 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. C - F 394 - 583 ssFnp �OT'S1Q��' w' oA04600 9r .,�1111rd AL FL FL REG# 278, Yoonhwak Kim, FL PE #86367 03/18/2021 -WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! "'IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS I uire extreme care in fabricating handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building t Safety Information, by TPI and'SBCA) f0F safety practices prior to performing these functions. Installers shall provide temporary BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly lid ceilin Locations shown -for ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10 le. Apply plates to each face oFtruss and position as shown above and on the Join Details, unless noted otherwise. Refer to ' 60A-Z for standard plate positions. Refer to job's General Notes page for additional information. vision of ITW BuildinlComponents Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the rformance with ANSIJI PI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawing or cover page hawing indicates acceptance of professional engineering responsibilitty�r solely for the design shown. The suitability and use of This any structure is the responsibility of the Building esigner per ANSI/TPI 1 Sec.2. AL NE ANMCOMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 Gable Stud Reinf orcement Detail ASCE 7-161 160 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 Ori 120 mmh Wind Snoopd. IS' Mpnn Halnh+. Pnr+lnlly Fnrinaprl n ieo+ = inn S 2x4 Brace Gable Vertical Spacing Species Grade No Braces (1) lx4 'L' Brace x (1) 2x4 'L' Brace w (2) 2x4 'L' Brace xx (1) 2x6 'L' Brace A( (2) 2x6 'L' Brace x Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B S P #1 #2 U F #3 3' 8'' 5' 9' 6' 2' 7' 8' 77' 11' 9' 1'' 9' 6' 12, 0' 12' 6' 14' 0' 14' 0' H F Stud 3' 8' 5' 9' 6' 1' 1 7' 8' 7' 11' 1 9' 1' 9' 6' 12, 0' 12' 6' 14' 0' 14' 0' o Standard 3' 8' 4' 11' 5' 3' 1 6' 7' 7' 1' 8' ill 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' 1 12' 4' 12' 9' 14' 0' 14' 0' 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 Ri r Stud 3' 9' 5' 3' 5' 7' 6' ill 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' ill 9' 8' 10' 4' 13' 1' 14' 0' U _ #1 / #2 4' 5' 7' 6' 7' 9' 8' 10' 9' 3' 10' 7' ill 0' 13' 11' 14' 0' 14' 0' 14' 0' _ S P P # 3 4' 2' 7' l' 7' 9' 6' 9' 9' 1' 10' 5' 10, 10' 13' 9' 14' 0' 14' 0' 14' 0' U LJ C . Stud 4' 2' 7' 1' 7' 6' 8' 9' 9' 1' 10' 5' 10, 10' 13' 9' 14' 0' 14' 0' 14' 0' 0J O f l l , 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 45' 7' 6' 7' 9' 6' 10' 9' 3' 10' 7' 11' 0' 13, 11' 14' 0' 14' 0' 14' 0' 113 4' 4' 6' 5' 6' 10' 8' 6' 9' 1' 10, 6' 10, 11' 13' 4' 14' 0' 14' 0' 14' 0' D P L Stud 4' 4' 6' 5' 6' 10' 8' 6' 9' 1' 1 10' 6' ID, ill 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' #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 Sr P f #3 4' 7' 8' 2' 8' 5' 9' 6' 10, 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' L7 U u ' 8' 2' 8' 5' 9' 6' 10, 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' 0 I� Standard 4' 7' 7' 0' 7' 5' 9' 4' 10, 0' 11' 6' 12, 0' 14' 0' 14' 0' 14' 0' 14' 0' Xi #1 5' 1' 8' 5' 8' 8' 9' ill 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' 1 14' 0' 14' 0' 14' 0' D F L Stud 4' 9' 7' 4' 7' 10' 9' 8' 1 10' 1' 11' 7' 1 12' 0' 14' 0' 1 14' 0' 14' 0' 14' 0' Standard 4' 7' 6' 6' 6' 11' 8' 8' I9' 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 diaoonnl at AN ITW COMPANY 115141 Eadhl City\ Expressway 11 Suitel 242 11 Earth\ City,\ Moo, 63045 About 18' L 'L' Brace End Zones, typ, 2x6 DF-L #2 or better diagonal r brace) single 6, or double cut (as shown) at L upper end. Refer to chart abob2 xxWARNDA7u READ AMFI■inv ALL I�TES ON THIS DRAWI&3 � onO�ORTANT— FURNISH THIS DRAWING TD ALL CRTTRACTiRS I CLLMING THE INSTALLER&, r URNI Trusses require extreme core In fabricating, handling, shipping, Installing and bracing. Refer to and allow the latest edition of BCSI ®u0ding Component Safety Information, by TPI and SBCA) for safety •actices pWor to performing these functions. Installers shall provide temporary bracing per BCSL !less noted otherwise, top chord shall have properly attached structural sheathing and bottom cho, loll hove a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs loll hove bracing Installed per BCSI sectlons B3, B7 or B10, as applicable. Apply plates to each face truss and position as shorn above and on the Joint Detalls, unless noted otherwise. -Per -to drawings 16CA-Z for standard plate positions. Alpine, a dlvWon of ITV Bullding Components Group Inc shall not be responsible for any deviation fro Is drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, -tallatlon lL brdcing of trusses. A seal on this drawing or cover page llsti g this drawing, i,dlcates acceptance of professional ginweering responshAtty solely for the design shown The sultnblltty and use of this drawing r my structure Is the responsiAlty of the Building Designer per ANSI/TPI 1 SecP_ For more Information see this Job's general notes page and these web tg¢an4;4a ALPINE, www.alptnettw,conl TPI, ww%tpinstargi SBCA, wwr.sbcindustry.or i ICC, rww 1ItIIIIrf0 vq WAA- °°'rr° 63h • QR�� e' T eejp�o 4444diwilk" t Bracing Group Species and Graded Group AI Spruce -Pine -Fir Hen -Fir #1 / #2 ISI.nd.Rl 1 #2 Stud #3 1 Stud #3 Stnndnrd Dou Las Flr-Larch Southern Plnexxx #3 Edj Stud SStnndnrd Stn Group Bi Hen -Fir #1 & Btr #1 Douglas Flr-Larch Southern Plnexxx #1 #1 #2 #2 lx4 Braces shall be SRB (Stress -Rated Board). xwFor 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 wlth 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 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 , Vertical Len th No Spit e Less than 4' 0' 2X3 Greater than 4' 0', but Less than 11' 6' 3X4 Greater than 11' 6' 4X4 � I+ Refer tocommon truss design For peak, splice, ice, and heel plates. s Refer to the Bullding Designer for conditions t. not addressed by this detail, REF ASCE7-16—GABI6015 DATE 01/26/2018 DRWG A16015ENC160118 AX, TOT, LD, 60 PSF MAX, SPACING 24,0' 'T' Reinforcing Member Gable Truss Godo�e Detodi For Let -in Verticals le Truss Plate Sizes 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, e, 2*2X4 2X8 vrovicie connections for uplift specified on the engineered truss design. Attach, each 'T' reinforcing member with End Driven Nallsi 10d Common (0,148'x 3',min) Nails at 4' o,c, plus (4) nails In the top and bottom chords. Toenalled Nails, 10d Common (0.148'x3',m1n) 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 & ASCE 7-16 Gable Detail Drawings A11515ENC100118, A12015ENC100118, A14015ENC100118, A18015ENC100118, A20015ENC100118, A20015END1001 r/ 0 A11530ENC100118, A12030ENC100118, A14030ENC1�� A18030ENC100118, A20030ENC100118, A20030EN .� 1 S11515ENC100118, S12015ENC100118, S14015EN 0118 �6 0 38�� a S18015ENC100118, S20015ENC100118, S20015Eft10011%, S 0 15P 1 8 S11530ENC100118, S12030ENC100118, S14030EMC100118, S� 7 tt S18030ENC100118, S20030ENC100118, S2003 d118, SP0030PED100118 P � 0 See appropriate Alpine gable detail for maxims unnielnforced-CAe"Lertical lfii p gTATE OF 'T' Reinforcement Attachment Detail 'T' Reinforcing 'T' Relnforcing Member Member Toe -nail - Or - End -mall To convert from 'L' to 'T' reinforcing members, multiply 'T' Increase by length (based on appropriate Alpine gable detall). 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 Examples 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 x8'7'=11' 2' P' ..VARNDifHo READ AND fDLLlIV ,� NOTES [IN THIS mrawDm WAINPORTANT.w FURNISH THIS DRAWIW TO ALL CONTRACTORS INCLUDUM THE INSTALLERS. Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer, to and follow the latest edition of SCSI (Bulding Component Safety Information, by TPI and SBCA) for safety practices prior to performing these Functions. Installers shall provide temporary brndng per HCSL Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have brhalt have 4 acing Instattached rigid ceiling. Locations shown for permanent lateral restraint of webs 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 drawings 160A-Z for standard plate positions. `O / Vr r d �IYYY,,, �� REF LET -IN VERT DATE O1/02/2018 DRWG GBLLETIN0118 AN ITW COMPANY \\5141 Earth\Cit \Ex Expressway v p Y 1\Suite1242 Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviation fron this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, Installation 6 bracing of trusses. e A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility solely for the deign shown The sWtablUty nna use of this drawing for any sirv,cture Is the responsYHUty of the Building Designer per ANSI/TPI 1 See2. A)(, TOT, LD, 60 PSF DUR, FAC, ANY \ 1 Earth\ City,\ MO\ 63045 For more Information see this Job's general notes page and these web s ALPINE www.alpineltmooni TPD -Apinst.orgi SIM www.sbcindustry.orgi ICG vw1 MAX, SPACING 24,0' Valley Detail - ASCE 7-16: 180 mph, 30' Mean Height, Partially Enclosed, Exp. C, Kzt=1,013 Top Chord 2x4 SP #2N, SPF #1/#2, DF-L #2 or better. Bot Chord 2x4 SP #2N or SPF #1/#2 or better. Webs 2x4 SP #3, SPF #1/#2, DF-L #2 or better. �" Attach each valley to every supporting truss with: 535# connection or with (1) Simpson H2,5A or equivalent connector for ASCE 7-16 180 mph. 30' Mean Height, Part. Enc. Building, Exp. C, Wind TC DL=5 psf, Kzt = 1.00 Or ASCE 7-16 160 mph. 30' Mean Height, Part, Enc, Building, Exp, D, Wind TC DL=5 psf, Kzt = 1.00 Bottom chord may be square or pitched cut as shown. Valleys short enough to be cut as solid triangular members from a single 2x6, or larger as required, shall be permitted in lieu of fabricating from separate' 2x4 members, All plates shown are Alpine Wave Plates. 3X4 12 12 Max. 2X4 X4 !— 8-0-0 max 4X4 20-0-0 (++) Supporting trusses at 24' o,c, maximum spacing, Unless specified otherwise on engineer's sealed design, for vertical valley webs taller than 7-9' apply 2x4 'T' reinforcement, 20Y length of web, sane species and grade or better, attached with 10d box (0,128' x 3,0') nails at 6' o.c. In lieu of 'T' reinforcement, 2x4 Continuous Lateral Restraint applied at mid -length of web is permitted with diagonal bracing as shown in DRWG BRCLBANC1014, Top chord of truss beneath valley set must be braced with: properly attached, rated sheathing applied prior to valley truss installation, Or Purlins at 24' o,c, or as otherwise specified on engineer's sealed design Or By valley trusses used in lieu of purlin spacing as specified on Engineer's sealed design. AWA Note that the purlin spacing for bracing the top chord of the truss beneath the valley is measured along the slope of the top chord, ++ Larger spans may be built as long as the vertical height does not exceed 14'-0'. Pitched Cut Bottom Chord Valley Valle Spacing Square Cut Bottom Chord Valley / i �lyiill if 1/ fI 4\cEN No. 8 W . a gTATE OF "VARNDkiu READ AND FDLLDV ALL ha= a THIS MAVDtm l wyWMTANTu FUFWSN TFUS DRAVDIG III ALL CONTRACT13RS INCLUDDIG THE INSTALLER& Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer to and fall.. the latest edition of BCSI (BuRding Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporaryy bracing per BCSL Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chor shall have a properly attached rigid celling. Locations shown for permanent lateral restraint of webs shall have bracing Installed per SCSI sections B3, B7 or B10, as applicable. Apply unless pp y plates to each face of truss and position as shorn above and on the Joint Details, unless noted otherwise. ep,4-NE ReferAlpine, to drawings 1f rr for Building Cop plate positions. Alpine, n division of ITV Building Components Group Inc shall not be responsible for any deviation frc this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, AN ITW COMPANY Installation 6 bracing of trusses. \\5141 Earth\Ci \ Expressway A seal on this drawing or cover page listing this drawing, indicates acceptance of professional ty\ P y engineering responsibility solely far the design shown. The sultobdlty and use of this drawing I I Suite%242 For any structure Is the responsWity, of the Building Designer per ANSI/IPI 1 SecZ \\Earth\City,%M0163045 For more Information see this ,Job's general notes page and these web siteA ��l, ALPIND www.alpineltw,comi TPD www.tpinstorgi SECA, w.w.sbcindustry.orgi ICO wic wwc L a•: Z OR10� �`- S ••�6®0 ;tONA�. 1011/lllillO 2X4 Stubbed Valley End Detail sses O.C. 4X4 Optional Hip Joint Detail n I24, io& Partial Framing Plan LL 30 30 40PSF REF VALLEY DETo bL 20 15 7 PSF DATE 01/26/2018 DL 10 10 10 PSF DRWG VAL180160118 LL 0 0 0 PSF . LD, 60 55 57PSF DUR.FAC,1.25/1.33 1,15 11.1 Yoonhwak Kim, FL PE #86367 ISPACING 24.0' Valley Detail - ASCE 7-161 30' Mean Height, Enclosed, Exp, C, Kzt=1,00 a 4 Top Chord 2x4 SP #2N, SPF #1/#2, DF-L #2 or better, Bot Chord 2x4 SP #2N or SPF #1/#2 or better. Webs 2x4 SP #3, SPF #1/#2, DF-L #2 or better, �" Attach each valley to every supporting truss with: (2) 16d box (0,135' x 3,5') nails toe -nailed for ASCE 7-16, 30' Mean Height, Enclosed Building, Exp, C, Wind TC DL=5 psf, Kzt = 1,00, Max, Wind Speed based on supporting truss material at connection location: 170 mph for SP (G = 0,55, min,), 155 mph for DF-L (G = 0,50, min,), or 120 mph for HF & SPF (G = 0,42, min,). Maximum top chord pitch is 10/12 for supporting trusses below valley trusses. Bottom chord of valley trusses may be square or pitched .cut as shown. Valleys short enough to be cut as solid triangular members from a single 2x6, or larger as required, shall be permitted in lieu of fabricating from separate 2x4 members. All plates shown are Alpine Wave Plates, 3X4 12 12 Max, I 2X4 X4 — 8-0-0 Max 4X4 12 12 Max. I 1X3 1X3 1X3 5X4/SPL X3 (Max Spacing) _1X3 Unless specified otherwise on engineer's sealed design, for vertical valley webs taller than 7-9' apply 2x4 'T' reinforcement, 80Y length of web, same species and grade or better, attached with 10d box (0,128' x 3,0') nails at 6' o,c, In lieu of 'T' reinforcement, 2x4 Continuous Lateral Restraint applied at mid -length of web is permitted with diagonal bracing as shown in DRWG BRCLBANC1014, Top chord of truss beneath valley set must be braced with: properly attached, rated sheathing applied prior to valley truss Installation, Or Purlins at 24' o,c, or as otherwise specified on engineer's sealed design Or By valley trusses used in lieu of purlin spacing as specified on Engineer's sealed design, WWX Note that the purlin spacing for bracing the top chord of the truss beneath the valley is measured along the slope of the top chord. ++ Larger spans may be built as long as the vertical height does not exceed 14'-0', Valle Spacing Pitched Cut Bottom Chord Valley Toe -nailed 12 10 Max, la 2X4 c f.. s 20-0-0 (++) `C• Supporting trusses at 24' o,c, maximum spacing. .tee AN (TW CO 11514% Earth\ City\ Expressway 11 suite%242 11 Earth\ City,\ MO\ 63045 .wVARNUG" READ AND Flw , nv ALL NOTES 1N TWS DRAVMGI VO ■mpa(TAHn■ FLIRNISH THIS DRAVIING TU ALL CONTRACT13RS DICLUDING THE INSTALLERS. Trusses requlre extreme care In fabricating, handling, shipping, Installing and bracing. Refer to or At.. the latest edition of BCSI (BuRcUng Component Safety Information, by TPI and SBCA) for safet •actices prior to performing these functlons. Installers shall provide temporary bracing per BCSI. iless noted otherwise, top chord shall have properly attached structural sheathing and bottom cl, call have n properly attached rigid ceiling. Locations shown for permonent lateral restraint of we ,all have bracing Installed per SCSI sections B3, B7 or BIG, as applicable. Apply plates to each fa< truss and Position as shown above and on the Joint Detalts, unless noted otherwise. !per to drawings 160A-Z for standard plate positions, Alpine, a division of ITV Mding Components Group Inc shall not be responsible for any deviation f Js drawing, any failure to build the truss In conformance with ANSLTPI 1, or for handing, shipping, >tallation 6 bracing of trusses. A seal on this drawling or cover page Ustig this drawing, lndlcates acceptance of profeasIomt igineering responsibility solely for the design shown The suitability and use of this drawing r any structure is the respons6Nty of the Bundling Designer per ANSVTPI 1 SecZ Square Cut Bottom Chord Valeev STATE OF •: ZaR�o�:-• . I sow* S/Q f� O(j�Aj For more Information see this Job's general notes page and these web s�L78,lYoonhwak Kim, FL PE #86367 ALPINE, vwalpineltw.con) TPD vw.tpinst.orgi SBC/u vwsbdndustryargl ICG wv1 c 2X4 4X4 Stubbed Valley Optional Hip End Detail Joint Detail nl T sses Partial Framing C.C. Plan LL 30 30 40PSF REF VALLEY DET DL 20 15 7 PSF DATE 01/26/2018 DL 10 10 10 PSF DRWG VALTN160118 LL 0 0 0 PSF LD, 60 55 57PSF I DUR,FAC.1.25/1.3311.1511.15 1 24,0' I VALLEY FRAMING & BRACING DETAIL `I R BC 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. :e the Grippes for each row starting from the valleys or sleepers working Inward to the ridge board so that cripple locations are gored between rows. TYp) innection Re uirement Notes Zx6 rafters to ridge 416d toe -nails Cripple to ridge 416d toe -nails Cripple to rafter 416d toe -nails (e•) 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 Purlin to (Typ) 3 16d toe -nails Truss to blocking 416d toe -nails Truss to cripple 416d toe -nails Truss to cripple 416d toe -nails Cripple to purlin 316d toe -nails ,..., BLOCKING , �...,, ,c NOTES ,r o ncrcrta CRIPPLE, BRACING, 8t succ weu) 13. Collar beam to rafter 416d toe -nails NOTE: 16d (0.162"x3.5") COMMON NAILS -2x4 continuous lateral restraint (CLR) min. is required for cripples 5'-0" to 10'-0" Ion nailed wl 2 -10d (0.148"x3") nails. Or 2x4'T' or scab reinforcement nailed to flat edge of cripple with 10d 10.128"x3.0") nails at 6" o.c. "T' or scab must be 90 % of cripple length. Cripples over 10'-0' long requro two CLR's or both faces wl'T' or scab. Use stress graded lumber & box or common nails. Narrow 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 NDS require rr�' Naffs are common wire nails unless noted otherwise IEIV So"' HveRlm+o-■ READ uID FOLLW 11L1. tQiES W ras rw\var� $ � �•rWfr.. tTiaaSH Ttos ra�vac To ALL cQfTRrcTT>sts auumalc Ttc�„=--- . Trusses reqt1-e extreme core InfobrlcotFp, FnrWllnp, sWppky, Instal1hp ord bmdro Refg tvu. r vvv r 1 = TC LL 20 30 40 54 REF VALLEY FRAMING DATE 10/01/14 foil. th• tat•ct edlnwn of arse ®,am,e CoiVOnent s,f•ty Info tlon,•by TPI and Ser�u fmsor to these ° TC DL 10 20 7 7 P=es priw performhp functions. Installers shall pmvlde temporary bmdnp pea DCSL Unless rated other.ke, top chard shall have properly attaaed struct,rnl sheathing And boon ehptl shall Fnve a propery attached rigid ceRhp. Locations shown fa perrnrcnt lateral restraht.pf • • _ STATE OF • = r' BC DL 0 0 0 0 DRWG VACNV1801015 u �.l shall have brace tr,sta(led per Bb, seed m th 17 or BIO, as app(kahm al of plates to rncp f truss and sltlon as shown alwve and on the Joint lletaLs, uHess rated otherwise. i Refer to dvehps 16g4Z for stand rd plate posits s. . • •:� �A ••��.' •••l BC LL 0 0 0 0 i1W( Nip Mph., a odsion of ITV "dAN Components rs'aup 7nG ifiaLL not be respansWe for devhtb,l�j this tiveFq any fazure so bold the truss h conformance with ANSLTPI 1, or for loin kq, aNppinp� R O• `�•••••• •r"•• c ss��NAL TOT. LD.30 50 47 61 hstan At n 6 is dap of trusses. professkral AAeal#�on this bvs�kip or cover pope llsfiip this droehp, tslmb nmeptonce this - —'t' sddy far the desjpn :}mn nitobRlty tfb DUR. FAC. 1.25/1.15 13389 Lakehont Drive f- and usr of A�a•kp for st>tietv�e' u = °�' � r•w�nY � the a.Ia,p astarr per AKSI/TPI 1 serz, \\\t E.rtnCity. haosToas F« ra.vr hfornatlon see this Jabs perernl note. ppaaQ, and these .eb sttev NPCE eeealphelte..m TPL •eeiphstorpi slim eee.sbdrdustryorpl ICD nn.kcinfearp v 6�� SPACING SEE ABOVE