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HomeMy WebLinkAboutEngineering PackageBuilder: Project: Model/Building: Lot Alt: ENGINEERING PACKAGE DR HORTON / STATEWIDE Lot: ' 98 Block: Unit: Address: ..................................................................................................................... i i JobNumber: N334504 ...................... ........................................................... - .................... -- ...... Revision Date: New Load #: R101 CARPENTER CONTRACTORS OF AMERICA, INC 3900 AVENUE G. N.W. WINTER HAVEN, FLORIDA 33880 PH (800) 959-8806 FAX (941) 294-7934 ALPINE 7 Mar6h 1:3,2019 ARUWC64AaY Mt. Bob, Michaelis Carp&fttdr-Cd.rftctofs of Amdflt;a,-Ihc- 39()Q Ayenuo, G, N.Qrfhwp4 Wititer HaVen, 5L 33880-6 -201 Re: Affprnative installatio6sfor a single ply cini-led t!U_ds with a width Jess than 1ho hanger width, Oild wo,oa.blo King to -achieve full design load va6e1&15be- upted.hanger-pttachmentbn*a-oiTd ply .§iJpOortlhg girder (Refbfdntd detail WA37,02). Dear -Bob, .Fot'a sihf]lb ply carried truss *xMtty a width les's than th(i hangef width you can install a q prefabricated jack... scab truss ( ).for wqod'Mler blocking. The chprd sizes, cbQOgrades, and -Alpine-'connector pla&(s) to Ep-thd same as the single. PIV carried truss: The prEiffibiridatiad f4ok *§*ddb trus:s (*y will hav& a. minimum j h - and will have aminimum of 6/1-2. The singk ply caniedl.cussshall have :a reaction of engtJ . of 0" . ... . . minimum * .: pitch 3,5-009 or*let3s. Attach prefabdcatedjack.bcab,tiijss with: two (2)*T�ws o*f"'O'.128"x3.(? GUn Nails at2" Q'C pet r6%r-,-staggiat6d I" (See Figiijri I Wow). P16bse-referto-the Simpson -.Tie-Tie Catalog G-t more information. rigure-11 Fora sipgkply.gHer:theit requires wood blocking td adhle.ve:-M desigh load Value for fats -mounted hangers :attach one wood. block (*) to �the back face of the single -ply gkder with the sarrie size" and qrade:.d§ the bottom. chbrdpf the isingle ply gird0f. The. -Wood. block length lo besuch that1h6wood blocjdng ' -extends to each• adjacent pafiel points (*dbs;alid bottomch6(d intersections).. Attach wood block with rows qf 61'28" x3..9 Gun Nails at 6*7 O.C. per row, staggered 3.0" applied to the e 74QForum bN Suite S65,C)rianclo,�L3,2821-(PQ9).52.1-97gd.-.(863 42246S5 wwmarpineitw.-Com ALPINE' single ply girder face, with �an additional (29) Q. f:8"x3.()" Oun Nails at.epch' pane'�I-pojnt apptedtothe wood. block face (See F, u re ;Z b LAO*). 'Pi ease refer to tfi 6:Yi it ps dh Strohg-Ti e Catalog G-C- 20 4 9, pad&: - Fgiire Fj9,U?L-2 The application otpr6f6bricated jack scab ftiiss fdr wood ffII&'bIockihg or wood blockinq to achieve M11. design 'load value for face=mount6d hangers7 must be approved by fhf.,- hardware manufacturer: All ddbia -and end dittahoes, and "spacing for all nail conneciior(* must be suftent to ;5reV6nt,§plitt7hg of 'wood.. If. I can.bL--Qf any fVrtber assistance or if yop have any questions; please give me a pal . 1. William H, KHOk.-P.E.. Chief Engineer Alpine an ITW Company Engineering Pepartmerit Orlando, *FL STATE iF 6750TWUm 32829 (863) 422-8685 ALPINE MffWMW'MW April 26-,2016 Mr. Bob Michd4lis Carpenter rpenter Contractord. of America, Inc. 300.0 Avenue *1% I4QfthwPqt Wthtet Hkv6n, FL 39886-6201 Dear Bob, Rei tron 1-understa bridging understand there N some cori6dirn over otjr*fecdrninenddti6hs f6tsti-brigback b dgind on roof trusses. -Stron&ackbridging for roof trusses is riQta requirement Qf,ANSI-TPI 2014 nor is it requiremdritof-the .. BLjildihg COrifp6h6nt -SAfety lnfbfmafiorT- (BbS(S, But strongback. bridging on roof .trUt!§es is recommended by Carpeht.et Cohtractdr! of *America. Stf6hgobbk bridging .serves the following two funcfi6n.s, One; bridging aI!gqsj the b9ttom -chords after they are. set -so they we uniform along the ceiling firfe and h6lps..Mth toiling sqrvjc�abliity Two; 'bfidging reduces fdtifiv6 deflection of adjacent-tfusses. Stropgback bridging'.does• dot. -prevent -of reduce�4ovei-all indWidual deflection, especially any rooftrusses. §4f[Qmoe th' I! inch. ,........ . ............ .. .. strpngb.ack bridging In roof trusses dbes 'not 'serve asterApbrary.br pdrrnaridrftbnaong :and is riot- ,inferided" io� dfdAuie. of share` design' [o9ds* betweeh fiiisi,gs. Consequently, . lip design loads 6ve -been accounted for With this detWI. and dontinubLis- Wol6gbackm6girig should notbe.attached betwden bo(nnion and .girder trasses7. The use -of strongback bridging, shall notjnteifere with other design .9 cbrisid6ratibrits as sp'eclffedhbrtfio EngiheeLr Of Record Cir the Building Designer. Tile outer ends of*fM Istrorigback-bridgirio.shall be -attached to awall-or aripther-secpre end. restr6in restrains, or as specified' by th6 Erigiheer of Redolia br.ffia BLIfldinq.Mejgher. -Strongback bridging shalt be -a minimum mUm of 2X6 no"naf IUWbOr ofiented-with fhe depth vertical. Attach wi% (8). Vd Pqnjfnon tikils (0.162"x3_51 nails at each intersecting 'Mdmbe-r. When extending the :strond$ack bridging overlap. by at a miriii;wm:of two trusses. The 16catibn of fho: strongback 6Adding maybe specified bythe Truss ManuMctUr6r,, Efi Me& bT* RL-dord, or 13611difig De§i&''6r. Please refkzto BCS1 4Stro'nqlJack1fig or to Alpine, 9TRMIARI 014 detail §ho" (Rgure_ 1) Is f6r g!arV.-rlc 411u'tr6tlye pOrpose only. 6750 Forurn Drive.Suite 305; OrItindo, FL,32V2-1'- (800) 521-9790- (863) 422r8685 =W-41pineitw.com, ALPINE Flp.rel, If 1 -can bd of any iijdbbzassistance' orifypu have -any questions, please give me a.call. Sinc rely,. Wlirtam.K.Kdck P-M Chief" Engjneer Alpine an RW. lQpMp9iny Ep9iriee- rin' g-'D e-'pa"ftdht Orlando,. FL V821 MtO Forum Drive Suite 30, Orlarido,'FL32821,(80.0)52'1-9790 - (863).422-8685 W"-8lP,d6rw,-qOM STRCING'BAC•K BRIDGING' 'R.ECOMMENDATIONS ow -Alt scab -on blocks shad be a minimum 2x4 soTT.sTRDNGBACK •BRIDGING TOGETHER ''stress grgded •lumber' 'be• All strongback bridging .and bracing shalt a • minl'mum 2x6 'streS.T grggeC( •luriber.' 41 P.-The -purpose of strongback .br•Idglhg'• Is to- '.p. ATTACH SCAB VtTH'i0d 'BOX/GUN . <oseeVx3a'1 HALLS IN 2 Rdi/S At develop toad sharing be'tweRM indl (Iduat trusses,: resLllting In 'a - :overa[l Inctrea$� In the 4 -o• ers SCAB :6—Mr- NOTES '1N LIEU'OF SPLICING AS'SHOWN, LAP;STRO.GBACK• BRIDGING MEMBERS stiffness of the floor system. 246 s'tY�ongbaek briltlging; .po's[tibhed• .ds:.sKawF.i In -6i 'o.c. (ma'X.) FOR•AT L T ONE 7RUSS SPACING SIRONGBACK BRIDGING`SPLICE DETAIL detalls, Is recommended GA to, ►Thy *ef-ns 'b1'Ldblrig.` 'ard ''bracing': are sometimes mistakenly used-'Inti?rchangeably. 'Bra�ing^ Is •¢n NOTEI Details $and Q 'are ~the 'prgferred• atta�hritht Methods ATTACH STRONOBACK TO 4IE8 N/ (3) lod -CMON �') ; Important structural requlre'hient• 'of any floor ,( {014Bfx3')• ,NAIL' 'OR `�—,/ Or roof system. Refer �D• +He Truss D'eslgh (3' lad .H GUN 2Brx3.0•) NAILS ; Drawing MID) .fdl'° "the bracing .regulr•'ements •for ' -each- IridIVIdLIill truss component. Brldging;.' particu[arly''stron&.PGk bridging': -Is' :a. recommendatlon• foj• (Y trust system to help eontr_ol Vlbra loM. I'n: addbtiorr• •to! adding, In the dlstr+lblitlon of poiri$• l"o_ads betweerti adjaaen:t truss, strongback bridging serves- -to reduce ' G 'bounce' or residuat vlbrdtlon. 'r•.esul•ting from . STRONGBACK SP Cl BRIDGI GU E s moving poIht loads, gwch as footsteps. �io 17 Cio•24'IeN.1dcvMr None' �' uMed F The performance 6f -all floor :sys'tems •Are V Q Ndrv� enhanced by the Iristall'aElbY1 bf 'strongback (2)iBd caFiMGN,coa4erxa;e') OR 'BOK/GUN.(O,1E8'x3.o.•>•HAILs.AT - 2X6 CMINIMU) STRioNGBABK �' te'roe otm.c v brldgln" and theNefore'Is' strongly, recommended g TOP•AND.BOTTD -OF Ef. RESTRAINED'.AT EACH END. SCAB:ON DLOCKi ATTACH by Alpine, sTRONGBACK TO BLOCK W/.(3) NAILS n ; t For .addMondl infdFMatI01'1 reghrdirtig strongback loci COMMON C0148ww; (0100 BOX/GUN. 5012B X3,0 �-% bridging, refer 't0 $CSI .CSwilding Component ,OR' NAIL2Q. Safety' Informatlon). M L.. 040. �. '•i� LL. rsr REF .STRPNGBACK No.7Q861 ?� TGygDL• ;PSF BATE. 16/01414 .. •/• C"z_IIL PSF DRWG StR13RIBR1014 �rAY1E F w .: : iLA 1 V IL F'i1v7?I:M�I . —?l•• ��' +�✓•1�':d•T„ .�...: is IfFlIQ if1S MORE . }fi✓kKt Site: Jar« •'��' 4 l`�i • �5)�:. SMp#��TC�rt3 .. .. x : N'FFE?�• 1 k. �1 ': ? '. TCt�'� UC'F� { I Ap p (J SP C�`►`itfFl AIJ5 rAL.. E f i 19_t P1�H4P�fixAif ` i.:.' l °IiJ f4 thf #R:.i�l�6{[� .A. PLh-ras AND. :N ,. i1•,v7iAlyfa'�Vtfs'L'ier+iit• 4rlls'. ?:.::.Sif2�,t4 l�B�i , try - 2:l s i' xl !± -t . RL � ' ski' r� r � -g'' �r�: �>W', �7f� � .O.V i5t�'P' • ltlitk bris ry.�c nsfl51&"! Y7ir`ctC pYH • �t.;r�gaA.. At '4ii�v.W.r��+� 3%ta Aivy &.6aka. if. 5tn�!gr V - rt�3YC�'ltaU=`"'fixi[�tl'i' 3�'I,E'�J•' :r. :•. :��:k�4r�i!'�-,�r.: 'tee.,:.' •. - �.......+n:..w�-waniyt .:u�..:.�u:�r.:..:.rH::a;.=. •--mA:;:4.:—r. ".4r�.•`+:.., F��� ^ ••{_. : r Ab1 • �]t•-� � � .. :!�i;/Y v I �:•"�I:'�jF'li ;l:'1;'_! a '�. ..�•f.1'N:��4:.� 't�':• IS ° • uy°,�„�. _'..._.,.'M/ r1••', C .• •j I ' _ nvw. w�.wiir.+.. �• +rq •mil. iti :.' ,; ?; k1C12fd�ft7�3:... ,. LOIN 111''..:. - ,•��'►�' Cracked or Broken Member- Repair Detall Load Duration = 0% This drawing specifies repairs for a truss with broken chord M t; forces may be Increased for Duration of Load at, web member. This design Is valid onlyy for singgle ply trusses with 2x4 or 2x6 broken members. No more ihon one break Per chord panel and no mo a than, two breaks per truss are allowed, cony y wlthet-t Us detail, for any repairs that do not (B) = Damaged area, 12' max length of damaged section (L) - Minimum nailing distance. on each side of damaged area (H) (S) = Two 2x4 or two 2x6 side members, same size, grade, and speeiea as damaged member. Applyy one scab per face, Minimum side member length(s) _ <2)<U + CH) Scab member length (S) must be within the broken panel, Nall Into 2x4 members using two (z) rows at 4' o.c., rows staggered, Nall Into 2x6 members using three (3) rows at 4 o.c., rows staggered. Nall uslno 10d box or gun nails (D.i2g'x3', min) Into each side member. The maximum permitted lumber grade• for -use with this detall Is limited to Visual grade 41 and MSR grade 1650f. TTihis repair cleesll may yy be used for broken connector•plate at spli sThis ectionsoccurringwethintthe connectordplatve area. or web Broken chord may not support any tie —In loads, s• L — � —irYL at + O + o + o + O O + O + O a O + r + = Back Face lMad Box CO3p128'b x 31, min) Nallsl o = Front Face 2x6 Member -Triple Row Staggered Nall Spacing Detall AN trW COMPANY Erdh cHy MO 83045 em er Maximum Member Axial Force - Member• Size L SPF-C HF DF-L SYP Web Only 2x4 12, 620# 635# 730# 800# Web Only 2x4 18r 975# 1055# 1295# 141511 Web or Chord 2x4 24' 975# 1055# 1495# 1745# Web or Chord 2x6 1465# 15850 2245# 2620# Web or Chord 2x4 30' 1910# 1960# 2315# 2555# Web or Chord 2x6 2230# 2365# 3125# 3575# Web or Chord 2x4 36, 24700 P5304 2930# 3210# Web or Chord 8X6 3535# 3635# 4295# 47454 Web or Chord 2x4 42 2975# 3045# 3505# 3835# Web or Chord 2x6 439541 4500# 522541 5725# Web or Chord 2x4 3460# 3540# 4070# 4445# Web or Chord 2x6 5165# 1 5280# 6095# 6660# I�Ha�1R45E1 lllSl' LLER& and bre Ina Refer to and Y V1 any SBOA1 fer WAY 1 pear erreN Par 7c51y., ntalK� nr�nht yyPi rhorrd Apdr Plater to ...h f.r. '�p.jp:iiee.er volt AHWIP11, er for hannnr, --Ppno. iNs rrulq. Yd v4s accePtetic'r pf profe,aianrl horn. T.AIOMa WH SndPr t oSf rG4 rrrcY � r P.nerel notfr pp lPk end thfre w.b rner, oral S1CM Yweba4lvYh'YArPI iCG YVrJCiroffiorp s 1. 1lhlnun g L ,Distonee L 2lft.r.e1'. n f a I L 24,0' MEMBER REPAIR C 10/01/14 G REPCHRD1014 4( r VALLEY- irilide,M[numilm eqUirpmEnEs: pjcldr. SCARP (W) is# A p.h; ALRON E.- . mnwc*imw .(WK14 d TWFM T.Rulll- -UNDER VALLFYfRA'MtNG ' ====d=# VV1J:L., iY RAF.TgR..QR RIDGE 1p§lob,41-0-fdr,36 pof(.TDJ.MMc. "o tow'spmtod fr" -tha. wulays -orsisapars TyOI qfntj.gn 4 M-t6&4dI3' 5-i6dtoo-Tialls mfteretaAW9.2A6 41Wtd*qfgfR 5. stalaildi Twd- 3160 td6adilseach 5IRAPAr-31-tMJ$f .6. mdj'8:Bajxrd,, 7JlQsleS. CC.T.c ofbidek credtoe-loills -Widj*-.haXryi fo.109c 4.14dtOgA4�ls .ja. •Crio , f4.p HIR'. 43. : llb2Abttpltattdf NOTEi.1GN:jA.16dDMMCNMAItA iresa ,kre IM 40 54 gtj` -viaty pwlawd 'Tc I ZO 7 7 b-L 0 .0 0 0 DATIV 10/0/24 - DRW.G MOM3.8piog, BC- -0- 0- -LL —0 - Bo 47 61 JIVA-. 'F:kb, I -s ARM -------- 4 f -Simpson Strong -Tie'° I'Vood Construction Con . n.ectors 0 jo a I I -These products are avaflable vvirth additional corrosion protection. For more Hormation. seep. 15. Codes- See p. 12 for Code Reference Key Chart. I 'AHad.-, . eqfl q .. .. ....... LIM Code RaL t- -'�Wib- ...... SP tJutsf V 0091;m flaoi 11n'Dwl- koof- . . . . . . . . . . . . . . . . . t M,11- 1 IUS2 56/16 2-A 16 2 (14) 0.148 X 3 - 743 1,660 I'Soi I mz; --j (16) 0.148 x 3 - - 7q [230 um'5 -,.605: 1,60s, 1,55s 1.55_- 1111ax.1 211 x 16 MIU2.56/16 2%. 15N. 21A (24) 0.162 x 311. (2) 0.148 x 1"h 3.45513,92014,045 2,970 3.370:3.4801 i�5' 1,94512,205 1 ?,375 1.67511.895 2.045 U314 'n" 1 O'A 2 OW0.162OW 1 (6) 0.148 x 1 W - HU316/HUC316 V 211.1 141A 21h 1 (20) 0.162 x 331 (8) 0.148 x 1 Ih 1.515 2,97513,360'3.610 2,56512,895 3,110 IBC, FL -, PL, - - 'g,* . W5* ON Wi- LA MIU2.56/20 -c-14"Vr: 2 21/1 x 20 21A. l 191A. 21A 124101620'h (2)13.148 x 11A 230 4,030 4,060'4,060 3,45513,495 3,495 -.7. y 4 2% X 91/4 to 26 21is%Ode joins use the same hangers as 21h"Ydde joists and have the same loads. f'3 -fQIAJ� �06 �TRI- �V.: xS 2 2;800 IBC, ss MIU3.12111 1- 1 3"'.1 11 V, 2Vz j20) 0.162 x 31z (2)0143xlYz 230 2.880 3.135 - 3.135 2,475 2.695!2zB95 FL 3x11'A HU2.12-2 / HUC212-2 13Y. 1 109'. 2V2 Max. (22) 0.162 x 31/z (10) 0.148 x3 795 - 3.27513,695,3.970 2,820 3,180:3,425 LA 13% h. .12,0)-D j p5b Zaqd�,A5X '"afi -'3 IN - FL f. �01"Pp -,7 -7;-Wjj 7jB�5 IBC. --4: E :aiw�:Iu 2 r P i 316 x SY, HHUS46 35A 515 3 - (14)OJ62x3'A (6j 0.1,62 x 311 1.320 2.785 3.155 3.405 2.395 2.71512,930 rHGU 6 35%51 0. 4 - (20) 0.162 x 31/z (8) 0.162 x 31/2 2,155 4,36014,885 5,230 3,750 4,20014.509 � B, P W94 1:6A a5: 6..415 IUS3.56/9.5 3%1 91h 2 (10) 0.148 x 3 70 1,18511,345 1,455 1,020.1,160 1,250 210 2,30512,615 2.820 1,93012.245 2.425 MIU3.56/9 Wal 811/ic 21h - (16)0.16201b (2) 0.1 1 Ii U410 • I V 31/a1 B% 2 - (14)0.162x314 (6) 0.149 x 3 970 2.01512,285 2,465 1,735! 1,965 2,120 HUS410 13%1 8% 2 - (8) 0.162 x 311 00.16201A 2,990 2,12512,420 2,615 1,820 j 2.07012,240 314 x 9 3i HHUS410 35A 9 3 (30)0.16201A (10) 0.162 x 31A 5365 5,63516,380 6.,145 4.845 5,48615,5-45 HU4101PUC410 - + V 3Vr 1 BEA 21AI 1 (36) 0.162 x 31h O) 0.16201A 3,25 7,46017.460 7,460 6,415 16.415 t 6,415 HUGG410-SDS - 3171,61 9 3 1 1021 Wx 21,V'SDS (6) W x 21,27 SD8 2,265 4,50014,500 4.5000 3. 2,110 3,240 HGOS410 3% 9146 4 (46) 0.162 x 311 06)0.162x314 4,095 9; 0019,100 9,100 7.825 7.825 7825 Br-, 3% 4/(16) FL, LA LGU3,63-SDS . 8 to 30 I/V x 21)F SDS 02) Wx ZA"SDS - 5,555 6.720 6,720 - 6.720 - 4,840 4.840 - 4,840 MGU3.63-SDS . 3% 19Yatg 30, 411k (24) Y4x 21h"SDS (16)1/a" x2IVSDS 7,260 9,450 9.450 9.450 6.805 6,805 6.80 al ;390 1,485 "d Ih:, i -044851 A X"V 6T 5 j CE 4. 45J q.4 5,5141; Al W, �;4 S. -2,7.95 k Hit UA4 B 2;490x-nih- S; y j • Us o' FT., P - x !w #4, b,bis--8;D8s Bps A', -Z 16".7 &- M ,4.q4D pw 4 KA1' 05 i 68054805: ' Cj�, itixn. 0 146 See footnotes on p. 150. THA/THAC Adjustable Truss Hangers This product is preferable to similar connectors because v+ of (a) easier Installation, (b) higher loads, (c) lower installed a> cost or a combination of these features. The THA series have extra long straps that can be field -formed to give height adustabiltty 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 j straps, whioh provides more installation options and allows for { easy top -flange installation, Material: See table Finish: Gatvar ized. Some products available in ZMAXD coating. oSee Corrosion Information, pp. ',3-15. NInstallation: _ Use all specified fasteners; see General Notes. 0 The following installation methods may be used: U y • Top -Flange Installation — The straps must be field formed 3 over the header — see table for minimum top -flange requirements. I# Install top and face nails according to the table. Top nails shall not be within 114 From the edge of the top -flange members. For the THA29, nails used forjoist attachment must be driven at an 4. angle so that they penetrate through the comer 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 I tha joist. • Face -Mount (Min.) Installation — Install face nails according ) to the table, 4Wlth at least half of the required fasteners in the top half of the header. Not all nail holes in the straps will be fined. Nails must have a minlmum ah• edge distance. Straighten the double -shear nailing tabs and install the joist nails straight into the joist. The race -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 filed 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 comer 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 3%' (except THA413) and larger, with no load reduction — orderTHAC hanger, Codes: See p.12 for Code Reference Key Chart 186 I•-•t� 1:ri typical iwriirTHA422-2 1=l<•Por THAC422 and THA42K Y _ TRA418 THAC422 SIMPSON :. an '£ w2y� I rT X,i �THA29 Doubla 4x2- 2 face rwls Use full table value (total) Single 4XL- 4 top nails See i h (�) Face nails Top nabs nailertable ` - - - pertabla perEahle . V Straighten the double shear nailing tabs and install nails straight Into the joist Typical TRA Top Flange Installation on a Nailer (except THA29) THA422 Face -Mount (Max.) Installation Straps may, be installed straight or wrapped overwrth tabulated face nails installed into top and face of heade Double- I Dhear f Dome Double-Shear i 3° a .' Naarling ming Nailing Side View � SideVievr ';, 9 Nailing k• c (Aura able on Do not Top Vievr j '. F bendtab some models) W1 Straighten the double shear nailing tabs and install nails straight Typical THA422 Top Flange Installation on a4x2 Floor Truss THA44 Face -Mount (Min.) Installation ryplua irv+co Top Flange Installation er to tnote 5 p,187 Simpson Strong -Tie' V✓ood Construction Connectors � - ��Srr��I..�MPSON i a +yk- Adjustable Truss -Hangers (cont.) a These products are available with additional corosiion protection For more infomnatan, see p.15. 0 ddd a 0 zz, a° c� z 0 i w B - imeiisio'iis' _ _i'�. ,'Model' Min>, 4,T Fzsfeners' cfVlin:= '(tn:):iIpiuelgkpstls.�•-:•. ARbvtable.I3iads , a : _ 10 . iisad'e R ,apgbTleptfi..:. ;r'' _ ,: ; .. :lljaai�:`� 'Cu7 -_ 'o; ll lift Ff'or S".. RbP 1.: Code Ref. -'Hql' .: ,•: .,`. ; E' 1 :� TJf mtieF " 'Face:� L&93 "l4Q).tiJ` - ,.X:n ti.�«yin_-.sw:,+sz ?:i=e',5-.rrv=�' s.,a,' lL 5-��F @-: G�,yrs_4 � �`'x-�'(�B LFFa '+„'`, sc<r'.�e`ar-lY'�w,-�'^ira'_ e�n^Sk •'�*.;''=T'S•��us_:x-. `� -itr r.4�3Y� K�mga.c�. 2n' ram,,?'.,%�;.;�.• y � z .}G•Nay �,•'Y ���a �a..�>:•�:�.�__'^._,a-, •,.^•C _. w+.,t_4�,>,_.-Z._ �i-"�_. ea>!-."x.-...ai � _ 1?i (2) 0148 x 3 (6) 0.148 x 3 (4) 0,148 x 3 525 1.7 50 1.750 1,759 450 1."s3o 1,33n 1,330 i I 2T4; (4) 0146 x 3 2.610 450 1.985 1 1M1 m! 1 I' hg, THA29I 18 1% 9'Ye 5'/e (5) 0.148 x 3 (4) 0.U8 X 3 525 2,810 l 590 1 ;rfi623s�-�.-ss: _:i:�•.:1a�;'s:�?7:'js° y -� -==�.°'+-�f oyao�-�- =t�'a4sza---dj,oa�x-vf =- ssa��;,-r�ri':{T���"=` ^ $" � - -:ti;1�� -k1n°� . +,t1� . THA218 18 I 1% 17'/h5 51h 2 - , (4) 0.148 x 3 (2) 0.148 x 3 (4) 0.148 x 11z 1.46n 1.460 1, ;80 - 1 1.110 1116 1; 1n IBC, T41A238-2 i56::.'v1�;17:'�1Ss.'.H::- `2;:'�-`_�4�U:1.-�x3if�(2j,0:IS�:K3+JYz,:,(Gjkl:a4jlx�r< 4 '1•;da+G'a1��'i� �- ";,49,'-..'.,�' ' :3tC90.-1;5i7r•" '?,515•�: FL. LA THA222-2 , 16 3.. 2294e 8 2 - (4) 0.162 x 3Yz (2) 0.162 x3% (6) 0.148 x 3 1 Dri0 1,995 1,995 - (4,4C. 1,5)5 ! 1.115 TH{C4?1+9.. 5 p�h .35/a:`98�•id')/z: ��-,'. _.�41�1�^.iE�'.i`{2T�"•��F3':,•rw4j�J:1S83r,3:.x..w:� "=>r= '"=' y' :i"�• .�"�.�'3.�-. Tito.,. 1':5c �.-. ��,1;6., I 161 3% 171/zl 77h 2 -1(4)0.162x3%z(2)0.162x3'h (6)0.148x3 - 1,960 1.995 1,995 - L4901,5151 1t2; �THWB `i?4 :•G�3326 3% 2fi :77/c 2� - 1(4)0.162x.3'h (4)0,162r,3Yz (6)0,162x3M - 2,435 2,435 2,435 - 2,095 2,0951 2.025 T'/.. +?e 3G'1.'•2.`; .`'°'= 4'0t9fi2Jt''f (41Qt$2;[31 (a�$ 64x3'h= ?3w ._ 3a .:-:,865:2865 : FL :T11QA2�2J"1 ;°. ,2f865 THA426-2114 171/a 2634e 9% 1 2 1 - I(4) 0.162 x 31h (4) 0.162 x 31h IM, 0.162 x 314 - 3,330 { 3,330 3,330 - 12,865 2.865 2.865 - - : ai'. vti+'.'�i 'cry:sac-�ro't'"r ': ?i-... s _,a .... :'•" - ^`1 - .�•#:t"-sz�`3'=ice'-,n�;,c'.i,.+_, _._'•r�_ "7�uHmxy Y(16)0.?48x3 '�r?C` _k11ei♦""'s ,a:•T%,Y-. -�".t«:•,+.r'4.'1 - �° -� •'ys�. �,; t' ty �-' ti9--gr ;Sz . , THA29 18 1% 9114a 514 - 19TK. - (4)0.148x3 525 2,205 2,255 2.291h 60 1950 1990 t94(! i •' ?i;'^:_T$ '? i3 $e 11z•. f^'v." i. - _ "(1 ."tA xf ''74):#17a�'x3; W855 '':3y4`2 20ii1. TH18j18I16h 17?1s 51h (18)0.1480 (4)0.148x3 2450I2,1501 2450- 735 _'i05 21051 21u5 'li3,84c IBC' ^- r FL THA222-2 116 3+% 2295s 6 t 14 4s - 22) 0.162 x 3:ze (6) 0.162 x 3'h 1,855 3,310 3 310 3.310 1.595 2.745 :,84o 1 2 8 i5 LA Thlf.4a3`''.Ft1i%10 e': Sri"- 13i£: �' 4 D L481 4 148x r �t3 c 35_: l.-'ilg Z{hiQ• a t0� THA418 16 3% 171i 711 - 14116 ' - (22) 0.162 x 3Yx (6) 0.162 x A 1.855 3 310 1331.0 3.310 1595' 2,845 2.845 2.34. -it311422' F j$::3'?!e;: - Z?a: _ i :rAjse- __ _ " 22jOg62x3Yz • .Q1 X;3Y: v = 3 _ ;;+i3 1 '159r;j2,E;x eill_O- 2,945 THA426 14I3% 26 77%I - 16Yw�i - (30)0.162x3Yz(6j0.162x315 1.855 4,415 4,480 4,480 1.595 3,795 3.855 3,855 j ikfE422?:'.4 ZYi; 22?q: 'xJ'%s• ;' ;76 :its,-" (3li t f 1%2 6) 0:1�Lr ?ft r7© t� D; = 2 _' 1595 (?1i4a5. 4;745 t 4.745 FL THA426-2 141 7% 26TI. TK - 18 - (36) 0.162 x 31iz (6) 0.162x 314 1,855 6 52015,520 5,520A 1,595 4,745 1 4,745 ( 4,745 1. Uplift loads have been increased for -earthquake or wind loading with no further Increase allawed. Reduce where other loads govem. 2. Wind'160) is a download rating. 3. Min. top flange rovers fo 1he minimum length of strap that must be field -formed over the headar. The tabulated loads for the TI-1o29 with 1 W 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. Foi 42 buss 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 nstollation bads are based on a two-ply 2x carrying member minimum. For single 2x carrying members, use 0.148' x 1 Ye' nails in the carrying member and tabulated fasteners in the carded 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, Far the THA 2x models, one strap may be installed vertically according to the tace-mount na ling requirements and the other strap wrapped over the truss,chori acc:ocrdng 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 carded Goist) member, Based or. the installation condi5on, nails will be installed either straioht with strafghted double -shear nailing tabs or slanted. 7. Fasteners: Nall dimensions In the table are listed diameter by length. See pp. 21 22 for fastener Information. 197 US/HHUS/HGUS Face -Mount Joist Hangers "'10 Ep This product is preferable to similar connectors because e of a) easierinstallatfon, b) higher loads, c) lower m installed cosy or a combination of these featuras The dcubie;shsar hanger series, ranging from- the light-capacihY LUS hangars to the highest-capacc;T HGUS hangers, femur 5'mol'ative double -shear nal%-19 than dsinbutes tihe load through two Faints on each loLt .mail lir ,.roater strength. This allows for fewer nails, faster installation and the use of all common nails for the same connection. For medium -load truss applications, the MUS offers a lower -cost alternative and easier Installation than the HUS or THA hangers, while providing greater load capacity and bearing than the LUS. Material: See tables on pp. 194-195 Finish: Galvanized. Some products available in stainless steel or ZMAX" coating. See Corrosion Information, pp.13-15. Installation: • Use all specified fasteners; see General Notes. • Nails must be driven at an angle through the joist or taus into the header to achieve the table loads. • Not designed for welded or nailer applications. 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 Naling Side View, Do not bend tab •^tee Dome Double -Shear -�; NaiTingSide Mew i (Avarabb on 6 some models) l i 1• lor2Xs 115s'for4Ks- 4� H B WS28 HHUS210-2 SIMPSON . Vj MUS28 '. s I�E. r l.& t�- HUS210 (HUS26, HUS26, and HHUS similar) HGUS28-2 Typical HUS26 Installatlon with Reduced Heel Height (muffiple member fastening by Designer) t= N 193 Simpsori Strong-Tec- Wood Construction Connectors' L PSON : Face -Mount Joist Hangers (cont.) p ED I� 1. See "able below for allowable loads. _tHefght',:'.�s �41N•= `'e'H _': Single 2X Sizes � :t:U524-'; : _ _.. _ ., �:l ' _`;(�)14&xa e_ ::iKy.;.i:1s>s?:."•:tej9.1gEX3'' `a(2)U]4a*'; -<, MUS26 4% 18 13 a 531ia 2 1 (6) 0.1480 3 3 (6) 0.1480 11US26 1 451a 16 1% 5ia 3 j (14) 0.162 X 33§ (6)0.162X3% i1(' sw:j' "; 4�Sp: r, ;'.:12:1 ` 9a a '; •54`e = ?,;5 ' '•i20j iC z 3 ;:::Z 6,�fi2 3YT:: LU�B:•� r:434�: •?.:1b;`=::j�ye;. -5i?•::':73,r4':�:::.(6i`Afi49'3('3=: `-'(4j`.0s748[�3�..:. MUM 64fa 18 1"a 6 Sis 2 (8j 0.148 x 3 (8) 0.146 x 3 HU828 ' 61)i 16 136 7 3 (22) 0.162x 312 (8) 0.162r.3Ya HGUS28 6% 12 1% 1 714, 5 (36)0.162X311 (12)0.162x3% :Ll1S2j0:: (_ 44'r%_ L{liSZ167 :16:,• 1�v'. ,: g:'_:1;; 3 j3D)A3Q2K3�e; 7(�0)`A 62 : , •: :HGuszin.,::'83Ss:+:'7'4j^i.':ffia'".u��'eY:�i�'.��''.(9fij•01£2�51{;'k;?�17�0:1:fi23c3 These products are available with additional corrosion protection. For more inforrnlion, see p.15. For stainless -steel fasteners, see p.21. Many of these products are approved for installation Mv with Stmng-Drive@ SD Connector scr"z. �e pp. 325437 for more irfonnation. - •'.'IJludel- NA."..'.1P�fi; -- . ":: c,,��=-;-r ice^. •m ai:.:+Rr_'R-. ttiF(tll�ny�abTe _��"=• ,J eF(dor, '3�nyiv.?`i_•`1?flid „�fil1}y,1,QfyF, .13] _` _x� %-,E :%" ads ?4 ..,_ ;tJ..; s (Qq}y:160�•t _ _�..,•., .. .. , _ ;-' SP.7111g1idletffids,:=,:- ::: _ _ •_ , _ _.^� _ alpli(1i'•FIouI,.;Snov?;...Agof,;°}yirid:`'.,Uplrfti ;(1D�: , (}i� .:.k>�::';:(180)' • �-�.� _SP.F!#!F>IioNahlel9adst' ':''Floo�;.'S1low:=Rou%''W)nd : �]6� . '`.(lOD) . (160j . 'Ref. Single 2x Sizes `$2S'•,•3•695.1,165 865 990 1,070 1,355 1,165 935 1,070 1,150 1,475 865 635 725 785 11.000 IBC, FL PES26 :.. :2b X..771 -. a.. `=a ='r,$rlk: ;; :.1;564 1;5r0. ::i.ac0. = -81tt ..,iin :i,090 1;190.`� "1�.5 L4 1,320 2,735 3.095 235 3E35 1,20 2,960 3,280 3,280 3,284 i,150 2,350 =.650 2180 '$y"' 3'9Qk_ T+A: ' D^t' i°5391j'[ t:S 5: ',:1j;690; •:`5?2D'::5;59D',:' 5,90:.' LUS28 1.165 1,100 1.260 1,350 1,725 1.165 1,195 1,360 1.455 1.730 865 810 925 1,000 1,270 :iP1US28:'_ yt�b..rt' N 2w �g3211::.rr875_'', .:2g�5•.?.2;.5_...:.1:'•.�C'�7.':��`T1.0''7',."1;455.,;::1.;�''.,I°_: 7 4= IBC, f � HUS28 1,760 4,095 4,095 4.095 =,035 1,760 4,095 4,095 4,095 4.095 ia80 3.520 3,520 3,520 3 E ' -7,7 '- '7`�7.5 ":7;275 :132r:- � iSl ' $ 82U ` :3,J15 = 4,250•: IBC. R. WS210 1,165 1,335 1,530 1,640 2,090 11165 1,450 1,655 1.775 2,270 865 985 j 1,120 1,215 1.500 IBC, FL, :a HGU$2im} 2090 9.100 0.100 9+00 9.i0o 2090 0100 5,i00 9,too 0.i.10 1545 6.340 6.'30 6.730 6,730 1KFI. m 1. For dimensions and fastener information, see table above. See table footnotes on p.125. 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 • Uofdt 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 load 0.46 of table load W < 2" Bevel cut 0.72 of table load 0.46 of table load 2" < W < 6" gavel 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 194 Acute `side bpeclly angle Top View HHUS Hanger Skewed Right Voist must be bevel cut) An joist nails installed on the outside angle (non -acute side), i a 0 U F F 0 0 N 0 N 0 jmpsDn M •a• Construction Connectors These products are available wilh For stainless (,Harry of these products are approved for Installation addtional corrosion protection. steel fasteners, with Strong -Drives SD Connector screws. For more Information, see p.15.• see p, 21. See pp. 335--237 for more information, :Mfi t7_ ;:.•" �Irilerisidri fr} s:�-^):^ _ sF`astener's�iri: _''�b}1SP ~ a atiT �'+" = � tad:dad�i+^<�:��;i:;�"SP�1HF,'ADawab(gLeads`•' -n•`;_iJii: _ H H ' Go-; +' aF arryiri urvut Sri�w' tpof. ';lend=' Uplift-13obi' Snow tiaot' Ulfilid Aei.. - .• ,:: '-eiUleC'::: 'i)IBmCiax.?` `��` :0 =={6?j• : (j2?� fl}.S7sin:} 1100)' j115) • • {125) • {160)' i t Double 2x Sizes jy E a ® �I I ;tUS242• i.. 18 .I;3'(?, Je ;: J X3?iz •''j2}tl'.lo,$X'3:4 '� a^86U?i 5 80= 5 3b5:! .69D=:;780 ):.fld5. 7;070 LU52fi�-�' �4�a'is:,..�t8.'' -'�h� s�+'.:'f4)'Ur•'F�-"+,2:13?h'�:'l4)'Q:1,62'$$�>''--'�.).'�Y:'{Y.Q3T1;.� (.1`Z.��'��95..ri31G'>•'BBSr7,U�5'�3.U9U 1.370 HHUS26-2 43is 14 3iis 5% 3 04) 0.162 x 3'h (6) 0.162ON 1.720: Z830 31190 3,415 4,2501 1.135 2,435 2,745 , 2,93513,655 j HGUS26-2 4% 12 3% 53is 4 (20) 0.162 x 314 (8) 0.152 x 3'h 2,155 •4,34014,850 5,170 5,57511.855 ! 3,730 41170 4.445 r 4.795 li }3 �.:,7` ':2•�;j6j 0 62x 8 (4) 0.162X3316 1 !k �5 ( (} 9 fit li:2¢YO •910.i 7,130. 1'JO ] 38Sj 1AS BC, FQ ms;. i7'la; �;� `:;^(21�j:{1762Y��iIx '���,O,j�Z.)L'¢Tft`; �-i�t:��k7g65;81Q_,;-S511 .i1,1a5 '5.145. LA f1Gl)528=$•:.. <6 55'._::' 12: 9gis 7iSs '-0': i;' 36)A:�62'ac31r 12rQ1E2 Y3!f� 35 r3uA60 ;4s_, it 71)0j`6,415` 6.4i5, :6-0T5 �•fi475 WS210-2 67ir '8 316 9 2 (8)0.162X3'h (30)0,i52 X 334 (6)0.1"o2x3'A IA45j1,830 2.075 2,245 2,83D 1 45t1.575 1.785 1,930 2,435 1 HHUS210-2 8?a 14 34(s Sr/a 3 (10) 0.162 X 3'h 3,550 i 5,705 6,435 "u,feb^ 6,48a 3.535 R 4.905 5.340 5 DED 5 i9Q HGUS210-2 8% 12 34is 9Yia 4 (46) 0.162 x 3'h (16y 0.1fi2 z 31h 4,095 9.100 9.100 9,100 9,100 3,520' 7.460 7,825 7825 7825 Triple 2x Sizes ff6if52fi-3)S•;4 s: '' 2r . ?fjs,.:? '. 4 ':T(20)1162X3? :f;{6��it52x '{f:' 5143 Uq) 5¢'" 1 0° l:i_855) 3;734 ?LJ7A:'�,05 4,795 IBG,FL Ui�GUS2b'-`;,:'...t.,.y2_1fi•,>:;.: ,� �)162F3f��72°{16:.'g ... ,-'._ )_ ..��,<f?? �...,�. �-J: :1;#A .:'T1��fi{i ?�� '7fd�Ql:?.�80.6;415- - : ¢-� '6,415 LA I HHUS210-3 8% 14 4'14s 875 3 (30) 0.162 x 3341(1D) 0.162 x 3're 3,40515,630 6,375 6,485 6.485 2.930 4,840 5,485 5,575 r 5,575 FL r HGUS210-3 1iG83123`.'- 8'A. 1055=• 12 ?12: 47M. ,'4 Jis 9Ya 7(l3a 4 (46) 0.162 X 3'h j (16) 0.162 x 3'h y _k' 1561`,rP?3'h: A20t)k762''li6�;fi45 4,095 r 9,100 9.100 9,100 r9iCr5' 9.100 3,520 7,825 3 1^s;i�ri'�?tin 7.825 "eJ .7.825 17,825 s 8r i,TsO IBC, FL, r :N§11S214 y' ; s`12�i5:LA :: iP"4?5€4;906:.&T90 8190`. `.$196: 619fk Quadruple 2x Sim - :<tlG�t526 (2E1}llrtfi2 HGUS28-4 7Y4 12 Ma 7Vs 4 (36)0.162x3h (12)0.152x3Yz 3,235 7,460 7,460 7,460 7,460 2,780 6.415 6,415 6,41516.4-15 LA HHUS210-4 B3h 14 6'A 87A 3 (30) 0.162 x 31h (]D) 0.162 x3Ilk 3,405 5.630 6,375 6.485 6.48512,930 4,840 5,485 5,57515,575 FL i GUS 4'-;' 21Q:, ,-_ HGU1'_•` '3't4 .j0; 1S . f3jc. `.'iP lib 98is 1t1se ?} r l'i6�.0'Tfi2X3.Yzi(4uj D,{s2tit'Tz : 4; .Cn',0:1n2X3�1�•'(29 P'1,62`X$1J� :_...... �..' ,A4� _ Ev �ZU` . TjNi$ a= �5 t� : ;521) r..- 86 ; �n :r 8s'`2 :7,825..7825:I.7,825 ). J ,; 6@ .7 S :�7 'E= .. '$D' 1,=oQ: t IGC.FI ! LA HfiU$ZI44` ;12ir ':,1;j;8?h's; �25/e-:4.E?sf:Olfi233Yz':j22j9rjs2X3i�Z 5 , a::.2 ;A I jt!}2, ;5025{:,900•'8,714; E.7�0 710. 87]0 4x Sizes I -31M;'::i.`'.';d�e::';1�` 3is::4�i;.2•:21 j4jji`i5P:X3?y'ri_34)�lfi�k31%a> Jc��n =��F31}•.7734rr'1�2$ � .5� �1�':::885.j hOp§ 1090' 1,370: BC. FL ;jNGll549:,;:7is-,..121:�'lee;'/7,t?;?.f2D1Q:Tf7Ke:?'(�){:19Px3''%r '?}-(35I1_!`.51�855 c.. 3730'4A1U' 4;4+15•d,795' i OSt1,135 2A35Ig,g I5 205. 3.a5: i WS48 43/s 18 3-%s BY4 2 (6) 0.162 x 3'h (4) 0.162 x 3Yx 1,06Q 1,315 1,4901 1.610 2,030 j 910 1,130 r 1,280 1,38511.745 IBC, FLI HUM 6% 14 N. 7 2 (B) 0.162 x 31h (6) 0362x 31h 1,32Q 1,580 1,790 1.930 Z415 I i35 1,3G0 1,540 1,660 t 2.075 lk I I HHL'S48 6!h 14 3sh .7Ys 3 r22)0.162x3'h (8)0.162x3!h 1,760 4,265 4,810 5,155 5,9110 151; 3,670 4,135 14,43515,145 1 HGUS48 67Ae 12 13% Ne 1 4 (36)0.162x3%1(12)0.162x31h 3,235 7.460 7,460 7,460 7,460 2780 6.415 6,415 6.415 16.4151 t l iL[1547t1 v' -FY4;_ t all 3c3i,7c:3: r�r 8' : _Q rt .'.'vL489© �r3 3,5: 1;i85'. ;J;930' 2;435' :}11fiFJ�dIU`:::-;.:„Bs�s.:77L;� :`�b�.'.9� Y3:?: '4 {30),•$,�ai82X3'/i'13}Q�62'7e-9�fi `1625 3 5,'] bA82� 3'z' j:.,',r: .`09 .`13ltfi}' --�`':<6_iS3S.,'oS,�:.:.'�.'�:'6a':4i90$• `:all s9 13t3 9)DO° 3s5?0' T'✓)25:''7825. 5�535 .a,y>5 7,825' =575 7;825 IBC.FL.j 107Ao 12Y 3% 10Yrs (51)0.1B2x31hjl20)D.162x_31/,. 5:695 9.045 9.N5 9.015 9.045 =,300 7,-80 7,76G 7.8D 7i8G• i [HIGUS412 HGU 414 - 1,hs ' 7 12 3% 12Yis 4 (56) 0.162 x 3'h l (22) 0.162 x 3V2 5.695 10,125 10,1 5 2 - 10.125 !u 10.125 90D r' 8.190 8.190 B,190 8.190 ! ) Double 4x Saes (`;Y�tSSZ371.4 =:SYro . %: 2 v?!S- $ass I46}G:182y�334_a 16)O.i1821i3>�Z ;d3'^9 F95:^.r 9b--760;b. t�'•NHGGl1)75ST33771.j174' •''1j �'?�btiog'::. �'7122.$)7i'%:1 .1.0�?1iizs, ,��A4-:: ((5666j)t.D1.1162X�331hf.:�_((220� 0Q111S52L%$3?l1ix10L38 0:!T9tQ5Q''J. 2p9T1.,M,6�6.29�Ti t3 111Q) fi995:.a995;W". U3(.89iO3D.D •- �r�' • ,�uW � �.o �__! � x:�a,��4 w! eerulouaKe or vnnc ioaemg w=rtn m rurmer increase allrnved. Reduce wtrre other bads govern. 2.1Wmd (160) is a download rating. S. Minimum heel height shown is required to actireve full table loads, For less than rninhurn heel hefght, see technical bulletin T-C•PFW HEEL at strongtie.com. 4. Truss chord cross -grain tension may lirnit allowable loads in accordarm v t ANSViPI 1-2014. Simpson Strong -TO Connector Selector° software includes the evaluation of cross -grain tans on in its hanger allowable loads. For additional tnionnation, oontsct Simpson Strong -Tie. b. Loads shown are based on a two-ply 2x carrying me suer rrittimum for need hangers. With 3x carrying members, use 0.162' x 2%' nails in the Header and 0.152' x 3'.5' in the joist, YM no load reduction. With single 2x carrying members, use 0.148' x I nails in The header and 0.148' r. 3' in the joist, and reduce the load to 0.64 of the table value. 6. Fasteners: Nab dimensions In are table are fisted diameter by length. See pp. 21-22 for fastener information. 195 196 Simpson.Strong-Tier Wood Construction Connectors Face -Mount Truss Hanger The HTU face -mount truss hanger has nail patterns I designed specifically for shallow heel heights, so that j full allowable loads (with minimum naling) apply to heel heights as low as Re'. 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 1fe• max. to allow for greater construction tolerances (maximum gap for standard allowable loads is 1/0 per ASTM D1781 and D7147). See technical bulletin T C+LANGUIGAP at strongtie.com for I more information. Material: 16 gauge ) Finish: Galvanized i Installation: i • Use all specified fasteners; see General Notes • Can be installed filling round holes only, or filling round and triangle holes for maodmum values • See alternate installation for applications using the HTU26 on a 2x4 carrying member or HTU28 or HTU210 on a 2x6 carrying member for additional uprrft capacity Options: • HTU may be skewed up to 671/z°. Sea Hanger Options on pp. 98-99 for allowable loads, • See engineering letter L-C-HTUSD at strongtie.com Nlin. heel height portable Typical HTU26 Minimum Nailing Installation HTU26 truss and carrying member HTU Installation for Standard Allowable Loads for installation with Strong -Drive' SD fasteners, (for 1/e' maximum gap, f . Codes: See p,12 for Code Reference Key Chart use Alternate Allowable Loads.) Many of these products are approved for Installation with Soong-Drivee SD Connector screws. See pp. 335-337 for more information. Standard Allowable Loads (1/8e Maximum Hanaer Gael SIMPSON nn. y_ • Alternate Installation — HTU28 Installed on 2x6 Carrying Member VM210 simAaQ _ — c,�• Dimiiisi'o'nF�lie�. �,Eas�eiiers�n.�?.�< < s �>?--�``r � �';�� `• ; :(f� [ wafilo°Loads . rID:; u =1i . : r; �,Caljirigq :=GaidEtlC+, fpF_I,SF�it9u�v_afile'Faads _ gUp(rftz F7oor�•nori5• .bog} :i!fndr . .;. yOAQt opF'':h6w' Ho�if 'i'.INlnd', t;ode Ref. .=Membgt"`rq(Jepibrr,;`•_?p._"(tU(t�z"{}35t.(BPS;:;]PiOr"(16.D)cF(10Qj:'.(115),:,(]75j' (1B0) Single 2x Sizes _r°3�z= 1,y�.s.s314 f201d)y(i2i3:r, i11).D1'4B.Xalxi :J: w_ 2�5.'': '�55 I:1.e" 6"00:•:; fi30='i;e30 ;ft?i17P6(fAiai•"7 :- 3T/�, :��_:�?5TSs1z ;'(�O)`4ifi2xvi . O'tRXl°fe: =Y2�Dy' -Yy3?Si:i. "'2a ° 3'�2� :1,075.?185Q .2,015 ;2;fi15' 2b15,: >HTlJ26{Ma1�?;>:i'SYi+ lam` 5Th6;1h: 00.1623Ye; {70 D;148.xaWs• E15r.,:tiis1 ' 2;N3'l�i-],335."d53f! .2655; ',3115!', 3'450` IBC, HTUZB (Min.) 3z% 115/e 71is 312 (26) 0.162 x 314 (14) 0,148 x 11k 1,235 3,820 3,895 3,895: 3,895 1.060 ; 2,865. 2,920 2,920 2 920 FL. HTU28(Max.) 71/'4 171Ss 31'2 (26)0.162x31S (26)0.148X! Z02D 3,820'4.315 4655:5A35 VaS 3,2851 3,710 400514,675 LA IJ�fG{A41if:.::3n•`.:4'6;7'gils_•3d£.-E32J0;{623 ii�i148�(13�_�.';'$'.�5�sgw?B d3L�U:::1,id5'�r:L5l,:., }(712ad(Maxj_ -:9J�: ;ire';93ia'T3'i�:`{32) 1,62x3 z 3c0,j 8x9 i i3'„7 �1�9!• 55 95::.?85U:;:4;C936 18,155 _ r Double 2x Sizes HTF)L6.2�INlri:) ^ -3?fe'n We:;5W 3!5"$2fi):03$2_%3%z ={1 O:i4B)x9„� , . ,,7 s1 .. ;' Ik 3Ef#• 1.305;185D F2,090, c,?;`?. ,24E5. 1 126-2 (NIaiC t�'1h';• !!:r i5 a 31�. '(2D] D 11#2k S'z: :. (1J�9{��87c:3:= �2 940 �t<a y �' 1,870 ' 2 5 g -'e b55 08 $;555 HTU28-2(Min.) 37b 3$A. 715e 3?4 (26)0.162x314 (14)0.148x3 1.530 3,820 4,310~ 3.820 3.._15. 4.310 4,310 1.315 2,86513,235 3.235 3,235 16C. FL LA HTU28-2(Max.) 3epis 3?H:.' 1/z (p2a6))0o.i1a4s:Xx3. ,485 5.325 29,. ( j .33?V sliTbt110ij .- .:(C2�6A),g0.1i6szxx33 . -455a :�% I5 1;570�.1 3,5D. 1360 ;- •3ft0j, �61D #iTU210-��jA9,�Y;; YBJd•;• '3,�is, 9iSe' Z!?.�' ;(3�'j-0782.ic3'n, , (32tfl;fi48Y�;� ' Q'?„��' "`�?:`3g�' c.='u';��w: �3;535-1 �4;G45 •4�.:�.930: •5..15 I. I ire mevnrum wrbnoer gap is measurea Between me Joist (or truss) end and the caMing member. 2. Minimum heel heights reouired for full table loads are based on a minimum 2:12. pitch, 3. Uplift loads have been increased for earthquaks or wind loading with no further ncrease allowed Reduce ' -*'here other loads govern, 4. Wind (160) is a download rating. S. For hanger gaps between W and W, use the Alternate Allowable Loads. B. Truss chord cross -grain lension may limit allowable Toads in accordance with ANSVrFI 1-2014. Simpson Strong Tiew Connector Selector' software includes the evaluation of cross -grain tensmi In its hanger allowable loads. For addmonal informa8on, contact Simpson Strong -Tie. 7. Loads shown are based on a minimum two-py 2x carrying member. For single 2x carrying members. use 0,148' r,114' nags in ttis header and reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table load. S. Fasteners: Nail dimensions in the iable are fisted diameter by length. See pp, 21 22 for fastener information. a 6 6 Simpson Strbing-TiO, Wood Construction Connectors Face -Mount Truss Hanger (cont.) MMany an ! ' These products am approved for Installation with Strong-DrIVEP 'SD 9nnector screws. See pp. 335-337 for more information. Al+—,,,+- 1_i,+_IIni4^n ToNci fnr 9vA nnri 9YR (-AmAnn Mpmhpr . . . . . . aC tP. Made[ r(y - -1 Code In - of" A . r'ing dr 1_.. I j HTUN (141n.) I 3 1A (2) &A 00) 0I62x M (14) 0.16B x 1 Ih 925 1,470 1.6119 1 1,790 1 1,6i5 1,265 1.430 1,540 IS115. HTU26 (Max.) 5% k?) 2x4 (10)0.1620% (20)0.148ON 1.2-40 11470 1,66111 1790 2,220 lfG7� 1,265 1,130 1,540 rJV IBC. L FL, LA Q sm "2"- 1. Sea table above for dimensions and additional footnotes. 2. Maximum I hanger gap for the alternative installation is'W. 3. Wind (160) in a download raring. 1 4. Fasteners: Nail dimensions fr. the table are listed diameter by length. See pp. 21-22 for fastener Information. AI+,mrry8+Kxi AIIr)%AIMhIa I nmricz (1/6" NAqyimi im Hqnnpr Gan) . z .. ... .... . Wo 51TA 51TA MIBC, 'PAO'. i HTU23 (Min.) 31A 1% 71is 31.1. 1 (26) 0.162 x 3%1 (14) 0.148 x I % 1,110 3.770 3,770 3,770 3,770 1 955 1 Z825 Z825 2.825 i 2.B25 FL, LA HTU2.8 (Max) 7Y4 1 5A 711. 31h 1126) 0.162x 31h (26) 0.148 x 114 1,920 FUN 4.315 4.055 5.015 1,695 1 2,565 13..-35 3A 9 0 3.7E5 94, 00 5 Double 2x Sizes 3 tod* �io (f4q!C 5 2 klp.L 2,2 M28-2 1(fAn.) 311. Me 1 734, 1 31A, 1(26) 0.162 Y. A (14) 0.148 x 3 1.490 3,820 3,980 3,980 13,980 1.2B0 2,865 2985 2,985 12.,985 [Be, FL, HRI2B-2'(IAa)L) 71/4 31is 7111; 3 % (26)0.162 x Th (26)0.1480 3.035 3,820 4215 4.615�1 .552 2,610 2,B85 1 32,5 13.490, 1 4.-.,(- LA RXI , ?9 - '&idexl� 44tA 53RM2i64 1. The maximum hanger gap is measured between the joist (or truss) end and the carrying memner. 2. Minimum heel heights required for full table loads we based on a minimum 2:12 pitch. 3. Uplil bads have been Increased for earthquake or wind loading With no further increase allowed. Reduce witiere, other loads goverm 4. Wind (1 6q) is a download rating. 5, For hanger gaps between W and W", use the Alternate Allowable Loads. 6. Truss chord cross -gran tension may Emit allowable loads in accordance withANSVrPl 1-2014. Simpson Strong-TIO Connector Selector software Includes the evaluation of cross -grain tension b its hanger allowable Icads. For additional informazion. contact Simpson Strong -Tie. 7. Loads shown are based on a rrflrflmum two-ply 2x cart' ing member. For single 2x carrying members. use 0.148" x I 'A' nails in the header and reduce the allowable download to 0.70 of the table value. The allowable uplil Is I 009b of the table load. B. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener Information. 197 Simpson Sfrong-Tie=' l•Nocd Construction Connecters $IMP$ON ■ pg Medium -Duty Face -Mount Hangers HU/HUC hangers may be installed on a masonryiconcrete wall as described below. Additionally, HU hangers with one flange concealed may be installed similarly. HU and HUC products are heavy-duty face-mouneost hangers made from 14-gauge galvanized steel • The HUG is a concealed flange (face flanges timed in) version of the HU. • HU is available with both tanges concealed, provided the W dimension is 2°/is' or greater, at 100'/6 of the table load. Specify HUG. • HU is available with one flange concealed when the W dimension Is less than 2%e at 100% of the table load. Speciy as an W version and specify flange to conceal. • For any HU or HUG shown in this catalog, the user may substitute all face nails with Ile x 1 Ve Tttene 2 screws (Model TfN2-25134FQ for concrete and- '•'.' x 2-ye Titer, 2 screars t•Po,de1TTN2-2=4H) for C:FCW.,IJ. Follow all installation instructions and use the loads from the sav n krrib r or &VP seciFons: Material:14 gauge Finish: Galvanized; ZMW and stainless steel available Installation: • Attach the hangers to concrete or GFCMU walls using hex -head Tden 2 sore -,vs. Mten screws for GFCMU CA" x 21/? — Modei TfN2-252341 and for concrete V/a x 1 Ve — Model TTN2-25134H) are not provided with the hangers: • Drill the %e -diameter hole to the specified embedment depth plus W. • Alternatively, drill the 2As '-dianreter hole to the specified embedment depot and blow It clean using compressed a1r. • Caution: Oversized -diameter holes in the base material vnll reduce or eliminate the mechanical interlock of the threads with the base material and will reduce the ancho- s load capacity. • Titen Installation Tool Kits are available. They include a l',s" drill bit and hex -head driver bit (Model T(Nf01-1101j; a Ma" x 4 W drill bit is also available (Model MDB18412). • A minimum edge distance of 1 Ya" and minimum end distance of 31/a' is required as shown In Fi�:re 1 for kill uplift load. • Wlhere fro uplift load is required, a minitnunl en..d riislan.:•a of 1'.z' is [wnnitted. Codes: See p.12 for Code Reference Key Chart Concealed flanges HUG410 l7ra.11i li9e dlr 2 HU214 Figure 1 — HUG410 Installed on Masonry Block End Wall Figure 2 — HUC410 Installed on Masonry Block End Wall 237 HU/HUC/HSUR/L F Medium -Duty Face -Mount Hangers (cont.) These products ere available with additional corrosion protection. For --nore information, see p.15. - y,•.t^, �l„ �:• - 1 � ±'�` °:b9rid'el. F L.. - ..M :. T _ `' � : F'1' �i't•�a.s?-'.?•: -'Fas'ienets^••� � •.�,._,-.+. '&,. �'.'y pwr•4i �;.r. u4h e .�a5•�r11`S'O) ,,:•:`•._. _ -__ :'.• :"3r- ,{,�'' "';i _��_�.--�" ^,:G'-:�--�tcL�:-:• �::>��": {vi•.-f.> - Wit. ;: GFCN(6:. .sE.">{�•: Code'. A. Standatrl• �opee8led;_ V15 _ �il7t""--;Oownx;; j; -. lo)r(-_{1tiR/�25}>* HU26 - HU26X (4J :<x2Ya (4j14x1 (2)0.148:t1'h 335 1.000 335 1,545 _ {4jD748k1h, IW HU24-2 HUC24-2 (4) k x 2Ya 4) Ye x 1;i (_) 0.148 x 3 380 1,000 380 i 1.545 �•Hll2&-�)FJfin- .:){()C281L_ '•1•a� ;1 •ems i y "4'a-' - - "�4 ;:(8);1.4k�.a:'.._ �(8jy}.Si1.3.`.���,ps(g1•D198it3 _`�.�{' .•.._. `%,-,T=^'-_�ti _'��' �'7b0%'�ny,•,'�3'£OpK'= ,�;_'�"-=-�;x.l� Q�;.�:<,.:-:• 4 ..:y:-.,.�;4:_ , > , yy; Y760 - HU26-3 (Min.) HUC263 (iTin.) (B) /4 x 2i4 (8) Y4 x 1 y (4) 0.148 x 3 760 2.000 1 3.200 HU26-3 (Max.) HUC26-3 (Max.) (12) Y. x 2Y4 (12) Y4 x 1'/4 I (6) 0.148 x 3 1,135 3,000 1,135 3,950 =:)1U28:3`'R1 1..:. 2+Mui. 11UG,'1$' . ,�,�': - i/(tff�``.ila'Yca .� 'iAi�"7.. s; Fa `tali y1?J4? r ;'-' d1.0,j B X 3 `.:; �i 'rry:�gr: a` k t g r�� MF' `:6D �,'Y�'Irst'�.4'e>•�. _ _..-�::.>.. k.: �3�Z6 -(�U;?8-2:�ifjax��-� i:{1UP:2EK8(Max.1::` '�-�.I,4 ..tR. ••.ii.���/YC�� �; is �- ~HU210X ' - �;�ii;148x�a�.'a���a5,,;.,'i HU210 (B)YkX2Yi (8)%x1% ) (4)0148xph 545 I 2,000- 760 2415 -F1U2ji1-j �� :F(l9C?10:?:(Mlgj•'. PONi :_.y(121U�2'itvlex'y,J''HUC21•L+2@1aiLj';'''=(18Jlgs•2Y4 =':�18-a-X_1�� .i1(nifii��t,�3 �=.�:�i880G�-.., �a00'.�'.;.a-.�:800':;_:� �sf�SAB�,�=°i HU210-3(Min.) HUC2103(M(n.) 041r/ax2% (14)YtxlY! (6)0148x3 1,135 3,500 1.135 4,920 HU210.3 (Max.) HUC2103 (Max.) 08) %x2Ya {18)'h x 1 Y4 C..0) 0148 x 3 1,800 4.500 1,800 5,085 i JJJJU2a"2�s_�;:: � uHU2{2X..' `. .•('lO r/x3�c'�'•." � �;�ry,�D.,rld8y7:'h'':x*,�-'r03' �-�Q'ST1U�• i.`:<�1.(JS``='=i�.�r�Fat: , ;�C.:. r..:.:.. -,�• r".-4 - fa. .):.-. -. ��U11�Viz7.'Li ,• Y. ,!ii :.i. � '.(':1 .. :)! �.i `'Y+K oo��•. ;i....i;•u.. _ .._.. • ]: 1 HU212-2 (Min.) HUC212-2 (Min.) (16) Y: x 2Y: 116) Y4 X 1 Y± i (6) 0.148 x 3 1,135 ; 4,000 1 1.135 4,920 HU212-2 (Max) HU0212-2 (May..) (22) 1/a x 2Y4 (22i Ya x l Y. 00) 0.148 x 3 1.350 5,085 1,350 5,085 y • �HU212=9�fy1N,j`:'.'�:t1L1C2i2;'3:(rr,��Inj:i: �.;{�1.by?/•x;z�a�`•; °,'d'1fij/i3C13'4: -r`(6)A:fA�7t°3:,r''• ;";>�'�;3ax� �41Q4_t� Y� •A�1.35� �=�:T.:4;?.i2�1;v✓ :ML721Z'a3Maz)' HUC2i2=3s�la�j< ,r?G2��`2`�ZZ)%S^1'li:p,:F10O1'4>3iT3" 10Qy*''A85s:n:;.:BDD=S-x'Ti4E5�_`c T - HU214 HU214X (12)',: x 2% (12)1/4 x 1'/4 1 (6) 0.148 x 1 1,135 1 2.665 1,135 2.665 ';}Il12td-2� Min. � ' �f(7C27:� �F�li'. • Yi,%�i�_' '`91�s'R�jir� -:r :O1�48x`'3�, :"�'�;�.� �•;+ii$00 " �tt�a�.::"Y :HU214=2jMaXr 7G2192.K1az)_ T L HU214-3(Min.)r HUC214-3(Min.) (18)'kx23k (18)'iaxl}9 (8)9.148x3 1.515 1 4.500 1,515 5,085 HU214-3 (fvlax.) HUC2143 jMax.) (24) Y4 x 2% (24) ,k x IV. (12) 0.148 x 3 2,015 1 5,085 2,015 5,085 �fdU27FilCn ' i/'. v4 .tB1Yc 1x✓4. - o`4x�; ' " a22&rt ^., 14U216-2 (fvtin.) HUC216-2 (Min,) (20) Ya x 2Y4 (20) Y4 x 1 Y'4 (8) 0.148 x 3 1.515 1 4.920 1 L515 4,8'LU HU2.16-2 (Max) HUC216-2 (Mex.) (26)15 x2'/: (26)'Ax 1 Y'4 (12) 0.148 x 3 2,015 1 5.085 1 2,015 5,085 HU7(MIQ (Hotava8abla) HU7(Max.) (Notamitle) i'2) Ya X VA (12) Ya x 114 ( (4) 0.148 x 1 % 545 1 2,980 ! 760 I 2.980 (16) Y4 x 2Y. (16) Ya x 1?4 (8) 0148 x l'A 1,9B5 3,485 1,085 3,4B5 HU11 (Min.) (Not available) (22) 1/4 x 2y (22)1/4 x 1 Y4 I (6) 0,148 x 1 Yx 1.135 3,230 1.135 3.230 Hull ((Aar_,) (Not available) (30) 115 X 2Y{e (30) Y/a x 1 Y4 (10) 0.14E x 1 Ya 1.445 , 3.735 1.445 3,735 HU14-(hdin)•- - r. .q*5 `laple}. :9 X2'J<--= (Z8)4! 1��'? (a.jff148 11h+; a^% : _SF:�i85^•^y.' ;53 x ' A'85...-: N`�'Mazv)'•alapl�frr,•' ={3B)'S+x�Y4;. :. 238 STAGGER JOINTS - TYP.T UPLIFT/5HEAR ANC EACH TRJ55 - SEE PLAN rNO TEI ADD'L FRAMING NOT 1 SHOIW FOR CLARITY I RAISED HEEL TRUSS BEARING/ A WAM NIS SKI RAISED HEEL ROOF TR55E5 AN ROOF 5WEATWING- SEE SOFFIT/FASCIA. EE ARCH.-L�/�� � E PLAN ED ROB TRUSSE6 RIBBON BOARD--- _ SEE SCHEDULE FOR SPACING ( FA5TENWG TO w N BBON BOARD- SEE TRUSSES .HEDULE FOR SPACING ( 15TENWG TO T9155E5 WALL 6HEAT14N&-SEE PLAN - MIN. 15/32' CDX PLYWOOD OR 1/I6. 05B WITH ad GUN NAILS GYP- CEILING- (0J31' X 2 IR') 0 6' O.G. TO UPLIFT/SHEAR SEE PLAN -MASONRY WALL- RIBBON BOARDS ANCHOR EACH SCHEDULE SEE PLAN TFa155• SEE R_AN DO NOi FASTEN RIBBON BOARD MASONRY.WALL- INTO END GRAIN OF ROOF TKUS5 SEE PLAN BOTTOM CHORD RAISED HEEL TRUSS BEARING! B� Sear; KM SKI RIBBON SCHEDULE DESIGN CRITERIA RIBBON MATERIAL RIBB6V SPACNG RII35CN ATTACHMENT VUIE.165 MPH (2)12d GUN (0)31' X 39 (Vaed•125I'PH1 2X4 6PF'2 24' TO EACH TRIJS5, (4) EXP. B, NAILS AT JOINTS Vul(.160 MPH (2) 12d GUN (0.131' X 3'1 (Vaed•139 MPH) 2X4 SPFr2 16, TO EACH TRUSS, (4J EXP. C. NAILS AT JOINTS ENCLOSED TIIEEI IHTOBMAtIOIL or•re+ro rlwwlo rn m SK.1 Piggyback Detail - ASCE 7-101 180 rnph, 30' Mean Hgt, Partially Enclosed, Exp, C, Kzt=1.00 180 mph Wind, 30.00 ft Mean Mgt, ASCE 7-10, Part. Enclosed Bldg, Located anywhere In roof, Exp C, Wind DLm 5.0 psF <min), Kzt-1.0. Cr 160 mph wind, 30.00 ft Mean Hgt, ASCE 7-10, Part. Enclosed Bldg. located anywhere In roof, Exp D, wind DL= 5,0 psF (min), Kzt=L.O, Note, Top chords of trusses supporting piggyback cap trusses must be adequately braced by sheathing or purtins. The building Engineer of Record shall provide diagonal bracing or any other sultoble anchorage to permanently restrain purlln, and lateral bracing for out of plane loads over gable ends, Maximum truss spacing Is 24' o.c. detail Is not applicable IF cap supports additional loads such as cupola, steeple, chimney or drag strut loads. ww Refer to Enalneer's sealed truss design drawing for piggyback and base truss specifications. Plggyback cap truss slant palled to all top chord purlln bracing with (2) 16d box nails (0.1351x3,51) and secure top chord with 2x4 N3 grade scab (1 side only at each end) attached with 2 rows of 10d box nails (0,128'x3') at 4' o,c. 12 Up to 12 L—Top Chord Scab (Typical Each End) ++ Flat top chord purllhs required at both ends and at a maximum of 24' Intervals unless otherwise noted on base truss design drawing. Attach purlln bracing to the flat top chord using a minimum of (2) 16d box malls (0.135'x3.5'). M In addition, provide connection with one of the following methods) Trulox 29PB Wave Plaavback Plate _ Use 3X8 Trulox plates for 2x4 chord member, and pne 28PB wave pigggyback plate to each face 3X10 Trulox plates for 2x6 and larger chard ee gQ o�., Attp h Eeeth to pl back at ti ¢' of members. Attach to each face 9 8' o-e with (4) ialprlcatton. q taeh to suigo� ing truss w 0,120'x1.375' nails Into cap bottom chord and (4) (4) 0,120'x1,375' naps per Face per ply. In base truss top chord, Trulox plates may be Piggyback plates may be staggered 4 o.c. Front staggered is o,c, front to back faces. to hack faces. APA Rated Gusset 2" Vertical Scabs e'x8'x7/16' (min) APA rated sheathing gussets 2x4 SPF tF2, Full chord depth scabs (each Face). (each face). Attach 2 8' o.a wItj (8) 6c' co coon Attach a 8' oz. with (6) JAd box malls (0.128'x3'), (Odl3 x2') nails per gusset, (4) n cap of am Per scab, (3) In cap bottom chard and (3) In chard and (4) In base truss to chord. Gussets pose truss top chard. Scabs may be staggered may be staggered 4' o,c, from to back faces. 4' o.c. front to back faces. VAId@Ifsol PEAR ARB FVAVLL aFHIECuT s0UIIRA -WMTATM FININIZI THIS WAWM 0 0BW BISYNAMS. shall haw traW hctallvd p•r BCSI saetlans 39, B7 ar B10, w Op Ucahly. Applyy plater to •ach Pal L� of irtua and w9tbn as whom above and on iFr .lah,t Brtdta, unfin nat•d otlxrslsv 419 Re Per to drae�na. I6aA-L Fr standard plats positla— Alpin•, a dvfslan OF ITV Bunt, Conponmta 4vupp I— shall not bs •vspa.uihl• Par anyy d•daibn f bIPAI4: AN rtWOO*0 draNrq( bWf any FOR— to th• tress In ronPamn r am ANSI/TPL 1, or for h- eta, shbpirq, hltaaatlan i hrochm aP tr—par. A —t an 446 droalrq ar -- pop• Ibtbp tHs d-010, ideates aGC•piarK9 of pwFrdanal d�srt� sd1ky sd.y far the d- sham The wAtWAMY and ass of Ws d—irx; Far an- iry ucw'r la ti,r nNwrt 4* of the a alhip 0.slq, pw ANSLIMI I Sw-& 13380 Lakefront Drive For parr iPoFnatlan sa• this Joh's pm•rnl notes yyoar and this• r•b sibs, Earth city. MO 63045 ALPINO wr.alpiNtr.ronl Tph w•.tpistaryl SBW rw.obdndustrysral ICO rwlccsofearg Flat Top Chord <= 36' ACING 24.0' REF PIGGYBACK_ DATE 10/01/14 DRWG PB180101014 Ul.- '10-1, !XVK O"Co L '31 V.L& osrwi 8u1�.-4qO _w". -p- W. ., Z� - i twouv. 0M. fa. #v- bA i idliO.4 WPM 4 pl)D:, . pka 3: 54�11 rl p -?U� at -..Fww MAW IXID�-- j ax lvnaq)Pbul-. Pa()LiQ dal pjoq:3- cidw :4.hO40hd.14-1t. at3r+- 45vb WbJJ-,:5c3 -,V b :$.11lOu-' do4., 8:� )jt'oij�. j!.p.U0.L -4 'P401: oel- j-3 clod... dxj' Hl . . . 'OPIM -b�3 '9.1-4-- GnSY' , 464- -jsn.x� OU14.-Aeddn-s; do abpa. wo4.�-64 jo Zu btis HN 10,0. '3'*.dJ(3 '16pla.. 'my l4dw tal, k9T—Z' 3*OSV-- -04 l:jo-.,i9 !:?c) 0. puj�qbddl ns 4,a a p p d 84, p 1; -pajIlldt.;aq AvW. g1b.. diq d93 "SPIEL.- -Ou.3 --k�Av 4 -OST: A . '18 dS -.4q. fa[A—W?!�.4.14ff Sit -40 *9# j.Aaqwtil glo. 4- XR,- PiEkJTt Mug.-Ll w 23�-V-- -AQj "PR A . . .�4 'd I d ylm6jo aul.01y; 1.40 -vo4.yol -uajqtib4a Ac.1 �Jbddr�'e ajqiq.�Jmig 'I) Uoi '.0). "911DW Ut, B -414A . � au* %40.d 5%, i s. -aa4la uIll STI p o4m :. a .- I 'q d. o*- fs)OUb P;mtiA4,t�y'Pub piliddris aq PU i:Yk Id. ixei 1511VU ,Cxacjro) pq (a).44.1A. grljq: Uj:�:fdddms q5ta V*�j d6! rloq a.. -u 4 . Ppo�14it 6j:.-q3lOgf -paidli'a .41 :!, �. llm!q'l -'Sa 41.10 '.10 DE)EI&L-1 Sohq:� .Ouj�,iod or. a4�:.-U.p, p ' b -s-O' (ajo)- Aujpbag .19.1 *.a -I tnOlAul;-.000 15111au W36 ;CX;821,0 ..46 L91 AwR a4;. 4vAs-i t-4p%)q-4V 'PaP49 ' IA ' bu As,jo. 4bvcjAOOjd .40. dtj��m�b- Ifni fd� Alup a .-�mb4ig sp puoq Itin, ' Jo. f . RX 4 nj� s ft-JO. 4o 'AaW jda45 �ujodn q spWit I pp -s4.�4od t; J p sv. ons *u9jA:lp dn -Wqp- 41 -ajq:qpjjddp �W 'sl 11;0"a �;),p -Oujppdq ksmag.b?jjpfbds. SrN;. &,gbq -4q� 8u1rk,Xp -401i;3p ,gsn,4 polloas 04, -Ad4pu- spup alc AO spool quvld jo }no 'uaif 6UID`Qjq jloqa:;:my pUu,. AsUjj:lmd ujbi4*sij'w' -Aj!�Ubc�bwj rao. b-� 480-404puv ajcpvns, jaL+o Auv� .4b aujvoAc:jo.Uo8yjp -apj�t)d 114Is l,�OtON -40 4 ujtu3 bujp)jjq, aqfAq BujqjuAqi!A ,pas !Ap:c 9.9h ..9b9srj, :d jA0dj qd gn -.I. N .T12T OR:! (IV vallo O"..-All V.-Im '-di 4::jb,:�. JOAN id) -.�jdn #p-g girl 191 :zit :dlbNit ffig Rilla. 17, 10 aR:R,4 P, :p P. F :149d 0!9-1�1 PON 1;:�Vld &9*=--j.C[ p•UIA P.* I -,PuIA: C4 L 33'5-v 'E"KA I_ --- --- ------- - --------- A AW i ..X:;,4 . .. ... .. .... .. Q` T . ........ b: X6 U.; N-l---X--'-'P--" .......... 0; big•4 TD..X=:.Afj2�' 1,tt. P, p D IQ �- OP K`w LQQ qp: e: i an :as"mThNam" 9X:4 . ..S....... Wt + hes, e,: CQ ...P .. ....... brol Peh" -6 .:(,0-- -28 ak8`ttO-"­ Hlff, . :Of to . .... .. ...... -'aw . .......... 9 'th. 'MIll KUH:,, J-.Qr� e, Ca. NOT5:4a I . . .. ... .......... ........ . I ... . .. ............. ....... t . .......... .... ....... ..... NOTIE 0- `2*0 1p it (h A N& mq: 71 ..... — _o "am .... .. ..... 'lilt ji T. !L f Al % W i on-1 ............... ......... . . 7 ......... 13 ............ TOP, -ORD 1' M.'YIM ,MT N,aS . mW, L- - AT 41 r INFMAfiE`Alv g!mw-u 5;- ,a 1ATEQ. * I j. hAhr ndW AR -Tl6, TrJ hit' ARN M. Tr it '"M 12 9 . 0 Ths document ha�beeit el9Gtronical{ r s4gi1Bd Alpine, an ITV Company iaM seeled using a Digital Sglatilre Pt tited 6750 Forum Drive, Suite 305 copies-*thotl8r anginal signed mamtbe Orlando, FL 32821 Yeafled using ttie original eleMorrc ve1ion. ALPINE Phone: (800)755-6001 _„t 41MMIeft - AN(rwcoMPANv www.a 1pineitw.eom COA #0 278 /X0/29/,2021 'a s� A IL No. �iYe'tnfdrmatior�' Page 1;,; Customer_ Carpenter Contractors of America Job Number N334504 Job Description: 7A5/320 ,182ED,F ,.02G ,R101 / 1828/CALI/4EBB ELEV.D/F' Address: Jot, Pn" ineeri' Criteria Design Code; FBC 7th Ed, 2020 Res. fntelliVIEW Version: 20.02:OOA JRef#: 1Xal89750090 Wind Standard: ASCE 7-16 Wind Speed (mph): '160 Design Loading (pst): 37.00 Building Type: Closed This package contains general notes pages, 29 truss drawing(s) and 5 detail(s). Rein , .Drawing,Number Truss;,; 1 301,.21..1437.24490 Al 3 301.21.1437.25630 A3 5 301.21 . 1437.25072 A4 7 301.21.1437.25071 A6 9 301.21.1437.25350 A10 11 301.21.1437.25349 A14G 13 301.21.1437.25757 132GE 15 30121,1437.25412 C2GE 17 301,21,1437.25896 D2 19 301,21.1437.25414 V4 21 301.21.1437.25303 ER 23 301.21.1437.25818 EJ3 25 301.21.1437.25834 CJ5 27 301.21.1437.25678 CA 29 301.21.1437.25615 HJ3A 31 GBLLETIN0118. 33 VAL1'80160118 Item t)rarnring Number Truss 2 301.21.1437.25115 AM 4 301.21..1437.25068 A2 6 301.21:1437.25413 A5GE 8 301.21,1437.25069 A8 10 30.1.21.1437.25099 A1.2 12 301.21.1437.25070 B1 1,4 301.21,1437.24505 C1 16 301.21.1437.25740 D1 18 301,21.1437.25913 D3G 20 301.21.1437.26022 V8 22 301.21.1437.25771 EPA. 24 301.21.1437.24459 EJ2 26 301.21.1437.25865 CJ3 28 301.21.1437.25319 HJ7 30 A16015ENC160118 32 CNNAILSP1014 34 VALTN160118 Florida Certificate of Product Approval #FL1999 Printed 10/28/2021 2:42 01 PM General Notes Truss Design Engineer Scope of Work, Design Assumptions and Design Responsibilities: The design responsibilities assumed in the preparation of these design drawings are those specified in ANSI/TPI 1, Chapter 2; and the National Design Standard for Metal Plate Connected Wood Truss Construction, by the Truss Plate Institute. The truss component designs conform to the applicable provisions of ANSI/TPI 1 and NDS, the National Design Specification for Wood Construction by AWC. The truss component designs are based on the specified loading and dimension information furnished by others to the Truss Design Engineer. The Truss Design Engineer has no duty to independently verify the accuracy or completeness of the information provided by others and may rely on that information without liability. The responsibility for verification of that information remains with others neither employed nor controlled by the Truss Design Engineer. The Truss Design Engineer's seal and signature on the attached drawings, or cover page listing these drawings, indicates acceptance of professional engineering responsibility solely for the truss component designs and not for the technical information furnished by others which technical information and consequences thereof remain their sole responsibility. The suitability and use of these drawings for any particular structure is the responsibility of the Building Designer in accordance with ANSI/TPI 1 Chapter 2. The Building Designer is responsible for determining that the dimensions and loads for each truss component match those required by the plans and by the actual use of the individual component, and for ascertaining that the loads shown on the drawings meet or exceed applicable building code requirements and any additional factors required in the particular application. Truss components using metal connector plates with integral teeth shall not be placed in environments that will cause the moisture content of the wood in which plates are embedded to exceed 19% and/or cause corrosion of connector plates and other metal fasteners. The Truss Design Engineer shall not be responsible for items beyond the specific scope of the agreed contracted work set forth herein, including but not limited to: verifying the dimensions of the truss component, calculation of any of the truss component design loads, inspection of the truss components before or after installation, the design of temporary or permanent bracing and their attachment required in the roof and/or floor systems, the design of diaphragms or shear walls, the design of load transfer connections to and from diaphragms and shear walls, the design of load transfer to the foundation, the design of connections for truss components to their bearing supports, the design of the bearing supports, installation of the truss components, observation of the truss component installation process, review of truss assembly procedures, sequencing of the truss component installation, construction means and methods, site and/or worker safety in the installation of the truss components and/or its connections. This document may be a high quality facsimile of the original engineering document which is a digitally signed electronic file with third party authentication. A wet or embossed seal copy of this engineering document is available upon request. Temporary Lateral Restraint and Bracing: Temporary lateral restraint and diagonal bracing shall be installed according to the provisions of BCSI chapters B1, B2, B7 and/or B10 (Building Component Safety Information, by TPI and SBCA), or as specified by the Building Designer or other Registered Design Professional. The required locations for lateral restraint and/or bracing depicted on these drawings are only for the permanent lateral support of the truss members to reduce buckling lengths, and do not apply to and may not be relied upon for the temporary stability of the truss components during their installation. Permanent Lateral Restraint and Bracing: The required locations for lateral restraint or bracing depicted on these drawings are for the permanent lateral support of the truss members to reduce buckling lengths. Permanent lateral support shall be installed according to the provisions of BCSI chapters B3, B7 and/or B10, or as specified by the Building Designer or other Registered Design Professional. These drawings do not depict or specify installation/erection bracing, wind bracing, portal bracing or similar building stability bracing which are parts of the overall building design to be specified, designed and detailed by the Building Designer. Connector Plate Information: Alpine connector plates are made of ASTM A653 or ASTM A1063 galvanized steel with the following designations, gauges and grades: W=Wave, 20ga, grade 40; H=High Strength, 20ga, grade 60; S=Super Strength, 18ga, grade 60. Information on model code compliance is contained in the ICC Evaluation Service report ESR-1118, available on-line at www.icc-es.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.orq. 5. SBCA: Wood Truss Council of America, 6300 Enterprise Lane, Madison, WI 53719; www.sbcindust[y.com. Page 3 of 3 SEQN: 250001 / COMN Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1Xa189750090 T10 FROM: RWM Qly: 16 7A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 301.21.1437.24490 Truss Label: Al KD / YK 10/28/2021 6'1"7 6'17 12' 11"15 19,101, 26' 8"1 6'10"l + 6'10"1 1' 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: 3.97 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,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. 5X5 E 39,8" 9'10" 19,10" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): 33'69 6'10"8 6'17 1.101, Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.222 K 999 240 VERT(CL): 0.385 K 999 240 HORZ(LL): 0.081 J - - HORZ(TL): 0.140 J Creep Factor: 2.0 Max TC CSI: 0.617 Max BC CSI: 0.882 Max Web CSI: 0.457 Ver: 20.02.00A.1020.20 10/29/2021 **WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care Component Safety Informatior bracing per BCSI.Unless note attached ri id ceilin •Location as applicab)e. App�y plates tc drawings 160A-Z for standard Alpine. a division of ITW Buildino Comoonents Grouo Inc. shall any m b 10' 1' ne. i ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 1711 /- /- /961 /309 /444 H 1711 /- /- /961 /309 /- 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 1490 - 3155 E - F 1130 - 2029 C - D 1366 - 2875 F - G 1366 - 2875 D - E 1130 - 2029 G - H 1490 - 3155 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - L 2759 -1207 K - J 2278 - 858 L - K 2278 - 879 J- H 2759 -1186 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. L - D 541 -134 K - F 530 - 745 D - K 530 - 745 F - J 541 -134 E - K 1362 - 605 not. be responsible for any deviation from this drawing, any, failure to build the g,, installation and bracing of trusses. A seal on this drawing or cover page ering responsibility solely -for the design shown. The suitabiligy and use of this Jgnerper ANSlffPl1 Sec.2. ALPINE AN MCOMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 250030 / COMN Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1Xa189750090 T25 / FROM: ALS Qty: 1 ,7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EB8 ELEV.D/F DrwNo: 301.21.1437.25115 Truss Label: A1A TCE / YK 10/28/2021 7'11"2 7'11"IT 12 19'140" —'80-la 31'8"14 - 8" 5112)2833 48'0"14 711"22 {i 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 jJ i 8'11 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 to 2h C&C Dist a: 3.97 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Top chord: 2x4 SP #2 N; T1 2x4 SP #1; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; W3,W6,W9,W11 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. Plating Notes All plates are 2X4 except as noted. (1) - plates so marked were sized using 0% Fabrication Tolerance, 0 degrees Rotational Tolerance, and/or zero Positioning Tolerance. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. * The 5-0-0 section of Bottom Chord at 8-8-0 elevation between panel points R and N may be field -removed as required provided that all remaining plate/wood contact areas stay intact and undisturbed. —5'--{ =6x6 F 39'8" 3'9"3 2'1"„ 3' 6'8" 8'0"11 + + + 11'10"4 14' 17' 23'8" 31'8"l123'31'8"l1 Snow Criteria (Pg,Pf in PSF) DeflICSI Criteria Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L!# Pf: NA Ce: NA VERT(LL): 0.386 0 999 240 Lu: NA Cs: NA VERT(CL): 0.669 0 706 240 Snow Duration: NA HORZ(LL): 0.168 K - - HORZ(TL): 0.314 K Building Code: Creep Factor: 2.0 FBC 7th Ed. 2020 Res. Max TC CSI: 0.791 TPI Std: 2014 Max BC CSI: 0.896 Rep Fac: Yes Max Web CSI: 0.765 FT/RT:20(0)/10(0) Plate Type(s): VIEW Ver: 20.02.00A.1020.20 WAVE. HS Laterally brace Bottom Chord above filler at 24" oc, including a lateral brace at chord ends (Not required if 5-0-0 section of lower Bottom Chord is removed as noted (*)). ro b 7'11�1� 39'8" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1556 /- /- /961 1309 /444 1 1556 /- !- /961 /309 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 2.2 1 Brg Width = 8.0 Min Req = 2.2 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 1410 - 2745 F - G 1410 - 2068 C - D 2144 - 4245 G - H 1218 - 2103 D - E 1499 - 2794 H - 1 1423 - 2777 E - F 1658 - 2771 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - S 2371 -1107 L - K 2402 -1107 Q - M 3738 -1614 K - 1 2406 -1106 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp C - S 814 -1523 M - F 2007 -1008 C - Q 1476 - 551 M - L 1864 - 604 S - Q 2850 -1327 F - L 492 - 506 Q - D 1271 - 562 L - G 452 - 368 D - M 825 -1539 L - H 475 - 688 **WARNING`" READ AND FOLLOW ALL NOTES ON THIS DRAWING! —IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)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 BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Joint9Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to jobs General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc. shall not. be respponsible for any deviation from this drawing, any. failure to build the ANI COWAW truss in conformance with ANSIITPI 1, or for handling, shipping,, installatlon.and bracing of trusses. A seal on this drawing or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional en ineenng responsibility solely -for the design shown. The suitabilify and use of this Suite 305 drawing for any structure is the responsibility of the Building -Designer per ANSIrfPI 1 Sec.2. For more information see these web sites: Alpine: alpineilw.com; TPI: tpinst.orq; SBCA: sbcinduslry.com; ICC: iccsafe.org; AWC: awc.org Orlando FL, 32821 SEQN: 250031 / COMN Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1Xal89750090 T2 / FROM: RWM Qty: 1 ,7A5/320 ,l,2ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 301.21.1437.25630 Truss Label: A3 / YK 10/28/2021 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 " 6'17 12'1 V15 19'10" 24'4" 6'17 6'10"8 =5X5 E �,1 10'0 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: h to 2h C&C Dist a: 3.97 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #1; B3,B4 2x4 SP #2 N; Webs: 2x4 SP #3; W3,W4,W5,W7 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. 33'6"9 39'8" 9'2"9 20'8" 5'8" 13'4" 9'10" 4'6" 5'4" 10' +1'� + + + 19'10" 24'4' 29'8" 39'8" Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs), or *=PLF Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity Pf: NA Ce: NA VERT(LL): 0.033 M 999 240 Loc R+ / R- / Rh / Rw / U / RL B 871 /- /- /610 /172 /444 Lu: NA Cs: NA VERT(CL): 0.082 M 999 240 Snow Duration: NA HORZ(LL): 0.011 L - - N* 247 /- /- /156 /73 /- HORZ(TL): 0.024 C Creep Factor: 2.0 H 508 /- /- /427 1147 /- Wind reactions based on MWFRS Building Code: FBC 7th Ed. 2020 Res. Max TC CSI: 0.961 B Brg Width = 8.0 Min Req = 1.5 TPI Std: 2014 Max BC CSI: 0.737 N Brg Width = 68.0 Min Req = - H Brg Width = 8.0 Min Req = 1.5 Rep Fac: Yes Max Web CSI: 0.420 Bearings B, N, & H are a rigid surface. FT/RT:20(0)/10(0) Bearings B & H require a seat plate. Plate Type(s): Members not listed have forces less than 375# VIEW V,, 20.02.00A.1020.20 WAVE Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 606 -1330 G - H 246 - 579 C - D 479 -1037 0 s s COA NAIL Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - M 1138 - 532 K - J 952 - 498 M - L 691 - 320 J - H 484 -143 L - K 967 - 518 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - M 375 - 360 K - F 885 -1188 M - D 558 -150 F - J 573 - 255 D - L 559 -715 J - G 495 -484 L - F 769 - 272 10/29/2021 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, handling,shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building t Safety Information, by TPI an � SBCA) for satPety practices prior to performing these functions. Installers shall provide temporary. BCSI. Unless noted otherwise, top chord shall have properly 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. ADDTv Dlates to each face of truss and Dosition as shown above and on the Joint Details, unless noted otherwise. Refer to Is 160A-Z for standard plate positions. Heter to Job's General Notes page for additional Intormation. a division of ITW BuildincLComponents Group Inc. shall not.be responsible for any deviation from this drawing, any, failure to build the conformance with ANSI 4PI 1, or for handling, shipping,, installation and bracingof trusses. A seal on this drawinq or cover pa e 1is drawing indicates acceptance of professional engpneering responsibility solelyor the design shown. The suitability and use of this for any structure is the responsibility of the Building Designer per ANSI/T I 1 Sec.2. AL NE ANMCOMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 1072 / HIPS Ply: 1 Job Number: N334504 Cust: R 8975 JROAX089750090 T9 / FROM: HMT Qty: 1 7A51320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 301.21.1437.25068 Truss Label: A2 KD / WHK 10/28/2021 6'1"7 12'6"15 f 19' 20' 27'1"1 33'6"9 39'8" 6'S"1 � 1'8'8 -{- 6'1"7 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: 3.97 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W4,W5,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. :5X5=5X5 E F 39'8" 19,10" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE 9'10" 29'8" Defl/CSI Criteria PP Deflection in loc L/defl U# VERT(LL): 0.172 L 999 240 VERT(CL): 0.321 L 999 240 HORZ(LL): 0.066 K - - HORZ(TL): 0.123 K Creep Factor: 2.0 Max TC CSI: 0.480 Max BC CSI: 0.747 Max Web CSI: 0.625 Ve r: 20.02.00A.1020.20 a R o.7,08 I ' ® y o � 0 "�Py••D•trt.a•°eta f�aP4$Pi46bif'�4'4t,44 10/29/2021 10, �_1 ' 39'8" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1556 /- /- /963 /310 /427 1 1556 /- /- /963 /310 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 1 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 1542 - 2800 F - G 1182 -1779 C - D 1425 - 2521 G - H 1425 - 2521 D - E 1182 -1779 H - 1 1542 - 2800 E - F 1159 -1559 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - M 2444 -1262 L - K 2030 - 937 M - L 2030 - 957 K - 1 2444 -1241 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. M - D 508 -119 L - F 548 - 356 D - L 521 - 683 L - G 521 - 683 E - L 548 - 356 G - K 508 -119 **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 ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 610 as applicable. Apply pates to each face oT truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any. failure to build the ANMCOMPAW truss in conformance with ANSIfTPI 1, or for handling, shipping,. installation and bracin of trusses; A seal on this drawing or cover page 6750 Forum Drive listing this drawin indicates acceptance of professional engineering responsibilittyy solely or the design shown. The suitability and use of this Suite 305 drawing for any sfr'ucture is the responsibility of the Building Designer per ANSI/TPI 1 Sec .2. For rhore information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.org__ Orlando FL, 32821 SEQN: 1074 f HIPS Ply: 1 Job Number: N334504 Cust: R 8975 JRei:1Xa18975ooso TB / FROM: RWM City: 1 7A5/320 ,182ED,F ,02G ,13101 / 1828/CALI/4EBB ELEV.D/F DnvNo: 301,21.1437.25072 Truss Label: A4 KD / WHK 10/28/2021 7'1014 } 17' + 22'8" 7'10"14 9'1"2 68" 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: 3.97 It 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.OE; Bot chord: 2x4 SP #1; Webs: 2x4 SP #2 N; W1,W6 2x4 SP #3; 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. 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 39'8" 9'10" 19,10" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): 31'9"2 39'8" 9' 1 "2 Tl0"14 9.10" 29'8" Defl/CSI Criteria PP Deflection in loc L/defl U# VERT(LL): 0.149 J 999 240 VERT(CL): 0.279 J 999 240 HORZ(LL): 0.060 1 - - HORZ(TL): 0.112 1 Creep Factor: 2.0 Max TC CSI: 0.760 Max BC CSI: 0.755 Max Web CSI: 0.989 EW Ver: 20.02.00A.1020.20 10/29/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 1552 /- /- /965 1318 /386 G 1552 /- A /965 /318 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 G Brg Width = 8.0 Min Req = 1.8 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 1673 - 2755 E - F 1699 - 2561 C - D 1698 - 2561 F - G 1674 - 2755 D - E 1352 -1728 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - K 2393 -1373 J - 1 1695 - 842 K - J 1695 - 863 1 - G 2393 -1352 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - K 498 -448 E - 1 770 -435 K - D 770 - 435 I - F 498 - 448 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have propery attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10 as 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 16DA-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 resp. onsible for any deviation from this drawing, any failure to build the A-COWANY truss in conformance with ANSI 1, or for handling, shipping,, Installation and bracin of trusses. A seal on this drawinq or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibilitty� solely -for the design shown. The suitabilify and use of This Suite Fos drawing for any sgructure is the responsibility of the Building -Designer per ANSI/TP1 1 Sec.2. For More information_ see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.org Orlando FL, 32821 SEQN:250065/ COMN Ply: 1 Job Number: N334504 Cust:R8975 JRef:1Xa189750090 T11 / FROM: RDP Qty: 1 ,7A5/320 ,182ED,F ,02G ,13101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 301.21.1437.25413 Truss Label: A5GE / YK 10/28/2021 �12'11"16 11"4 3 '6, 29"15 7"4 �'2 6'1°7 9'10° 1Q'8' 19'10' 21'1Q" 23'10" Z31'107 i3�'8'' 398' f 7 3'B'9 T1�' r 6'10°1 FT 2' II 2'0'1 5'10'7 y� 6'1'14 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: 3.97 ft Loc. from endwall: NA GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W7,W14,W15,W16 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. Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 56 plf at -1.00 to 56 plf at 10.67 TC: From 76 plf at 10.67 to 76 pif at 32.67 TC: From 56 plf at 32.67 to 56 plf at 40.67 BC: From 20 plf at 0.00 to 20 plf at 39.67 BC: 128 lb Conc. Load at 23.21,23.79 PL: 136 lb Conc. Load at (23.27, 9.98). (23.80,9.98) 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. FiTrJ K 21' i 5' ---i 178' 1'3"12 5' 33' 7' 211 26. I 29.'8°g. -I- 32.g.39.8. �- 1' "I 21'11'12 1 3'10°8 -1 13712 -{ Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: No FT/RT:20(0)/l 0(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.106 AE 999 2. VERT(CL): 0.211 AE 999 2. HORZ(LL): 0.044 1 HORZ(TL): 0.088 1 Creep Factor: 2.0 Max TC CSI: 0.646 Max BC CSI: 0.645 Max Web CSI: 0.957 VIEW Ver: 20.02.o0A.1020.20 1�'H. f.ypft8 « e +s ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 769 /- /- /504 /323 /444 AB 2335 /- /- /945 /990 /- Z 1079 /- /- /484 /352 /- T 519 /- !- /398 /219 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 AB Brg Width = 8.0 Min Req = 2.8 Z Brg Width = 8.0 Min Req = 1.5 T Brg Width = 8.0 Min Req = 1.5 Bearings B, AB, Z. & T are a rigid surface. Bearings B, AB, Z, & T 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 465 -1090 1-1 391 -195 C - D 335 - 815 J - K 390 -199 D - E 399 - 762 K - L 536 - 262 E - F 411 - 759 L - M 608 - 296 F - G 397 - 678 M - N 506 - 244 H - 1 377 -185 S - T 228 - 610 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B -AH 922 - 479 AA- Z 375 - 227 AH-AG 486 - 261 Z - Y 388 - 286 AG-AF 486 - 261 Y - X 388 - 286 AF-AE 486 -261 X - W 491 -156 AE-AD 486 - 261 W - V 491 -156 AD -AC 486 - 261 V - T 491 -156 AC -AB 479 -325 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. AH-AI 518 -256 AB -AR 304 -482 AI-AJ 555 -273 AR -AS 445 -568 AJ-G 519 -269 AW-Z 272 -747 G -AL 514 -933 AW- N 237 -676 AL -AN 498 -920 N -AX 683 -357 AN -AP 519 -955 AX-X 690 -352 AP -AC 540 - 984 X -AZ 301 - 478 AC- K 792 -505 AZ -BB 275 -472 K -AB 546 -1366 BB- S 326 -457 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, handling,shipping, installing and bracing.. Refer to and follow the latest edition of BCSI (Building t Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary 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 1310, Ae. ADD V Dlates to each face oT truss and position as shown above and on the Joinf"Details. unless noted otherwise. Refer to Is 160A-Z for standard plate positions. Refer to job's General Notes page for additional mtormauon. a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the conformance with ANSIf PI 1, or for handling, shipping,. installation. and bracin44of trusses. A seal on this drawing or cover page us drawing indicates acceptance of professional engineering responsibility solelyior the design shown. The suitability and use of this for any s ructure is the responsibility of the Building -Designer per ANSIrr I 1 Sec.2. ALPINE AN MCCWB 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 250035/ HIPS Ply: 1 Job Number: N334504 Cust: R8975 JRef:1Xa189750090 T7 / FROM: RWM City: 1 7A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 301.21.1437.25071 Truss Label: A6 KD / WHK 10/2812021 7'1014 15' 24'8" 31'9"2 398" r° 7,1014 T1"2 9'8.. 1 7,1"2 7'1o"14 :6DX6 =6E6 T3 12 6 C 5 O �SX5 F IN r W � W1 B G A H g 4X6(A2) = 5X5 = 5X5 = 5X5 = 4X6(A2) 39'8" 10' i 10, 1 F1'T + 10' 19,101, 29'8" 39'8" Loading Criteria (psi? 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 Udef1 U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.159 J 999 240 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.298 J 999 240 B 1552 /- /- J962 1328 /346 BCDL: 10.00 Risk Category: 11 Snow Duration: NA HORZ(LL): 0.061 1 - - G 1552 /- J- /962 /328 /- EXP: C Kzt: NA (TL )� Des Lid:: 37.00 HORZ 0.115 1 Wind reactions based on MWFRS Mean Height: 15.00 ft BuildingB NCBCLL: 10.00 Code: Creep Factor: 2.0 Br Width = 8.0 Min Re 1.8 9 g = TCDL: 4.2 sf Soffit: 0.00 p FBC 7th Ed. 2020 Res. Max TC CSI: 0.913 G Brg Width = 8.0 Min Reg = 1.8 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.760 Bearings B & G are a rigid surface. Bearings B & G require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.474 Members not listed have forces less than 375# FT/RT:20 0 /10 0 Loc. from endwall: not in 9.00 ft () () 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 B - C 1807 - 2729 E - F 1827 - 2537 Lumber C - D 1826 - 2538 F - G 1807 - 2729 Top chord: 2x4 SP #2 N; T3 2x4 SP 2400f-2.OE; D - E 1539 -1910 Bot chord: 2x4 SP #1; Webs: 2x4 SP #2 N; W1,W6 2x4 SP #3; Maximum Bot Chord Forces Per Ply (Ibs) Wind Chords Tens.Comp. Chords Tens. Comp. Wind loads based on MWFRS with additional C&C B - K 2363 -1483 J - 1 1847 -1110 member design. K - J 1847 -1131 1 - G 2363 -1462 Wind loading based on both gable and hip roof types. Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - K 394 - 358 E - 1 628 - 300 K - D 628 - 300 1 - F 394 - 358 y�flta+etrttustrvt��rt! �l y�+y� ggggyy��IX f • q p � /j a 9 • � ((�� r3 �A■ pq� -dy o. p V1.d s ~ iz � r � e a f w a A°� p'� ap tM1 i 0 ��O 4 spy •� Q��®^OBtl f`i 1Cq 18 Cq���Y 10/29/2021 '•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 SBCA) fo'r sa shipping, 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, Refer as applicable. Apply plates to each face oT truss and position as shown above and on the Join Details, unless noted otherwise. drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. to ALPINE Alpine, a division of ITW Buildin$gComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the ANm C0.1"AW truss in conformance with ANSI 1, or for handling, shipping,, Installation and bracing of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibilittyv solely -for the design shown. The suitability and use of This Suite 305 -Designer drawing for any sgructure is the responsibility of the Building per ANSIrr 11 Sec.2. For afore 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: 250036 / HIPS Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1Xa189750090 T6 / FROM: RWM Qty: 1 7A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 301.21.1437.25069 Truss Label: A8 KD J WHK 10/28/2021 6'9"4 13' 19,101, 26'8" 32'10"12 39'8" 6Z94 + 6'212 + 6-10" 6'10" 6'2"12 6'9"4 5X5 III2X4 e 5X5 D E F 12 6 2X4 W G2X4 C 0 G N i� W3 B H A 4X6(A2) = 5X5 = 5X8 = 5X5 = 4X6(A2) 39'8" 10' 9'10" 910 i 10, _i 1 �1'+ + 10' 19,10" 29'8" 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.191 E 999 240 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.357 E 999 240 B 1556 /- /- /953 1716 /305 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.065 J - - H 1556 /- /- /953 1716 /- EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.121 J Wind reactions based on MWFRS Mean Height: 15.00 ft BuildingB NCBCLL: 10.00 Code: Creep Factor: 2.0 Brg Width = 8.0 Min Re 1.8 q = TCDL: 4.2 sf Soffit: 0.00 p BCDL: 5.0 sf FBC 7th Ed. 2020 Res. Max TC CSI: 0.543 H Brg Width = 8.0 Min Req = 1.8 p Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.754 Bearings B & H are a rigid surface. Bearings B & H require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.687 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 B - C 2014 - 2780 E - F 1973 - 2289 Lumber C - D 1925 - 2523 F - G 1925 - 2523 Top chord: 2x4 SP #2 N; D - E 1973 -2289 G - H 2O14 -2780 Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N; Maximum Bot Chord Forces Per Ply (Ibs) Wind Chords Tens.Comp. Chords Tens. Comp. Wind loads based on MWFRS with additional C&C B - L 2421 -1686 K - J 1982 -1323 member design. L - K 1982 -1344 J - H 2421 -1665 Wind loading based on both gable and hip roof types. Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - L 381 - 339 K - F 425 - 401 L - D 535 -183 F - J 535 -183 D - K 425 -401 J - G 381 -339 yy(iSt}titP7E# 18+bf(jj/Fd� E - K 585 - 391 H. .r try d rR ®A 9 4d• 4 V4f � m 0 � @ @ w 0 m W0 0 $ yqp �W0®aosau p�®°♦�♦��i COAT-�G �as�ease'<ast� 10/29/2021 **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 SBCA) for safety practices Prior to performing these functions. Installers shall provide temporary bracing BCSI. Unless top have bottom have a per noted otherwise, chord shall proper v attached structural sheathing and chord shall properly attached ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 1310, as applicabgle. Applgy Oates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. ALPINE Alpine, a division of ITW Building Components Group Inc. shall not. be resp. onsible for any deviation from this drawing, any, failure to build the ANC CO pAHy truss in conformance with ANSI PI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawlnq listing this drawing indicates acceptance of professional en ineering responsibilitty�r solely -for the design shown. The suitability or cover pacle 6750 Forum Drive and use of this Suite 305 drawing for any sgr'ucture is the responsibility of the BuildingVesigner per ANSI/TPI 1 Sec.2. For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ]CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEON: 250037 / HIPS Ply: 1 er: N334504 Cust: R 8975 JRef:1Xa189750090 T5 / FROM: RWM City 1 F,'7'A,15/3u2O82ED,F 02G RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 301.21.1437.25350 l: A10 SSB / WHK 10/28/2021 5'9"4 28'8" 33'10"12 39'8" 5'94 5'2"12 8' 9'8" 5'2"12 5'94 s 5X5 = 5X5 5X5 D E T3 F 12 6 �2X4 W 2X4 o C (a) (a) G n W3 h � B 1 H. A I =4X6(A2) =5X5 =_ 5X8 =5X5 =4X6(A2) 39,8" 10' 9'10" 9'10" 10, 10' 19,10" 29'8" 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.213 E 999 240 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.399 E 999 240 B 1556 /- /- /940 /718 /264 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.068 J - - H 1556 /- /- /940 f718 /- EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.127 J Wind reactions based on MWFRS Mean Height: 15.00 ft NCBCLL: 10.00 Building Code: Creep Factor: 2.0 TCDL: 4.2 psf B Brg Width = 8.0 Min Req = 1.8 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.934 H Br Width = 8.0 Min Re 1.8 g q = Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.752 Bearings B & H are rigid surface. Bearings B & li require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.751 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 2194 - 2804 E - F 2386 - 2693 C - D 2057 - 2533 F - G 2066 - 2539 Top chord: 2x4 SP #2 N; T3 2x4 SP 2400f-2.OE; D - E 2502 -2773 G - H 2184 -2797 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 2448 -1855 K - J 2163 -1578 be equally spaced. Attach with (2) 8d Box or Gun L - K 2147 -1575 J - H 2440 -1822 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) (a) or scab reinforcement may be used in lieu of CLR Webs Tens.Comp. Webs Tens. Comp. restraint. substitute (1) scab for (1) CLR and (2) scabs L - D 470 -71 K - F 626 -612 for (2) CLR'S where shown. Scab reinforcement to be D - K 739 -778 F - J 466 -52 same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. E - K 789 - 534 �,g{{{ffiaeSS!! I lAdldBiP jr fr WindH. Wind loads based MWFRS C&C NW on with additional . ........ Ile member design. • °$ p� c�qo°•. ar�' g ° ay' a yffi�j G aA � '' Wind loading based on both gable and hip roof types. t 008 1 � m . d a � a m � o ® e A� AST 0 67 COA' > t 10/29/2021 **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 Component Safety Information, by TPI SBCA) for of BCSI (Building an safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly attached ri id ceilin Locations shown for lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, permanent as applicable. App�y plates to each face o 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 truss in ANSI Q PI for conformance with 1, or handling, shipping,, installation and bracingof trusses. A seal on this drawin or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional encLlneenng responsibilittyv solelyor the design shown. The suitability and use of this drawing for any s9r'ucture is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 250038 / HIPS Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1Xa189750090 T4 / FROM: RWM City: 1 7A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F Dnallo: 301.21.1437.25099 Truss Label: Al2 KD / WHK 10/28/2021 9' 17' 22'8" 30'8" 39'8" i 9, "� 8' 5,8 8' i 9' ,6X6 =5X5 =4X4 =6X6 C T2 D E T3 F 12 6 T T o (a) W (a) W5 0 B G A H 8.81, 1 3 T 4X6(A2) = 6X6 = 6X6 = 6X6 =4X6(A2) 39'8" 10' 9'10" 9'10" 10, 1 10' 19,10" 29'8" 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.251 J 999 240 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.469 J 999 240 B 1556 /- /- /921 [720 /223 BCDL: 10.00 Risk Category: 11 Snow Duration: NA HORZ(LL): 0.081 1 - - G 1556 /- /- /921 /720 /- Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.150 1 Wind reactions based on MWFRS Mean Height: 15.00 ft BuildingCode: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 NCBCLL: 00 TCDL: 4.2 psf G Brg Width = 8.0 Min Req = 1.8 0. FBC 7th Ed. 2020 Res. Max TC CSI: 0.939 Soffit: 0.00 BCDL: 5.0 psf p TPI Std: 2014 Max BC CSI: 0.834 Bearings B & G are rigid surface. Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h Bearings B & li require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.306 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.o0A.1020.20 B - C 2250 - 2705 E - F 2239 - 2478 Lumber C - D 2238 -2478 F - G 2250 -2704 Top chord: 2x4 SP #1; T2,T3 2x4 SP #2 N; D - E 2906 -3233 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 B - K 2330 -1856 J - 1 3176 - 2629 to be equally spaced. Attach with (2) 8d Box or Gun K - J 3174 -2647 1 - G 2329 -1835 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) (a) or scab reinforcement may be used in lieu of CLR Webs Tens.Comp. Webs Tens. Comp. restraint. substitute (1) scab for (1) CLR and (2) C - K 718 -428 E - I 944 -834 scabs for (2) CLR'S where shown. Scab K - D 940 -832 1 - F 718 -430 reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun �gitt3l+itt0ilk3ttil�t r ` nails @ 6" oc. y ttityff Windy Wind loads based on MWFRS with additional C&C � �, o� Ely �\yr! member design. Wind loading based on both gable and hip roof types. m ° a a s ® m e .. a 6 COAi�D�l`tt �+att;«catet�+� 10/29/2021 **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 SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing BCSI.. Unless top have sheathing and bottom chord shall have a per noted otherwise, chord shall properly attached structural properly attached r1 id ceillnp Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections $3, 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. Defer to drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information. ALPINE Alpine, a division of ITW BuildinlComponents Group Inc. shall not.be responsible for any deviation from this drawing, any failure to build the ANnWCOMPANY truss in ANSI 1, for handling, bracingof trusses. A this drawing or cover conformance with TPI or shipping,. mstallation,and seal on page 6750 Forum Drive listing this drawing indicates acceptance of professional.engineering responsibilityN solelyor the design shown. The suitability and use of ibis Suite 305 -Designer drawing for any structure is the responsibility of the Building per ANSI/TP1 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: 250056 / HIPS Ply: 2 Job Number: N334504 Cust: R 8975 JRef:1Xa189750090 T12 / FROM: LPM Qty: 1 7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 301.21.1437.25349 Truss Label: A14G SSB / WHK 10/28/2021 2 Complete Trusses Required 7' 17' 22'8" 32,8„ 39'8" 7 10, S,8„ 10, '�` 7, =6X6 =8X8 =8X8 =6X6 12 C T2 D T3 E T4 F 6�T T o , B G v A H 1 ,08,8" 4X6(A1) =8X8 =8X8 =8X8 =4X6(A1) 39'8" 1' 10' 91101, 9'10" 10, 1' 10' 19,10" 29'8" 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TOLL: 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): 0.295 J 999 240 Loc R+ / R- / Rh / Rw / U ! RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.555 J 850 240 B 3135 /- /- /- /1427 !- BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.064 1 - - G 3136 /- /- /- /1428 /- C Kzt: NA HORZ(TL): 0.121 1 Wind reactions based on MWFRS Des Ld: 37.00 Mea Mean Height: 10.51 ft Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 NCBCLL: 0.00 TCDL: 4.2 psf Soffit: 0.00 FBC 7th Ed. 2020 Res. Max TC CSI: 0.676 G Brg Width = 8.0 Min Req = 1.8 BCDL: 5.0 psf Bearings B & G are a rigid surface. Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.507 Bearings B & G require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: No Max Web CSI: 0.760 Members not listed have forces less than 375# Loc. from endwall: NA 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 B - C 1424 - 3094 E - F 1534 - 3602 Lumber C - D 1533 - 3601 F - G 1425 - 3094 Top chord: 2x4 SP #2 N; T2,T4 2x6 SP SS; D - E 2128 -4831 T3 2x6 SP #2 N; Bot chord: 2x6 SP SS; Webs: 2x4 SP #3; Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Nailnote B - K 2752 -1257 J - 1 4769 -2187 Nail Schedule:0.128"x3", min. nails K - J 4768 -2187 1 - G 2753 -1258 Top Chord: 1 Row @12.00" o.c. Bot Chord: 1 Row @12.00" o.c. Webs : 1 Row @ 4" o.c. Maximum Web Forces Per Ply (Ibs) Use equal spacing between rows and stagger nails Webs Tens.Comp. Webs Tens. Comp. in each row to avoid splitting. C - K 1287 -417 E - I 727 -1297 Loading K - D 727 -1298 1 - F 1287 - 417 #1 hip supports 7-0-0 jacks with no webs.pglt4+ifrtuatttabarjrsr Wind � � ew®affi®°mess �4 Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. ' 0.7,08 1 ° 2 •*'• o s v v $ S /:i V e AIL COA .,. � 10/29/2021 **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)Y attached structural sheathing and bottom chord shall have a properly attached rigqid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply pOates to each face of truss and position as shown above and on the Joint9Details, unless noted otherwise. Defer to drawings 16OA-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 A-COWAW truss in ANSI/1 PI 1, for handling, bracin trusses. A seal on this drawing or cover conformance with or shipping,. installation and of page 6750 Forum Drive listing this drawing indicates acceptance of professional enc �sneering responsibilityV solely -for the design shown. The suitability and use of this Suite 305 drawing for any structure is the responsibility of the Building Designer per ANSINI 1 Sec.2. For mSre information see these web sites: Alpine: al ineitw.com; TPI: t insl.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 250039 / COMN Ply: 1 Job Number: N334504 �Cust:R8975 JRef:1Xa189750090 T20 / FROM: RWM Qty: 1 7A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F Dnallo: 301.21.1437.25070 Truss Label: 81 KD / WHK 10/28/2021 5'7"4 10'8" 158"12 21'4" 5'7"4 5'0"12 50"12 574 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. 4X4 D 21'4" "4" 13'4" Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Pf: NA Ce: NA VERT(LL): 0.047 H 999 240 Lu: NA Cs: NA VERT(CL): 0.088 H 999 240 Snow Duration: NA HORZ(LL): 0.020 G - - HORZ(TL): 0.037 G Building Code: Creep Factor: 2.0 FBC 7th Ed. 2020 Res. Max TC CSI: 0.371 TPI Std: 2014 Max BC CSI: 0.611 Rep Fac: Yes Max Web CSI: 0.232 FT/RT:20(0)/10(0) Plate Type(s): VIEW Ver: 20.02.00A.1020.20 WAVE .yPY�gja 6 1 s 'rrtjk i as ' C I COAA' 7:8�/ONAL �3Adi9iQi149tYi 10/29/2021 8' 21'4" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 864 /- /- /529 /397 /229 F 805 /- /- /464 /361 P Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 F Brg Width = 8.0 Min Req = 1.5 Bearings B & F aye a rigid surface. Bearings B & F 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 1190 -1344 D-E 1113 -1152 C - D 1104 -1146 E - F 1201 -1351 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - H 1152 - 993 G - F 1161 - 955 H - G 795 - 539 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - H 471 - 284 D - G 394 - 335 H - D 383 - 322 G - E 479 - 289 **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 SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have ropey attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracingq 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 ALPINE drawings 160A-Z for standard plate positions. Refer to jobs 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 nNmvconanNv truss in conformance with ANSI 1, or for handling, shipping,, installation and bracin4 of trusses. A seal on this drawing or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibilityy solelyorthe design shown. The suitability and use of This Suite 305 drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec .2. For mbre 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: 250059 / GABL Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1Xa189750090 T3 / FROM: HMT Qty: 1 , A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 301.21.1437.25757 Truss Label: B2GE / YK 10/28/2021 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 " 10'8" 10'8" 4'8" 1 2' (TYP) =4X4 F Wind Criteria Wnd 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: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 96 plf at -1.00 to 96 plf at 22.33 BC: From 20 plf at 0.00 to 20 plf at 21.33 Plating Notes All plates are 2X4 except as noted. Wind Wind loads based on MWFRS. Wind loading based on both gable and hip roof types. Additional Notes See DWGS A16015ENG160118 & GBLLETIN0118 for gable wind bracing and other requirements. WIND LOAD CASE MODIFIED! 21'4" 21'4" 21'4" JW Criteria (Pg,Pf in PSF) NA Ct: NA CAT: NA NA Ce: NA NA Cs: NA )w Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Sid: 2014 Rep Fac: No FT/RT:20(0)/10(0) Plate Type(s): 21'4" t 0'a" Defl/CSI Criteria PP Deflection in loc L/defl U# VERT(LL): 0.005 R 999 240 VERT(CL): 0.011 R 999 240 HORZ(LL): 0.004 L - - HORZ(TL): 0.006 R Creep Factor: 2.0 Max TC CSI: 0.323 Max BC CSI: 0.197 Max Web CSI: 0.091 Ve r: 20.02.00A.1020.20 \� $e9 • ,�P�il {may®,wooeoso �y�y 0 .7,08 1 a 9. L tlppp� 111,1zalt,11011110 It, 10/29/2021 ♦ Maximum Reactions (lbs), or *=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B* 125 /- /- /39 /48 /11 Wind reactions based on MWFRS B Brg Width = 256 Min Req = - Bearing B is a rigid surface. Members not listed have forces less than 375# **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 BCSL Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached riqid 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 oT 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 jobs 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 ANMCOWANY truss in conformance with ANSI 1, or for handling, shipping,. installation. and bracinq of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional en sneering responsibilittyy solely -for the design shown. The suitability and use ofq is Suite Fos drawing for any structure is the responsibility of the BuildingWesigner per ANSI/TPI 1 Sec.2. For mbre information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.org Orlando FL, 32821 SEQN: 250041 / COMN Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1Xa189750090 T19 I FROM: RWM Qty: 1 7A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 301.21.1437.24505 Truss Label: C1 KD / WHK 10/28/2021 7' 7' 5X5 C 14' 7' 1' 7' Loading Criteria (psq Wind Criteria Snow Criteria (Pg,Pf in PSF) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA BCDL: 10.00 Risk Category: 11 Snow Duration: NA EXP: C K7t: NA Des Ld: 37.00 Mean Height: 15.00 It Building Code: NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Yes Loc, from endwall: Any FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): Wind Duration: 1.60 WAVE Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types 14' 7' T 14' Defl/CSI Criteria PP Deflection in Ioc Udefl U# VERT(LL): 0.014 E 999 240 VERT(CL): 0.025 E 999 240 HORZ(LL): 0.008 E - - HORZ(TL): 0.013 E Creep Factor: 2.0 Max TC CSI: 0.767 Max BC CSI: 0.503 Max Web CSI: 0.119 VIEW Ver: 20.02.00A.1020.20 l"y._�pi p"�, ..xrfflgY y 67 ` C rfl �1'++ati gm®wog Doge* f`yJ;/,��sijo ® V a � /'p 9 t�. 08 9 a r m a in COA 0 pqy� Apr �q ems+ ��A.���a,IDat�a O• 4w t�l43�at146{ti1 10/29/2021 M ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 588 /- /- 1371 /272 /158 D 527 /- /- /305 /234 /- Wind reactions based on MWFRS B Brg Width ='8.0 Min Req = 1.5 D Brg Width = 8.0 Min Req = 1.5 Bearings B & D are a rigid surface. Bearings B & D require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 805 - 740 C - D 807 - 739 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - E 598 - 542 E - D 598 - 542 **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) foi 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 sheathingand bottom chord shall have a properly attachetl ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracing instlled per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face o1 truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildip;cLLComponents Group Inc. shall not,be resp. onsible for any deviation from this drawing, any. failure to build the AN MCOWANY truss in conformance with ANSI/TPI 1, or for handling, shipping,. installation and bracin of trusses; A seal on this drawing or cover paWe 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibilityy solely or the design shown. The suitability and use of This Suite 305 drawing for any structure is the responsibility of the Building Designer, per ANSI/TPI 1 Sec.2. Suite 3 FL, 32821 For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcindustry.com; [CC: iccsafe.or ; AWC: awc.org Orlando SEQN: 2500611 GABL Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1Xa189750090 T1 / FROM: RWM Qty: 1 ,7A51320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 301.21.1437.25412 Truss Label: C2GE / YK 10/28/2021 T 7' 5' 2' (TYP) =4X4 D 14' 14' 14' Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA BCDL: 10.00 Risk Category: II Snow Duration: NA EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Spacing: 24.0 " C&C Dist a: 3.00 It Rep Fac: No Loc. from endwall: Any FT/RT:20(0)/l0(0) GCpi: 0.18 Plate Type(s): Wind Duration: 1.60 WAVE Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 96 plf at -1.00 to 96 plf at 15.00 BC: From 20 plf at 0.00 to 20 plf at 14.00 Plating Notes All plates are 2X4 except as noted Wind Wind loads based on MWFRS. Wind loading based on both gable and hip roof types. Additional Notes See DWGS A16015ENC160118 & GBLLETIN0118 for gable wind bracing and other requirements. WIND LOAD CASE MODIFIED! 14' 7' Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.007 J 999 240 VERT(CL): 0.014 J 999 240 HORZ(LL): -0.004 H - - HORZ(TL): 0.009 H Creep Factor: 2.0 Max TC CSI: 0.392 Max BC CSI: 0.242 Max Web CSI: 0.142 M V -8'8" ♦ Maximum Reactions (Ibs), or *=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B* 129 /- /- /40 /50 /12 Wind reactions based on MWFRS B Brg Width =.168 Min Req = - Bearing B is a rigid surface. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. C - D 376 -199 D - E 377 -199 VIEW Ver: 20.02.00A.1020.20 I Maximum Gable Forces Per Ply (Ibs) Gables Tens.Comp. Gables Tens. Comp. C-J 511 -403 H -E 511 -403 fddgr /1 w a 0 Cy.Ci8 1 00. 9 16 S�AATor C 0 A b4YX ON AL l 0/29/2021 **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 ri id ceilin Locations shown for permanent lateral restraint of webs 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 Joint9Details, 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 BuildinggComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ANn.COMPANY truss in conformance with ANSI/TPI 1, or for handling, shipping,. Installation and bracin4 of trusses. A seal on this drawing or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional encLsneering responsibilitty�,, solely -for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 For mbre 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: 2500431 COMN Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1Xa189750090 T13 / FROM: LPM Qty: 1 7A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DnvNo: 301.21.1437.25740 Truss Label: D1 KD / YK 10/28/2021 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 " f 5' 5' 4X4 C 10, 5' 12 6 ih B D a E 88 F 1112X4 2X4(A1) = 2X4(A1) Wind Criteria Wnd Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wnd Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. 10, 5' 5' )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): 5' 10, Defl/CSI Criteria PP Deflection in loc L/defl U# VERT(LL): 0.007 F 999 240 VERT(CL): 0.013 F 999 240 HORZ(LL): 0.003 F - - HORZ(TL): 0.006 F Creep Factor: 2.0 Max TC CSI: 0.345 Max BC CSI: 0.257 Max Web CSI: 0.081 EW Ver: 20.02.00A.1020.20 s� o. 7,Q8 1 p Yd m a 0 COA(�a 10/29/2021 ♦ Maximum Reactions (Ibs) Gravity, Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 434 /- /- /286 /202 /134 D 434 /- /- /286 /202 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width =,8.0 Min Req = 1.5 Bearings B & D are a rigid surface. Bearings B & D require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 522 - 494 C - D 521 - 494 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - F 396 - 293 F - D 396 - 293 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS > require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building nent Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary Cr BCSI. Unless noted otherwise, top chord shall have proper) attached structural sheathing and bottom chord shall have a properly tl ri id ceilin Locations shown for permanent lateral restraint otiYwebs shall have bracin installed per BCSI sections B3, B7 or B10, cable. AppTgj plates to each face oT truss and position as shown above and on the Joint9Details, unless noted otherwise. Refer to Is 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. a division of ITW Building Components Group Inc. shall notbe responsible for any deviation from this drawing, any, failure to build the i conformance with ANSI/TPI 1, or for handling, shipping,, nstallation and bracin44 of trusses; A seal on this drawin or cover pape its drawin indicates acceptance of professional enneering responsibility solely or the design shown. The suitability and use of this for any s rugi cture is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. ALPINE RNMCOMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 250044 / COMN Ply: 1 Job Number: N334504 Cust: R 8975 JROAM189750090 T26 / FROM: LPM Qly: 1 7A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 301.21.1437.25896 Truss Label: D2 KID / YK 10/28/2021 5' 5' 4X4 C 10, 5' 12 6 ch B D E 88 F 2X4(A1) 1112X4 = 2X4(A1) 10, 5' 5' T 5' 10, Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.007 F 999 240 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.013 F 999 240 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.003 F - - Des Ld: 37.00 EXP: C Kzt: NA HORZTL 0.006 F ( ) Building Code: NCBCLL: 10.00 Mean Height: 15.00 ft Creep Factor: 2.0 TCDL: 4.psf Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.345 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.257 Spacing: 24.0 " C&C Dist a: 3.00 It Rep Fac: Yes Max Web CSI: 0.081 Loc. from endwall: not in 4.50 It FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): VIEW Ver: 20.02.00A.1020.20 Wind Duration: 1.60 WAVE Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types \..Ali` � y • •rfrj�dl�y� . a o.708 9 y e o ®� A%Ap COA b ,S�Q M 10/29/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 434 /- /- /286 /202 /134 D 434 /- /- /286 /202 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 8.0 Min Req = 1.5 Bearings B & D are a rigid surface. Bearings B & D require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 522 - 494 C - D 521 - 494 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - F 396 -293 F - D 396 -293 "WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT"' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI., Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly attached rigid ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or1310, as applicable. Apply plates to each face. of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildinQQComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracinclof trusses. A seal on this drawln or cover pa e listing this drawing indicates acceptance of professional engc�ineering responsibili(� solely -for the design shown. The suitabilify and use of This drawing for any structure is the responsibility of the Building Designer per ANSI/T 11 Sec.2. For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.org ALPINE AN COMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 2500571 HIPS I Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1Xa189750090 T18 / FROM: LPM Qty: 1 7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 301.21.1437.25913 Truss Label: D3G KD / YK 10/28/2021 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 " 3' 7' 10, 3' 4' 3' =4X6 4 X 6 12 C D 6 B E a F �g'8" 1112X4 1112X4 2X4(A1)=2X4(A1) 1' + 3'1"12 3'1"12 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 56 plf at -1.00 to 56 plf at 3.00 TC: From 28 plf at 3.00 to 28 plf at 7.00 TC: From 56 plf at 7.00 to 56 plf at 11.00 BC: From 20 plf at 0.00 to 20 plf at 3.03 BC: From 10 plf at 3.03 to 10 plf at 6.97 BC: From 20 plf at 6.97 to 20 plf at 10.00 TC: 129 lb Conc. Load at 3.03, 6.97 TC: 65 lb Conc. Load at 5.00 BC: 80 lb Conc. Load at 3.03, 6.97 BC: 52 lb Conc. Load at 5.00 Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. 10, 3'8"8 6' 10"4 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:20(0)/10(0) Plate Type(s): 3'1"12 10, Defl/CSI Criteria PP Deflection in loc Udell L/# VERT(LL): 0.022 H 999 240 VERT(CL): 0.044 H 999 240 HORZ(LL): 0.008 C - - HORZ(TL): 0.016 C Creep Factor: 2.0 Max TC CSI: 0.288 Max BC CSI: 0.365 Max Web CSI: 0.059 VIEW Ver: 20.02.00A.1020.20 �� ® gp+g S�0400 i0aia a c� tfil lJ w f 0 0� 0 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 625 /- /- /- /316 /- E 625 /- /- /- /316 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 E Brg Width = 8.0 Min Req = 1.5 Bearings B & E are a rigid surface. Bearings B & E require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 467 - 962 D - E 467 - 962 C - D 389 - 842 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - H 829 - 394 G - E 829 - 394 H - G 842 - 389 10/29/2021 -WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS > require extreme care in fabricating, handlin shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building nent Safety Information, by TPI and SBCA) fo'r safety practices pnor to performing these functions. Installers shall provide temporary. per BCSI. Unless noted otherwise, top chord shall have Proper) attached structural sheathing and bottom chord shall have a properly d rigid cell my, Locations shown for permanent lateral restraint olYwebs shall have bracingg installed per BCSI sections B3, B7 or B10 is ri e. Apply plates to each face of truss and position as shown above and on the Join i Details, unless noted otherwise. Defer to Is 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. a division of ITW Buildin$Components Group Inc. shall not, be respponsible for any deviation from this drawing, any. failure to build the conformance with ANSI/) PI 1, or for handling, shipping,, installatron.and bracing. of trusses. A seal on this drawln or cover page vs drawing indicates acceptance of professional engineering responsibility solely for the design shown. The suitability and use of this 1 for any structure is the responsibility of the Building Designer per ANSIITPI 1 Sec.2. ALPINE AN ITW CCMPAW 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 250045 / VAL Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1Xa189750090 T14 / FROM: LPM Qty: 1 7A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 301.21.1437.25414 Truss Label: V4 KD / WHK 10/28/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 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 #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 . 1'11"8 3'11" 1'11"8 1'11"8 12 6 = 4X4 B =4X4(D1)=4X4(D1) A C 10'6"3 D 3'11" -i MIN 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): 0.004 999 240 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 H. r J w 4 d P 8 0.7108 1 COA a « « a 10/29/2021 ♦Maximum Reactions (Ibs), or`=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL D' 75 /- /- /32 /18 /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# "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT"` FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an c7 SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have 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 1310 as applicable. AppTpy Oates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Defer to ' drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, 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/TPI 1, or for handling, shipping,. installation and bracinq. of trusses. A seal on this drawing or cover pa e listing this drawingg indicates acceptance of professional en sneering responsibilittyy solely -for the design shown. The suitability and use of this drawing for any sfr'ucture is the responsibility of the Building -Designer per ANSI/TP1 1 Sec.2. ALPINE ANMCOMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 250046 / VAL Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1Xa189750090 T16 / FROM: LPM Qty: 1 ,7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALIAEBB ELEV.D/F DrwNo: 301.21.1437.26022 Truss Label: V8 KD / WHK 10/28/2021 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 SDacina: 24.0 " 3-11"8 7-11" 3'11 "8 3'11 "8 =4X64 12 6 iv =4X4(D1) A =4X4(D1) C Li �9'6"3 E D 1112X4 7'11" 3'11 "8 3'11 "8 f 3'11"8 7-11" 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: 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 #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Valley truss connection to truss below shall be designed and furnished by others . 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): 0.007 D 999 240 VERT(CL): 0.014 D 999 240 HORZ(LL): -0.003 D - - HORZ(TL): 0.006 D Creep Factor: 2.0 Max TC CSI: 0.266 Max BC CSI: 0.192 Max Web CSI: 0.142 VIEW Ver: 20.02.00A.1020.20 E a$ WATO per, 10/29/2021 ♦ Maximum Reactions (lbs), or *=PLF Gravity Non -Gravity Loc R+ ! R- / Rh / Rw / U / RL E* 75 /- /- /35 /26 /8 Wind reactions based on MWFRS E Brg Width = 95.0 Min Req = - Bearing A is a rigid surface. Members not listed have forces less than 375# Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. B - D 478 - 315 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS s require extreme care in fabricating, handling shipping, installing.and bracing.. Refer to and follow the latest edition of BCSI (Building nent Safety Information, by TPI an SBCA) r safety practices pnor to performing these functions. Installers shall provide temporary. per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly d ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracinq installed per BCSI sections B3, B7 or B10, is ri e. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Defer to Is 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. a division of ITW Building.Components Group Inc. shall not be responsible for any deviation from this drawing, any. failure to build the conformance with ANSIrI PI 1, or for handling, shipping,. installatwn.and bracing of trusses. A seal on this drawing or cover page its drawing indicates acceptance of professional.engineering responsibility solely -for the design shown. The suitability and use of this ,ving for any structure is the re more information see these web TPI: AL NE ANMCOWAW 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 250047 / EJAC Ply: 1 Job Number: N334504 FROM: JRH Qty: 8 7A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F Truss Label: EJ7 T3 1, + 7 7' Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 It 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: 3.00 ft 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. 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): 6 A-, C Defl/CSI Criteria PP Deflection in loc L/defl L/# 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 10/29/2021 **WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricatin t Safety Information, by TPI an r BCSI. Unless noted otherwise id ceiling.Locations shown foi �le. AppTy plates to each face 60A-Z for standard plate positit Cust: R 8975 JRef:1Xa189750090 T15 / DrwNo: 301.21.1437.25303 KD / YK 10/28/2021 ♦ Maximum Reactions (lbs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 331 /- /- /249 /108 /208 D 125 /- /- /73 /- /- C 174 /- /- /128 /169 /- 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# rents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the r for handling, shipping,. installation and bracin of trusses. A seal on this drawing or cover pa e of professional engineering responsibilitty�r solely -for the design shown. The suitability and use of this lity of the Building -Designer per ANSVTPI 1 Sec.2. ALPINE drawing for any structure is the respon For more information see these web sites: TPI ANMCOMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 250048 / EJAC Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1Xa189750090 T21 / FROM: HMT Qty: 6 7A5/320 ,l,2ED,F ,02G ,13101 / 1828/CAL1/4EBB ELEV.D/F DrwNo: 301.21.1437.25771 Truss Label: EJ7A KID / WHK 10/28/2021 T 7' 7' B Loading Criteria (psf) 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 L/defl L/# Loc R+ / R- / Rh I 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 A 270 /- /- /179 f71 /186 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.016 C C 126 !- /- 176 /- l- EXP: C Kzt: NA HORZ(TL): 0.030 C B 177 /- !- /132 /171 /- Building Code: Des Ld: 37.00 Mean Height: 15.00 ft Creep Factor: 2.0 Wind reactions based on MWFRS NCBCLL: 10.00 TCDL: 4.2 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.513 A Brg Width = 8.0 Min Req = 1.5 Soffit: 0.00 Load Duration: 1.25 BCDL: 5.0 psf MWFRS Parallel'Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.513 C Brg Width = 1.5 Min Req = - B Brg Width = 1.5 Min Req = - Spacing: 24.0 " C&C Dist a: 3.00 It Rep Fac: Yes Rep Max Web CSI: 0.000 BearingA is a rigid surface. 9 Loc. from endwall: not in 4.50 ft FT/RT:20(0)/10(0) Bearing A 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. ,aA�`y ���'q �• •r'flla'� ® Q. Y VO I 9 9 0 oo rC COA Ab�r,�N 10/29/2021 "WARNING' READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing.. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an c7 SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI.. Unless noted otherwise, to chord shall have properly attached structural sheathing and bottom chord shall have a properly attached ri id ceilin Locations shown for ermanent lateral restrait of webs shall have brac'inq installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face f truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildincLComponents Group Inc. shall not. be responsible for any deviation from this drawing, any, failure to build the truss in conformance with ANSI4PI 1, or for handling, shipping,, installation, and bracing of trusses. A seal on this drawing or cover pate listing this drawing indicates acceptance of professional engreering responsibilitty� solelyorthe design shown. The suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANSIfrP1 1 Sec.2. ALPINE AN M COWANY 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 2500491 EJAC Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1Xa189750090 T24 / FROM: LPM Qty: 3 ,7A5/320 ,,82ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 301.21.1437.25818 Truss Label: EJ3 KD / YK 10/28/202' 4"3 V 2X4(A1) 3' 3' C 10'2"11 c� CD LO N 81811 Loading Criteria (psf) 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 L/defl L/# 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 188 /- /- /157 f71 /100 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): -0.001 D D 52 /- / /28 /- /- EXP: C Kzt: NA HORZ(TL): 0.002 D C 65 P P /45 /66 P Building Code: Des Ld: 37.00 Mean Height: 15.00 ft Creep Factor: 2.0 Wind reactions based on MWFRS NCBCLL: 10.00 TCDL: 4.2 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.112 B Brg Width = 8.0 Min Req = 1.5 Soffit: 0.00 BCDL: 5.0 psf TPI Std: 2014 Max BC CSI: 0.112 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 It Rep Fac: Yes Max Web CSI: 0.000 Bearing B is a rigid surface. 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# VWIEVer: 20.02.00A.1020.20 Wind Duration: 1.60 WAVE 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. t r o.708 1 a e ° s ° • per �y . aQ S • COA \bar VOIN -��aNV``t+� 10/29/2021 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS sses requ!re extreme care in fabricating, handlingshipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building nponent Safety Information, by TPI and SBCA) r safPety practices prior to performing these functions. Installers shall provide temporary cing per BCSI., Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly 1ched ri id cei! n Locations shown for permanent lateral restraint of webs shall have bracm installed per BCSI sections B3, B7 or B10, applicable. Applgy plates to each face, oT truss and position as shown above and on the Join Details, unless noted otherwise. Refer to wings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. ine, a division of ITW Buildin Components Group Inc. shall not,be respponsible for any deviation from this drawing, any, failure to build the ;sin conformance with ANSI/ PI 1, or for handling, shipping,, mstallationand bracin44 of trusses,. A seal on this drawing or cover page ng this drawing indicates acceptance of professional enWeenng responsibilityy solely for the design shown. The suitability and use of this wing for any structure is the responsibility of the Building Designer per ANSI7TPl 1 Sec.2. more information see these web sites: Alpine: alpineitw com; TPI: tpinst oro SBCA sbcindustry com ICC: iccsafe.org• AWC: awc.oro ALPINE ANMCOMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 250050 / JACK Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1Xal89750090 T23 / FROM: RWM Qty: 2 ,7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F Du No: 301.21.1437.24459 Truss Label: EJ2 �KDrw / WHK 10/28/2021 T 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 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. 12 C 2X4(A1) 2, a 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: Yes FT/RT:20(0)/l 0(0) Plate Type(s): T 8 9181f4 It Ln 81811 Defl/CSI Criteria PP Deflection in loc Udef! U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.000 D HORZ(TL): 0.001 D Creep Factor: 2.0 Max TC CSI: 0.137 Max BC CSI: 0.026 Max Web CSI: 0.000 EW Ver: 20.02.00A.1020.20 4� 0.7,08 1 s p •®• p � �yq "ip/4 QQJJ.. ®• 1 p@� yb0 R11m0P�'S � COA f(is�,Y1 A 4» 10/29/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 157 /- /- /140 154 /52 D 32 /- /- /18 /- /- C 34 /- /- /20 /26 /- 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. Bearings B, D, & C require a seat plate. Members not listed have forces less than 375# **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 sa shipping, 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 bracingq 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 Joint Details, unless noted otherwise. Defer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildingComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the ANMCOWANV truss in conformance with ANSI/) PI 1, or for handling, shipping,, installation and bracingq of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawingp indicates acceptance of professional engqineenng responsibilitty�// solely for the design shown. The suitability and use of this Suite Fos 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: toinst.ora: SBCA: sbcindustrv.com: ICC: iccsafe.ora: AWC: awc.ora Orlando FL, 32821 SEQN: 250051 / JACK Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1Xa189750090 T34 / FROM: JRH Qty: 4 7A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 301.21.1437.25834 Truss Label: CJ5 KD / YK 10/28/2021 C 11'2"5 12 6 M 91 T CV Cl) CM B 13 A 81811 D Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 it Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. 4'11"4 4' 11 "4 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA -Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/l 0(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udell L(# 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 g•• •'ntt 0.708 1 � s % ° n a a 0 °+ COAtbN ,• 10/29/2021 ♦ 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# **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS sses require extreme care in fabricating, handling shipping, installing and bracing.. Refer to and follow the latest edition of BCSI (Building nponent Safety Information, by TPI and SBCA) r sa�ety practices prior to performing these functions. Installers shall provide temporary. :ing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly ched ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, applicabgle. Apply plates to each face. otruss and position as shown above and on the Join Details, unless noted otherwise. Refer to Kings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. ne, a division of ITW BuildinccLLComponents Group Inc. shall not be respponsible for any deviation from this drawing, any. failure to build the sin conformance with ANSI 1, or for handling, shipping,. installatlon.and bracin of trusses. A seal on this drawlncl or cover pa4e ig this drawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitabili y and use of This mpg for any structure 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.org; AWC: awc.org ALPINE AN M COWANY 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 250052 / JACK Ply: 1 Job Number: N334504 Cust: R 9975 JRef:1Xa1e9750090 T33 I FROM: LPM city: 4 7A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 301.21.1437.25865 Truss Label: CJ3 / WHK 10/28/2021 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 " 1, 2 11 4 2' 11 "4 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. C )w Criteria (Pg,Pf in PSF) Defl/CSI Criteria NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# NA Ce: NA VERT(LL): NA NA Cs: NA VERT(CL): NA )w Duration: NA HORZ(LL): -0.001 D HORZ(TL): 0.001 D Iding Code: Creep Factor: 2.0 7th Ed. 2020 Res. Max TC CSI: 0.234 Std: 2014 Max BC CSI: 0.105 Fac: Yes Max Web CSI: 0.000 RT:20(0)/l 0(0) to Type(s): IVIEW Ver: 20.02.00A.1020.20 VF ors•-H. .,ifr rf OE @ 0. @ i d d F d @ @ d f4s,s @ gyre d i3 10/29/2021 10'2"5 0) CYi (V 81811 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 185 /- /- /156 /71 /99 D 50 /- /- /27 /- /- C 63 /- /- /44 164 /- 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# **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS sses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building nponent Safety Information, by TPI and SBCA) fo'r saiPety practices prior to performing these functions. Installers shall provide temporary ;ing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly ched ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracin Installed per BCSI sections B3, B7 or B10 applicable. App y plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to wings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. ne, a division of ITW BuildingComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the s in conformance with ANSI/PI 1, or for handling, shipping,, Installation and bracing of trusses. A seal on this drawing or cover page ig this drawlnp indicates acceptance of professional en meering responsibilit� solely for the design shown. The suitability and use of this Mpg for any structure 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.org; AWC: awc.org A PINE ANMCOMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 T SEQN:250053/ JACK Ply: 1 Job Number: N334504 Cust:R8975 JRef:1Xa189750090 T29 / FROM: LPM Qty: 8 7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 301.21.1437.25678 Truss Label: CJi / YK 10/28/2021 Loading Criteria (psi) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " V f 12 6 � C 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: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. 1, 11114 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): WAVE I'm rn Defl/CSI Criteria PP Deflection in loc L/defl L/# 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 VIEW Ver: 20.02.00A.1020.20 ��4� � ppOaae ffi 0. 7.08 9 iW11% �c, . ONAL COA 09) 10/29/2021 9'2115 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 143 /- /- /145 /76 /45 D 11 /-2 /- /14 /10 /- C - /-15 /- /29 /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# **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 r7 SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)V attached structural sheathing and bottom chord shall have a properly attachetl rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracingq installed per BCSI sections B3, B7 or B10, as applicable. Apply Oates to each face otruss 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 BuildinlComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ANMCOWAW truss in conformance with ANSI/TPI 1, or for handling, shipping,. installation and bracin of trusses. A seal on this drawm or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional en sneering responsibili((�� solely -for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineilw.com; TPI: t insl.org_SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.org Orlando FL, 32821 V � SEQN: 250054 / HIP_ Ply: 1 Job Number: N334504 FROM: HMT Qly: 2 ,7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F Truss Label: HJ7 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BOLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 0.00 Soffit: 0.00 Load Duration: 1.25 SDacina: 24.0 " 5'3"5 5'3"5 9'10"1 4'6"11 0 Cust:R8975 J Ref: 1 Xal 89750090 T22 / DrwNo: 301.21.1437.25319 KD / WHK 10/28/2021 12'2"3 12 4.24 2X4 C v � M v B 4 8'8" FE 2X4(A1) = 4X4 �— 1 5 9'2"2 T'14 92"2 9' 10' 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: NA GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; Loading Hipjack supports 6-11-8 setback jacks with no webs. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 16d Common (0.162"x3.5") nails, toe nailed at T.C. Provide (3) 16d Common (0.162"x3.5") nails, toe nailed at B.C. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: No FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc L/defl U# VERT(LL): 0.049 F 999 240 VERT(CL): 0.092 F 999 240 HORZ(LL): 0.012 C - - HORZ(TL): 0.023 C Creep Factor: 2.0 Max TC CSI: 0.542 Max BC CSI: 0.670 Max Web CSI: 0.261 10/29/2021 Ver: 20.02.00A.1020.20 ♦ Maximum Reactions (Ibs) Gravity' Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 326 /- /- /- /154 /- E 364 /- /0 /- /84 /0 D 214 /- /- /- /177 /- 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.Co'mp. B - C 392 - 565 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B - F 534 - 356 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. C - F 391 - 587 **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 andSBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSi. Unless noted otherwise, top chord shall have propery attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracm installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face otruss and position as shown above and on the Joinf9Detalls, unless noted otherwise. Flefer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildinggComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ANR COWAW truss in conformance with ANSI 1, or for handling, shipping,. installation and bracing of trusses. A seal on this drawin or cover page 6750 Forum Drive listing this drawingg indicates acceptance of professional engineering responsibilityy solely -for the design shown. The suitabilil9y and use of This 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: AIDine: aloineitw.com: TPI: toinst.ora: SBCA: sbcindustrv.com: ICC: iccsafe.oro AWC: awc.oro Orlando FL, 32821 SEQN: 250055 / HIP_ Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1Xa189750090 T17 / FROM: LPM Qty: 2 ,7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrvNo: 301.21.1437.25615 Truss Label: HJ3A KD / WHK 10/28/2021 Loading Criteria (psi] 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 Spacinq: 24.0 " C 12 4.24 T 10'2"6 g M CV 81811 A D 1'5" Wind Criteria Wind Sid: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: 11 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 #2 N; Loading Hipjack supports 2-11-8 setback jacks with no webs. 4'2"3 4'2"3 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: No FT/RT:20(0)/l 0(0) Plate Type(s): Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. . Defl/CSI Criteria PP Deflection in loc LJdefl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.001 D HORZ(TL): 0.002 D Creep Factor: 2.0 Max TC CSI: 0.120 Max BC CSI: 0.074 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 t Jfi �a;��dgRR90Ptl° ,'£,si a a m a s a ti COA ffffiPONAL � 10/29/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 84 /- /- /- /45 /- D 28 /- /- /7/- C 64 /- /- /- /48 /- Wind reactions based on MWFRS B Brg Width = 10.6 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# **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 SBCA) fo'r sa shipping, practices prior to 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 ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 610 as applicable. 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. Alpine, a division of ITW Building Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ANI COMPAW truss in conformance with ANSI/I PI 1, or for handling, shipping,. installation and bracin of trusses. A seal on this drawln or cover pa 4e 6750 Forum Drive listing this drawing indicates acceptance of professional en ineering responsibility solely -for the design shown. The suitability and use of this Suite 305 drawing for any sgructure is the responsibility of the BuildingUesigner per ANSIfTPI 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 Gable Stud Reinforcement 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 ❑r, 120 moh Wind Soeed. 15' Mean Heloht. Partially Enclosed, Exposure D, Kzt = 1.00 S 2x4 rae Vertical.Bc pacing Species GBraces No (1) lx4 'L' Brace w (1) 2x4 'L' Brace w (2) 2x4 'L' Brace wx (1) 2x6 'L' Brace w (2) 2x6 'L' Brace ADIGable Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B #1 / #2 3' 10' 6' 7' 6' 10, 7' 9' 8' 1' 9' 3' 9' 7' 12' 2' 12' 8' 14' 0' 14' 0' U S P #3 3' 8' 5' 9' 6' 2' 7' 8' 7' 11' 9' 1' 9' 6' 12' 0' 12, 6' 14' 0' 14' 0' Stud 3' 8' 5' 9' 6' 1'1 7' 8' 7' 11' 1 9' l' 9' 6' 12' 0' 12' 6' 14' 0' 14' 0' p HF Standard 3' 8' 4' 11' 5' 3' 6' 7' 7' 1' 8' 11' 9' 6' 10' 4' 11' 1' 14' 0' 14' 0' 0% #1 4' 0' 6' 8' 6' 11' 7' 10' 8' 2' 9' 4' 9' 8' 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' Nt #3 3' 9' 5' 3' 5' 7' 6' 11' 7' 5' 9' 2' 9' 7' 10, 11' ill 8' 14' 0' 14' 0' (u D rr L Stud 3' 9' 5' 3' 5' 7' 6' 11' 7' 5' 9' 2' 9' 7' 10' 11' 11' 8' 14' 0' 14' 0' d Standard 3' 6' 4' 7' 4' 11' 6' 2' 6' 7' 8' 4' 8' 11' 9' 8' 10' 4' 13' 1' 14' 0' U #1 / #2 4' 5' 7' 6' 1 7' 9' 8' 10' 9' 3' 10' 7' 11' 0' 13' 11' 14' 0' 14' 0' 14' 0' _ S P P #3 4' 2' 7' V 7' 9' 8' 9' 9' 1' 10' 5' 1 10' 10' 13' 9' 14' 0' 14' 0' 14' C' U u Stud 4' 2' 7' V 7' 6' 8' 9' 9' 1' 10' 5' 10' 10' 13' 9' 14, 0' 14' 0' 14, 0' I� P Standard 4' 2' 6' 1' 6' 5' 8' 1' 8' 8' 10' 5' 10, 10, 12' 8' 13' 7' 14' 0' 14' 0' (1) O #1 4' 7' 7' 7' 7' 11' 9' 0' 9' 4' 10, 8' 11' 1' 14' 0' 14' 0' 14' 0' 14' 0' \ / S P #2 4' 5' 7' 6' 7' 9' 8' 10' 9' 3' 10' 7' 11' 0' 13' 11' 14' 0' 14' 0' 14' 0' I'D0J #3 4' 4' 6' 5' 6' 10, 8' 6' 9' 1' 10' 6' 10, ill 13' 4' 14' 0' 14' 0' 14' 0' r D r L Stud 4' 4' 6' 5' 6' 10' 8' 6' 9' 1' 10' 6' 10, ill 13' 4' 14' 0' 14' 0' 14' 0' Standard 4' 2' 5' 8' 6' 0' 7' 6' 8' 0' 10, 2' 10, 10, ill 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' (� S P P #3 4' 7' 8' 2' 8' 5' 9' 8' 10, 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' Lf U i� Stud 4' 7' 8' 2' 8' S' 9' 8' 10, 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' 0 �I P Standard 4' 7' 7' 0' 7' 5' 9' 4' 10, 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' X #1 5' 1' 8' 5' 1 8' 8' 9' ill 10' 3' 11' 9' 12' 3' 14' 0' 14' 0' 14' 0' 14' 0' 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' d #3 4' 9' 7' 4' 7' 10' 9' 8' 10, 1' 11' 7' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' 7- D P L Stud 4' 9' 7' 4' 7' 10' 9' 8' 10' 1' 11' 7' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' _---t Standard 4' 7' 6' 6' 6' 11' 8' 8' 9' 3' 11' 6' 12' 0' 13' 7' 14' 0' 14' 0' 14' 0' ,lymm About, able Truss Diagonal brace option, vertical length may be doubled when dingonnl 18' brace Is used. Connect L dingonnl brace for 600# at each end. Max web 'L' Brace End total length Is 14'. Zones, typ. 2x6 DF-L #2 or better diagonal 'r Vertical length shown brace) single 8' In table above. or double cut 45' (as shown) at L upper end. Connect diagonal at midpoint of vertical web. �l(� �lJ'` Refer to chart k .wVARNINGI■ READ AND FOLLOV ALL NOTES ON THIS DRAVM --IM RTANTww FURMSH THIS DRAVIIO TO ALL CONTRACTORS INCLUDING THE INSTALLERSG Trusses require extreme care in fabricating, handling, shipping, Installing and bracing. Refe t; folio. the latest edition of SCSI (Building Component Safety Information, by TPI and SBCA) fo sc practices prior to performing these functions. Installers shall provide temparary bracing pe B Unless noted otherwise, top chard shall have properly attached structural sheathing and bo t shall have a properly attached rigid ceiling. Locations shown for permanent lateral restratntlf shall have bracing Installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to eats R Of truss and position as shown above and on the Joint Detafts, unless noted otherwise, ePINEthis Refer to drawings 160A-Z for standard plate positions. Alpine,adivision of ITV Bullding Components Group Inc shall not be responsiblefor any deviatl, drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, ship[ AN ITW COMPANY Installationsadngruceseat anthirawior cover page listing this drawing, 4Mlcates acceptance of professional 11 514\ Earth\ City\ Expressway engineering responsibility solely far the design shown The suitability and use of this drawing 11Suite\242 for any structure Is the responsbitity of the Bullding Designer per ANSI/TPI I Sect. 1 \ Earth\ City,\ MO\ 63045 For more Information see this Job's general notes page and these web sites, ALPINE, www.alpineltw.coml TPI, www.tpinst.orgi SBCA, wwcsbclndustr .org1 ICO wwwJccsafe.org Bracing Group Species and Grades; Group AI S ruce-Pine-Fir Hen -Fir #1 / #2 IStandard #2 1 Stud #3 Stud 1 11 #3 IStandardil Dou las Fir -Larch Southern Pinewww #3 N3 Stud Stud Standard Standard Group BI Hen -Fir #I & Btr al Douglas Fir -Lurch Southern Plnewww #1 #1 #2 #2 lx4 Braces shall be SRB (Stress -Rated Board). wwFor Ix4 So, Pine use only Industrial 55 or Industrial 45 Stress -Rated Boards. Group B values may be used with these rades. Gable Truss Detail Notes: Wind Load deflection criterion Is L/240, Provide uplift connections for 75 plf over continuous bearing <5 psf TC Dead Load). Gable end supports load from 4' 0' outlookers with 2' 0' overhang, or 12' plywood overhang. Attach 'L' braces with 10d (0.128'x3.0' min) nails. )K For (1) 'L' brace, space nails at 2' o.c. in 18' end zones and 4' o.c. between zones, )K)KFor (2) 'L' braces, space nails at 3' o.c. In 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 Splice Less than 4' 0' 2X3 Greater than 4' 0', but less than 11' 6' 3X4 11i18 1 lllfh �! / �,. Greater than 11' 6' 4X4 errffie II+ Refer to common truss design for pw peak, splice, and heel plates. 1 ., �® '+ Refer to the Building Designer for conditions abl ve ti` le^ th. not addressed by this detail. REF ASCE7-16-GAB16015 _ DATE 01/26/2018 T 0 DRWG A16015ENC160118 MAX, TNT, LD, 60 PSF 9/2021 MAX, SPACING 24,0' 'T Relnfoi Memb Ga Tr Gabe Detail For Let -in Verticals Gable Truss Plate Sizes ppropriate Alpine gable detail for e sizes for vertical studs. Engineered truss design for peak, b, and heel plates. vertical plates overlap, use a to that covers the total area of lapped plates to span the web, 2*2X4 *-2 rroviae connections for uplirz speciriea on zne engineerea truss aesign. Attach each 'T' reinforcing member with End Driven Nails, LOB Common (0,148'x 3.',min) Nails at 4' o,c. plus (4) nails In the top and bottom chords. Toenailed Nalls- 10d Common (0.148'x3',min) Toenails at 4' o,c. plus (4) toenails in the top and bottom chords. This detail to be used with the appropriate Alpine gable detail for ASCE wind load. ASCE 7-05 Gable Detail Drawings A13015051014, A12015051014, A11015051014, A10015051014, A14015051014, A13030051014, A12030051014, A11030051014, A10030051014, A14030051014 ASCE 7-10 & ASCE 7-16 Gable Detail Drawings A11515ENC100118, A12015ENC100118, A14015ENC100118, A16015ENC100118, A18015ENC100118, A20015ENC100118, A20015END100118, A20015PED100118, A11530ENC100118, A12030ENC100118, A14030ENC100118, A16030ENC100118, A18030ENC100118, A20030ENC100118, A20030END100118, A2003OPED100118, S11515ENC100118, S12015ENC100118, S14015ENC100118, S16015ENC100118, S18015ENC100118, S20015ENC100118, S20015END10011 WISPS W S11530ENC100118, S12030ENC100118, S14030E`NNC 30F�}it1001 Sd S1803OENCI00118, S2003OENC100118, 520030E 01 oa° 4a�P ba0 See appropriate Alpine gable detail for maxlr ejgrq^cg��r Ogrt� 'T' Reinforcement Attachment Detall 'T' Reinforcing 'T' Reinforcing Member Member Toe-nall - Or - End-nall To convert from 'L' to 'T' reinforcing members, multiply 'T' Increase by length (based on appropriate Alpine gable detail), Maximum allowable 'T' reinforced gable vertical length is 14' from top to bottom chord. 'T' reinforcing member material must match size, specie, and grade of the 'L' reinforcing member. eb Length Increase w/ °T` Brace Examples ASCE 7-10 Wind Speed = 120 mph Mean Roof Height = 30 ft, Kzt = 1.00 Gable Vertical = 24'o.c. SP N3 'T' Reinforcing Member Size = 2x4 'T' Brace Increase (From Above) = 307 = 1.30 (1) 2x4 'L' Brace Length = 8' 7' Maximum 'T' Reinforced Gable Vertical Length 1.30 x 8' 7' = 11' 2' 'T' Relnf, Mbr. Size 'T' Increase 2x4 30 2x6 20 --WARNBm.. READ AND FOLLOW ALL NOTES w THIS DRAWING] - C U. rilo + REF LET -IN VERT -IMPORTANT°° FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS, • Trusses require extreme care In Fabricating, handling, shIpping, InstalUng and bracing. Ref t;i�+�pn$, e follow the latest edition of BCST (Building Component Safety Infornation, by TPI and SBCA) Fo sdhtyw ° DATE 01/02/2018 practices prior to performing these Functions, Installers shall provide temporary bradng pe BCSI. ® .�. Unless noted otherwise, top chard shall have properly attached structural sheathing and bo n cho• !1 DRWG GBLLETIN0118 shall have a properly attached rigid ceRing. Locations shown for permanent lateral restraint f sa i V a �+`, shall have bracing Installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to ea� of truss and position as shown above and on the Joint Detalls, unless noted otherwise. • d�.'�✓ P' Refer to drawings 160A-Z For standard plate positions.° b �fi� , ••`W� Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviatlo rAl °°•° ��� \ this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shlppin a®OjjgOp°j' MAX, TOT, LD, 60 PSF AN ITW COMPANY Installatlon & bracing of trusses. ,,sy +i Y Expressway engineering respmsN0.lty solelyA seat on this or vf er �thhee dew sMm. this Th suitability orW u, Indicates s e of this e of professional l , h�Fj A^ 1\514\Earth) Cil \Ex resswa IIsulte\z4z For any structure Is the responsibility of the Building Designer per ANSI/TPt 1 sect. A9:i+�7 /29/2021 DUR, FAC, ANY \\Earth\City,\MO\63045 For more Information see this Job's general notes page and these web sites. MAX, SPACING 24,0° ALPWEi ■ww.alptnelt■.coml TPG www.tpinst.orgl SBCA, www.sbclndustry.orgl ICG wwwiccsafe.org l I,r= NMI�01=11 01011 MINIMUM SPACING FOR SINGLE BLOCK IS SHOWN, DOUBLE NAIL SPACINGS AND STAGGER NAILING FOR TWO BLOCKS, GREATER SPACING MAY BE REQUIRED TO AV❑ID SPLITTING. BLOCK L❑CATI❑N, SIZE, LENGTH,GRADE AND TOTAL NUMBER AND TYPE OF NAILS ARE TO BE SPECIFIED ON SEALED DESIGN REFERENCING THIS DETAIL, LOAD PERPENDICULAR TO GRAIN A - EDGE DISTANCE AND SPACING BETWEEN STAGGERED ROWS OF NAILS (6 NAIL DIAMETERS) B - SPACING OF NAILS IN A ROW (12 NAIL DIAMETERS) C - END DISTANCE (15 NAIL DIAMETERS) LOAD PARALLEL TO GRAIN A - EDGE DISTANCE (6 NAIL DIAMETERS) C - SPACING OF NAILS IN A ROW AND END DISTANCE (15 NAIL DIAMETERS) D - SPACING BETWEEN STAGGERED ROWS OF NAILS (7 1/2 NAIL DIAMETERS) IF NAIL HOLES ARE PREB❑RED, SOME SPACING MAY BE REDUCED BY THE AMOUNTS GIVEN BEL❑WI C)VO w SPACING MAY BE REDUCED BY 50% wx SPACING MAY BE REDUCED BY 33% I I DIRECTI❑N OF LOAD AND NAIL ROWS CAWAiAi NAIL LINE A 1 1 1 1 1 BW B/2 )K A C I— z Ld Y L3 0 J w TRUSS MEMBER LOAD APPLIED PERPENDICULAR TO GRAIN Al`TDTD' A LOAD APPLIED PARALLEL MINIMUM NAIL SPACING DISTANCES DISTANCES NAIL TYPE A Bx C)K)K I D 8d BOX (0,113'X 2,5",MIN) 3/4" 1 3/8' 1 3/4" 7/8' 10d BOX (0,128'X 3,',MIN) 7/8' 1 5/8' 2" 1' 12d BOX (0,128'X 3,25',MIN) 7/8" 1 5/8' 2' i" 16d BOX (0.135'X 3,5",MIN) 7/8' 1 5/8' 2 1/8' 1 1/8' 20d BOX (0,148'X 4,",MIN) 1" 1 7/8" 2 1/4" 1 1/8' 8d COMMON (0,131'X 2,5',MIN) 7/8' 1 5/8' 2' 1' 10d COMMON (0,148"X 3,',MIN) 1" 1 7/8' 2 1/4" 1 1/8' 12d COMMON (0,148'X 3,25",MIN) 1' 1 7/8' 2 1/4' 1 1/8' 16d COMMON (0,162'X 3,5',MIN) i' 2' 2 1/2' 1 1/4' GUN (0,120"X 2,5',MIN) 3/4" 1 1/2' 1 7/8" 1" GUN (0,131'X 2,5",MIN) 7/8' 1 5/8' 2' 1' GUN (0,120'X 3,',MIN) 3/4' 1 1/2' 1 7/8' 1' GUN (0,13PX 3,',MIN) 7/8' 1 5/8° 2' i° C/2)K)K NAIL LINE w•VARNING!" READ AND FDLLIV ALL NOTES DN THIS DRAVD401I0'OIN® v. r vv T REF NAIL SPACE w+RTANTv FURNISH THIS DRAWING TO ALL COMACT13RS INCLUDING THE INSTALLERSC5 • Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refell� t� pni + follow the latest edition of BCSI (BuOding Component Safety Information, by TPI and SBCA) foGTs t)o DATE 10/01/14 practices prior to performing these functions. Installers shall provide tempornry bracing pe11YY aaBCSL unless noted otherwise, top chord shall have properly attached structural sheathing and bo n chop �► p'r DRWG CNNAILSP1014 shall hove a properly attached rigid ceiling. Locations shown for permanent lateral restralntvf s• ° shall have bracing Installed per SCSI sectlons B3, B7 or BIO, as applicable. Apply plates to earls ?I of truss and position as shown above and on the Joint Details, unless noted oth(rwise. �• • t,�/ PI Refer to drawings 160A-Z for standard plate positions. • a� •w�:a� Alpine, a dlvlsion of ITV Building Components Group Inc shall not be responsible for any deviatio r �••s a+ this droning, any failure to build the truss In conformance with ANS[/TPI 1, or for handling, shippIn B+s,r nwo'w AN ITW COMPANY Installation 6 bracing of trusses./29/2O2I A seal on this drawing ar cover page UstFrg this drawig, Indicates acceptance of professka t ,g,/L 11514\ Earthl City\ Expressway engineering respor�Nlty solely for the design shown The suitability and use of this drawing �'tq C97 �° t}l{l 11 Suile\242 for any structure Is the responsibAty of the "ding Designer per ANST/TPI 1 Sec2. 15111fml66t \%Earth%City,\MO\63045 For more Information see this Job's general notes page and these web sites, ALPINE www.alpineitw,comi TPI, www.tpinst.orgl SBCAi www,sbclndustry.orgr ICO wwwJccsafe.org Valley Detail - ASCE 7-16: 180 mph, 30' Mean Height, Partially Enclosed, Exp, C, Kzt=1,00 T6p Chord 2x4 SP #2N, SPF #1/#2, DF-L #2 or better. Unless specified otherwise on engineer's sealed design, for vertical Bot Chord 2x4 SP #2N or SPF #1/#2 or better, valley webs taller than 7-9' apply 2x4 'T' reinforcement, 80% length of Webs 2x4 SP #3, SPF #1/#2, DF-L #2 or better, 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 )�)� Attach each valley to every supporting truss with: Lateral Restraint applied at mid -length of web is permitted with diagonal 535# connection or with (1) Simpson H2,5A or bracing as shown in DRWG BRCLBANC1014. equivalent connector for ASCE 7-16 180 mph. 30' Mean Height, Part, Enc. Top chord of truss beneath valley set must be braced with: Building, Exp, C, Wind TC DL=5 psf, Kzt = 1.00 properly attached, rated sheathing applied prior to valley truss Or installation, ASCE 7-16 160 mph, 30' Mean Height, Part, Enc. Or Building, Exp, D, Wind TC DL=5 psf, Kzt = 1.00 Purlins at 24' o,c, or as otherwise specified on engineer's sealed design Bottom chord may be square or pitched cut Or as shown, By valley trusses used in lieu of purlin spacing as specified on Engineer's sealed design. Valleys short enough to be cut as solid triangular members from a single 2x6, or larger as required, www Note that the purlin spacing for bracing the top chord of the truss shall be permitted in lieu of fabricating from beneath the valley is measured along the slope of the top chord, separate 2x4 members, ++ Larger spans may be built as long as the vertical height does All plates shown are Alpine Wave Plates, not exceed 14'-0'. 2X4 4X4 12 3X4 Valle 12 Max,2� F Spacing 2X4 X4 Pitched Cut Square Cut Stubbed Valley Optional Hip — 8-0-0 max Bottom Chord Bottom Chord End Detail Joint Detail 4X4 Valley Valley ** / 12 or m n T u sses 12 Max, t 2 o. c. \--X3 [I.S t iX3 6-0-0 ����` a 4 (Max Sp 3 acing) 2X4 QO 5X4 gg 1X3 iX3 SQa1N1T$hhhacua th jj, Nr oawa.r mmon Tt usses 20-0-0 (++) Partial Framing •0r• / �r at 24' O.c, Plan Supporting trusses at 24' o,c, maximum spacing, i-VARNINGI w REM AM FIHJ_OV ALL MMS la+ TMS BRAVM = e o. qLL 30 30 40PSF REF VALLEY DETAIL NMDW RTANTar FURNISH TNIS DRAVING TTI ALL CONTRACTDRS INCLUDING THE WSTAIJERS. • Trusses require extreme care In fabricating, handUng, shipping, InstalUng and bracing. Refer .��dd : i TC DL 20 15 7 PSF DATE 01/26/2018 follow the latest edition of BCSI (Building Component Safety Information, by TPI and SHCA) for practices prior to performing these functions. Installers shall provide temporary brndng per SL S Unless noted otherwise, top chord shall have properly attached structural sheathing and both chordA'$' BC DL 10 10 10 PSF DRWG VAL180160118 shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint o rpp0� a f1 r Plr shall have bracing Installed per BCSI sections B3, B7 or BIG, as applicable. Apply plates to each aEA° ba s (*.- LZ' m of truss and position as shown above and on the Joint Details, unless noted otherwise. rr •ris (r" 6.'� BC LL 0 0 0 PSF P' Refer todivision drawings If 17 for Building Cop pints Group positions. �� 1 •� Vim'. Alpine, i dlv ny of ITV BuIlding Components Group Inc shoo not SI responsible For any , shIppn n [. •aww 6 w° Cl+-w! TOT. LD, 60 55 57PSF this droning, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping. [ wrww��aaae AN ITW COMPANY Installation 6 bracing of trusses. A seal on this drawing or cower page Ustu,g this drawing, Indicates acceptance of professional °/!p� r/29/2021 11514\Earth\City\Expressway engineering resporsMRlty solely for the design sham. The suitnbRlty and use of this drawing '�91 K7fV'L").�g14t� DUR,FAC, 1.25/1.33 1.15 1.15 II Suite\242 for any structure Is the respor b" of the BuRcang Designer per ANSI/TPI 1 SecZ �• 0e$$$ti! \\Earth\Cily,\MO\63045 For more information see this Job's general notes page and these web sites SPACING 24,0' ALPINEi wwwalpineltr.conl TPIL ww%tpinsAorgi SBCAi www.sbclndustry.orgi ICG wwwJccs4fe.org W04-ad 4-u!of- d!H llouop d❑ tX# 10172 ❑NI❑VdS Ii'I Si'i EE'i/SZ'i'�dd'?JfIQ 8TT09TNI-lVA ❑M�IQ 8TOZ/9Z/TO 31HQ -lIV13Q ),3�-lVA 33?J u'old bu!wn A3 ln!qun BJo•a,4vsbbP.6& i7JI f6.m•dulsnpupgs•.w. �VJgS IBjo•}suld}•... qdl lwob•.}lauldlyu� i3NIdltl isa}ls qas asay; puv a6vd sa}ou IvjauaB s,goj sly} aas uol}vwaojul avow �.J $Nll7 rp •d—S i Idl/ISNV jad jautlrea Gulp" ay} do 41ilgsuods" a% sl a.n;bru}s ICuo .x BUI—P sgp do asn puv �(ylggv;iri a41 wogs u5PaP a4} —e Albs 4IRT-todsau BuMaaul& lowlssa3o.+d do a�uo;da»v sa}v�Q+4 'B4avwP sM B4is11 a6ad dano.� m B�Yv+P sW} uo lvas tl •sassnu} do 6u!bvuq q uollmlv;= yya®m- lddlys •Bulipuyy uo3 uo •I Idl/ISNtl 411• abuywjoduob ul ssnj; ay} pllnq o} aunllv3 duv Bulavup sp 7., }vinap poi alglsuodsau aq ;ou Ilvys •buI s;uauodwoo 6ulpllne All do uolslnlp v 'auldltl s! •suol}lsod a}old puvpuv}s uol Z-V091 50-1-DJP o; 1-,4- •asl.uay;o pa}ou ssalun •slly;all ;ulor ay} uo puv anogv u-04s sv walsod puv ssnu} • as y a o} sa}old Rlddy •algvbllddv sv 'pIg uo Zg 'eg suol;bas ISog jad pally}sul Bulbvuq anvy IM `� q ;o uly.ysau Iyua}yI ;uauyuuad uo3 u.oys suol}vbo� •BUllldb pIBM payby; m Alaadoad y anyy IIv: uo; q puv Butyl}yays ly.m;gnu}s pay�y};y ,(Iuadoud anv4 Ilvys puoyP do} 'aslruay}o pa}ou ssal� 4444 ISJH Bulbv,aq Ruvuodwa} apinoud Ilvys sually;sul •suombun,{ asay} 6ulwjoduad o} wolad sabl}bv. , xa (tlJflS puv Idl 6q •uol}vwuo3ul 63ajvS 4uauodwo3 BuIpUna) IS7g do uoplpa ;sa}vI ay} .olp p�y as •Bulbouq puv Bugly}sul •BulddMs •BuIIpuv,4 'Bulgvblugvd ul auvb awau;xa aalnbaa sassnul ® 2IIlltl1SNI 3Hl 91IIBfll3lII S71[113tl21INM TPo a1 BLIIAVda SINl HSINMA "IWI Dd INR • manvrm SIF{L Na S31IN TIV AOTIdi WW aVM ■aF NDMA■■ [ ZOZ/6Z/' 3SdLS SS 09 'Q- '1❑1 ' L. •\®�`.-°1 3Sd 0 0 0 �� ❑g r�A'J.6� �Sd OT OT OT �Q ❑g �Sd L SI OZ �Q 81 s ; �SdO# OE OE �� a �a e '7'O N G tro d sassn 11 uowwo❑rf/,/ '/'f+rrra 6 a� TO b ti ��� J,�� � 'xnW OT S 11 o zT ,te i 1 1 u w 0 Aapnn/ pal!nu-ao Aall-OA puoul❑ woO14-0g puogo wo4-� S fin❑ au'onbS 4-n❑ pa�io4-!d 1!'��-aQ pu3 �alln/� paggn�S #XZ area caaslsat�� 6upndS all'0A ',0-J71 paaoxa 4-ou saop : q5lalj lno1448A aq), s)o 6uol so 4.11nq aq kow sulods uaGuo-1 ++ -puogD door aq{ - jo adols aqq, 6uoln paunsloaw s! 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Aall-OA molaq sassnu�- 6u!n,uoddns 4o,4 21/01 si qoor!d icl mlp do)r wnw!x•oW '('u!w '2#'0 = ❑) JdS '8 3H uo,4 Udw 02T uo '('ulw 'OS'0 = ❑) -1-3Q uo,4 Udw SST '('u!w 'SS'0 = ❑) dS uo_4 L{dw OLT lu014-nool uo!}oauuoo :�n lo!ua:pw ssnu:� bu!:�uoddns uo paslog paadS pu!P1 'xnW 100'T = 4-zN 'jsd S=-lQ 31 pu!/'M '❑ 'dx3 '6uipl!ng pasolou3 '4-`-{61aH uoaW ,OE '91-L 33SV u0,4 pal!0u-a01r sl!bu (,S'E x ,SET'0) xoq p9T (2) :gq-lm ssnuq, 6u!or,4oddns A Aana o)r AapnA t,!ona Uon44H )K)K 'ua)r)raq uo Z# -I-3Q 'Z#/T# 3dS 'S# dS #xZ sgaM 'ua4-0rac1 uo Z#/T# 3dS uo NZ# dS #xZ pu0L18 3rog '.Aa448cq uo Z# -1-3Q 'Z#/T# 3dS 'NZ# dS #xa puogo doi, 00'Z=4-z>{ 'S 'dx3 'paso>>u:] '4-g6iaH ubaH ,OS :9I-L. :13SV - TO' -aQ AaWOA IN v 10 VALLEY FRAMING & BRACING DETAIL Lumber Size and Grade•Minumum Requirements Ridge board... 2x6 (min) p2 Southern Pine or better, Rafter spans 20'-De or less... (A) 2x6 SP e2, SPF N1/n2, OF e2 or better (B) 2x6 SP 112, SPF N1/H2, OF 112 or better Purlins/Lateral bracing... 2x6 SPF112, HF N2, OF N2 or better Sleepers... 2x(width of rafter seat cut) SPF x3 or better 2 parallel 2x6 SPF 03 Cripples and blocking... 2x6 SPF 113 or better Truss Below... See design - Southern Pine Material ' RIDGE BOARD (2X6) 1/2 Height of Valley COLLAR BEAM, EVERY THIRD PAIR OF RAFTERS TYPICAL COMMONS•-- 2x4 Pu 2x4 BLdin 24" CKING TRUSS TRUSS UNDER VALLEY FRAMING VALLEY RAFTER OR RIDGE ® +CRIPPLE +Cripples 4'-0" for 30 psf (TL) and 20 psf (TD) Max. Space the crippes for each row starting from the valleys or sleepers and working inward to the ridge board so that cripple locations are staggered between rows. 2' 0" O.C. (Typ) Attachment can be made directly or through plywood sheathing by cutting a 2"x6" notch in sheathing A'-D" TYPICAI Connection Requirement Notes 1. 2x6 rafters to ridge 416d toe -nails 2. Cripple to ridge 416d toe -nails 3. Cripple to rafter 416d toe -nails (**) 816d face -nails 4. Rafter to sleeper or blocking 516d toe -nails Rafter to two 2x6 sleepers 416d toe -nails S. Sleeper to truss 416d toe -nails Two 2x6 sleepers to truss 3 16d toe -nails each sleeper & truss 6. Ridge board to roof block 416d toe -nails 7. Ridge board to truss 416d toe -nails 8. Purlin to (Typ) 316d toe -nails 9. Truss to blocking 416d toe -nails 10. Truss to cripple 416d toe -nails 11. Truss to cripple 416d toe -nails 12. Cripple to purlin 3 16d toe -nails SPACED 24" O.C. (Where no sheathing appileal (NOT REQUIRED IF SLEEPERS ARE USED) 13. Collar beam to rafter 4 16d toe -nails GENERAL NOTES CRIPPLE, BRACING, & BLOCKING NOTES NOTE: 16d (0.162"x3.5") COMMON NAILS Purlins required 2'-0" O.C. in absence of plywood sheathing. -2x4 continuous lateral restraint (CLR) min. is required for cripples 5'-0" to 10'-0" long Trusses without sheathing applied must be evaluated accordingly. nailed w/ 2 -10d (0.148"x3") nails. Or 2x4 "T" or scab reinforcement nailed to flat edge Purlins should overlap sheathing one truss spacing minimum. of cripple with 10d f0.128"x3.0") nails at 6" o.c. "T" or scab must be 90 % of cripple length. In cases that this Is impractical, overlap sheathing a minimum Cripples over 10'-0' long requre two CLR's or both faces w/ "T" or scab. Use stress of 6", and nail upwards through sheathing into purlin with a graded lumber & box or common nails. minimum of 8-Sd (0.131"x2.5") common wire nails. Narrow edge of cripple can face ridge or rafter, Effects of not providing sheathing below a valley set as long as the proper number of nails are must be evaluated by the building designer. Installed into ridge board This drawing applies to valleys with the following conditions: .Install blocking under rafter if sleepers are not used, Spans (distance between heels) 40'-0" or less -install blocking under cripples If cripples fall between Maximum valley height: 14'-0" lower truss top chords and lateral bracing Is not used. ' Apply all nailing accordance to current requiremen -Maximum mean roof height: 30 feetotherwise. ts qyf Nails are common oth wire nails unless noted otherwise. H� � -ASCE 7-05, 140 mph, Enclosed, Cat 11, Exp B,1=1.0, Kzt=1.0 -Or A Maximum of ASCE 7-10, 180 mph, Enclosed, Exp D, Kzt=1.0 00.9000902.• (A) (B) (**) -0dM0"- R£AP NO FM10V ALL WMS ON IMS WAtmrl TO ALL COKTRACT RS INCi DM : _ LL 20 30 40 54 REF VALLEY FRAMING �TANTFURN a ISH 1RAVR6 IIDOG THE MSTALU= 1 Trusses ragLk- ext— care h fakat fnMling, shippkg, Instattkig and bmck+g Refer. to � . 7� LZ DL 10 20 7 7 DATE 10/01/14 folios the latest edition of BCSI t Saf.t IMornatlan, by TPI ad SBCA) for saf 6 practices prior to perfcmkg these functions. Installers shall provide temporary bmdna per B • • i' LWess rated otherwise, top chord shall have property attached structu t sheathing and bottan is STATE OF �C DL 0 0 0 0 DRWG VACNV1801015 shall have a properly attached Mold cello. Locations shown for per ent taterot restraint of ^ shag have braekg kistatted per BCSI sections B3, B7 or B10, as applicable. Apply plates to each f. :♦ .� : C LL 0 0 0 0 of truss and position os she— above and on the Joint Detalls, unless noted othe I e. SSS w Q 6L.P�0 N� Refer to Awwkgs IWA-Z fr standard plate posheons. �� - ••♦L 0RIOP•• Alpine, a divlslon of ITV &AeUng components Group Inc shau not be respans&te for arty deviation from Fs ••.Ar....••' \�c� TOT. LD.30 50 47 61 /1t'I ITW C1OMPYWY this drama, any Pollure to build the truss or us In conformance with ANSI/1PI 1, w fhandling, stdpping, (f a fnstattatlon t bracing of trusses. '�i� N/O �l /t1 A seal on this\drawing w cover pane ltsli g this drowhy InAcatNA ce es acceptanof professional -'4 �rwsptlr�uty s.Wy far the drslpn shown ne suttabllty and use of this a-a.k,o rmtnHttt�� DUR. FAC. 1.25/1.15 13389 Lakelmnl Drive for arty k resporrcUny r>F )a1dkg Desiprr per ANSI/TPI t Sec2. Earth City, MO 63045 For' rout Momatlon sett" Job's general oat page and these web cites, kY, /O ` SPACING SEE ABOVE ALP. malpineltw j TPIi ■wwApkutorgl SBrAi w .zbcinduexyargl ICO w Jcesafeorp (// C 20