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E r.. u aOlCe WB 1. m zc, 0 RFFFIR ro PApt i8R CaRE1.TW. TYPICAL 7' SETBACK CORNERSET LABEIIN eun meriuc R. VIEWED M r l An � fl, V %ado 1-)'�0>_ 4T D Total Truss Quantity = 61). THIS IS A TRUSS PLACEMENT PLAN. ITS INTENDED TO AID THE INSTALLATION OF TRUSSES. ENGINEERED TRUSS DRAVANGS AND ARCHITECTURALS' SUPERCEDE I SHINGLE R0 E 4 HEELi-3/ - -"- PLUMB 0 1 MLn-PLY whR E FASTr@i ALL R.TO SHALL BE FASTENO TO[ENER (BRT3, INKS. AND OR SCIEVS) PR®i nl ➢ MWMaON AM iFf'ryC MY LMp$ NE MgLHIl FER TI[ SIPPL® pVGIIRhk7eXG SIEETS NOT0 DO NET CUT OR &M TRUSSES VITIWT axRRTDr OF TM Q F BOOT aNR£3 vlu ! BE ACCIPTEO VI PRIOR VRnTETI N RovA BY OUR SERVICE BEPARTNENT AT COAPEMER ONIRACTOO OF MORBA, OiG E'n-293-94E7 A' TE crRRRr rDE EEABs ALL BEARING PALLS NJST 8E AOEWATELY U��yy�gp= YT O SERVI RPOSEO BY THE TRUSS OR TRUSSES, AIO IgTU�.� ��s SUO C TIE TRRSES ARE SET O mBER TO .N—� X---Labeled End Mark Genera) Notes O w Pnw aae Wuww, nN mss .a nR yNn M1P.� tlw Iq tivU pWil NYm 9� 2)N 1wNRe m Aipam lusty 1e11N wXwb1 b6 9) w ben .PXBNAN Y 14' 8G rm� WPMw {) � flab MAR. BC9-BI nMmmkHm pm®aR X-Onelnl sSaAd b 1Yma q a maimim A'RtWq i0 OS. vaw tle wm.m xarw. WXmE�RA n. V NA.. �Pr. m as-BI a Nn Paanbr bull ROOF LOADING SCHEDULE TCCLLLpL� s 20 PPSSFF Cm s 7 PSF BCDL - 10 PSF TOTAL m 37 PSF DURATION/�� - 120 .S RIND SPD/TYP! IRO ENCLOSED BLDG EXPOSURE - C USAGE - RESIDENTIAL CAT I MDND IMPORTANCE FACTOR z<1 UPUFTS BASED pk 9.2 PSF DESIGN CRITERIA FBC 2020 TPI 2014 A imv�mm..m. PYrc, a (maser-1e anaN� �mnwm como�Y ..e.Ydebm ,m maw mdm2 e�ear,rem. .daldmau oR m(.m l W d. FLOOR LOADING SCHEDULI TCLL m PS TCDL m PSF BCOL m PS' TOTAL PSF CARPENTER CONTRACTORS OF AMERICA 3900 AvE G. N V. WINTER HAVEN Fl Im mm PHOEi(80W 9S9-BBOE FAX. (8GW 294249E BUILDER D.H. HORTON 3TA=UDK PRWECTCREEK E MODEL 1972/ARIA/CC (AA���B� 7A6/PESO/B7® / ALT DESC ` OTC LOT 1 OCK FOEDWElw PAGE 1 //2917 �NN333986R C I I,' I Ir ITT Planning & Development Services Department u.: RY n � p§p"�' Building & Regulations Division YUA g :f% Product Review Affidavit FL # or Miami -Dade FLORIDA PRODUCT APPROVAL REVISION REVISION EXPIRATION DATE Product Model # Manufacturer Glass Description Method of Attachment Building Design Product Design Pressure Pressure For anchoring through frame into wood framing or 2x buck use #10 wood screws with FL17499.2 R8 10/08/2023 SH Window 185 SH MI Window and Doors Non Impact p sufficient length to achive a 11/4" minimum embed. Into substrate. Locate anchors as shown in elevations and installation details.For anchoring through frame into masonry / concrete use 3/16" tapcons with sufficient length to achive a 11/4" minimum embed. into substrate. Locate anchors as shown in elevations and installation details. (+38) / (-48) (+50) / (-50) For anchoring through frame into wood framing or 2x buck use #10 wood screws with sufficient length to achive a 13/8" minimum embed. Locate anchors as shown in installation details.For anchoring through frame into masonry / concrete use 1/41, FL15353.2 R5 12/31/2024 Vertical Mullion 5764 MI Window and Doors Non Impact ELCO ultracon tapcons with sufficient length to achive a 11/4" minimum embed. w/ 1" min. edge distance. Locate anchors as shown in installation details. (+38) / (-48) (+48.1 / (-48.1) For anchoring through frame into wood framing or 2x buck use #10 wood screws with sufficient length to achive a 11/4" minimum embed. Into substrate. Locate anchors as FL15349.1 R14 4/3/2023 Fixed Window 185 PW MI Window and Doors Non Impact shown in elevations and installation details.For anchoring through frame into masonry / concrete use 3/16" tapcons with sufficient length to achive a 11/4" minimum embed.Into substrate w/ min 2 1/2" edge distance. Locate anchors as shown in (+38) / (-48) (+60) J (-60) installation details. For anchoring through frame into wood framing or 2x buck use #10 wood screws with sufficient length to achive a 13/8" minimum embed. Into substrate. Locate anchors as FL15332.2 R6 12/31/2024 Sliding Glass Door Series 420 Aluminum SGD MI Window and Doors Non Impact shown in elevations and installation details.Foranchoring through frame into masonry / concrete use 3/16" tapcons with sufficient length to achive a 11/4" minimum embed. Into substrate w/ min 2 1/2" edge distance. Locate anchors as shown in (+33) J (-41) (+48.2) / (-48.2) installation details. 114" concrete screw 6" edge distance @ head, 4" edge distance @ jamb, 4" each side FL20461.17 R6 12/31/2021 Opaque single door with transom Smooth Star Thermo-Tru N/A of transom centerline to bucking. Fastener spacing @ 15" o/c max. @ head and jamb. Min. embedment of a]I anchors to be 11/4" (+36) / (-47) (+47) / (47) FL16107.3 R13 (R14) 12/31/2038, PENDING APPROVAL Double Garage Door 16.2x773 W6 Clopay N/A 3/8" x 2-3/4" Hilti sleeve anchors 6" from ends 22" O/C d • (+29) / (-35) (+36) / (-42) 3/8" Simpson Titen heavy duty screw anchor with 1 1/8" OD washer into grout filled FL8248.11 R20 12 31 02 � / Double Garage Door ALT 8024 Wayne Dalton N/A CMU with min. emben of 2 3/4", min. edge distance of 4" and mih. end distance of 4". Max fastener spacing of 20". 3/8" dia. X 3" long lag screws with 1" OD washers with a 1 9/32" thread penetration into seasoned dry wood supporting structure. (+29) / (-35) (+34.4) / (-38.3) FL14170.7 R14 (1315) 12/31/2023, (PENDING APPROVAL) Double Garage Door (ALT) Series 170-175, 177, 180- 185, 187 Overhead N/A 3/8" Simpson Titen heavy duty screw anchor with 2 3/V embed min 6" between jamb and bracket location. 2 3/4" min edge distance. ` (+29) / (-35) (+34.4) / (-38.3) Use galvanized (zinc coated) roofing nails, 11 or 12 gauge, with at least 3/8" dia. FL30310.1 Rl 12/31/2024 Roof IKO SHINGLES 1KO Cambridge N/A heads, long enough to penetrate through plywood or 3/4" into boards. Use 4 nails per shingle placed 6-1/8" above the butt edge, approx. 1" and 13" from each end and 1/2" above each cutout. Drive nails straight so that nail head is flush with, but not cutting into shingle surface. N/A N/A Miami -Dade approved corrosion risistant tin caps and 12 ga. 1-1/4" annular ring shank nails spaced 6"O.C. at all laps and three staggard rows fastened 12" O.C. in the FL15216.1 R8 12/31/2023 Underlayment RhinoRoof U20 Interwrap N/A field. Self adhesive self adhesive _ FL5259.1 R32 12/23/2023 Underlayment (Alternate). Polystick IRXE Polyglass USA N/A FL17322.1 R7 31 12 2024 / / Underlayment (Alternate) WeatherMaster 100 Atlas Roofing Corp N/A FL34546.1 Rl 12/31/2024 Underlayment (Alternate) Shield Granulated Owens Corning N/A Self adhesive FL27076.16 Rl 3 28 2023 / / Underlayment (Aternate) Weather Armor SB-1 APOC N/A Self adhesive FL3792.5 FL19567.2 R14 R2 8/16/2021 9/21/2026 Off Ridge Vent Off Ridge -Vent ALTERNATE) 770D MMI Lomanaco MILLINUM METALS N/A Install N/A Install per manufacturers recommended requirements. per manufacturers recommended requirements, N/A N/A N/A -- N/A FL33919.1 R1 12/31/2024 Soffit Variform Soffits PlyGem N/A Install per manufacturers recommended requirements. (+31.6) / (-38.8) (+157) / (-46.1) FL1527Z.1 R4 (RS) (APPROVAL 12/31/2023, PENDING) Soffit (Alt) TZ Alside install N A / per manufacturers recommended requirements. (+31.6) x 20 stainless steel or ELCO Panelmate with minimum embedment @ 13/4" in mason Z 1/2" min. edge distance, 12' o c max. spacing. Can be headed / n'� g � / � g• or all thread but with wing nuts. / (-38.8) (+75) J (-75) FL16293.1 R3 12 31/2021 / Hurricane Panels Less than 6' span 24 GAGE Hurricane Storm panel MFG. 1/4" N/A concrete screw N/A (+47) / (-53) FL16293.1 R3 12/31/2021 Hurricane Panels 6' span or more 24 GAGE Hurricane Storm panel MFG. 1/4" N/A concrete screw x 20 stainless steel or ELCO Panelmate with minimum embedment @ 1 3/4" in / masonry, 2 1/2" min. edge distance, 12" o/c max. spacing. Can be headed or all thread but with wing nuts, N/A (+45) / (-50) FL17147.1 R5 6/27/2021 Zip System SheathingWail Sheathing Hub@r Install N/A per manufacturers recommended requirements. N/A N/A FL13192.2 R6 12/31/2023 Lap Siding Cemplank James bgrdie Building Pfpducts, Install N/A per manufacturers recommended requirements. Id@ FL1392,1 R7 1/1/2055 I Joists (2 Story OnI ) BCI ESR-JJ36 N/A install per manufacturers recommended requirements. 2194 HWY°A1A, SUITE'.301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3597. www.abdesigngroup.c:om 161 AA #: 0003325 h w w U o� a QQ 0 U q U N q N 0 k . 8a LOT: LUCIE NTY ER PA T# RESS NGLE SWING: 60 MPH EXP. C ARCHITECT- STATE OF FLORIDA APR 16 121 MICHAEL C. AN ERSON AR NO 17305 PRINT DATE: 03.30.21 SCALE: 1/4"= L'-0" SHEET PAI �- I L) COPF-ve CONTROL DATE 3.30.21 c Builder: Project: Model/Building: Lot Alt: ENGINEERING PACKAGE DR HORTON /STATEWIDE E7k5/320 167ED Lot: Address: ................................................................................................................................... JobNumber:N333986 :.......... .......... ......... .......... ........................................................................................... . Block: Unit: Revision Date: New Load #: RH01 Ay"-z 40 Cep Y CARPENTER CONTRACTORS OF AMERICA, INC 3900 AVENUE G. N.W. WINTER HAVEN, FLORIDA 33880 PH (800) 959-8806 FAX (941) 294-7934 ALFINE March 13,20.10 AN rTW CLAIPANY Mr. Bob: Michaelis' CarpenterContractors. of America„ .Inc: ,3900 Avenue G, Northwest VV ,nt er Haven,,FL 33880-6201 Re: Alt I on,§ for 6 single ply carried truss with a width Jess than #rnative ins al ati the. hanger width, :and: wood. blocking to: achieve full design load'val . ueIdr face-mounted:bgriger att on.-a-oh'�i ply U. . - adhment supporting girder (Reference detail WA3M2)I Dear .Bob,: :For a single ply carried truss with 'a width less than`thie hanger. width -you can jhstall.p.prefabricated lack -ch scab .truss: (")for woodfillerblockihgi.: The chord sites,: .. 0rd.gf.10es, antl Alpine:b bhhector.pleite(s) to be the. seirrie as the single: ply.carned truss. The prefabricated jack t6lb'truss. have anrninimu length, of 481'and will have -a-minimum Dit6h-:of:511.2. The single ply carried truss -shall have.9 reaction of 3 . 1500# or less. Attach prefabricated. with: th two. (2) rows. of 0A28"x3.0"Gun Nails at'2' P16aS6-refertothbSimpson at 10 201,9.page 216; Figure . for more informa on, A Figure I Fora sjtjgf ei- ply'girde'r1hat requires wood blocking to:adhio e ifull design load. Value for face -mounted hangers -attach one wood block to the back face of the single plygirderwith the tame size.. and grade..as the bottom.- chord of the. single. -ply girder. Thewoodblock l6ngth to be such that the blocking .extends to each adjacent Panel Points fwebs:-;�fid bottom Chord intersections): Attach wood jacen . . blodk(*)Wth.two .(2) ' rows -of 01287 x3.0Gun Nails per ;row —staggered. 3.0" applied to the 67.50. Forum D.O.Y.e. Suite 305, O.rlando.. .. ; .32829... _ .� . . . . .(863) ._ . www.aI*pineitw.com " ... ... .......... __-_^___... ... ... -....... ..... -_-'_-------- -_____-_ ___ ..... .... .......... ..... ... ......... -________---___--__'_--_-__-'-_-- - The ap � of '�okaoahtosoforv��udMUarbdodd� 'cnmxqod to;achiemeftill. dpsigpl load �value forhangers ' nnust be.apprpved by the. 'edo�-aUd bhd and '-aUoaUd6n*nmUstbe suffidibintto of If!can.be.0fany further assistance,or ifyou �have anyq n�p a ' ' J�� "A GEMS "4 Ghief Engineer, [pine -an IT. pmppny Orlandoj FL 6750'F6rUm- -OhveSdFLJ2�2�- -9790- | D4�2-6B5 � . ' -_"--,.--_'-~' ALPINE M"COM."My April 26;:2019- Mr. Bob Michaelis Carpenter Coritradtors of ArneridA, Ind. 3900fi�venue . Gi. Northwest tbwe4t -Winter Hpven, FL 33880,6201: Dear. Bob,. Re' Str6n'oback bridging: 6h rbof.t. russ . es. I understand -there is sothd concern over our recommendations' for strbfigbpck bridging on roof 'Strongbpck bridgingof:ANSI-7PI Z014 nor 1;5 it.. . ofthe r ent a re . for roof trusses. is not. p.�qqujreM. quirement Building Component Safety Information (SC-5j), .But str.on back: bridgirig, orY roof. trusses is ri, - .. Am6ri a. q pb I� dserves. : jtqwinrg recommender t,O .1 _ . J� h_PJP jendeat oh.tra6tdrs of i c : tr _g functio"As; One, bridging aligns the bottom chords �after they are.. set so.. they are uniform along the 'ceiling line andh;Ips"with' ceiling. sOrvid0ability. Two, bridging reduces e6lativd deflection' of. adjacent ttUssds-., Strongback bridoingAo6s: not: -prevent or reduce overall individual deflection, esPecially any roof trusses. f loporigporethan 1/4!'inch,........... ............ ... .. .... .. . ... ... .. .. ...... ..... . .. .. . ...... Si trusses d t ry..' permanent bracing �and is not. rongback- bridging in roof.. does not serve as. empora or an Ta.... intended to' .distribute. or share design loads, betiiveeh trusse s. Consequently, -no design load" - have`es s been accounted forWith this.detpil and continuous s strong back,'.bridgihg should hdt:bb ..attached b6tw6en- co(nMon . and girder 'trusses-.. The. use :of strongback bridging shall des' g al.1 not. `interfere with other, i.gn considerations as specified fiedby the Engihebrbf Record 6. r the Building: Designer. The outer ends oiltse stroqg- Iack bridging shall be. attached. -:to a wall or anothersecure end. restraint, or as.specified'.b Engineer of Re6ofd dr:-thd Building .Designer: . y the ng1he Stronigback- bridging 'shall. be-:prijnimdm of 2X6 rvonliriai lumber. oriented with the depth vottical. Attach with (3) 16d:common nails (0A6Zx3.51) -nails at; each intersecting thembee. When -extending the. strorigbadk bridging overlap by at. a,Minimum of two trusses, Thelocatloq of the: strongback: bridging. Taybe specified b . the Truss WhUfaOurer,. Engineer of , R6dord, or Building Designer: Please ref&-Ao BCSI "Strongbacking Provisions" or*.tp..A.Ipin.e..STR$q.1.8k.1.01�4 detail for more informaton. The grapbid shown ,(FidUr'&_-1) isfor. eneric Alustrdtive- purpose only. 6750Forum Dfive:guite3O5,Orlando, FL32821'-(800)521-9790�-(863)422-8685 www--Oineihwcom� 4 ALPINE OL)A 10� jo.��Cr ii 10 Figwej, If Lcan_ be of any further assistance` or -if you -have anyquestions; please; *give. .me a call. Williatti: H.. ,Knck- O.'E* Chief Erigi.neeT Alpine an 11W.CoMpany Engin * i 9'Department . . qedn -Qdan.do-, FL. -6760 Forum Drive Suite.:305, Orl6nift FL 3282.1 4 (80.0) 571'-9790 - (8153).422-8685 -STRO.NG3AtK:8'R1DGING RECOMMENDATIONS 3NGEACK TOGETHER .,,ATTACH SCAB W1 TH 10c1:BDVGUN I. 4! 0' 2X6, (0,128!4.01 ). NAI,?S IN 2 ROWS' AT .64 D.C. SCAB NOTE, IN LIEU'13F- SPLICINa. AS SHOWN, LAP ITREINGBACK-.1RIPOING HENBERS rQR:AJ I-LASI ONE .TRUSS .SPACING ST-REINGBACK * 'BRIDGING:SPLICE DETAI STRONGBACk BRIDGING. ATTACHMENT ALTERNATIVES AN nW=MPANY 13713MViconDaya S0110 200 Maryland Helghts. MO 63.04.3 w lab All scabron bVocks shall bez. a minimum. 2x4 'stress gt7qcIed ,umber:;' O-Atl s-tr9n9back bridging and bracing shall m1nimum 2x6 'stress' graded. ' o-The Oui��pose 0f st rond4ack bIs. to rld6lhg. . t * a:cI sharing �etweejj. 'Indi" d trusses,: develop 'o VI s resetting In -an b,�6ra[L Ih&6as ?sI. ... . . 1 1: V- In, the w stiffness` of the: floor system; 2k6' st*t-ongback bridging, po*sltlohgd.;as .-..s.hbWn In i cletalls, 'Is recommended at 10' =V o.c. Kma ot-The- terms 'VrIbIbIng" and -'b'r . a . cog' are. sometimes 'Bratlh Is. sin used: -Interchangeabty., structural eequiremen-t of qn�y. floor 1'mportdnt� :s f or roof system, m, 1.2.ef er to the: Truss. DOsIgh -Drawing CT D) for;- the;' bratino req uW,'&m.*ent s f6i each IndIVIdu t truss cop)poherli, 'Bridging;! particularly 'strongback ';bridging' S* 'a. rec6mmiendatJoh- for d truss system to. help contrpt.vibratloh. In: adaftion to aiding.. in the: distr bution of point lbads b0t*e66 adjacent :truss, -strongback bridging servesto reduce ors -cl ?3 POO Pokiw bounce or e:sidunl vibration. resulting: frorl a moving pp.n.. Ioqds, :such as footst.eps, The performance of a:systems are enhanced by. the : Ins=tallatfoh of bridging acid therefore Is. strongly recommended by Alpine, For additional Infokhatiph regarding. s7trQngbapk refer to Component Safety- information). A - Li- PSF 1; TADL RSF I Nb. 70861. - - - . 11 C BDL PV I a t L L.. PSF 8 TD, PSF E FF. 1.00 0 1 k& FAC. NG. 11 _..._ r 'IF } i �,E 1 {I�tS: t bT:1- 0 AWT-Efft-A . 1WE"Y•G6'kl.m. MORE 'TFa :i�#W . •ate F'cpfil.r�ssG,.iOt�Ytt� R- O.T Q gar . �f,�r T 1sL.. 149 -06� QPFf'SA'i?R,••A.�P�yt?I�...�)f�{���Np: Fpi�:.�.EJF SE.S� -PLAT '9 RD.: A '1 N. ►ll-dirt.�°Ct k4., ,'fL.I Altp t ggP: i• 'to I�fS7r. �ctlf5.TO.-P. MOVE �N.3'S ;tip � IfiliT�p�� "77.��" ' Tl�•. H�', Silf�Pl;if l� ar: lS31r1Y h YII & �ls f � �' iii'FCY i -BY `fH - �F� :RAS'I'DA.. Elie .• iii C."LE PAN ,rid •teas �.r r7?• LTi•a . �� •��• rr—r,' ;-=-, i-->, a'i'::i: CHI � l t - Cracked or Broken This drawing specifies repairs for a truss with broken chord or web member, This design Is valid onlyy for single ply trusses with 2x4 or 2x6 broken members. NO more than one break per chord panel f and no more than two breaks per truss are allowed, Contact the truss manufacturer for any repairs that do not comply with this detall, (B) = Damaged area, 12' max length of damaged section r (L) = Minimum nailing distance on each side of damaged area (B) (S) = Two 2x4 or two 2x6 side members, same size, grade, and species as damaged member, Applyy one scab per face, Minimum side member tength(s) = C2)(L) + (B) Scab member length (S) must be within the broken panel, Nall Into 2x4 members using two (2) rows at 4' o,c., rows staggered, Nall Into 2x6 members using three (3) rows at 4e mc„ rows staggered. Nail using 10d box or gun nalls (0,128101, min) Into ea5,h side member. The maximum permitted lumber grade for -use with this detail Is Umlted to Visual grade 01 and MSR grade 1650f. This repair detail may be used for broken connector plate at r mid --panel splices. This repair detail may not be used for damaged chord or web sections occurring within the connector plate area. Broken . chord may not support any tie-in loads, s• L L 40 —ITYPI o, + o + o + o + o O + O + O + O + Str agger = Back Face lad Box (0,128' x 3', min) Naksl = Front Face 2x6 Member - Triplee Roww taggered Nail Spacing Detail Member, Repair Detail Load Durationi = 0% nl—L:, F., sec -^%I "o Inrronccrl -Pnr Duration of Load Maximum Member Axial Force. Member Size L SPF-C HF DF-L SYp Web Only ' 2x4 12" 620# 635# 730# 8004 Web Only 2x4 18, 975# 1055# 1295# 1415# Web or Chord 2x4 24 , 975#1 1055# 1495# 1745# Web or. Ct and 2x6 1465# 1565# 2245# 2620# Web or Chord 2x4 30+ 1910# 1960# 2315# 2555# Web or Chord 2x6 2230# 2365# 3125# 3575# Web or Chord 2x4 36, 2470# 2530# 2930# 3210# Web or Chord 2x6 3535# 3635# 4295# 4745# Web or Chord 2x4 42 2975# 3045# 3505# 3835# Web or Chord 2x6 43954 4500# 5225# 5725# Web or Chord 2x4 48 3460# 3540# 4070# 4445# Web or Chord 2x6 5165# 5280# =6095#6660# L, NIn4,um L DIA ..e 8 L s B . L HlNmlstoun e I I L D` .nce L %W"NGIms READ AND fDLUN ALL NOTES ON THIS DRAVIN01 ar181PRRTANI'm FURNISH THIS DRAVM TO ALL COWRACTDRS INCL5ING TFE INSTALLERS, REF MEMBER REPAIR DATE 10/01/14 Trusses requlrr nitrrne care In Pabrleailma, hvrdlha,.sNpgj Install and breelno. Refer to and rollout tM latest rdltlon or icst a%Adkv Component Soft In(ernotM,: by TP1 and SDCA1 far snlety DRWG REPCHRD1014 pptry etkrs prior -to perFwNnp these funetlans. Installers shall provW.:tenparery brreNp per 11CSL UMaess noted otherrpe, too chord shalt have properly attached structural sheathklQ on bottom chard �. n r� shalt have a properly attadkd rlold arllr�o. Loeatlons shorn for permanent laterol.restrolti of Webs shall have bracing InrWird per HCSI. sections 33. 27 or 310, ar applicable, r, plates to eaG51 Fact ,0*tWrvise, Q I 1 I lJ I� of truss and position as shorn above and on the Joint Metals, Wtfss notteeff Refer to dearinQ4, 1iaA-2 Ier standord plat- positions, AN rTW �MPAHY Alpine, a dNlslvn of ITV Suldin Companrnts Orawr Inc, shall net be rrsponalble for ony devlo}lee, Iron 4Ns drow4+p, any Pallure to b0j th& truss M con with ANSI/TPI 1, or For 1+and nm ShIPOW, irUsies. , /utallatlon o ZQch1Q of A seal'en tFAs dr6wft x Cum- Pappe! Lkl)i,Q iFls draWF,Q, vwlmies accep}arsr of profesvlanrl +nn.srMo raspaneWt4j . solely far the derlpn shorn The ndtobllty and use of iNs drarM+O 1.14 any s�'ueture Is the rnponsbKky of the WW94 Mssfpner per ANSIfTPi t Srct. . A ,L}y. SPACING 24,0' MAX 133e9LrkefronlDAve Earth cRy. MO D3045 rer hors Infornailan set this Job's peneral notes pape antl these veb slt►si ALPIM err,alolneltmeeml TPL vWt.tplretmr•Ql SDCA Mrw.sbclndustryarQJ ICO wwrlcc"fe.org i 0 Lumber. Size and G-radeAlnumam Requirements: Pjd,49r mar, #jjo tii-11 %4"be b4iEr 41iolw2x6 smn .bX*t k]fil, UO SP F 0 RI DGE BOARD (2xi) Rtl?.PL] 01 Valley 4W'.M SEAM. -EVERY 7100. RAFTERS lorthr.6 -Cutt MAL 41.0--fYNbAL SM LID d. ZU -.24-0 . Jg (Whore no. h 2. Irfa IPPIM) 6;z-T P(P C E. 8 k.-A& 0 f N 0, - L 01C KI 14 i TR(&S- TOuIcls uNoER VALLEY FRAMING :!F=� VACLO� RA MR -.OR MDGE cs?. fCFklp.'Lt -0 +CrJppIeb*4''Y16r,30 psftTL) , arid -26 pof (.TD) Ma'x, Spateirld . ark( . id. In 1". t . d'16 Wd� , . rid§ I a -h 6&d �a iha L cri ;s,;p(focktia ps are staggererf'between rows,, b" O.C. (Typ) 3, C jI 1 e."t ci. ta- h 64 gY6d toenails ieaffliric�(114) a 1604ke-nalls ahjnsheathing 4. 5 -16citca-'aalfs yfaftilr't6itwo-W sleepers• 415d to"WN Rkrwi, 4'1:6dtd&r%II5 Twq 3 i6d td&'.Mlls:ea.ch sleeper. CragsHjs� 6. :.!FAdge:6abrd.tio-rpo1`bIdck 4 16d toe-ntiUs •RFO'D.MPITCH .7, io.trp!YS- 42.6d-We-;r5ajLs Trez cta.: 61,684e .0. .10, Tru3s*td;'qIppW:. .:III R11010 d1o,"m :.ARE USED) .13. 011ir°h;-Iahl tb xa-6f 4 16d1cie-nalls. A iCA in-cas"'11w, W.4wwA ... m. ' ....... .. ........ .... radedJurnPL. rAXrcam of 6-,:arnwith a O rrlonu ofa qo dt.-&j00(ejw1f 'Nci eldge'& Prod tgldv 1W 9.2 . ,M he: r �hsj�jjgd.. rafter If sicapem,are.not usod, .1agappliestolvallay.sWI(h.1h -Inr z st2kncA .1s:'Ti6t " 44f -y1tII,o,y,h*eI§hI;,14,-,b' =Apply -maximum height; 4,0jeet A�.S.bribtad'aihs Ile. -Ph; kadmazi, bxp ,:0 NMIXlMUT'c 0. X.,89 '44 30 46 54 REP Nktitv, NiAMING FOL11110"Im namim 119m . f' t(-, L4 WAMM TO-"' t4.zv"' 0 bNxw TC DL 1.0 ZO 7 7 DAT ",4 p '-4 -M, w. 23- 0 Wirty .0 0 0 DRW.G VACNV180101+5 fiid ;�-(stwk��Wnp, Miult, F4 '.I, —,Ch f my G 0 0 0 44 ro<.d i6W7; T 41 MI.W.:1-d ptt 9 P05 Rwfr u TO'T. 1D.36T55 4.7' 61 &,Y .1-i —tr •f kBon 11 k Face -Mount Mangers - I -Joists, Glulam and SCL ............. -----........ ........................... _.._........................ .... _._.... _.... _._.................. _.... _............................................... ....__...... -................. .......................... ........ _.................... ------................... ................ _._.__.................................. _._.............. _.... These products are available with additional corrosion protection. For more information, see p.15. Codes: See p.12 for Code Reference Key Chart. Carried Dimensions Fasteners Allowable Loads Member {m) {In) Actual Mtn J z � DFISP - SPFIHF Code Size No e y Web Max Species Header Species,Header Ref.; in. .. o Stiff Regd .W" H i3 Face Joist Uplift Floor, Snow Roof Floor Snow `Roof (160) "(100), (115) (125) ((100) (115) j(125) '- O Min. (14) 0.148 x 3 - 70 1,660 1,805 1,805 1,425 1,555 1.555 v IUS2.56/16 • - 2% 16 2 Max. (16) 0.148 x 3 - 70 1,805 1.,805 1,805 555 1,555 C 21/z x 16 MIU2.56/16 • - 29ti6 157/6 21/z - (24) 0.162 x 31/z (2) 0.148 x 11/z 230 3,455 3,920 4,045 12,970 3,370 3,480 p U314 • ✓ 129fi6 101h 2 - (16) 0.162 x 31/z" (6) 0.148 x 11h" 970 1,945 2,205 2,37511,675 1,895 2,045 U HU316 / HUC316 ✓ 29fi6 14% 21h - (20) 0.162 x 31/z (8) 0.148 x 11h 1,515 2,975 3,360 3,610 12,565 12,895 3,110 IBC, FL, MIU2.56`/18 °' - j 29h6 177/16 2'h (26) 0.162 x 31/z (2} 0.148 x 111z :•� 230 3,745 4,045 4�04513,220 3 3 4801'3,480 LA 211zx18, HU316L HUC316 K , ✓ �" 2slb 1411a-`` 2dlz (20j,0:162 X31h°,. {8j 01?I8 x 1'h °> _1515 2;975" 3,360; s 3 61012, 65 t2 8951�"3,]lOd _ J 21h x 20 MIU2.56/20 - 29/ia 197/16 21/z - (28) 0.162 x 31/z (2) 0.148 x 11/z 230 4,030 4,060 4,060 3,465 3,495 3,495 = �2 /z MIU2 56/20 •� ✓ 29/+e 197/s6 ?, 21h - (28) 0:182 x 3?/z : (2) 0:148 x 1'Iz 230 4;030 4 060' 4 060 3,465 j 3 495 3,495' w to 26 " F O C 29/i6 x 91/4 29/16" wide joists use the same hangers as 21/2" wide joists and have the same loads. O to 26 3'7a )` ? 9'/6 (16) 0162 x 3'h• (2) 0.14�8 x 11h " - 230 " 2;305 "2,61512 820 11;980 € 2.245 1>2,425. -3 x 91h HU210 2 / tIUC210-2� •.. ✓ 131/a 8731+6 ' 21Iz. Max �(18)"0:162�x 3�'h (16)`0.148 x 3 "_'` r k 2,680 3,020` 3 250 2,305 }.2;605!.2,800, IBC, MIU3.12/11 • - 31/a 111/a 21h - (20) 0.162 x 31/z (2) 0.148 x 11/z 230 2,880 3,135 13,13512,475 j 2,695 ' 2,695 FL, 3 x 117/a HU2'12=2 / HUC2'12-2 •' ✓ ' -3.1Yti - 1109/is " 2'/r 'M3x: (22) 0.162 x 3'lz " ` (1fl) O.t48 X3- '; J';"32/5 3,695 3;970 12;820 3,180 3,425 LA > .:HU3.25L12 % HU , G1,25/12 . ;1 . " 3?l4 113/a,,: 21h = a(24)Q162, x 31h •,; "(12) 0148 x 3 „ '1;/z5 31570 4,030' 43351 3,075 {3,470 3,735. -" HU3 25/1fil • M`i (20� 0 162 X 3?/z {8)-0a48 x 3 -1515 2,975 3,360.) 3,610> 2;560 2; , 3105� HUC3:25116 " 3114 13'�i6 2'h Max, ,(26)>O162 X 311z (12) 0.148 x 3 �. 3,870 4,365j 4,605 3,330j,3,755 4 040 - • 3?/a glulani �HUCO210=2 SDS . ' �� 3'14 9, .'< , 3 , '� {12)>11,4x 21/z"SDS (6)'?!a': x'2'h.SDS' 2345, "4'315 4,:1 1, 1 3. t G 1.74 t3 i,?ir? FL 3I/ 85h";k �14 "- "(46) 0162 x'3'h - '(16}'0.162 z 31h, 4,095 9,1001 9,10019,100. 7825 ] 7,825'I 7,825; IBC, MGUS32b)12 "" ..3'/a , l0als „ 4 . ,-= (56) Oz162 x 31h�> (2g) 0.162 x 31/z , 5,040-,9,400 9,400'9,406 j 8,085 8Q85y 8,085 FL LGU3.25 SDS 1 ' 1/4'x 21/zS =' 2)1/" x21/zSDS: ;5,555 6;720 ,l`i , 4;840 2f o,2e03f/4"o3 HHUS46 - 35/a 51A 3 - (14) 0.162 x 31h (6) 0.162 x 31h 1,320 2,785 3,155 3.405 2,395 2,715 2,930 31/z x 5 Y4 HGUS46 - 35/s 06 4 - (20) 0.162 x 31/2 (8) 0.162 x 31h 2,155 4,360 4,885 5,230 3,750 4,200 4,500 HUS48" .r '31/z'x71A 'HHUS48 .HGUS48•e; is IUS3.56/9.5 MIU3.56/9 U410 HUS410 15 HHUS410 31/z x 9'/z HU410/HUC410 HUC0410-SDS HGOS410 LGU3.63-SDS MGU3.63-SDS • • - .35/s ( 71/a '% 3 o (22) 0:162,x31h , (8} 6:1622x 1/� : , ,7 , 4,,290' 4,770 1 5;1'90: 3 61,5 j 4,095' ; 4;415' C3 z • `• '"' 35/a 7Ths i 4 (36) 0;162 x 3_ (2'h, r25 7,60746D 4, 41 a • - 31A 91/z 2 - (10) 0.148 x 3 - 70 1,185 1,345 11,455 1,0201 1.160 11,250 2 0 • • • - 39/,6 81 A6 21/z - (16) 0.162 x 31h (2) 0.148 x 11/z 210 2,305 2,615 2,820 1,980 2,245 2,425 w F7 • ✓ 39/16 83/9 2 - (14) 0.162 x 3Yz (6) 0.148 x 3 970 2,015 2,285 2.465 1,735 1,965 2,120 0 • - 39/16 i 81-Y6 2 - (8) 0.162 x 31/2 (8) 0.162 x 31/z 2,990 2,125 2,420 2,615 1,820 2,070 2,240 0 • - 35/a 9 3 - (30) 0.162 x 31/z (10) 0.162 x 3'/z 3,565 5,635 6,380 6,445 4,845I 5,486 5,545 w ✓ 39A6 8% 21h- (36) 0.162 x 31/z (12) 0.162 x 31h 3,235 7,460 7,460 7,460 i 6.415 6,415 6,415 0 CL • - 39ti6 1 9 3 - (12)1/4" x 21/2" SDS (6)1/4" x 21h" SDS 2,265 4,500 4,500 47500 3,240 13,246 3,240 • - 3% 91/t6 4 - (46) 0.162 x 31/z (16) 0.162 x 31/z 4,095 9,100 9,100 9,100 7.825 7,825 7,825 IBC, F • - 35/s 8 to 30 4'h - (16)114" x 21/z" SDS (12)1/4" x 21/z" SDS 5,555 6,720 6,720 6,720 4,840 4,840 4,840 LA O • - 35/8 91/4 to 30 41/z - (24)1/4" x 21/2' SDS (16)1/4" x 21/z" SDS 7,260 9,450 9,450 9,450 6,805 i 6,805 6,805 N • - °� 35/s1� 117/e' 2 "- f„ (12)';0148 x 3 °' - 'n ` .1,420 1,615'` 1,745^ 1,220,� 1,390 1485 ti U414 • • •(" HHUS410 ; • - .HUS412, 3'h x 117/8 HU412,[HUC412 • ' - HUCD412gSDS: •." F US4122 U3.63 SDS •.• - f 162 x 31/z x2%'"SDS ( 3,425 Y6 See footnotes on p.150. fir. Simpson Sfrong Tied lNood Gon'struction Go,'nnector's i y i 1 Adjustable Truss Hangers 2��@�ERfp W E This product is preferable to similar connectors because of (a) easier installation, (b) higher loads, (c) lower installed cost, or a combination of these features. The THA series have extra long straps that can be field -formed to give height adjustability and top -flange hanger convenience. THA hangers can be installed as top -flange or face -mount hangers. THA4x and THA2x-2 models feature a dense nail pattern in the straps, which provides more installation options and allows for easy top -flange installation. Material: See table Finish: Galvanized. Some products available in ZMAX® coating. See Corrosion Information, pp.13-15. Installation: . • Use all specified fasteners; see General Notes. The following installation methods may be used: • Top -Flange Installation — The straps must be field formed over the header — see table for minimum top -flange requirements. Install top and face nails according to the table. Top nails shall not be within 1/4" from the edge of the top -flange members. For --the THA29 -flails-usedfor-joist• attachmenhfrousi-ba-driven•a, ar, -- angle so that they penetrate through the corner of the joist and into the header. For all other top -flange installations, straighten the double -shear nailing tabs and install the nails straight into the joist. • Face -Mount (Min.) Installation — Install face nails according to the table, with at least half of the required fasteners in the top half of the header. Not all nail holes in the straps will be filled. Nails must have a minimum 1/2" edge distance. Straighten the double -shear nailing tabs and install the joist nails straight into the joist. The face -mount (min.) installation option accommodates conditions where the supported member hangs either partially or entirely below the header. • Face -Mount (Max.) Installation — Install face nails according to the table. Not all nail holes in the straps will be filled except for the following models: THA29, THA213, THA218 and THA413. For all other models with more nail holes than required, the straps maybe installed straight or wrapped over the header, with the tabulated quantity of face nails installed into the face and top of the header. The lowest four face holes must be filled. Nails used for the joist attachment must be driven at an angle so that they penetrate through the corner of the joist into the header. • Uplift — Lowest face nails must be filled to achieve uplift loads. Options: • THA hangers available with the header flanges turned in for 35/s" (except THA413) and larger, with no load reduction — order THAC hanger. Codes: See p.12 for Code Reference Key Chart for :422 for 422-2 426-2 THAC422 13/4' typical 2Vz' for THA422-2 and THA426-2 THA418 Double 4x2— 2face nail Use full table value (total) Single 4x2—�. 4 top nails See(total) Face nails Top nails nailer table pertable per table n� Straighten the double shear nailing tabs and install nails straight into the joist Typical THA Top Flange Installation on a Nailer (except THA29) THA422 Face -Mount (Max.) Installation Straps may be installed straight or wrapped over with tabulated face nails installed into top and face of head6 i Double -Shear Double. Nai6ng Dome Double Shear Shear Nailing Side View Side View; Nailing I (Available on 5,.: Do not some models) Top View?: bend tab' t Straighten the double shear nailing tabs and install nails straight Typical THA422 Top Flange Installation on a 4x2 Floor Truss THA44 Face -Mount (Min.) Installation er to tnote 5 p.187 t6 Top Flange Installation Simpson Strong PeP-i od Construction Connept$s ' THA/THAC Adjustable Truss Hangers (cont.) These products are available with additional corrosion protection. For more Information, see p.15. 1. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other loads govern. 2. Wind (160) is a download rating. 3. Min. top flange refers to the minimum length of strap that must be field -formed over the header. The tabulated bads for the THA29 with 1'h" min. top flange are based on a single 2x carrying member; all other top -flange installation bads are based on a minimum 2-ply 2x carrying member. For 4x2 truss carrying members with double top chords, use the specified fasteners for full tabulated values. For single 4x2 top chord or nailer applications, refer to the Nailer Table. 4. Face -mount installation bads are based on a two-ply 2x carrying member minimum. For single 2x carrying members, use 0.148" x 11h° nails in the carrying member and tabulated fasteners in the carried member, and use 0.80 of the table value for 18 gauge, and 0.68 of the table value for 16 gauge and 14 gauge. 5. For the THA 2x models, one strap may be installed vertically according to the face -mount nailing requirements and the other strap wrapped over the truss chord according to the top -flange nailing requirements (see drawing on p. 186) and achieve full tabulated top -flange installation loads. 6. Refer to installation instructions regarding fastener installation into carried Ooist) member. Based on the installation condition, nails will be installed either straight with straighted double -shear nailing tabs or slanted. 7. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. L,c 18 aF wip�j.�uur.! .�u u���y i�ca•yvvuu-vv�,�uu uuuu�.� vu�:u;�cuiv�u, +�`t,.• s.�� � .�,". ..��x.. a Face -Mount Joist Hangers aG`�EEREp W 9> G This product is preferable to similar connectors because of a) easier installation, b) higher loads, c) lower installed cost, or a combination of these features. The double -shear hanger series, ranging from the light -capacity LUS hangers to the highest -capacity HGUS hangers, feature nnovatI;; double -shear nailing tha_ dlstnbu-us the load through tv"10 points on each oist nail for grew er strength. This allows for fewer nails, faster installation and the use of all common nails for the same connection. For medium -load truss applications, the.MUS offers a lower -cost alternative and easier installation than the HUS or THA hangers, while providing greater load capacity and bearing than the LUS. Material: See tables on pp. 194-195 Finish: Galvanized. Some products available in stainless steel or ZMAX° coating. See Corrosion Information, pp.13-15. Installation: • Use all specified fasteners; see General Notes. • Nails must be driven at an angle through the joist or truss into the header to achieve the table loads. --- -... -- _� ..._.- • 'Not designed for welc(ed oi• n_ailer a�p6cations: ; . - --- 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 Nailing, Side View Do not bend tab Dome Double -Shear Nailing Side View (Available on some models) 1' for 2Xs 1A6" for 4Xs a . �a, H 3� ax=° B LUS28 HHUS210-2 M_ vy - -_ MUS28 HUS210 (HUS26, HUS28, and HHUS similar) HGUS28-2 Typical HUS26 Installation with Reduced Heel Height (multiple member fastening by Designer) 91 r 19 ±Simpson:Strong- Tie ° Wood Construction"pcon,nec'ors SIIVIPSON Face -Mount Joist Hangers (cont.) Im 91 0 1. See table below for allowable bads. 1. For dimensions and fastener information, see table above. See table footnotes on p. 195. HHUS/HGUS See Hanger Options information on pp. 98-99. HHUS — Sloped and/or Skewed Seat These products are available with additional corrosion protection. For more information, see p.15. For stainbw-steel fasteners, see p. 21. Many of these products are approved for installation B with Strong-DriveO SD Connector screws. See pp. 335-337 for more information. • HHUS hangers can be skewed to a maximum of 45' and/or sloped to a maximum of 45° • For skew only, maximum allowable download is 0.85 of the table load • For sloped only or sloped and skewed hangers, the maximum allowable download is 0.65 of the table load • Uplift loads for sloped/skewed conditions are 0.72 of the table load, not to exceed 2,475 lb. • The joist must be bevel -cut to allow for double shear nailing HGUS — Skewed Seat • HGUS hangers can be skewed only to a maximum of 45°. Allowable loads are: HGUS Seat Width Joist Down Load Uplift W < 2" Square cut 0.62 of table load 0.46 of table load W < 2" Bevel cut 0.72 of table load 0.46 of table load 2" < W < 6" Bevel cut 0.85 of table load 0.41 of table load 2" < W < 6" Square cut 0.46 of table load 0.41 of table load W > 6" Bevel cut 0.85 of table load 0.41 of table load J4 Acute 0" i Specify angle Top View HHUS Hanger Skewed Right goist must be bevel cut) All joist nails installed on the outside angle (non -acute side). 1101 LUS/MUS/HUS/HHUS/HGUS ..................................... ..... .. .............................................................................. ................................................. - ............... ....................... ............................................................................................................................. ............. - ........................................................ These products are available with For stainless Many of these products are approved for installation Madditional corrosion protection. M steel fasteners, M with Strong -Drive* SD Connector screws. For more information, see p. 15. see p. 21. See pp. 335-337 for more information. Double 2x Sizes LUS24 .1,62 x'31/ "I 1245 355" 690" 13 -1,,' 70 1 65, HHUS26-2 I 4--A6 14 TY16 5Y� 3 (14)0.162x3l/2 (6) 0.162 x 31/2 1,320 2,830 3,190 3,415 4,250 1,135 2,435 2,745 12,935 3,655 HGUS26-2 49A6 12 35A6 57A6 4#(20) 0.162 x 31/2 (8) 0.162 x 31/2 2,155 4,340 4,850 5,170 5,575 1,855 3,730 4,170 4,445 4,79 '31 12 '162,x 31/�� 3i�i� 15 f 9�1 1,130' 74 fi, IBC, FL, HHUS28-2:1 71/4, (8) 0.162 x 5 5J5 15 �,670 4J�5, 7� LA LUS210-2 1 67/,. 18 1 31A 9 1 2 1 (8)0.162x31/2 1 (6)(0.16201/2 1:24511,57511,785 11,93012,435 HHUS210-2 D-N-1 14 13�/,,_ 87A 1 3 1 (30)10.16201/�J (10)0.162x3'/213:5,riCol5,70516,4351C,48516:48,'ILI,33a14,90515,3401 5;0-ll 5,190 HGUS210-2 1 89/16 1 12 1 35A6 93A. 1 4 1(46)0.162x3l/21 (16)13.16201/214,09519,100 19,100 19,100 19,100 13,520 17,4601 7,825 1 7,825 17,825 Triple 2x Sizes HUU62 -3 ,(49). YJPZX�v 4163u", 1 IBC,FL, '460' 46 6i 1 HHUS210-3 8 14 411A6 8/8 3 (30) 0.16201/2 (10)0.162x3lh 3,405 5,630 6,375 6,485 6,485 2,930 4,840 5,485 5,575 5,575 FL HGUS210-3 811A6 12 415A 91/4 4 (46)0.162x3l/2 (16)0.162x3l/2 41095 9,100 9,100 9,100 9,100 3,520 7,825 7,825 7,825 7,825 'Fi '�i 1, 2 4'1!Yi6 1034 41 - 4 4 6) 6�- 62k 3 bk" 0 4 -, _�4�_44J�: -- I J IB LA 6),0,',1620162 :xi 31/2 5,695 10,125 10,125 4, 0 '8""160 Quadruple 2x Sizes �GUSK4 Y 12�: 69A6 5346 4 8)0.162x3'/2%- 2,1� j,4 4 5, •IBC, . ...... FL, HGUS 2 8 4 j 7/4 12 61A6 71A6 4 (36) 0.162 x 31h (12) 0.162 x 31h 3,235 1 7,460 7,460 7,460 7,460 2,780 6,415 6,415 6,415 6,415 1 LA_ HHUS210-4 8% 14 61A 8 7/a 3 (30) 0.162 x 31/2 (10) 0.162 x 31/2 3,405 5,6301 6,375 16-485 16,485 2,930 14,840 15,485 5,575 15,575 1 FL ]BIG, FL, LA U Sizes 1;395p 43 3 IUS4 ,; I (4jb.1 , I" :266,1'� 1 8 113C, FL 1I5D "H 5A I 5qA ,, 11I I "A[1, 83"I"Ai 90, 411 5' � I 2,43.5,12,74 1J 2j935`31655 , LUS48 43/a 18 39A6 3�Y4 2 x 3/ (6) 0.161 (4) 0.162 x 31/2 090 1,2 315 11,490 1,610 2,030 9 i 0 1,130 '0 1 2 1,280 1,385 1,745 IBC, FL, HUS48 61/8 14 39/16 7 2 (6) 0.162 x 31h (6) 0.162 x 31h 1320 1,580 1,790 1:930 2,415 1:13 `5 0 1,360 57$,"7 1,540 1 5 1,660 2,075 LA HHUS48 61/2 14 3% 71/s 3 (22) 0.162 x 31/2 (8) 0.162 x 31/2 1;760 4,265 4,810 5,155 5,980 70 31670 4 1 4,135 4,435 5,145 HGUS48 67A6 12 36/8 71A6 4 (36) 0.162 x 31/2 (12) 0.162 x 31/2 3,235 7,460 7,460 7,460 7,460 2,780 6,415 5 64 6,415 6,415 6,415 00 F� 5 �J ld� 77-, ji 4, - , , ' (4 6) 0.1 A 6Z 3 '09. 4; 5 9,1 Q, q 9100 9YIiO g,'l '0 O'LM) 1 '3 520 UO 7'82�.� 7, BIG, FL, LA HGUS412 12 3% 107A6 4 (56) 0.162 x 31/2 (20) 0.162 31/2 5,6955 9:1045 9,045 9,045 9�01 ;10,125 4 �_' C 7,780 7,780 _7; 8 0 HGUS414 11 1,i6 12 3% 127A6 4 (66) 0.162 x 31/2 (22) 0.162 x 31/2 5,695 10,125110,125 10,125 4,900 1 8,190 8,190 8,190 8,190 iDouble 4x Sizes FL 1. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other loads govern. 2. Wind (160) is a download rating. 3. Minimum heel height shown is required to achieve full table loads. For less than minimum heel height, see technical bulletin T-C-REDHEEL at strongtie.com. 4. Truss chord cross -grain tension may limit allowable loads in accordance with ANSI/TPl 1-2014. Simpson Strong -Tie® Connector Selector* software includes the evaluation of cross -grain tension in its hanger allowable loads. For additional information, contact Simpson Strong -Tie. 5. Loads shown are based on a two-ply 2x carrying member minimum for nailed hangers. With 3x carrying members, use 0.162" x 2 'h" nails in the header and 0.162" x 31/2" in the joist, with no load reduction. With single 2x carrying members, use 0.148" x 1 'h" nails in the header and 0. 148" x 3" in the joist, and reduce the load to 0.64 of the table value. 6. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. it 19 Simpson Stroneg-Tie° Wood Construction. Connectors ' 0 Face -Mount Truss Hanger The HTU face -mount truss hanger has nail patterns designed specifically for shallow heel heights, so that full allowable loads (with minimum nailing) apply to heel heights as low as 37/a". Minimum and maximum nailing options provide solutions for -varying heel heights and end conditions. Alternate allowable loads are provided for gaps between the end of the truss and the carrying member up to 1/z" max. to allow for greater construction tolerances (maximum gap for standard allowable loads is 1/V per ASTM D1761 and D7147). See technical bulletin T-C-HANGERGAP at strongtie.com for more information. Material: 16 gauge Finish: Galvanized Installation: • Use all specified fasteners; see General Notes • Can be installed filling round holes only, or filling round and triangle holes for maximum 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 uplift capacity Optiolis: .- --,;,- • HTU may be skewed up to 671/z°. See Hanger Options on pp. 98-99 for allowable loads. • See engineering letter L-C-HTUSD at strongtie.com for installation with Strong -Drive® SD fasteners. Codes: See p.12 for Code Reference Key Chart Min. heel height per table E Many of these products are approved for installation with Strong-Drlv& SD Connector screws. See pp. 335-337 for more information. HTU26 %8" maic: gap between end'c truss and carrying member Typical HTU26 Minimum Nailing Installation Alternate Installation - HTU Installation for HTU28 Installed on Standard Allowable Loads 2x6 Carrying Member (for 1/2" maximum gap, (HTU210 similar) use Alternate Allowable Loads.) Standard Allowable Loads (1/8" Maximum Hanger Gap) t Mrn Dlmens(ons {m) Fasteners `(in ) y DFISP Allowable Loads SPF/HF Allowable toads 8o -� „, Code;l „ Carrylrg CarvediPP upbff, i Floor Snow =EiooffWintl Uplift Floor'; Snow ;Roof INmd Ref'; IHegbt W ti 8 ; Member `(160} s {100) {115)r (1?5} . E(160) {16Q} {100)"; {115} '{125) u(160) : r Single 2x Sizes HTLf�6Min.} p 3'". , 7Ia/is , 31iz, .{20 ti,.162'x Srtiz k {7431i,748 x I Yz {,25D , , 2,9 4Q= ` 3'2Q4�,.° 3 20Q, 3,2Q4.. • 1;,{375, 1,852', 2,Qi , 2 ©15 14 ' 20VAi62'x3*�z" {20,014trx alh, �,5 2940, ,) -', )3„4;014- 7;335 2'S30" ,5 c� ::}3g50. IBC, HTU28 (Min.) 37/a 1 Ma 7�Ar, 31/z (26) 0.162 x 31/z (14) 0.148 x 11/z 1,235 3,820 3,895 3,895 3,895 1,060 2,865 2,920 2,920 F2_,9_2_01 FL, HTU28 (Max.) 71/4 15/a 71A6 31/z (26) 0.162 x 31/z (26) 0.148 x 11/z 2,020 3,820 4,315 4,655 5,435 1,735 3,285 3,710 1 4,005 4,675 LA 1TU210(Maz) x^�✓a ""`9fis'h^ (32}0:162'x3"h?,(32j04,8x1'Jz 3;31,5 ,,,70"u r3C- ,59.95-f 2;85Q °"4,045`_ 'r i=4,r 1.155.% Double 2x Sizes (2Q) Q.1fi2;x,1 4) O.I�tBx - "t 5t3; < 2,94bo # , f l f© „1,305 1,850N 1 2,09Qe `2 255 r '4G5;< °HTU26 2 (iS4az) , s' 51jir< ; 5ha 5 h6, 3,?Ii ,{2fl) 0.1620148 i, 2 75„ 2,94Q:" ; x:, , , 4,,.8` 1,1 2,,53D' 2,8s # 3,855`s HTU28-2 (Min.) 37/a 3s/i6 71tis 31/z (26) 0.162 x 31/z (14) 0.148 x 3 1,530 3,820 4,310 4,310 4,310 1,315 2,865 3,235 3,235 3,235 IBC, HTU28-2 (Max.) 71/a 3-516 71tis 31/z (26) 0.162 x 31/z (26) 0.148 x 3 3,485 3,820 4,315 4,655 5.825 2,995 3,285 aG t , -, A005" L.A. tlT1)210F2.,(Mn} 3'�5, 3ia 91hs . 31/z,,`'"{32) Q 162„x 3'lz , (14),4148 x3, 1,755 j 4 705', 4 815 ; 48fS 4,$1S y,i,510 ` 3.530 € ,3,610 =3,610 , i3,61,Q H,Tli21Q 2:(Maxj 91 3�hs ;97hs 3ry/z {32)0:l62x3* ?k1iQ , : i,(32) .1,4 1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member. 2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch. 3. Uplift bads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govem. 4. Wind (160) is a download rating. 5. For hanger gaps between 1/a" and 1h", use the Alternate Allowable Loads. 6. Truss chord cross -grain tension may Emit allowable bads in accordance with ANSVTPI 1-2014. Simpson Strong -Tie" Connector Selector° software includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie. 7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 1 %" nails in the header and reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table bad. 8. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. '96 �SimpsonStrong T(e��Wood,Construction° Connec""tors „ ' '� ` �. ` $IMPSQN: U Z_ } Z a 0 U w 0 Z cr 0 CO CO rn 0 N O rn 0 U ti Face -Mount Truss Hanger (cont.) 6 Many of these products are approved for installation with Strong -Drive® SD Connector screws. See pp. 335-337 for more information. Alternate Installation Table for 2x4 and 2x6 Carrying Member fin) � I•�������� 'Member-- .Member 4 (160) [ ' (100) 11,470 �(115) (11S) (lbu) (1bu)_ : (uu) ` ~1,615 HTU26 (Min.) 37/a (2) 2x4 (10) 0.162 x 31/z (14) 0.148 x 11/z 925 it cep 1,790 ;,875 795 1,265 1,430 5A.0 HTU26 (Max) + 5 /z i (2) 2x4 + (1 D) 0162 x 3 /z 1 (20) 0148 x 1 /z 1 2 � 10 1,470 i,660 1:?90 2;220 1065 1,265 1,430 4,540 1,910 IBC, ,.._.,,.,. .. .4 ._. .......... .. ....�, ...,..,...,., _ ,�.., ....,,P_..,,, , n- 4 �� �.� .. %%-ten .. . ��., t n nnc � .'i`anG � � pan` � 4�s.« _.�`;aarr �� �an_.JFL, LA 1. See table above for dimensions and additional footnotes. 2. Maximum hanger gap for the alternative installation is 1h". 3. Wind (160) is a download rating. 4. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. /A(iernai(ve /illUWaUle L_UaUS l'/2 IV[dAlf I lUl I I Hell ICE. CI ladfJl Single 2x Sizes M Th511 2; 255HT26 , IBC, HTU28 (Min.) 37/a 15/a 711A6 31/z (26) 0.162 x 31/2 (14) 0.148 x 11/z 1,110 3,770 3,770 3,770 3,770 955 2,825 2,825 2,825 1 2,825 1 FL, LA HTU28 (Max.) 71/a 15/a 71f a 31/z (26) 0.162 x 31/z (26) 0.148 x 11/z 1,920 3,820 4,315 %;,655 5,015 1,695 2,865 3,235 3,490 3,765 Double 2x Sizes HTU28-2 (Min.) 37/a 35A+6 71/+a 31/z 1 (26) 0.162 x 31/z 1 (1.4) 0.148 x 3 1 1,490 3,820 ` 3,980 3,980 3,980 1,280 2,865 i 2,985 12,985 12,985 1 IBC, FL, HTU28-2 (Max.) 71/a 35/+e 71Ae 3% (26) 0.162 x 31/z 1 (26) 0.148 x 3 1 3,035 3,820 4,31w 4 b 5,520 2,610 2,865 3,235 3 1,0 4140 J LA 1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member. 2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch. 3. Uplift bads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern. 4. Wind (160) is a download rating. 5. For hanger gaps between 1/a" and 1h", use the Alternate Allowable Loads. 6. Truss chord cross -grain tension may Emit allowable bads in accordance with ANSVTPI 1-2014. Simpson Strong -Tie® Connector Selectors software includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie. 7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 11/z" nails in the header and . reduce the allowable download to 0.70 of the table value. The allowable upti t is 100% of the table bad. 8. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. 19 FSIIVIPSON+ HU/HUC/HSUR/L Medium -Duty Face -Mount Hangers HU/HUC hangers may be installed on a masonry/concrete wall as described below. Additionally, HU hangers with one flange concealed may be installed similarly. HU and HUC products are heavy-duty face -mount joist hangers made from 14-gauge galvanized steel. • The HUC is a concealed flange (face flanges turned in) version of the HU. • HU is available with both flanges concealed, provided the W dimension is 25/16" or greater, at 100% of the table load. Specify HUC. • HU is available with one flange concealed when the W dimension is less than 25/16" at 100% of the table load. Specify as an `X' version and specify flange to conceal. • For any HU or HUC shown in this catalog, the user may substitute all face nails with 1/4" x 1 3/4" Titen® 2 screws (Model TTN2-25134H) for concrete and 1/4' x 2�i/V Titer, 2 screws (Model 17N2-25234H) for GFCMU, Follow all installation instructions and use the loads from flie sawn lumber or E NIP sections. Material: 14 gauge Finish: Galvanized; ZMAX° and stainless steel available Installation: • Attach the hangers to concrete or GFCMU walls using hex -head Titen 2 screws. Titen screws for GFCMU (1/4" x 23/4" — Model TTN2-25234H) and for concrete (1/4" x 13/4" — Model TTN2-25134H) are not provided with the hangers. • Drill the 3/5"-diameter hole to the specified embedment depth plus 1/2". • Afternatively, drill the 3/1e"-diameter hole to the specified embedment depth and blow it clean using compressed air. • Caution: Oversized -diameter holes in the base material will reduce or eliminate the mechanical interlock of the threads with the base material and will reduce the anchor's load capacity. • , Titen Installation Tool Kits are available. They include a Y116" drill bit and hex -head driver bit (Model TTNT01-RC); a 3/16" x 41/2" drill bit is also available (Model MDB18412). • A minimum edge distance of 11/2" and minimum end distance of 37/3" is required as showy; in Fig -re 1 fOr full uplift load. • Where no uplift load is required, a minimum end distance of 11h" is Permitted. Codes: See p.12 for Code Reference Key Chart HUC410 i 1 P�_ 2y, m;,. M:L AEA Figure 1 — HUC410 Installed on Masonry Block End Wall Figure 2 — HUG410 Installed on Masonry Block End Wall 23 HU/HUC/HSUR/L ............................... _._... ........... -----..- -....- -- ...---._........................................... ..--..-....--------........... -._-....... _.... _...... ....................... _............ -................................................. __.............................._._..----...-.........._............_............. Medium -Duty Face -Mount Hangers (cont.) These products are available with additional corrosion protection. For more information, see p.15. HU26 HU26X (4)1/4 x 23/a 1 (4) 1/4 x 13/4 (2) 0.148 x 11/2 335 1,000 335 1,545 H 5 " 7601U28 2 400 HU24-2 HUC24-2 (4)1/4 x 23/4 (4)1/4 x 13/4 (2) 0.148 x 3 380 1,000 380 1,545 HU26 2 (Min) .` HUC26' 2 {8}?/d X 231a (8)1!4 x 13/4t (4) 0148 x $ 78p 760 3 2Gp HU26 2 Maz) HUG26 2 (12)1�';x 23/4 , (12 1/a`x 73/-0 (6) Q 148 x 3 1135 3 00 s z . __., �.. x. HU26.3 (Min.) HUC26-3 (Min.) (8)1/4 x 23/4 (8)1/4 x 13/4 (4) 0.148 x 3 760 2,000 760 3,200 HU26-3 (Max.) HUC26-3 (Max.) (12)1/4 x 23/4 (12) 1/4 x 13/4 (6) 0.148 x 3 1,135 3,000 1,135 3,950 HU2$ 2,(Min j ; °` HUC28 2 (Min) (10J.1%ax 23/4 1 (10)'/a x 13/4 (4} 0148 x 3 '760 E 2,500' 760 3 725 ; HU28 2(Max) HUC28 2 (Max) (14)'1/a x 23/a {i4)1/d x 13/4 (6) 0148 x 3 1;135 3 500 -'` 1135 4 920 y HU210 HU21OX (8) 1/4 x 23/4 (8) 1/4 x 13/4 (4) 0.148 x 11/2 545 2,000 760 2,415 2 (Mmi}- HUC210Mn" 4) 13/a {; 00 1; 9920 `'3HU210 HU210 2 (Max )1 ' - % HUG210;2 (Max) (18)11a x 23/4 {18)1/d X 13/". fi (10) 0148 Xp3 t - 4 500 T 1 800 5 G85 - N HU210-3 (Min.) HUC210-3 (Min.) (14) Y4 x 23/4 (14)1/4 x 13/4 (6) 0.148 x 3 1,135 3,500 1,135 4,920 HU210-3 (Max.) HUC210-3 (Max.) (18) Y4 x 23/4 (18)1/4 x 13/4 (10) 0.148 x 3 1,800 4,500 1,800 5,085 HU212>a '� ?f (10) 1/4' 23/ (10)1ak1131a �6) 0148 x.1'/z 1135 2500 1;135 2 S65 fHU212X " < I. C HU212-2 (Min.) HUC212.2 (Min.) (16)1/4 x 23/4 (16)1/4 x 1-1/4� (6) 0.148 x 3 1,135 4,000 1,135 4,920 V HU212-2 (Max.) HUC212-2 (Max.) (22)1/4 x 23/4 (22)1/4 x 13/4 (10) 0.148 x 3 1,350 5,085 1,350 5,085 <' �46) CD HU2i2 3 (Mm) HUG2121laX 131a 0148 x 3 1735 4,000..' 1,135 4920 C HU212 3 (Max) HUC212-3 (Max) . (22)1/a'x 23/a {r { (22� 114 x 13/d < (10) 0148 X 3 1 S00- „ O () HU214 HU214X (12)1/4 x 23/4 I (12)1/4 x 13/4 (6) 0.148 x 11/2 1.135 2,665 1,135 2,665 HU214,2(Min) f HUC2142(Min) (18)1/4x23/a {18)11aX13/a {$)0148x.3 515 4600z 1a515 5085 � HU214 2 {Max) tiUC214 2 (Max) (24} 1/ax 23/a ` j24)1la x 1 ala ti 62) 014$ X'3� 015 5 085 2 0�5 585E n HU214-3 (Min.) HUC214-3 (Min.) (18)1/a x 23/4 (18)1/4 x 13/4 (8) 0.148 x 3 1,515 4,500 1,515 5,085 HU214-3 (Max.) HUC214-3 (Max.) (24) 114 x 23/4 (24)114 x 13/4 (12) 0.148 x 3 2,015 5,085 2,015 5,085 HU276 HU216X _ b (1$}<r'X 23/a -j(18j_1/4 X 2 920 =' 1515 " 2 920 HU216-2 (Min.) HUC216-2 (Min.) (20)114 x 23/4 (20)1/4 x 13/4 (8) 0.148 x 3 1,515 4,920 1,515 4,920 HU216-2 (Max.) HUC216-2 (Max.) (2 6) 1/4 x 23/4 (26)1/4 x 13/4 (12) 0.148 x 3 2,015 5,085 2,015 5,085 HU2,163 (Min } -'- r'fP"P 3 (Mm) , y (20j?/a x23/a rr,;; (20) lax 1314 t, , `(8) 0146x 3 1 15 4,920E°• 1,515 9 92G HU216 3 (Max } . HUC216 3 (Max) . (26)1/i x 2314 (26J 1/a x 13/e „ {]2) 01A.8 X.3 : 2 015 S 085 2 015 5 085 HU7 (Min.) (Not available) (12)1/4 x 23/4 (12) 1/4 x 13/4 (4) 0.148 x 11/2 545 2,980 760 2,980 HU7 (Max.) (Not available) (16)114 x 23/4 (16)1/a x 13/4 (8) 0.148 x 11/2 1,085 3,485 1,085 3,485 HU11 (Min.) (Not available) (22)1/4 x 23/4 (22)1/4 x 13/4 (6) 0.148 x 11/2 1,135 3,230 1,135 3,230 HU11 (Max.) (Not available) (30)1/4 x 23/4 (30) 1/4 x 1 3/4 (10) 0.148 x 11/2 1,445 3,735 1,445 3,735 {Not available} {28)'A 23/4 {28) lb x,131a ;.(8) 01481;515+ 3 485 ,;8 STAGGER JOINTS - TYP. RAISED HEEL ROOF TRU55ES 5/SKI SEE PLAN UPLIFT/SHEAR ANC EACH TRUSS - SEE PLAN ISM = —mom B/5KI f' NOTE: ADD'L FRAMING NOT SHOWN FOR CLARITY RAISED HEEL TRUSS BEARING A SCALE. NTS SKI i. I i IBBON BOARD- SEE CHEDULE FOR SPACING d ASTENING TO TRUS5E5 —MASONRY WALL - SEE PLAN ROOF SHEATHING- SEE f 5OFFIT/FA5CIA- SEE ARCH. RAISED HEEL ROOF TRUSSES -SEE PLAN UW) O RIBBON BOARD- U < 3 2 SEE SCHEDULE Z LL FOR SPACING d _U Z r D : FASTENING TO d > > a TRUSSES w o z WALL SHEATHING -SEE PLAN -= w z a. 3 MIN. 15/32' CDX PLYWOOD OR Y I 1/16' OSB WITH Sd GUN NAILS U (0.131' X 2 1/2') a 6' O.G. TO UPLIFT/SHEAR GYP. CEILING- RIBBON BOARDS ANCHOR EACH SEE PLAN d TRU55- SEE PLAN SCHEDULE DO NOT FASTEN RIBBON BOARD _ INTO END GRAIN OF ROOF TRUSS MASONRY WALL- BOTTOM CHORD SEE PLAN _ _ AEVISI RAISED HEEL TRUSS BEARING E3 SCALES ITS SKI RIBBON SCHEDULE; DESIGN CRITERIA RIBBON MATERIAL RIBBON SPACING RIBBON ATTACHMENT Vuli=165 MPH (2) 12d GUN (0.131' X 3') (Vasd=128 MPH) 2X4 5PF02 24' TO EACH TRUSS, (4) EXP. B, NAILS AT JOINTS ENCLOSED VUIL=180 MPH (2) 12d GUN (0.131' X 3') (Vasd=139 MPH) 2X4 SPM 16, TO EACH TRUSS, (4) EXP. C, NAILS AT JOINTS ENCLOSED m6 �a W ❑ ❑ SNEETTRLE: RBBONOE l— NSFO HEEL BOOT IRV— LNEET INFORMATION: O11111 .E I5S ; I1.00.16 JR�WN BY: I.EwFO0Y: SK.I 11 January:-1,Q,,20.W 1C arp I en. te . r'-Contractors OfArne'rica", Inc.. 39,0'.GAveiviie Gi NW DearMaft. It.',has wine .'tbmyattention .,ihat.�s,om.equestions were raised concorning,818, diarfiete't' holes drilled tlru tlie: chords deface)Ofsy,s4,2 gable -, end US4qs,tp to: for ihreaded rods usedf6r`tid�dbWhs`;'If-th6s6,94bleends,are,overcontinuous support; 'e, - 1 . h ib&-aredtille w -th' oft c heath- d..,wfd:the' "' yts.:, ea J ccging,,,aiiycohn"eetdr'p;At6s-�-%or -ahblit.da I , '-verficdl"webg Then : p.o',rep,air,'.---isreciufre'd,:The tr,,,u8,gon'l��:s-uppots I 'fe-6toffloor 1' ads.' hd,'ndaddi-tion4l load. lfybit have ,any :qiiostions,,-:please give mefa,:call., Siticerely'. kovill If 11, ffjfr 4 IN 4 Nb� 7 • STAT,E'Qf .6.760:Forum .Driv SditeqOOrlando, FL 32 821,- (800.) 521-W90—(863)422-8685 vvw-w-plpineitw.qqm, Tips docurowtt iuts beam electtcxiicaW sib copies wilt iA an o6 ind side nwstbe "Y6ded48Sing#0(wiginal eiemoric.version. �,eeaersi;�esew„'M COA #0 278 �;T`.-��•}., + 03/10/202.1 =. _4' ALPINE - AN IN✓CWPANY Alpine, an ITW Company 6750 Forum Drive„ Suite 305 Orlando, FL 32821 Phone: (800)755-6001 www.alpineitw.com te:�;fi�rtv►stigr� Page 1. Custoiner: : Carpenter Contractors of America Job. Number.: N333986 Job Description: 7A5/320 ,167ED ,RHOl / 1:6721ARIA14EAB ELEV.D Address: J' bb'o ine�C4t iw Design Code: FBC 7th Ed. 2020 Res IntelliVIEW Version; 20.02.00A JRef#:: 1X3L89750067 Wind Standard.- ASCE 7-16 Wind Speed (mph): 160 Design Loading (pst): 37.00 Building Type: Closed This package contains general notes pages, 27 truss drawing(s) and 4 detail(s).. 1 069.21,1302.24968 Al 3 069.21.1302.25124 A2 5 069.21.1302.25094 A4 7 069.21.1302.25625 A6 91 069.21.1302.25812 A10G 11 069,21.1302.25483 A9 13 06921.1302.25719 13'1 15 069.21.1302.24749 C1GE 17 069.21.1302.25671 MV01 19 060,21,1302.25764 EJ7A 21 069,.21,1302,25577 EJ7$ 23 069.2.1.130215406 CJ5 25 069.21.130225344 CJ3. 27 069.2.1.1302.21437' HJ7 29 GBLLETIN011`8 31 VALTN160118 4Ora wing Nurril i r "; [rasa 2 06921.1302.24796 A1A 4 06921.1302.25030 A3 6 069,21.1302.25062 A5 8 069-2.1.1302.24703 A7 10 069.21.1302.25514 A8 12: 069.21.1302.25562 A11 G 14 06921.1302.25656 62GE 16 069.21.1302.25750 V4 18 069.21,1302.25452 MV02 20 069,21.1302.2.4922 EJ7 22 069.21-A302;25437' CJ5A 24 069.21.1302.25827 CJ3A 26 069.21.1302.25358 CJ1 28 A16015ENC1'60118 30 VAL180160118 Florida Certificate of Product Approval #FL1999 Printed 311012021' 1:50:56 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 ofANSI/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. a This document may be a high quality facsimile of -the original engineering document which is a digitally signed electronic file with third party authentication. A wet or embossed seal copy of this engineering document is available upon request. Temporary Lateral Restraint and Bracing: Temporary lateral restraint and diagonal bracing shall be installed according to the provisions of BCSI chapters B1, B2, B7 and/or B10 (Building Component Safety Information, by TPI and SBCA), or as specified by the Building Designer or other Registered Design Professional. The required locations for lateral restraint and/or bracing depicted on these drawings are only for the permanent lateral support of the truss members to reduce buckling lengths, and do not apply to and may not be relied upon for the temporary stability of the truss components during their installation. Permanent Lateral Restraint and Bracing: The required locations for lateral restraint or bracing depicted on these drawings are for the permanent lateral support of the truss members to reduce buckling lengths. Permanent lateral support shall be installed according to the provisions of BCSI chapters B3, B7 and/or 1310, or as specified by the Building Designer or other Registered Design Professional. These drawings do not depict or specify installation/erection bracing, wind bracing, portal bracing or similar building stability bracing which are parts of the overall building design to be specified, designed and detailed by the Building Designer. Connector Plate Information: Alpine connector plates are made of ASTM A653 or ASTM A1063 galvanized steel with the following designations, gauges and grades: W=Wave, 20ga, grade 40; H=Hi'gh Strength, 20ga, grade 60; S=Super Strength, 18ga, grade 60. Information on model code compliance is contained in the ICC Evaluation Service report ESR-1118, available on-line at www. icc-es. ora. Fire Retardant Treated Lumber: Fire retardant treated lumber must be properly re -dried and maintained below 19% or less moisture level through all stages of construction and usage. Fire retardant treated lumber may be more brittle than untreated lumber. Special handling care must be taken to prevent breakage during all handling activities. Page 1 of 3 General Notes (continued) Key to Terms: Information provided on drawings reflects a summary of the pertinent information required for the truss design. Detailed information on load cases, reactions,, member lengths, forces and members requiring permanent lateral support may be found in calculation sheets available upon written request. BCDL = Bottom Chord standard design Dead Load in pounds per square foot. BCLL = Bottom Chord standard design Live Load in pounds per square foot. CL = Certified lumber. Des Ld = total of TCLL, TCDL, BCLL and BCDL Design Load in pounds per square foot. FRT = Fire Retardant Treated lumber. FRT-DB = D-Blaze Fire Retardant Treated lumber. FRT-DC = Dricon Fire Retardant Treated lumber. FRT-FP = FirePRO Fire Retardant Treated lumber. FRT-FL = FlamePRO Fire Retardant Treated lumber. FRT-FT = FlameTech Fire Retardant Treated lumber. FRT-PG = PYRO-GUARD Fire Retardant Treated lumber. g = green lumber. HORZ(LL) = maximum Horizontal panel point deflection due to Live Load, in inches. HORZ(TL) = maximum Horizontal panel point long term deflection in inches, due to Total Load, including creep adjustment. HPL = additional Horizontal Load added to a truss Piece in pounds per linear foot or pounds. Ic = Incised lumber. FJ = Finger Jointed lumber. 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.orq. 12. ICC: International Code Council; www.iccsafe.orq. 3. Alpine, a division of ITW Building Components Group Inc.: 514 Earth City Expressway, Suite 242, Earth City, MO 63045; www.alpineitw.com. 4. TPI: Truss Plate Institute, 2670 Crain Highway, Suite 203, Waldorf, MD 20601; www.tpinst.org. 5. SBCA: Wood Truss Council of America, 6300 Enterprise Lane, Madison, WI 53719; www.sbcindustry.com. Page 3 of 3 SEQN: 49802 / COMN Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1X3L89750067 T18 / FROM: RWM Qty: 8 ,7A51320 ,167ED ,RH01 / 1672/ARIAI4EAB ELEV.D DrwNo: 069.21.1302.24968 Truss Label: Al SSB / YK 03/1012021 6'1"7 12'8"15 Al" '11"1 32'6"9 38'8" r 6'1"7 6'7"8 6'7"6'7"1 ( 6'7"8 6,1"7 =5X5 E 38'8" 9,4" 9'4" 10' 1' 10' 19'4" 28'8" 38'8" Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h to 2h Spacing: 24.0 " C&C Dist a: 3.87 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W4,W5 2x4 SP #2 N; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.208 K 999 360 VERT(CL): 0.361 K 999 240 HORZ(LL): 0.076 J HORZ(TL): 0.131 J - Creep Factor: 2.0 Max TC CSI: 0.531 Max BC CSI: 0.793 Max Web CSI: 0.428 VIEW Ver: 20.02.00A.1020.20 YSp(•+,� fff •° 0p # • a • • 0 ° COA Q�� ON A �y 11 03/10/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1660 /- /- /936 /301 /432 H 1660 /- /- /936 /301 A Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 2.0 H Brg Width = 8.0 Min Req = 2.0 Bearings B & H are a rigid surface. Bearings B & H require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1446 - 3039 E - F 1102 -1959 C - D 1324 - 2761 F - G 1324 - 2761 D - E 1102 -1959 G - H 1446 - 3039 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - L 2656 -1166 K - J 2199 - 829 L - K 2199 - 848 J - H 2656 -1147 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. L - D 520 -130 K - F 512 - 724 D - K 512 - 724 F - J 520 -130 E -K 1316 -593 **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 propery attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for of lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face o truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE A drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildinccLLComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the ANMCOMPANV truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracincl of trusses. A seal on this drawing or cover page 6750 Forum Drive listing this drawingg indicates acceptance of professional enpsneering responsibilityy solely -for the design shown. The suitability and use of this drawing for any sfructure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindusl .com; ICC: iccsafe.or ; AWC:_awc.org Orlando FL, 32821 SEQN: 498031 COMN Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1X3L89750067 T23 / FROM: PFH Qty: 1 , A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 069.21.1302.24796 Truss Label: AlA SSB / DF 03/10/2021 T 1 � zrrJ'12 F 9 12 T10"14 12'1"12 1T10"4 19'.." 2664 %0 2 38'8" 7'10"14 + 4'2"14 + 8 I 1'5 12 5.4"8 4'2"14 7'10"14 =5X5 F E � T2 2'14 :4X4 12 D 6 7 R J + K Im" A4X6Z) =5QP =4X6(A2)5Xi4 X8 =6X8 =5X14 38'8" T115 4'0"11 5'10"4 1.7'10 5'6" F 791'5 12' 1T10"4 19514 26'8 21' Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h to 2h Spacing: 24.0 " C&C Dist a: 3.87 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #1; T2,T3 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; W6,W9 2x4 SP #2 N; Plating Notes All plates are 2X4 except as noted. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. + Bottom Chord section between vertcials may be removed. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defi/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.201 E 999 360 VERT(CL): 0.375 E 999 240 HORZ(LL): 0.100 L - - HORZ(TL): 0.186 L Creep Factor: 2.0 Max TC CSI: 0.739 Max BC CSI: 0.793 Max Web CSI: 0.865 VIEW Ver: 20.02.00A.1020.20 T11"5 1' 38'8" T ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1518 /- /- /936 /301 /432 J 1518 A A /936 /301 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 2.1 J Brg Width = 8.0 Min Req = 2.1 Bearings B & J are a rigid surface. Bearings B & J require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1366 - 2665 F - G 1495 - 2370 C - D 1312 - 2278 G - H 1355 - 2399 D - E 1328 - 2355 H - 1 1311 - 2276 E - F 1493 - 2326 I - J 1366 - 2665 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - U 2299 -1067 M - L 2298 -1049 U - T 2297 -1068 L - J 2300 -1048 R - N 1841 - 595 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp C - T 315 -446 F - N 1047 - 722 T - R 2100 - 905 N - M 2114 - 888 E - R 387 - 251 M - 1 319 - 451 R - F 1050 -747 **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 attache. ri id ceiling Locations shown for of lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicabgle. Apply plates to each face, o truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildinctComponents Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the ANI-CC-ANY truss in conformance with ANSI 1, or for handling, shipping,. installation and bracin of trusses. A seal on this drawin or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional engineering responsibilityN solely -for the design shown. The suitabiliffy and use of This drawing for any structure is the responsibility of the Building -Designer per ANSI/TP1 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 49804 / SPEC Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1X3L89750067 T17 FROM: RWM Qty: 2 , A5/320 ,167ED ,RH01 / 1672/ARIAAEAB ELEV.D DrwNo: 069.21.1302.25124 Truss Label: A2 SSB / DF 03/10/2021 6'1"7 6'1 "7 178"15 19, 6'7"8 6'3"1 10' Loading Criteria (ps0 Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37. 00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h to 2h Spacing: 24.0 " C&C Dist a: 3.87 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W4,W5 2x4 SP #2 N; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.11 Wx2.5",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. 25'11"1 326"9 38'8" 6'T'8 T 617 =_5X5 E 38'8" Snow Criteria (Pg,Pfin PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): 18'8" 28'8" Defl/CSI Criteria PP Deflection in loc L/defl U# VERT(LL): 0.208 K 999 360 VERT(CL): 0.361 K 999 240 HORZ(LL): 0.076 J - - HORZ(TL): 0.131 J Creep Factor: 2.0 Max TC CSI: 0.531 Max BC CSI: 0.793 Max Web CSI: 0.427 03/10/2021 Ver: 20.02.00A.1020.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1660 /- /- /936 /292 /427 H 1660 /- /- /936 /292 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 2.0 H Brg Width = 8.0 Min Req = 2.0 Bearings B & H are a rigid surface. Bearings B & H require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1415 - 3039 E - F - 1069 -1960 C - D 1292 - 2761 F - G 1292 - 2761 D - E 1070 -1960 G - H 1415 - 3039 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - L 2656 -1142 K - J 2199 - 804 L - K 2199 - 824 J - H 2656 -1121 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. L - D 520 -130 E - K 1314 - 596 D -K 517 -723 F-J 520 -131 K - F 518 - 723 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly attachetl rigqid ceilin Locations shown for permanent lateral restraint of webs shall have bracingq installed per BCSI sections B3, B7 or B10. _ as applicable. App�y plates -to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE� drawings 160A-Z for -standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildinccLLComponents Group Inc. shall not. be responsible for any deviation from.this drawing, any failure to build the ANRWCOWAW truss in conformance with ANSI/TPI 1, or for handling, shipping,. installation and bracin of trusses. A seal on this drawing or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibili�tv� 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: alpineitw.com: TPI: tpinst.orc: SBCA: sbcindustrv.com: ICC: iccsafe.om, AWC, ewr. orn Orlando FL, 32821 SEQN: 49805 / HIPS Ply: 1 Job Number: N333986 Cust: R 8975 JRe'f:1X31_89750067 T16 / FROM: RWM Qty: 2 ,7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 069.21.1302.25030 Truss Label: A3 SSB / DF 03/10/2021 M b_ r T1014 17' 21'8" 30'9"2 T1014 T 9'1"2 4'8" 9'1"2 =5X5 =5X5 D E 38'8" 38'8" 7'10"14 �1' 10, 9'4" 94° t0' 1 10, 19'4" 28'8" 38'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pt. NA Ce: NA VERT(LL): 0.183 J 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.309 J 999 240 B 1716 A /- /940 /309 /385 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.068 1 - - G 1716 A /- /940 /309 /- EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft HORZ(TL): 0.116 1 Wind reactions based on MWFRS B Br Width NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Creep Factor: 2.0 g = 8.0 Min Req = 2.0 Soffit: 0.00 FBC 7th Ed. 2020 Res. Max TC CSI: 0.759 G Brg Width = 8.0 Min Req = 2.0 BCDL: 5.0 psf Bearings B & G are a rigid surface. Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.739 Bearings B & G require a seat plate. Spacing: 24.0 " C&C Dist a: 3.87 ft Rep Fac: Yes Max Web CSI: 0.592 Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Members not listed have forces less than 375# 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 1592 -3121 E-F 1617 -2927 C - D 1617 - 2927 F - G 1593 - 3121 Top chord: 2x4 SP #2 N; T2,T4 2x4 SP 2400f-2.OE; D - E 1280 -2045 Bot chord: 2x4 SP #1; B2,B3 2x4 SP 2400f-2.OE; Webs: 2x4 SP #2 N; W1,W6 2x4 SP #3; ' Maximum Bot Chord Forces Per Ply (Ibs) Bracing Chords Tens.Comp. Chords Tens. Comp. (a) 1X4 #3SRB or better continuous lateral restraint to B - K 2718 -1300 J - 1 1979 - 765 be equally spaced. Attach with (2) 8d Box or Gun K - J 1979 -785 1 - G 2718 -1280 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 C - K 501 -443 E - I 837 -441 for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web K - D 837 -441 1 - F 501 -443 member. Attach with 0.128x3" gun nails @ 6" oc.�L;Mttt�sttltsttpt�r@r+��srsf Loading Truss passed check for 20 psf additional bottom chord ' ffivffi°•. j e'W live load in areas with 42"-high x 24"-wide clearance. ��' °R, ®q°,°�� t& o• ��r� Wind •a° Wind loads based on MWFRS with additional C&C ® Q. member design. Wind loading based on both gable and hip roof types. COA ai� 4e t 03/10/2021 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and'SBCA) r satPety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper) attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral respaint otYwebs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable.- Apply plates to each face, of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildingq�Components Group Inc. shall not.be responsible for -any deviation from this drawing, any failure to build the ANR COWANY truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracin4of trusses. A seal on this drawin or cover pa a 675o Forum Drive listing this drawingg indicates acceptance :of professional encLineenng responsibility solely -for the design shown. The suitability and use of This drawing for any structure is the responsibility of the Building -Designer per ANSI/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: 49806 / HIPS Ply: 1 Job Number: N333986 JRef:1X3L89750067 T15FROM: RWM Qty: 2 Aust:R8975 7A5/320,167ED RH01 / 1672/ARIA/4EAB ELEV.D rwNo: 069.21.1302.25094 Truss Label: A4 SB / DF 03/10/2021 7'10"14 15, 23'8" 30'9"2 38'8" i" 7'10"14 7,1"2 8'8" I T1IT T 7'10"14 i :5X5 = 5X5 D T3 E 12 6 � C 5 5X5 F o_ r W 00 W1 B G A H g,e„ =4X6(A2) =6X6 B2 =6X6 B3 =6X6=4X6(A2) 38'8" 10' 9'4" 9'4" 10, �1'� r } + 10' 19'4" 28'8" 38'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.194 J 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.333 J 999 240 B 1694 /- /- /938 /319 /344 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.068 1 - - G 1694 /- /- /938 /319 /- EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.116 1 Wind reactions based on MWFRS Mean Height: 15.00 ft NCBCLL: 10.00 Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 2.0 TCDL: 4.2 psf G Br Width = 8.0 Min Re 2.0 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.939 g q = Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.744 Bearings B & G are rigid surface. Bearings B & li require a seat plate. Spacing: 24.0 " C&C Dist a: 3.87 ft Rep Fac: Yes Max Web CSI: 0.496 Members not listed have forces less than 375# Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Lumber B - C 1729 - 3051 E - F 1748 - 2859 C - D 1748 - 2859 F - G 1729 - 3051 Top chord: 2x4 SP #2 N; T3 2x4 SP #1; D - E 1464 -2203 Bot chord: 2x4 SP #1; 132,133 2x4 SP 2400f-2.OE; Webs: 2x4 SP #2 N; W1,W6 2x4 SP #3; Maximum Bot Chord Forces Per Ply (Ibs) Loading Chords Tens.Comp. Chords Tens. Comp. Truss passed check for 20 psf additional bottom chord B - K 2649 -1413 J - 1 2086 -1029 live load in areas with 42"-high x 24"-wide clearance. K - J 2086 -1048 1 - G 2649 -1393 Wind Wind loads based on MWFRS with additional C&C Maximum Web Forces Per Ply (Ibs) member design. Webs Tens.Comp. Webs Tens. Comp. Wind loading based on both gable and hip roof types. C - K 405 -360 E - 1 712 -314 K - D 712 - 314 1 - F 405 -360 Apr �0}t!}tiEifi/B$dtedt� T w a ® ° a a o � s oe®a.��� �y 1,+` COAT« t 8W0iQ Rival,, 03/10/2021 —WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety to these functions. Installers temporary. practices prior performing shall provide _ bracing per BCSI. Unless noted otherwise, top chord shall have propedv attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable: Apply plates to each face. of truss and position as shown -above and on the Join Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. A P E Alpine, a division of ITW Buildin$Components Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the ANR COMPAW truss in conformance witKANSI/TPI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawing or cover pa a listing this drawing indicates acceptance of professional engineering responsibilitty� solely -for the design shown. The suitability and use of This 6750 Forum Drive drawing for any structure is the responsibility the Building -Designer 1 Sec.2. Suite 3b5 of perANSI/TPI For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEON: 49807 / HIPS Ply: 1 r: N333986 Cust: R 8975 JRef:1X3L89750067 T14 f FROM: RWM pty: 2 r,53u2 67ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 069.21.1302.25062 l: A5 SSB / DF 03/10/2021 6'94 13 19'4" 25'8" 31'1012 38'8" 6'94 6'2"12 6'4" 66 62"12 6'9"4 ,5X5 1112X4 =5X5 D E F 12 6 �2X4 W C 2X4 r� O G v2 io W3 n B H A a 33 4X6(A2) = 6X6 =_ 5X8 =— 6X6=4X6(A2) 38'8" 9'4" 9'4" 10, 10' 19'4" 28'8" 38'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.220 E 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.382 E 999 240 B 1665 /- /- /931 /699 /303 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.075 J - - H 1665 /- /- /931 /699 A EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.130 J - - Wind reactions based on MWFRS Mean Height: 15.00 ft NCBCLL: 10.00 Building Code: Creep Factor: 2.0 TCDL: 4.2 psf B Brg Width = 8.0 Min Req = 2.0 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.535 H Br Width = 8.0 Min Re 2.0 g q = Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.797 Bearings B & H are a rigid surface. Bearings B & H require a seat plate. Spacing: 24.0 " C&C Dist a: 3.87 ft Rep Fac: Yes Max Web CSI: 0.565 Members not listed have forces less than 375# Loc. from endwall: not in 9.00 ft FT/RT:20(0)/l0(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 1934 - 3031 E - F 1860 - 2498 C - D 1844 - 2775 F - G 1844 - 2775 Top chord: 2x4 SP #2 N; D - E 1860 -2498 G - H 1934 -3031 Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N; Maximum Bot Chord Forces Per Ply (Ibs) Loading Chords Tens.Comp. Chords Tens. Comp. Truss passed check for 20 psf additional bottom chord B - L 2643 -1613 K - J 2172 -1247 live load in areas with 42"-high x 24"-wide clearance. L - K 2172 -1267 J - H 2643 -1594 Wind Wind loads based on MWFRS with additional C&C Maximum Web Forces Per Ply (Ibs) member design. Webs Tens.Comp. Webs Tens. Comp. Wind loading based on both gable and hip roof types. C - L 385 - 333 K - F 470 - 357 L - D 573 -188 F - J 573 -188 D - K 470 - 357 J - G 385 - 333 11%141atBrrtf; E - K 536 -353 00 ;,, t �g ra \ 1 �ffi[+MAtlyIXjj�ffi+A pyOe4{�'�d'S✓+✓i D 0. 08 1 ea 0 8 ! ! w W T l W Oi ti COAL ONAL g a'r�a3st�1� 03/10/2021 **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 Component Safety Information, by TPI SBCA) r of BCSI (Building -- and safety practices nor 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 rigpid ceiling Locations shown for permanent lateral restraint of webs shall have bracinq installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face oT truss and position as shown above and on the Joint -Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. ALPINE Alpine, a division of ITW BuildincLComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the A-COMVAW truss in conformance ANSI 1, for handling, with or shipping,, installation and bracing of trusses. A seal on this drawing or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitability and use of this drawing for any sgructure 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: 49808 / HIPS Ply: 1 Job Number: N333986 Cust: R 8975 JRet:1X3L89750067 T12 / FROM: RWM Qty: 1 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 069.21.1302.25625 Truss Label: A6 SSB / WHK 03110/2021 5'9"4 11' 19, 32'10"12 38'8" 5'94 5'2"12 8' 8'8" 5'2"12 5'9"4 5X5 = 5X5 = 5X5 D E T3 F T 12 6 � 2X4 W � 2X4 0 0 (a) (a) G U) n W3 iD B H A a_•s 11�6'6" 4X6(A2) = 5X5 = 5X8 = 5X5=4X6(A2) 38'8" 10' 9'4" 9'4" 10, 10' 19'4" 28'8" 38'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.203 E 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.378 E 999 240 B 1518 /_ /_ /918 /701 /263 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.064 J - - H 1518 /- /- /918 [701 /- Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.120 J Wind reactions based on MWFRS Mean Height: 15.00 ft BuildingB Br Width = 8.0 Min Re 1.8 NCBCLL: 10.00 Code: Creep Factor: 2.0 9 q = TCDL: 4.2 psf Soffit: 0.00 FBC 7th Ed. 2020 Res. Max TC CSI: 0.832 H Brg Width = 8.0 Min Req = 1.8 BCDL: 5.0 psf Bearings B & H are a rigid surface. Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.731 Bearings B & H require a seat plate. Spacing: 24.0 " C&C Dist a: 3.87 ft Rep Fac: Yes Max Web CSI: 0.575 Members not listed have forces less than Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Lumber B -C 2112 -2720 E-F 2286 -2573 C - D 1978 - 2450 F - G 1982 - 2452 Top chord: 2x4 SP #2 N; T3 2x4 SP #1; D - E 2329 -2603 G - H 2108 -2718 Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N; Maximum Bot Chord Forces Per Ply (Ibs) Bracing Chords Tens.Comp. Chords Tens. Comp. (a) 1 X4 #3SRB or better continuous lateral restraint to B - L 2374 -1780 K - J 2081 -1495 be equally spaced. Attach with (2) 8d Box or Gun L - K 2074 -1505 J - H 2371 -1756 nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. Maximum Web Forces Per Ply (Ibs) (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 462 -70 K - F 591 - 598 for (2) CLR'S where shown. Scab reinforcement to be D - K 635 -662 F - J 461 -62 same size, species, grade, and 80% length of web E - K 734 -496 member. Attach with 0.128x3" gun nails @ 6" oc. ttcsalsairu! a Wind Wind loads based on MWFRS with additional C&C lips,®'j, • �"9 r� member design. ® Wind loading based on both gable and hip roof types. m i 0. e e r w ° 0 o a o d A COA 03/10/2021 **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 SBCA) fo'r and safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have propgr attached structural sheathing and bottom chord shall have a properly attachetl rigid ceiling Locations shown for of lateral restraint of webs shall have bracinp installed per BCSI sections B3, B7 or B10, as applicab4e. Apply 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. A LPI N E Alpine, a division of ITW Buildin Components Group Inc. shall not.be responsible for any deviation from this drawing, any failure tc build the *r�WC0WAW truss in ANSI 1, for handling, conformance with or shipping,, installation and bracin of trusses. A seal on this drawingor cover pate 675o Forum Drive listing this drawing indicates acceptance of professional enprneering responsibilitty� solely -for the design shown. The suitabilily and use of This drawing for any sQructure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 49809 / HIPS Ply: 1 Job Number: N333986 Cust: R8975 JRef.,1X3L89750067 T9 / FROM: RWM Qty: 1 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 069.21.1302.24703 Truss Label: A7 SSB / WHK 03/10/2021 9' 29'8" V. 9' 47i 8' 9' i ,6X6 T2 =5XD5 =4E4 T3 =6F6 12 6 T W o (a) (a) W5 B ih in G A a_a H t-0.8" 4X6(A2) - 6X6 - 5X5 = 6X6 =4X6(A2) 38'8" 1' i 10' 9'4" 9'4" 10, 1' 10' 19'4" f 28'8" i 38'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.229 J 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.427 J 999 240 B 1518 /- /- /900 /703 /222 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.075 1 - - G 1518 /- A /900 /703 A EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.140 1 Wind reactions based on MWFRS Mean Height: 15.00 ft BuildingB NCBCLL: 10.00 TCDL: 4.2 psf Code: Creep Factor: 2.0 Br Width = 8.0 Min Re 1.8 9 q = Soffit: 0.00 FBC 7th Ed. 2020 Res. Max TC CSI: 0.906 BCDL: 5.0 psf G Brg Width = 8.0 Min Req = 1.8 Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.794 Bearings B & G are a rigid surface. Bearings & li require a seat plate. Spacing: 24.0 " C&C Dist a: 3.87 ft Rep Fac: Yes Max Web CSI: 0.280 n Members not listed have forces less than 375# Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Lumber B - C 2172 - 2622 E - F 2160 - 2395 C - D 2160 -2395 F - G 2172 -2621 Top chord: 2x4 SP #1; T2,T3 2x4 SP #2 N; D - E 2774 -3079 Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W2,W5 2x4 SP #2 N; Maximum Bot Chord Forces Per Ply (Ibs) Bracing Chords Tens.Comp. Chords Tens. Comp. (a) 1X4 #3SRB or better continuous lateral restraint to B - K 2256 -1787 J - 1 3036 -2492 be equally spaced. Attach with (2) 8d Box or Gun K - J 3034 -2506 1 - G 2256 -1766 nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. 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 C - K 687 -389 E - I 869 -765 for (2) CLR'S where shown. Scab reinforcement to be K - D 866 -763 1 - F 688 - 391 same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. yteettsrnstxait+to +t Wind Ax°sue Wind loads based on MWFRS with additional C&C` �qs��°s�,� member design. o�tl °e Wind loading based both hip on gable and roof types. � o o.7.08 o m T 0 m � AL COAT pg�693064f�" 03/10/2021 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer and follow the latest edition Component Safety Information, by TPI and SBCA) r safPety to these functions. Installers of BCSI (Building temporary practices prior performing shall provide bracing per BCSI. Unless noted otherwise, top chord shall have �roperlr attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, (permanent as applicable. Apply plates to each face o truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. ALPINE Alpine, a division of ITW Buildin Components Group Inc. shall not. be responsible for -any deviation from this drawing, any failure to build the ANMCOWAW truss in ANSI/ PI 1, for handling, conformance with or shipping,. installation and bracingof trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibili}}��r solely -for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Buildings esigner 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: 49827 / HIPS Ply: 1 Job Number: N333986 Cust: R 8975 JRef: 1X3L89750067 T25 / FROM: HMT Qty: 1 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 069.21.1302.25812 Truss Label: A10G / YK 03/10/2021 fi 7' 17' 26'4" 31'8" 38'8" 7' 10, 9'4" 55 7' %6X8 -8X10 =H1014 =6X6 12 C T2 D T3 E T4 F 26'4" 12-4" 7'1"12 4'10"4 5' 5'8" V8" 5'0"8 7'38 1 7'1"12 12' 17' 22'8" 26'4" 31'4"8 38'8" fl Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.147 M 999 360 VERT(CL): 0.278 M 999 240 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1751 /- /- /- /806 !- BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.053 K - - J 4100 /- /- /- /1843 /- Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.101 K G 256 /- /- /- /134 A Building Code: NCBCLL: 0.00 Mean Height: 10.51 ft TCDL: 4.2 psf Creep Factor: 2.0 Wind reactions based on MWFRS Soffit: 0.00 TCDL: .psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.785 B Brg Width = 8.0 Min Req = 2.1 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.979 J Brg Width = 8.0 Min Req = 5.7 Spacing: 24.0 " C&C Dist a: 3.87 ft Rep Fac: No Max Web CSI: 0.870 G Brg Width = 8.0 Min Req = 1.5 Bearings B, J, & G are a rigid surface. Loc. from endwall: NA FT/RT:20(0)/10(0) Bearings B, J, & G require a seat plate. GCpi: 0.18 Plate Type(s): Members not listed have forces less than 375# Wind Duration: 1.60 WAVE HS VIEW Ver: 20.02.00A.1020.20 Maximum Top Chord Forces Per Ply (Ibs) "uuweI Top chord: 2x4 SP #2 N; T2,T3 2x6 SP SS; T4 2x6 SP #2 N; Bat chord: 2x4 SP #2 N; B1 2x4 SP #1; Webs: 2x4 SP #3; 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. ,,qr Loading k ee•,a.' , ps, #1 hip supports 7-0-0 jacks with no webs.• Wind° e Wind loads and reactions based on MWFRS. i ® 8 1 ; Wind loading based on both gable and hip roof types. : o ® a mg°*ova„ re•°��,k�'y, o COA t tAL �;,' ' wontf 03/10/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid 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 Joini Details, unless noted otherwise. f�efer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI 1, or for handling, shipping,, Installapon.and bracing of trusses. A seal on this drawin or cover pa e listing this drawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitabilif9y and use of this drawing for any sgructure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.or unoras i ens.uomp. cnoras I ens. comp. B - C 1493 - 3260 C - D 1247 - 3005 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - N 2859 -1288 L - K 2810 -1334 N - M 2884 -1292 K - J 791 -1817 M-L 2810 -1334 J - 1 791 -1817 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - N 617 -100 E - J 1938 - 3930 D - K 1588 - 3143 E - 1 2067 - 872 K - E 2681 -1062 1 - F 372 - 4R7 ALPINE ANMCOMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 49810 / SPEC Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1X3L89750067 T11 / FROM: RWM Qty: 1 7A5/320 ,167ED ,RH01 11672/ARIA/4EAB ELEV.D DrwNo: 069.21.1302.25514 Truss Label: AS SSB / WHK 03/10/2021 7'10"14 13'10" 16'8" 21'4 7'10"14 T 5'11„2 2'10"� 4'8" 5X5 D 27'8" 32'6"2 38'8" 6'4" 4'10"2 6'1"14 z5X5 =4X4 =5X5 E F G ,2 T 6 5CX5 (a) W 2H4 (a) (a) b 9° W6 n B I A J 4X6(A2) =6X8 =-5X5 =5X8=4X6(A2) 38,6" �1 it 0' 9'4" 9'4" 10, 1 10' 19'4" 28'8" 38'8" i. Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE'7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h Spacing: 24.0 " C&C Dist a: 3.87 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W6 2x4 SP #2 N; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. 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): 0.220 L 999 360 VERT(CL): 0.410 L 999 240 HORZ(LL): 0.068 K - - HORZ(TL): 0.127 K Creep Factor: 2.0 Max TC CSI: 0.881 Max BC CSI: 0.744 Max Web CSI: 0.994 VIEW Ver: 20.02.00A.1020.20 6�..god' V to s 4. 70$ 1 a a a � 0 � s 0 q 0 q htt, ��®•�®tr��yl�Pasva � .� COA �+nt�arlt 03/10/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1515 /- /- /920 /695 /320 1 1518 A /- /916 /697 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 I Brg Width = 8.0 Min Req = 1.8 Bearings B & I are a rigid surface. Bearings B & I require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1852 - 2648 F - G 1655 -1995 C - D 1866 - 2456 G - H 1826 - 2444 D - E 1240 -1492 H - 1 1946 - 2706 E - F 2048 - 2513 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - M 2290 -1492 L - K 2498 -1741 M - L 2446 -1670 K - I 2358 -1608 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - M 409 - 357 F - K 610 - 632 M - D 1664 -1210 G - K 768 -442 M - E 1241 -1466 "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)% attached structural sheathing and bottom chord shall have a properly attached riclid ceiling Locations shown for permanent lateral restraint of webs shall have bracinc] 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 Joins Details, unless noted otherwise. Defer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin Components Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the ANO COMPANY truss in conformance with ANSI/ PI 1, or for handling, shipping,. installation and bracin4 of trusses. A seal on this drawing or cover paWe 6750 Forum Drive listing this drawing indicates acceptance of professional enprneering responsibili(t�� solely -for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building -Designer per ANSI/TP1 1 Sec.2. Suite 305 For more information see these web sites: Alpine: aI ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 49811 / FROM: RWM SPEC I Ply: 1 Qty: 1 Tl0"14 T10"14 Job Number: N333986 ,7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D Truss Label: A9 1310" 18'8 24'8" 5'11"24'10" 6' 6X6 D Cust:R8975 JRef:1X3L89750067 T21 / DrwNo: 069.21.1302.25483 SSB / WHK 03/10/2021 29'8" 38'8" 5' 'F 9' 12 =6X6 =4X4 =5X5 6 F�:;- 5CX5 E F G (a) W3 m T5 v B H A 4X6(A2) = 5X5 = 8X8 = 6X6 = 3X6(A1) 1' 10, 107 Loading Criteria (psf) Wind Criteria TOLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h Spacing: 24.0 " C&C Dist a: 3.87 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; T5 2x4 SP 2400f-2.OE; Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3 2x4 SP #2 N; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. 38'8" 9'4" 19'4" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/l 0(0) Plate Type(s): 9-4" 28'S" Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.292 E 999 360 VERT(CL): 0.544 E 846 240 HORZ(LL): 0.073 D - - HORZ(TL): 0.137 D Creep Factor: 2.0 Max TIC CSI: 0.879 Max BC CSI: 0.773 Max Web CSI: 0.845 VIEW Ver: 20.02.00A.1020.20 "eP w"9 �°o t%Iro w( Coa-Y )`a `,`'r 03/10/2021 10, 38'8" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 1514 /- /- /909 /694 /320 H 1516 /- /- /903 /698 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 H Brg Width = 8.0 Min Req = 1.8 Bearings B & H are a rigid surface. Bearings B & H require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1838 - 2648 E - F 2437 - 3069 C - D 1857 - 2461 F - G 1887 - 2379 D - E 3122 - 3805 G - H 1897 - 2600 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - L 2290 -1467 K - J 2821 - 2050 L - K 1836 -1131 J - H 2232 -1497 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - L 404 - 352 E - K 1795 -1982 L - D 598 - 307 F - J 697 - 665 D - K 2451 - 2042 J - G 727 - 446 **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) attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint otywebs shall have bracinp installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face oI 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 Building Components Group Inc. shall not,be "responsible for any deviation from this drawing, any failure to build the ANrt CO.PAW truss in conformance with ANSI Q PI 1, or for handling, shipping,. installation and bracin of trusses. A seal on this drawing or cover pa a _675o Forum Drive listing this drawing indicates acceptance of professional enpineering responsibili(��r solely -for the design shown. The suitability and use of This drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 49828 / SPEC Ply: 1 Job Number: N333986 Cust: R 8975 JRef:lX3L89760067 T4 / FROM: HMT Qty: 1 7A5/320 ,167ED ,RH01 11672/ARIA/4EAB ELEV.D DrwNo: 069.21.1302.25562 Truss Label: All / YK 03/10/2021 7'10"14 T10"14 13'10" 20'8" 5'11'2 610" 5X5 D 26' 31'8" 38'8" 5'4" 5'8" 7' 12 6 �5C5 �5X10(SRS) =_4X10 5X5 E F T4 G Tn 0 B H A 3X6(A1) 1112XO4 =5X10 1112X4 L 1114X4K =4X6=3X6(A1) = 5X5 21' 5' i12'8" 7'11"5 11 + 6'9"12 3'10"4 T 1'4' 54 8 r TX8 +1'� 7'11"5 14' 20'9"12 24'8" 26' 31'4"8 38'8" 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 Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.031 G 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.059 G 999 240 B 782 /- /- A /376 /- BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.013 O - - M 1016 /- A /- /452 A - EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.024 O - K 1681 /- /- /- /807 /- Mean Height: 15.00 ft H 903 /- /- A /436 A NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Creep Factor: 2.0 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.753 Wind reactions based on MWFRS Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 - TPI Std: 2014 Max BC CSI: 0.884 B Brg Width = 8.0 Min Req = 1.5 M Brg Width = 8.0 Min Req = 1.5 Spacing: 24.0 " C&C Dist a: 3.87 ft Rep Fac: Varies by Ld Case Max Web CSI: 0.669 Loc. from endwall: not in 4.50 ft FT/RT:20(0)/10(0) K Brg Width = 8.0 Min Req = .3 1 H Brg Width = 8.0 Min Req = 1.5 GCpi: 0.18 Plate Type(s): Bearings B, M, K, & H are a rigid surface. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Bearings B, M, K, & H require a seat plate. Lumber Members not listed have forces less than 375# Top chord: 2x4 SP #2 N; T4 2x4 SP #1; Maximum Top Chord Forces Per Ply (Ibs) Bot chord: 2x4 SP #2 N; Chords Tens.Comp. Chords Tens. Comp. Webs: 2x4 SP #3; B - C 523 -1085 E - F 389 -158 Special Loads C - D 271 -542 F - G 518 -1166 ------(Lumber Dur.Fac.=1.25 /Plate Dur.Fac.=1.25) D - E 277 - 546 G - H 679 -1396 TC: From 56 plf at -1.00 to 56 plf at 27.73 TC: From 28 plf at 27.73 to 28 plf at 31.67 Maximum Bot Chord Forces Per Ply (Ibs) TC: From 56 plf at 31.67 t0 56 plf at 39.67 Chords Tens.Comp. Chords Tens. Comp. BC: From 20 plf at 0.00 to 20 plf at 27.73 B - O 894 -402 J - H 1184 553 BC: From 10 pif at 27.73 to 10 plf at 31.64 BC: From 20 plf at 31.64 to 20 pif at 38.67 O - N 890 -403 TC: 177 lb Conc. Load at 27.73 TC: 161 Ito Conc. Load at 29.60,31.60 Maximum Web Forces Per Ply (Ibs) TC: 214 lb Conc. Load at 31.64 Webs Tens.Comp. Webs Tens. Comp. BC: 126 lb Conc. Load at 27.73,29.60ftn#f9tr'�+1»f� p BC: 489 lb Conc. Load at 31.64 ,.fib l�l hf,4w,,r C - N 264 -582 F - K 831 -1371 j��✓, N - E 813 - 362 F - J 1757 - 797 Wind R Qs�ro®aeaaoe�ar •� °��i E - M 513 -875 J - G 439 -244 Wind loads and reactions based on MWFRS.°�`�°*� Wind loading based on both gable and hip roof types. .w a w a ® a s A' 0 d . COA �ti3 �sNAL 03/10/2021 -WARNING- READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply Oates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to A LPI N E drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildingq�Components Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the ANR COMPANY truss in conformance with ANSI 1, or for handling, shipping,. installation and bracing of trusses. A seal on this drawing or cover page 675o Forum Drive listing this drawing indicates acceptance of professional engmeering responsibili(1�� solely -for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TP1 1 Sec.2. Suite 305 For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcindustrycom; ICC: iccsafe.or • AWC• awc org Orlando FL, 32821 SEQN: 49812 1 COMN Ply: 1 Job Number: N333986 Cust: R 8975 JRef: 1X3L89750067 T29 I FROM: RWM Qty: 3 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 069.21.1302.25719 Truss Label: B1 SSB / WHK 03/10/2021 T1014 + 13'10" T10"14 5'11"2 1' + 7'11"5 7'11"5 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h to 2h Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types 21' 6'0"11 14' =4X4 D Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): 20'10"4 TTA 7' 21' Defl/CSI Criteria PP Deflection in loc L/defl U# VERT(LL): 0.034 J 999 360 VERT(CL): 0.062 J 999 240 HORZ(LL): 0.013 J - - HORZ(TL): 0.024 J Creep Factor: 2.0 Max TC CSI: 0.664 Max BC CSI: 0.620 Max Web CSI: 0.557 VIEW Ver: 20.02.00A.1020.20 03/10/2021 26'4" ao i� T V3 s4" 5'4" 26'4" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 845 /- /- /554 /191 /280 H 1051 /- /- /542 /186 /- K 185 /- A /121 /59 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 H Brg Width = 8.0 Min Req = 1.5 K Brg Width = 8.0 Min Req = 1.5 Bearings B, H, & K are a rigid surface. Bearings B, H, & K require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 693 -1221 D - E 520 - 694 C - D 539 - 679 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B -J 1015 -550 J - 1 1011 -551 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - 1 448 - 579 E - H 625 - 903 1- E 586 -174 **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 properly attached structural sheathing and bottom chord shall have a properly attached rigid ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. App�y plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin$QComponents 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 bracingof trusses. A seal on this drawingg or cover pa 4a 6750 Forum Drive listing this drawing indicates acceptance of professional engrneenng responsibilij� solelyor the design shown. The suitabilitpy and use of!his drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; I= iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 49813! GABL Ply: 1 Job Number: N333986 Cust: R8975 JRefAX31_89750067 T27 / FROM: RWM Qty: 1 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 069.21.1302.25656 Truss Label: 132GE SSB / WHK 03110/2021 6'1"7 13'10" 27'8" 6'17 7'8"9 13'10" 1n ' i'— 3'10" 2'3"14 -{ 1— PF)-1 2.0"4 4x4 H "� r8i 20'8" i4'8" —j^ 1'8" 6'1"14 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: 3.00 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; Plating Notes All plates are 2X4 except as noted. Loading Gable end supports 8" max rake overhang. Top chord must not be cut or notched. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes See DWGS A16015ENC160118 & GBLLETIN0118 for gable wind bracing and other requirements. T10"2 14' 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): 13'8" 27'8" Defl/CSI Criteria ♦ Maximum Reactions (lbs), or*=PLF PP Deflection in loc Udefl U# Gravity Non -Gravity VERT(LL): 0.021 0 999 360 Loc R+ / R- / Rh / Rw / U / RL VERT(CL): 0.040 0 999 240 B 209 P P /104 169 /290 HORZ(LL): -0.011 M - - B* 79 /- /- /43 /17 /- HORZ(TL): 0.020 M Z 256 /- /- /213 /99 /- Creep Factor: 2.0 AA 57 /- /- /53 /26 /- Max TC CSI: 0.146 Wind reactions based on MWFRS Max BC CSI: 0.220 B Brg Width = 8.0 Min Req = 1.5 Max Web CSI: 0.147 B Brg Width = 248 Min Req = - Z Brg Width = 8.0 Min Req = 1.5 AA Brg Width = 16.0 Min Req = 1.5 Bearings B, B, Z, & Z are a rigid surface. VIEW Ver: 20.02.00A.1020.20 Bearings B, B, Z, & Z require a seat plate. Members not listed have forces less than 375# 03/10/2021 **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 BCSL Unless note attached rigid ceiling Location as applicable. -.Apply plates tc drawings 160A-Z for standard Alpine, a division of ITW Buildino Comoonents Grouo Inc. sh any all not. be responsible for any deviation from this drawing, anyfailure to build the ping,. installation and bracin4 of trusses. A seal on this drawing or cover page ineering responsibili��r solely -for the design shown. The suitability and use Nis )esigner per ANSI/TPI 1 Sec.2. TPI: tpinst.org; SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.org ALPINE MR CWIAN 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 49814 / GABL Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1X3L89750067 T28 / FROM: RWM Qty: 1 '7 15 20 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 069.21.1302.24749 Truss Label: C1GE SSB / OF 03/10/2021 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 Soacina: 24.0 " 4'2" [ 2' (TYP) 2'2" 4X4 D 8'4" 12 T 6 C E 0 B F A Li Li LiG g,8, 2X4(A1) J H=2X4(A1) �- 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 fit Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Plating Notes All plates are 2X4 except as noted. Loading Gable end supports 8" max rake overhang. Top chord must not be cut or notched. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes See DWGS A16015ENC160118 & GBLLETIN0118 for gable wind bracing and other requirements. 8'4" 8'4" 8'4" Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (lbs), or *=PLF Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity Pf: NA Ce: NA VERT(LL): 0.003 1 999 360 Loc R+ / R- ! Rh / Rw / U / RL Lu: NA Cs: NA VERT(CL): 0.005 1 999 240 B* 185 /- /- /135 /87 /59 Snow Duration: NA HORZ(LL): 0.001 H - - F* 185 /- A /135 /87 /- HORZ(TL): 0.003 H - Wind reactions based on MWFRS Building Code: Creep Factor: 2.0 B Brg Width = 24.0 Min Req = - FBC 7th Ed. 2020 Res. Max TC CSI: 0.160 F Brg Width = 24.0 Min Req = - TPI Std: 2014 Max BC CSI: 0.089 Bearings B & H are a rigid surface. Rep Fac: Yes Max Web CSI: 0.092 Bearings B & H require a seat plate. FT/RT:20(0)/10(0) Members not listed have forces less than 375# Plate Type(s): VIEW Ver: 20.02.00A.1020.20 e COA@C srasa� 03/10/2021 **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 rigid ceilin Location as applicab-le. Applgy plates tc drawings 160A-Z for standard Alpine, a division of ITW_Buildinq Comoonents Grouo Inc. sh Nmg for any more informs all notbe responsible for any deviation from this drawing, any failure to build the i ping,. nstallation and bracinggof trusses. A seal on this drawing or cover page ineering responsibilittyv solely -for the design shown. The suitability and use of This )esignerper ANSI/TPl1 Sec.2. TPI: tpinst.org; SBCA: sbcindustry.com; ICC: iccsafe.org• AWC: awc.or ALPINE ANMCOMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 49815 / VAL Ply: 1 Job Number: N333986 Cust: R 8975 JRef: 1X3L89750067 T7 y FROM: RWM Qty: 1 ,7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 069.21.1302.25750 Truss Label: V4 / WHK 03/10/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37. 00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.59 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 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"8 111"8 12 6 = 4X4 B 4X4(D1)=4X4(D1) A C 14'11"3 D 3'11" 3'11" 3-11" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Sid: 2014 Rep Fac: Yes FT/RT:20(0)/l 0(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.004 999 360 VERT(CL): 0.007 999 240 HORZ(LL): -0.001 - - HORZ(TL): 0.003 Creep Factor: 2.0 Max TC CSI: 0.070 Max BC CSI: 0.098 Max Web CSI: 0.000 Ver: 20.02.00A.1020.20 ♦ Maximum Reactions (lbs), or *=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL D* 75 /- /- /32 /6 /6 Wind reactions based on MWFRS D Brg Width = 47.0 Min Req = - Bearing A is a rigid surface. Members not listed have forces less than 375# —WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary, bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly attached rigc�id ceiling Locations shown for of lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face o truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildinlComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the ANMCOMPANY truss in conformance with ANSI gPl 1, or for handling, shipping,, installs ion and bracing of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional engiineering responsibilityt�r solely -for the design shown. The suitability and use of this Suite Fos drawing for any structure is the responsibility of the Building -Designer per ANSVTT l 1 Sec.2. For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 49825/ VAL Ply: 1 Job Number: N333986 Cust: R8975 JRef:1X3L89750067 T5 I FROM: RWM Qty: 1 ,7A5/320 .167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 069.21.1302,25671 Truss Label: MV01 SSB / WHK 03110/2021 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; Webs: 2x4 SP #3; Wind Wind loads based on MWFRS. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Additional Notes Valley truss connection to truss below shall be designed and furnished by others . 1112X4 B 17 4'1"11 4111 "11 4'1 "11 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): N N 9'11"13 Defl/CSI Criteria PP Deflection in loc Udefi U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.003 C HORZ(TL): 0.006 C Creep Factor: 2.0 Max TC CSI: 0.354 Max BC CSI: 0.260 Max Web CSI: 0.151 VIEW Ver: 20.02.00A.1020.20 03/10/2021 ♦ Maximum Reactions (lbs), or*=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL D* 75 /- /- /50 /27 /22 Wind reactions based on MWFRS D Brg Width = 49.7 Min Req = - Bearing A is a rigid surface. Members not listed have forces less than 375# **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 rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracinq installed per BCSI sections B3, B7 or B10, _ as applicable. Apply plates to each face otruss and position as shown above and on the Join Details, unless noted otherwise. Defer to ALPINE� drawings 160A-Z for sandard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin Components Group Inc. shall not. be res onsible for any deviation_from this drawing, any failure to build the ANMCO..NY truss in conformance with ANSI 1, or for handling, shipping,. installaton and bracin of trusses. A seal on this drawing or cover page 6750 Forum Drive listing this drawing indicates -acceptance of professional en sneering responsibili(� solely -for the design shown. The suitabiliFy and use Nis drawing for any structure is the responsibility of the Buildinguesigner per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 49816 / VAL Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1X3L89750067 T6 / FROM: RWM city: 1 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 069.21.1302.25452 Truss Label: MV02 SSB / WHK 03/10/2021 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 to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Additional Notes Valley truss connection to truss below shall be designed and furnished by others . 12 6 1112X4B 4X4(D1) T A N T Ll 10'11"13 V1�7Z CD 1112X4 2'1"11 �{ 2'1"11 2'1"11 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.000 C HORZ(TL): 0.001 C Creep Factor: 2.0 Max TC CSI: 0.057 Max BC CSI: 0.054 Max Web CSI: 0.041 VIEW Ver: 20.02.00A.1020.20 LA �y 'yaf �i _a*nawna■ad a e ®708 1 1 m p A O®4®*YW *IIOMm®p� ti COAt�� ONF4t,'�` 03/10/2021 ♦ Maximum Reactions (Ibs), or *=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL D* 75 /- A /45 /10 /13 Wind reactions based on MWFRS D Brg Width = 25.7 Min Req = - Bearing A is a rigid surface. Members not listed have forces less than 375# **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 safPety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceilin Locations shown for permanent lateral restraint of webs shall have bracingg installed per BCSI sections B3, B7 or B10, as applicable. Applgy Oates 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 Buildingq�Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ANMCOMPAW truss in conformance with ANSI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibilitty�r solely -for the design shown. The suitability and use of iris drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 49817 / EJAC Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1X3L89750067 T3 / FROM: RWM Qty: 2 ,7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 069.21.1302.25764 Truss Label: EJ7A / WHK 031101202' T �— 2'4" 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 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.012 D HORZ(TL): 0.021 D Creep Factor: 2.0 Max TC CSI: 0.918 Max BC CSI: 0.504 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 03/10/2021 C ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 425 /- /- /360 /168 /237 D 125 /- /- /67 A A C 161 A A /112 /160 A Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# "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 Froperr% attached structural sheathing and bottom chord shall.have a properly attache. rigqid ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. App7gy 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, adivision of ITW Buildin Components Group Inc. shall not. be responsible for any deviation from this drawing, any, failure to build the ANMCOWAW truss in conformance with ANSI/ PI 1, or for handling, shipping,. installation and bracin of trusses; A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional en ineenng responsibility solely or the design shown. The suitability and use of This drawing for any sgructure is the responsibility of the Building'Resigner per ANSIrr 11 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 49818 / EJAC Ply: 1 Jo7Ab Number: N333986 Cust: R8975 JRef:lX3L89750067 T8 / • FROM: RWM Qty: 14 ,51320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 069.21.1302.24922 Truss Label: EJ7 SSB / WHK 03/10/2021 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 " 1, + 7 7' Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #1; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Sid: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): 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 03/10/2021 Ve r: 20.02.00A.1020.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 331 A /- /249 /108 /208 D 125 /- A /73 A /- C 174 A A /128 /169 P Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# **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 properir attached structural sheathing and bottom chord shall have a properly attache. Tigqid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to 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 ANrrWCOWANY truss in conformance with ANSI/TPI 1, or for handling, shipping,, installatlon and bracin of trusses. A seal on this drawin or cover pa a 6750 Forum Drive listing this drawingg indicates acceptance of professional-engeenng responsibility solely -for the design shown. The suitabilil9y and use of this drawing for any sTructure is the responsibility of the Building Designer per ANSI/TA 1 Sec.2. Suite 305 For more information see these web sites: Alpine: alvineitw.com: TPI: toinst.ora: SBCA: sbcindustrv.com: ICC: icrsafe.ora: AWC awanrn Orlando FL, 32821. SEON: 49819 / EJAC Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1X3L89750067 T1 / FROM: RWM Oty: 1 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DnvNo: 069.21.1302.25577 Truss Label: EJ7S / WHK 03/10/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacinq: 24.0 " T Wind Criteria Wind Std: ASCE 7-16 Speed: 166 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 #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. I� Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.016 C HORZ(TL): 0.030 C Creep Factor: 2.0 Max TC CSI: 0.738 Max BC CSI: 0.513 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 �p doe a 8 i a M 9 6 � 0 . 6 0 g° e 'w i� Mao .e9 w CDA 7f 03/10/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL A 270 /- /- /179 f71 /186 C 126 /- /- /76 /- /- B 177 /- /- /132 /171 A Wind reactions based on MWFRS A Brg Width = 8.0 Min Req = 1.5 C Brg Width = 1.5 Min Req = - B Brg Width = 1.5 Min Req = - Bearing A is a rigid surface. Bearing A requires a seat plate. Members not listed have forces less than 375# **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 rigqid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3; B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Join, Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ANrtwmNmANv truss in conformance with ANSI PI 1, or for handling, shipping,. installation and bracing of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibilitty� solely -for the design shown. The suitability and use of this drawing for any sgr'ucture is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.orq; SBCA: sbcindustrv.com: ICC: iccsafe.oro: AWC: awc.ora Orlando FL, 32821 SEQN: 49820 / JACK Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1X3L89750067 T32 / FROM: RDP Qty: 1 ,7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 069.21.1302.25437 Truss Label: CJ5A SSB / WHK 03/10/2021 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 " 2'4" T 4' 11 "4 4' 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: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): C Defl/CSI Criteria PP Deflection in ]cc L/defl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.006 D HORZ(TL): 0.008 D Creep Factor: 2.0 Max TC CSI: 0.736 Max BC CSI: 0.220 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 03/10/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Lac R+ /R- /Rh /Rw /U /RL B 358 /- A /322 /155 /181 D 85 A /- /46 A /- C 102 /- /- /66 /104 !- 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, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r sa{ety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceilin Locations shown for Permanent lateral restraint of webs shall have bracinq installed per BCSI sections B3, B7 or B10, _ as applicable. Applgy plates to each face, of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE !� drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildinc�Components Group Inc. shall not be responsible for any deviation -from this drawing, any failure to build the - ANR COMPAW truss in conformance with ANSI 1, or for handling, shipping,, installation and bracingof trusses. A seal on this drawing or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional engineering responsibili solely -for the design shown. The suitability and use of this- drawmg for any structure is the responsibility of the Building -Designer per ANSVT�I 1 Sec.2. Suite 305 For more information see these web sites: Alpine: aloineitw.com: TPI: toinst.ora: SBCA: sbcindustrv.com: ICC: iccsafe_ora• AWC awc nrn Orlando FL, 32821 SEQN: 49821 / JACK Ply: 1 Jo7Ab Number: N333986 Cust: R 8975 JRef:1X3L8975OO67 T2 FROM: RDP Qly: 5 ,5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 069.21.1302.25406 Truss Label: CJ5 KD / YK 03/1012021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " C 11'2"5 12 6 (2 d) � N Z-) B A 8'8" D Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. 4'11"4 4' 11 "4 Snow Criteria (Pg,Pfin PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.005 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 03/10/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 256 A /- /200 /88 /152 D 89 /- /- /51 /- A C 118 A /- /85 /116 A Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# **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 safetypractices 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 bracinQ installed per BCSI sections B3, B7 or B10, as applicab e. Applgy 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 Buildingq�Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the ANMCOMPANY truss in conformance with ANSI/TPI 1, or for handling, shipping,. installation.and bracing of trusses. A seal -on this drawing, or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional engctineenng responsibility solely -for the design shown. The suitability and use of iris drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ]CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 49822 / JACK Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1X3L89750067 T20 / FROM: RDP Qty: 1 ,7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 069.21.1302.25827 Truss Label: CJ3A SSB / WHK 03/10/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " C 10'2"5 12 6 B r rn 8,8" N D A = 2X4(A1) f -- — 21411 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: I I EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wnd Duration: 1.60 Lumber Top chord: 2x4 SP #1; Bot chord: 2x4 SIP #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): 2' 11 "4 2' 11 "4 Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.003 D HORZ(TL): 0.004 D Creep Factor: 2.0 Max TC CSI: 0.773 Max BC CSI: 0.244 Max Web CSI: 0.000 Ver: 20.02.00A.1020.20 l i • £�fr& ♦6 M � e O ®o AW o 0 W �e� ®W00C�IWWOW��r > ON OA 03/10/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 308 /- /- /304 /153 /128 D 45 A /- /34 /13 /- C 34 /- /- /44 /42 /- 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, installingand 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 properl attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint otYwebs shall have bracing installed per BCSI sections B3, B7 or B10. as applicable. Apply plates to each face otruss and position as -shown above and on the Joint Details, unless noted otherwise. I#efer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildingQ Components Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the ANR COWANV truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracin4 of trusses. A seal on this drawingg or cover pa a 6750_Forum Drive listing this drawing indicates -acceptance of professional engineering responsibilit�yy solely -for the design shown. The su!tabilify and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 49823 / JACK Ply: 1 Job Number: N333966 Cust: R 8975 JRef:1X3L89750067 T22 / FROM: RWM Qty: 5 , A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 069.21.1302.25344 Truss Label: CJ3 SSB / WHK 03/10/2021 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 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. 2' 11 "4 211 "4 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes . FT/RT:20(0)/10(0) Plate Type(s): WAVE C 10'2"5 M �F) 0) � M C14 oign Defl/CSI Criteria PP Deflection in ]cc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.001 D HORZ(TL): 0.001 D Creep Factor: 2.0 Max TC CSI: 0.234 Max BC CSI: 0.105 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 H �I ° rr.7Q$ 1 9a 9 0s COAL (i 78. ON 03/10/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 185 /- !- /156 f71 /99 D 50 /- /- /27 /- !- C 63 /- /- /44 /64 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# **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 propq)d attached structural sheathing and bottom chord shall have a properly attached rigpid ceiling Locations shown -for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 810, as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin Components Group Inc. shall not_be responsible for any deviation from this drawing, any failure to build the ANMCOWANY truss in conformance with ANSIf� PI 1 �-or for handling, shipping,, installation and bracing of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing -indicates acceptance of professional engqmeering responsibilityy solely -for the design shown. The suitability and use of this--- drawmg 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: aI ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org_ Orlando FL, 32821 SEQN: 49824 / JACK Ply: 1 Job Number: N333986 Cust: R 8975 JRefAX3L89750067 T24 / FROM: RWM Qty: 6 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 069.21.1302.25358 Truss Label: CA SSB / WHK 03/10/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " 12 6 � C V Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: If 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. 1, 11"4 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): I'> M M 1 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 EW Ver: 20.02.00A.1020.20 ,� $t� �eaaaa •.o •yb�,���� 4 * 4 10 COA bid NA 03/10/2021 9'2"5 WN ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 143 /- /- /145 f76 /45 D 11 /-2 /- /14 /10 /- C - /-15 A /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, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r saty practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have �roperattached 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 B10, as applicable. Apply plates to each face oT truss and position as shown above and on the Join i Details, unless noted otherwise. f�efer to ALPINE drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the MN COMVANV truss in conformance with ANSI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibilitt,y� solely -for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building0 esigner 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: 49826 / HIP_ Ply: 1 Job Number: N333986 Cust: R 8975 JRefAX3L89750067 T19 / FROM: HMT Qty: 3 , A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 069.21.1302.21437 Truss Label: HJ7 KID / WHK 03/10/2021 5'3"5 5'3"5 9110,11 4'6"11 n 12'2"3 12 4.24 2X4 C v m M v B T q•g A 8,8„ FE 2X4(A1) =4X4 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 0.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " VY Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C-Dist a: 3.00 It Loc. from endwall: NA GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP 2400f-2.OE; Webs: 2x4 SP #3; Loading Hipjack supports 6-11-8 setback jacks with no webs. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. (3) 16d common (0. 1 62"x3.5") nails at top chord (3) 16d common (0. 1 62"x3.5") nails at bottom chord 9'2"2 9'2"2 Snow Criteria (Pg,Pfin PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: No FT/RT:20(0)/10(0) Plate Type(s): 9'10"1 Deft/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.040 F 999 360 VERT(CL): 0.076 F 999 240 HORZ(LL): 0.010 C - - HORZ(TL): 0.018 C Creep Factor: 2.0 Max TC CSI: 0.546 Max BC CSI: 0.416 Max Web CSI: 0.260 VIEW Ver: 20.02.00A.1020.20 H. �r� �/ •�a+pN�Y^A�p pr6" Eq�r�� 03/10/2021 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 326 /- /- /- /154 /- E 364 /- /0 /- /84 /0 D 214 /- A A /177 A Wind reactions based on MWFRS B Brg Width = 10.6 Min Req = 1.5 E Brg Width = 1.5 Min Req = - D Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. B - C 394 - 562 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B - F 531 - 358 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. C - F 394 - 583 Alpine, a division of ITW BuildinccLLComponents 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,, installatlon and bracin4 of trusses. A seal on this drawing or cover page listing this drawing indicates acceptance of professional engneering responsibilityy solely -for the design shown. The suitability and use of this drawing for any s r'ucture is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. For more information see these web sites: Alpine: alpineilw.com• TPI: tpinst.org; SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.org ALPINE AN MYCOMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 Gable Stud Reinforcement Detail ASCE 7-16i 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 n. tan nl, xj;-,4 c, -A is, S 2x4 Brace Gable Vertical Spacing Species Grade No Braces (1) lx4 'L' Brace x (1) 2x4 'L' Brace w (2) 2x4 'L' Brace )Km (1) 2x6 -L' Brace ill (2) 2x6 'L' Brace ■ Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B S[- P #1 / #2 3' 10, 6' 7' 6' 10' 7' 9' 8' 1' 9' 3' 9' 7' 12, 2' 12' 8' 14' 0' 14' 0' U f #3 3' 8' 5' 9' 6' 2' 7' 8' 7' 11' 9' 1' 9' 6' 12, 0' 12' 6' 14' 0' 14' 0' HF Stud 3' 8' 5' 9' 6' 1' 7' 8' 7' 11' 9' 1' 9' 6' 12' 0' 12' 6' 14' 0' 14' 0' Q Standard 3' 8' 4' 11' 5' 3' 6' 7' 7' 1' 8' ill 9' 6' 10' 4' 11' 1' 14' 0' 14' 0' #1 4' 0' 6' 8' 6' 11' 7' 10' 8' 2' 9' 4' 9' 8' 12' 4' 12, 9' 14' 0' 14' 0' S P #2 3' 10, 6' 7' 6' 10' 7' 9' 8' 1' 9' 3' 9' 7' 12' 2' 12' 8' 14' 0' 14' 0' #3 3' 9' 5' 3' 5' 7' 6' 11' 7' 5' 9' 2' 9' 7' 10, 11' 11' 8' 14' 0' 14' 0' d D P Stud 3' 9' 5' 3' 5' 7' 6' 11' 7' 5' 9' 2' 9' 7' 10, ill 11' 8' 14' 0' 14' 0' Standard 3' 6' 4' 7' 4' 11' 6' 2' 6' 7' 8' 4' 8' 11' 9' 8' 10' 4' 13' 1' 14' V U _ [- S P #1 / #2 4' 5' 7' 6' 7' 9' 8' 10, 9' 3' 10' 7' 11' 0' 13' 11' 14' 0' 14' 0' 14' 0' +> _ r #3 4' 2' 7' 1' 7' 9' 8' 9' 9' 1' 10' 5' 10, 10, 13' 9' 14' 0' 14' 0' 14' 0' U L I P Stud 4' 2' 7' 1' 7' 6' B' 9' 9' 1' 10' 5' 10, 10, 13' 9' 14' 0' 14' 0' 14' 0' QJ O 1 Standard 4' 2' 6' 1' 6' 5' 8' 1' 8' 8' 10' S' 10, 10, 12' 8' 13' 7' 14' 0' 14' 0' \ #1 4' 7' 7' 7' 7' 11' 9' 0' 9' 4' 10' 8' ill 1' 14' 0' 14' 0' 14' 0' 14' 0' / S P #2 4' 5' 7' 6' 7' 9' 8' 10, 9' 3' 10' 7' 11' 0' 13' 11' 14' 0' 14' 0' 14' 0' #3 4' 4' 6' 5' 6' 10' 8' 6' 9' 1' 10' 6' 10, 11' 13' 4' 14' 0' 14' 0' 14, 0- (1) D P L Stud 4' 4' 6' 5' 6' 10' 8' 6' 9' 1' 10' 6' 10' 11' 13' 4' 14' 0' 14' 0' 14' 0' Standard 4' 2' 5' 8' 6' 0' 7' 6' 8' 0' 10' 2' 10, 10, 11' 10' 12' 7' 14' 0' 14' 0' #1 / #2 4' 10, 8' 3' 8' 7' 9' 9' 10, 2' 10' 7' 12, 1' 14' 0' 14' 0' 14' 0' 14' 0' d _ S P P #3 4' 7' 8' 2' 8' 5' 9' 8' 10, 0' 11' 6' 12, 0' 14' 0' 14' 0' 14' 0' 14' 0' Lf U LIP Stud 4' 7' 8' 2' 8' 5' 9' 8' 10, 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' O I� Standard 4' 7' 7' 0' 7' 5' 9' 4' 10, 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' X #1 5' 1' 8' 5' 8' 8' 9' 11' 10' 3' 1 11' 9' 12' 3' 14' 0' 14' 0' 14' 0' 14' 0' d S P #2 4' 10, 8' 3' 8' 7' 9' 9' 10' 2' 11' 7' 12' 1' 14' 0' 14' 0' 14' 0' 14' 0' #3 4' 9' 7' 4' 7' 10' 9' 8' 10, 1' 11' 7' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' D F L Stud 4' 9' 7' 4' 7' 10' 9' 8' 10, 1' 11' 7' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' Standard 4' 7' 6' 6' 6' 11' 8' 8' 9' 3' 11' 6' 12' 0' 13' 7' 14' 0' 1 14' 0' 14' 0' Diagonal brace options vertical length may be doubled when diagonal brace Is used. Connect diagonal brace for 600# at each end, Max web total length Is 14'. Vertical length shown In table above. Connect dlagonnl at AN ITW C01 1 \ 514\ Earth\ City\ Expressway 11 Suite\ 242 11 Earth\ City\ MO\ 63045 About 18, L 'L' Brace End Zones, typ. 2x6 DF-L #2 or better diagonal 1-' bracer single 8, or double cut (as shown) at upper end. vI` `f Refer to chart Al "VARNDNGI■■ READ AND FGLJ2V ALL NaTES IIN THIS DRAWING ' ■wWGIRTANTww FURNISH THIS DRAVING TO ALL CDNTRACTDRS INCLUDING THE MSTALLERs Trusses require extreme core In fabricating, handling, shipping, Installing and bracing Ref d t follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA, fo s practices prior to performing these functions. Installers shall provide temporary brndng pe. B Unless noted otherwise, tap chord shall have properly attached structural sheathing and too shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint I shall have brndng Installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to eaiO of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviatl this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shlpl nstallation 4 bracing of trusses. A seal on this drawing or cover page UstbV this drawing, 6iAcates acceptance of professional engineering responsibility surely for the design shown. The suitability and use of this drawng For any structure Is the responsibility of the Building Designer per, ANSI/TPI 1 Sec2. For more Information see this Job's general notes page and these web sltesi ALPINE, w■■.alpinettw.comi TP6 www.tpinst.orgl SBCAi wv,sbclndustry.orni ICC, wwwlccsafe.orn wp Bracing Group Species and Grades: Group At S ruce-Plne-Flr Hem -Fir #I / q2 Standard #2 Stud #3 Stud #3 Stnndnrd Dou las Fir -Larch Southern Plnewwo #3 #3 Stud Stud Standard I I Stnndnrd Group BI Hem -Fir #1 & Btr #1 Dou ins Fir -Larch Southern Pinexww #1 al #2 #2 Ix4 Braces shall be SRB (Stress -Rated Board), tllwlFor Ix4 So. Pine use only Industrial 55 or Industrial 45 Stress -Rated Boards. Group B values maybe used with these rndes. Gable Truss Detail Notes: Wind Load deflection criterion Is L/240, Provide uplift connections for 75 plP 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' bracesi 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 Length + Refer to common truss design for peak, splice, and heel plates. Refer to the Building Designer for conditions not addressed by this detail. No S lice Less than 4' 0' 2X3 Greater than 4' 0', but less than 11' 6' 3X4 Greater than 11' 6' 4X4 X. TOT. LD. 60 PSF SPACING 24.0' F ASCE7-16-GAB16015 TE 01/26/2018 WG A16015ENC160118 'T' Reinforcing Member Gable Truss Gable Detail Far I at -in \/arl-irn I c 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 2X8 Provide connections for uplift specified on the engineered truss design. Attach each 'T' reinforcing member with End Driven Nails, 10d Common (0.148'x 3,',min) Nails at 4' o,c, plus (4) nalls In the top and bottom chords, Toenalled Nails, 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, A20030PED100118, S11515ENC100118, S12015ENC100118, S14015ENC100118, S16015ENC100118, S18015ENC100118, S20015ENC100118, S20015END10011 W1 ev%, S11530ENC100118, S12030ENC100118, S14030ENC 30 1001 1 S18030ENC100118, S20030ENC100118, S20030E 01 as Q'oFab$0 See appropriate Alpine gable detail for maxlly e�fiF`�r(c� a8gr 'T' Reinforcement Attachment Detail 'T' Reinforcing 'T' Reinforcing Member Member Toe-nall - Or - End-nall To convert from 'L' to 'T' reinforcing members, multiply 'T' Increase by length (based on appropriate Alpine gable detail), Maximum allowable 'T' reinforced gable vertical Length Is 14' from top to bottom chord. 'T' reinforcing member material must match size, specie, and grade of the 'L' reinforcing member, eb Length Increase w/ °T° Brace Examples ASCE 7-10 Wind Speed = 120 mph Mean Roof Height = 30 ft, Kzt = 1.00 Gable Vertical = 24'o,c. SP #3 'T' Reinforcing Member Size = 2x4 'T' Brace Increase (From Above) = 307 = 1.30 (1) 2x4 'L' Brace Length = 8' 7' Maximum 'T' Reinforced Gable Vertical Length 1.30 x 8' 7' = 11' 2' 'T' Relnf, Mbr, Size 'T' Increase 2x4 30 2x6 20 w DFMTANTKX FF r ARNINGlas DRAAM m TO ALL cmiALL �mRs THIS THE E INsT&Lm4 4 0• r 0 4 REF LET -I N V E R T m PI AN ITW COMPANY V\SuteE242\City\Expresswaynee�n9 Trusses require extreme care In fnbrlcating, handling, shpping, Installing and bracing. Ref - n fallow the latest edition of BCSI (Bulltling Component SafetyInformation, b TPI and SBCA) fo s t practices prior to performing these functions. Installers shot( provide temporary bracing pew BCSL a Unless noted otherwise, top chord shell have properly attached structural sheathing and bo m cho Shall have n property attached rigid ceiling. Locations shown for permanent lateral restraint f s shall hove bracing Installed per BCSI sections H3, B7 or B10, as applicable. Apply plates to ea of truss and position as shown above and an the Joint Detags, unless noted otherwise. ✓ Refer to drawings 160A-2 for standard plate positions. Alpine, a division of ITV Building Components Group Inc shall not be responsible for any de to, to r this drawing, any fdRure to build the truss In conformance with ANSI/TPI 1, or for handling, shlppin Installation & bracing of trusses, A seal on #cis drnwtrg or cover, page listing this drawing, Gidcates acceptance of professional V my structure Is the responsibility fpon�saUty design the the Deslgrierap Ir�AN�s[�LaeTPI i sfethis c2 �aw� a p' ."4. �e yq e a'T OJ � , a� q 1, A. 6; J- a '"i! s �ti �Sr` �6®®rg®wl` t'a6s6° >y�' O at �f+f 67 i �' [e /10/2021 MAX. TOT. LD, 60 PSF DATE 01/02/2018 DRWG GBLLETIN0118 DUR, FAC. ANY i %%Earth% City,%M0163045 For more Information see this Job's general notes page and these web sites, ALPINE, www,alpineitw.comi TPI, www,tpinst.orgi SECA, www.sbcindustry.orgl ICG wwwlccsafe.org MAX, SPACING 24,0° Valley Detail - ASCE 7-16: 180 mph, 30' Mean Height, Partially Enclosed, Exp, C, Kzt=1,00 Top Chord 2x4 SP #2N, SPF #1/#2, DF-L #2 or better, Bot Chord 2x4 SP #2N or SPF #1/#2 or better. Webs 2x4 SP #3, SPF #1/#2, DF-L #2 or better, �� Attach each valley to every supporting truss with: 535# connection or with (1) Simpson H2,5A or equivalent connector for ASCE 7-16 180 mph, 30' Mean Height, Part, Enc, Building, Exp, C, Wind TC DL=5 psf, Kzt = 1.00 Or ASCE 7-16 160 mph, 30' Mean Height, Part, Enc. Building, Exp, D, Wind TC DL=5 psf, Kzt = 1.00 Bottom chord may be square or pitched cut as shown, Valleys short enough to be cut as solid triangular members from a single 2x6, or larger as required, shall be permitted in lieu of fabricating from separate 2x4 members, All plates shown are Alpine Wave Plates, 3X4 12 12 Max 2X4 . (— X4 I8-0-0 max 4X4 Unless specified otherwise on engineer's sealed design, for vertical valley webs taller than 7-9' apply 2x4 'T' reinforcement, 80% length of web, same species and grade or better, attached with 10d box (0,128' x 3,0') nails at 6' o.c, In lieu of 'T' reinforcement, 2x4 Continuous Lateral Restraint applied at mid -length of web is permitted with diagonal bracing as shown in DRWG BRCLBANC1014, Top chord of truss beneath valley set must be braced with: properly attached, rated sheathing applied prior to valley truss Installation, Or Purlins at 24' o,c, or as otherwise specified on engineer's sealed design Or By valley trusses used In lieu of purlin spacing as specified on Engineer's sealed design, ww)K Note that the purlin spacing for bracing the top chord of the truss beneath the valley is measured along the slope of the top chord, ++ Larger spans may be built as long as the vertical height does not exceed 14'-0', Pitched Cut Bottom Chord Valley 20-0-0 (++) NJ Supporting trusses at 24' o,c, maximum spacing, Valle Spacing Square Cut Bottom Chord Valeev 2X4 Stubbed Valley End Detail 4X4 -�Tf ❑ptional Hip Joint Detail n T u e t 2 o, , Partial Framing Plan P' ANITWCOMPANY 1 \ 5141 Earth\ Ci \ Expressway b P y I uite\z4z VAIMQM ■XWMTANTrn DmwmG TTEE &L ALL CMTR ci�S nip M TIE DMAIAMM a Trusses require extreme care In fnbricating, handling, shipping, Installingy and bracing. Refer follow the latest edition of BCSI (Building Component Safety Information, b TPI and SBCA) for f s practices prior to performing these functions. Installers shall provide temporary brndng per SI. Unless noted otherwise, top chord shatt have property attached structural sheathing and bot4 chordBC shall have n properly attached rigid ceiling. Locations shown for permanent lateral restraint o w shall have bracing Installed per SCSI sections B3, B7 or PLO, as applicable. Apply plates to eag a of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions I. Alpine, a division of ITV Building Components Group Inc. shall not be responsible for any deviation n-®9„ this drawing, any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, Installation lL bracing of trusses. A seal on this drawing or cover page listing this drawing, Indicates acceptance of professlonal engineering responsibility solely for the design shown The suAtnblBty and use of this drawYg for any structure is the responshAUty of the BuRdkug Deslgrrer per ANS[/TPI 1 Sea2 li = • .". s 's o $ i e � '�" gg! yC Pe+� aae6e a*�® r � js q Qg + m $g /10/2021 ILL 30 TC DL 20 DL 10 r� BC LL 0 T❑T, LD, 60 30 15 10 0 40PSF 7 PSF 10 PSF 0 PSF 57PSF REF VALLEY DETAIL DATE 01/26/2018 DRWG VAL180160118 55 DUR,FAC,1.25/1.33 1,15 1.15 \1 Earth\City,\MO\63045 For more Information see this Job's general notes page and these web sites. ALPINE, w■w.alpineltw.comi TPL ww■.tpinst.orgl SBCAi ■■w.sbclndustry.orgi ICCj ■■wJccsafe.org SPACING Valley Detail - ASCE 7-16: 30' Mean Height, Enclosed, Exp, C, Kzt=1,00' Top Chord 2x4 SP #2N, SPF #1/#2, DF-L #2 or better, Bot Chord 2x4 SP #2N or SPF #1/#2 or better, Webs 2x4 SP #3, SPF #1/#2, DF-L #2 or better, �"� Attach each valley to every supporting truss with+ (2) 16d box (0,135' x 3,5') nails toe -nailed for ASCE 7-16, 30' Mean Height, Enclosed Building, Exp, C, Wind TC DL=5 psf, Kzt = 1.00, Max, Wind Speed based on supporting truss material at connection locationt 170 mph for SP (G = 0.55, min,), 155 mph for DF-L (G = 0,50, min.), or 120 mph for HF & SPF (G = 0.42, min,), Maximum top chord pitch is 10/12 for supporting trusses below valley trusses. Bottom chord of valley trusses may be square or pitched cut as shown. Valleys short enough to be cut as solid triangular members from a single 2x6, or larger as required, shall be permitted in lieu of fabricating from separate 2x4 members, All plates shown are Alpine Wave Plates, 3X4 12 12 Max, I 2X4 X4 — 8-0-0 max 4X4 12 12 Max, I 1X3 1X3 X3 5X4/SPL Unless specified otherwise on engineer's sealed design, for vertical valley webs taller than 7-9" apply 2x4 'T' reinforcement, 807 length of web, same species and grade or better, attached with 10d box (0,128' x 3,0') nails at 6' o,c, In lieu of 'T' reinforcement, 2x4 Continuous Lateral Restraint applied at mid -length of web is permitted with diagonal bracing as shown in DRWG BRCLBANC1014, Top chord of truss beneath valley set must be braced with) properly attached, rated sheathing applied prior to valley truss Installation, Or Purlins at 24' o,c, or as otherwise specified on engineer's sealed design Or By valley trusses used in lieu of purlin spacing as specified on Engineer's sealed design, w*w Note that the purlin spacing for bracing the top chord of the truss beneath the valley is measured along the slope of the top chord, ++ Larger spans may be built as long as the vertical height does not exceed 14'-0', Valle Spacing Pitched Cut Square Cut Bottom Chord Valley Bottom Chord Toe -nailed Valle / y 12 10 Max, 1 4* (Max Spacing) 2X4 _1X3 20-0-0 (++) Supporting trusses at 24' o,c, maximum spacing, 0 , sa, 0.' 0trth111111 e • � a 2X4 4X4 ,�� r Stubbed Valley Optional Hip End Detail Joint Detail n I T t 2, on i r usses Partial Framing xt 24" O.C. Plan r.nIPMTAW" � TM READ � m°uLALL cwrNOTES TTMSS MMUDING T`�ie ISTALLIR� a �' ��� � LL 30 30 40PSF REF VALLEY DETAIL Trusses require extreme care In fabricating, handling, sing, Installing and bracing. Re -' .t�.a$d • _ TC DL 20 15 7 PSF DATE 01/26/2018 fallow the latest edition of BCSI ®uUding Component Safety Information, by TPI and SECA) f fei�, e Gpractices prior to performing these functions. Installers shall provide temporary bracing BCSL- Unless ted otherwise, top chord shall hov$C DL 10 10 10 PSF DRWG VALTN160118 e properly attached structural sheathing and b on ch �'�' • shall havnolrg en properly attached rigid cell. Locations shown for permanent lateral restrain of �b • shall have bracing Installed per BCSI sections B3, B7 or BIO, as applicable. Apply plates to e h ear a ` h of truss and position as shown above and on the Joint Detalts, unless noted otherwise. • $C LL 0 0 0 PSF A PI Refer to drawings of IT for standard ants positions. Watt e� � Alpine, i division of ITV Building Components Group Inc shall not be responsible for any devlatl °o•w °® 'et TOT, LD, 60 55 57PSF this drawing, any ing of to build the truss In conformance with ANSI/TPI 1, or for handling, shlppI `raeeca•'` AN ITW COMPANY Installation &bracing of trusses. A seal on this drawing or cover page UsKg this drawing, kxBcates acceptance of professbnnl 0 1 11514\ Earth\ Cityl Expressway engineering responsibility solely for the design sham. The suitability and use of tHs drawing {sj " e+ t`�/1 Q�2Q2 11 Suite\242 for any structure Is the responsibility of the BuBding Designer per ANSI/TPI i Sec.?- DUR,FAC. 1,25/1.33 1,15 1,15 l\Earth\City,\MO\63045 For more Information see this ,Job's general notes page and these web sites. SPACING 24,0' ALPINE, www.olpineltr.eom) TPI, wwr,tpinstorgi SBCA, wwr.sbclndustry.orgl ICC, w.jccsofe.org s4 ,• I VALLEY FRAMING & BRACING DETAIL r i R BC Lumber Size and Grade Minumum Requirements Effects of not providing sheathing below a valley set must be evaluated by the building designer. This drawing applies to valleys with the following conditions: Spans (distance between heels) 40'-0" or less -Maximum valley height: 14'-0" -Maximum mean roof height: 30 feet -ASCE 7-05, 140 mph, Enclosed, Cat II, Exp B, 1=1.0, Kzt=1.0 -Or A Maximum of ASCE 7-10,180 mph, Enclosed, Exp D, Kzt=1.0 as long as the proper number of nails are Installed into ridge board -Install blocking under rafter if sleepers are not used. -Install blocking under cripples If cripples fall between lower truss top chords and lateral bracing Is not used. Apply all nailing n accordance to current NDSoth rwise. me Nails are common wire nails unless noted otherwise. TRUSS TRUSS UNDER VALLEY FRAMING VALLEY RAFTER OR RIDGE ® +CRIPPLE ripples 41-0" for 30 psf (TL) and 20 psf (TD) Max. -.e the crippes for each row starting from the valleys or sleepers working Inward to the ridge board so that cripple locations are gered between rows. TYP) innection Requirement Notes 2x6 rafters to ridge 416d toe -nails Cripple to ridge 416d toe -nails Cripple to rafter 416d toe -nails (*•) 816d face -nails Rafter to sleeper or blocking 516d toe -nails Rafter to two 2x6 sleepers 416d toe -nails Sleeper to truss 416d toe -nails Two 2x6 sleepers to truss 3 16d toe -nails each sleeper & truss Ridge board to roof block 416d toe -nails Ridge board to truss 416d toe -nails Purlin to (Typ) 316d toe -nails Truss to blocking 416d toe -nails Truss to cripple 416d toe -nails Truss to cripple 416d toe -nails Cripple to purlin 316d toe -nails Collar beam to rafter 416d toe -nails E:16d (0.162"x3.5") COMMON NAILS (A) I (B) (**) 1eWT� TM WAVDGNO F°ToLOVi�L,."" t>HaTESRS DDCUJWwc TTM `fQW D=N.LEM � : * C LL 20 30 40 54 REF VALLEY FRAMING Trusses requhe extreme care 1r, fabrimtng, handing, shipping, nstattnp and brash,. Refer. m a, . C DL 10 20 7 7 DATE 10/O1/14 follow the latest edtlon of SCSI OkAdho Component Safety Information, by TPI and S8CA1 for fety • practices prior to perfarnbg these functlora. Installers shad provide tenporary braclna fPer L • bless noted otherwlse, tap chord shall have property attached structural sheathing and bottor$c a STATE Of shad have a properly attoci,ed Hold cep. Locations shown far perrronent laterot restraint of� �# BC DL 0 0 0 0 DRWG VACNV1801015 shad have bracb,p Installed per Dcsl sections D3, 27 or E1o, as a looble. �ppl pt.tes to each e . I� of truss and sttlon as shown above and on the Joint Details, ess noted o er.ke, o d Reierr to elmeings 16M -Z for standard plate positions m>o� •o�� oR�QP.•f �r� BC LL 0 0 0 0 Alpine, a dvision of r1V andng conponer,ts Group Inc shad not be responsible for any devlatbn f ••.ar....•• TOT. LD.30 50 47 61 /1NfiWCOMPYWY this drawing, any fallure to build the iruss In corlfornarlce wM MMSI/IPI 1, r for haxft, shppinp; i0 �,��`� Installation t, bracing of trusses. �/ ` A seat an tints aawrg r raver page usttg this d-a tg, ndmtes ampmnce of professional, °fhr 13389 Lakefront Drive fa�n:trr.cw�t`�.—e`yr. any a��"g m tikaondvTP`�I i s.� d' "0 �T t DUR. FAC. 1.25/1.15 Each City.M063415 Fr rae trms tfotton see this Job's general notes se ge and thew.b site. ALPr M wewatptnelt■com! TPA w...tplr- org, SW.4, www..bdndu:tryarg, iw wwe.tniafeorp / (� 2 0[ SPACING SEE ABOVE