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Home My WebLink AboutTruss DesignflE la T. aa i 5 1 59 3 ALF]I Ë 13|ZO2Z This package contains general notes pages, 1 truss draw¡ng(s) and 2 detail(s). Item Drawinq Number Truss 1 103.22.1200.46533 F01 3 STRBRIBRlOl4 RECEIVËD MAY ;} N ?fi2? GARf.IELD COUNTY COMMUNITY DEVELOPMENT Item Drawing Number Truss 2 DEFLCAMBlOl4 AN TWCOMPANY Alpine, an ITW Company 155 Harlem Ave North Building, 4th Floor Glenview, lL 60025 Phone: (800)877-3678 (91 6)387-01 1 6 Fax: (916)387-1110 sacseals@ itwbcg.com Site lnformation Paoe 1: Customer: Oreoon Truss Job Number: 2203483DCS Job Descriotion: Looez Stillwater Floors Address: 11251 SE 232nd Ave. Damascus, OR 97089 Job Enoineerino Criteria Design Code: IRC 2018 IntelliVlEW Version: 2'1.02.008 JRef#: 1XeO4350005 Wind Standard: ASCE716 Buildino Tvoe: Wind Speed (mph): 0 Design Loading (psf): 55.00 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 lnstitute. The truss component designs conform to the applicable provisions of ANSI/TPI 1 and NDS, the National Design Specification for Wood Construction by AWC. The truss component designs are based on the specified loading and dimension information furnished by others to the Truss Design Engineer. The Truss Design Engineer has no duty to independently verify the accuracy or completeness of the information provided by others and may rely on that information without liability. The responsibility for verification of that information remains with others neither employed nor controlled by the Truss Design Engineer. The Truss Design Engineer's seal and signature on the attached drawings, or cover page listing these drawings, indicates acceptance of professional engineering responsibility solely for the truss component designs and not for the technical information furnished by others which technical information and consequences thereof remain their sole responsibility. The suitability and use of these drawings for any particular structure is the responsibility of the Building Designer in accordance with ANSI/TPI 1 Chapter 2. The Building Designer is responsible for determining that the dimensions and loads for each truss component match those required by the plans and by the actual use of the individualcomponent, 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 19o/o andlor 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 forthherein,includingbutnotlimitedto: verifyingthedimensionsofthetrusscomponent,calculationofanyofthetruss component design loads, inspection of the truss components before or after installation, the design of temporary or permanent bracing and their attachment required in the roof and/or floor systems, the design of diaphragms or shear walls, the design of load transfer connections to and from diaphragms and shear walls, the design of load transfer to the foundation, the design of connections for truss components to their bearing supports, the design of the bearing supports, installation of the truss components, observation of the truss component installation process, review of truss assembly procedures, sequencing of the truss component installation, construction means and methods, site and/or worker safety in the installation of the truss components and/or its connections. This document may be a high quality facsimile of the original engineering document which is a digitally signed electronic file with third party authentication. A wet or embossed seal copy of this engineering document is available upon request. Temporary Laterat Restraint and Bracing: Temporary lateral restraint and diagonal bracing shall be installed according to the provisions of BCSI chapters 81, 82, 87 and/or 810 (Building Component Safety lnformation, 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 83, 87 and/or 810, 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 lnformation : Alpine connector plates are made of ASTM 4653 or ASTM 41063 galvanized steel with the following designations, gaugesandgrades: W=Wave,20ga,grade40; H=HighStrength,20ga,grade60; S=SuperStrength,'18ga,grade60. lnformation on model code compliance is contained in the ICC Evaluation Service report ESR-11 18, available on-line at www.icc-es.org. Fire Retardant Treated Lumber: Fire retardant treated lumber must be properly re-dried and maintained below 19o/o 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: lnformation 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. lc = lncised 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 (.¡oint) location of deflection. Max BC CSI = Maximum bending and axial Combined Stress lndex for Bottom Chords for of all load cases. Max TC CSI = Maximum bending and axial Combined Stress lndex for Top Chords for of all load cases. Max Web CSI= Maximum bending and axial Combined Stress lndex 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 Caloctin Circle.SE, Suite 201; Leesburg, V420175; www.awc.org. 2. ICC: lnternational Code Council; www.iccsafe.org 3. Alpine, a division of ITW Building Components Group lnc.: 155 Harlem Ave, North Building, 4th Floor, Glenview, lL 60025; r¡¡ww.alpineitw.com. 4. TPI: Truss Plate lnstitute, 267Q Crain Highway, Suite 203, Waldorf, MD 20601; www.tpinst.org. 5. SBCA: Wood Truss Council of America, 6300 Ehterprise Lane, Madison, Wl 53719;www. sbcacomponents.com. Page 3 of 3 Cust: R435 JRef:'1XeO4350005 T2 DMNo: 103.22.1200.46533 JAK / RTT 04t13t2022 sY42SEON:31119 FROM: 1 I Ply: Qtv: Job Number: 2203483DCS Lopez Stillwãter Floors Truss Label: F01 , 1'5"6 , 3'i.-2'6,,iIÊ¡-26" -*l--- 2'6"12 I 19'4"10 (rYP) T=l$l-i 2 K 3X1 I' I' 10' 2' o 10 lll 1.5X3 =3X4CD J =3X10 =3X3 19'4"10 9'4"10 ll 1.5X3 =3X5EF ilt1.5X3 G =3X12 H=3X3A =4X12 B N =3X10 M | 1.5X3 L =3X4 Loading Criter¡a (psf)Criterla Criteria (Pg,Pf Ìn PSF)DefYCSl Cr¡teria PP Deflection in loc L/defl L/#^ Maximum Reactions (lbs) Gravity Loc R+ /R- /Rh40.00 10.00 nd Std: NA Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA LU: NA Cs: NA Non-Gravity /Rw /U /RLNA mph 0.463 E 488 480 BCLL: 0.00 BCDL: 5.00 Des Ld: 55.00 NCBCLL:0.00 Enclosure: NA ï(CL): 0.590 E 384 240 o1557t- I- L l- L J 1128 t- I- r- r- l- O Brg Wid = 3.6 Min Req = 1.5 (Support) J BrgWid=- MinReq=- Bearing O Fcperp = 6250.¡. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. Chords Tens. Comp. NA Duration: NA HORZ(LL): 0.066 J HORZ(TL): 0.084 JEXP: NA Kzt: NA Mean Height: NA ft Building Code: tRc 2018 Factor: 2.0 2.00 L: NA psf Max TC CSI: 0.680 Max BC CSI: 0.654 Max Web CSI: 0.954 Loed Duration: 1.00 BCDL: NA psf MWFRS Parallel Dist: NA I Std: 20'14 24.O',Dist a: NA ft Rep Fac: No FT/Rï/PT:3(0)/3(0)/1 (0) Plate Type(s): Loc. from endwall: NA l: NA GCpì: NA B-C c-D D-E 0 -47U 0 -47æ 0 - 5363 E-F F.G G-H 0 -5353 0 -41110 -4111 nd Duration: NA Ver: 2 1 .02.008.1 1 08.20 Lumber Top chord 4x2 DF -L 2400f -2.O8 Bot chord 4x2 DF-L 240012.08 Webs 4x2 DF-L Standard Maximum Bot Chord Forces Per ChordsTens.Comp. Chords Ply (lbs) Tens. Comp. Special Loads ---(Lumber Dur.Fac.=1.00 / Plate Dur.Fac.=1 .00) TC: From 100 plf at 0.00 to 100 plf at 0.18 TC: From 220 plf al. 0.18 to 220 plf at 5.01 TC: From 100 plf at 5.01 to 100 plf at 19.14 BC: From 1 0 plf at 0.00 to 10 plf at 19.14 Plat¡ng Notes Handling stresses not considered for plates. o-N N-M M-L 3129 3&Z 5363 0 0 0 L K K J 5089 2372 0 0 Maximum Web Forces Per Ply (lbs) Wébs Tens.Comp Webs Tens. Comp. o-B B-N C-N N-D 0 - 33911765 0 32 -435 52 -1209 L-F F.K K-H H-J 759 0 1 878 0 -248 - 1055 0 -2570Deflection Max JT VERT DEFL: LL: 0.46" DL: 0.20". See detail DEFLCAMB1014 for camber recommendations. Add¡tional Notes + 2x6 continuous strongback. See detail STRBR|BR1014 for braclng and br¡dging recommendations. Deflection estimate assumes composite action with single layer of the appropriate span rated glue-nailed wood sheathing. Truss must be installed as shown w¡th top chord up. RE ¡al T 51593 aa a.alI NAL n FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS ofl page any SBCA: to nd ^,4LPINEfaìlure to build the or cover oaoe and use bf lhis *WARNING* READAND FOL ALL NOTES ON THIS DRAWING!Oregon Truss 17900 SE Wallace Rd. Dayton OR 97114 (503)581-8787 ÁNIilCOMPAÑY 1 55 Harlem Ave North Buìld¡ng, 4th Floor clenview, lL 60025 -¡¡fmTá¡{fãâLL I{IIES II{ THIS NA!¡¡IG¡C¡ilÍRACIINS DæLT¡U}5 NC ¡ilSTA¡J-ERSÅ .LPINEdlvls¡ilCmpdañt5thc 'È.6s lñIncAN ITWCOIVPANY514 Eadh City ExprcsswaySuite 242Eadh City, [,,1O 63045Itsthe ftfs t rheL hdcot6 occeptrre of profGiomf.þdOñ ifeÂ Ìfr e¡tobüty o¡d le of ft{s .ho¡heoç lrp DIüìO D.CCæ p.r åI{$/IPI t Sec2,corÂd $eçe reb 4eç¡¡coonyConr.rento.r'yrConben noy be buitt into tnusses to conpensotefon the ventico,l deflection tho,t nesutts fnom theoppticotion of Ioo.ds, Pr oviding co.r'ìben ho.s thefol,l.owing odvontoges'O Hetps to ensune |.eve[ ceitings ond ftoors oÊterdeo.d loo.ds ore opptied,O Focitito.tes droinoge to o.void ponding on ftqt onIow stope noofs,O Conpensotes Êon diffenent deftectioncho.noctenistics between odjocent tnusses,O Irrproves oppeononce of gor oge doon heo.derso.nd othen long spons tho.t con oppern to 'sog,'O Avoids 'dips' in noof nidgetines of the tnonsitionfnor'¡ the gobl.e to odjocent cteon spon tnusses,In occondo.nce with ANSI/TPI 1 the Buitding Designer',thr ough the Constnuction Docurrents, shqtl provide theIoco.tion, dinection, ond mognitude o€ o.t[ [oqds o.ttr'ibuto.bl,eto ponding thot moy occun due to the design of the r^oofdnoinoge systen, The Buil.ding Designen sho.tl o.tso specifyony dead tood, live [oo.d, qnd in-senvice cneep deftectioncnitenio. fon fto,t or' low-stope nooÊs subject to pondingIoods,The onount of cqr'ìben is dependent on the tnuss typ",spo.n, Ioo,ding, oppticotion, etceteno.s,REMone restrictive Iimits fon o.ttowo.btestenderness r'o.tio (L/D) r,noy be nequicontnol vibno.tion,5JThe fottowing tobtes one pnovided osLirniting deftection qnd estinoting cons on'codes nroy exist thot requine exceneconfyìendotions, on post expenience n¡îore stningent l.imitotions,NALDeflection o.nd Co.rnbenL = Spon of Tr'uss (inches)D = Depth of Tnuss o.t Deftection Point (inqhes)Þ^-^*-^^^i^¡ T^, '-- n^Cl ^-+i^^ I i-i*eTnussTvnpPitched Roof TnussesFtoon of Room-In-AtticTnussesFtot on Shotl.ow PitchedRoof Tr ussesResidentio.l Ftoon TnussesCommercial Ftoor^ TrussesScissors TnussesTnuss TvoePitched TnussesSl.oping PqnqltetChond TnussesFtoor TnussesFtqt RooÊ TnussesNote¡ The qctuot deqdthe design deodDefl.ection LimitsLive Loo,dL/?40 (venticot)L/360 (venticqt)L/360 (ventico.t)L/360 (ventical)L/480 (venticot)0,75' (honizontot)Totol I oodL/180 (venticqt)L/?40 (venticot)L/?40 (verticot)L/?40 (ver tico.t)L/?40 (ventico.l,)1,25' (honizontqt)L/D?4?4?4?420?4npRecomr.rended Comben1,00 x Deftection fnom Actual Deo.d Lood1,5 x Venticql Deflection fnorrActuot Deod Loo.d(0,25 x Deflection frorr Live Loo.d) +Actuol ]Jeod Load(0,25 x DeÊtection Ênor"¡ Live Lood) +(1,5 x Design Deo.d Lood Deftection)[oo.d noy be considenobty less tho.nIood.aôDRVG DEFLCAMBlOl4DATE IO/OI/T4REF ¡EFLEC,/CAMB IaLL ll¡tEs ft{ Il{lS tnAV¡tGEIltÍÍTATfiT FTñtrSH fffi NAYIE Tn [ trN€lß M E Kffifl.ræs æqd.t extæ coæ ln fobrkotlñgbRefe¡fotlor {tËof BqSI (ù¡tdlE CohmtfPtfcLPINCoñpôæñtsfthAN ITW CO]\4PANYfuss6.â*r¡oc cffi pooar.¡.ly fc thal** Öarhe, hd6t s oEeptoæ of f!f.sl6fiho6 lh. t¡tobùty ord le of 1rÈ ùrrtED¡ùe D.Ceæ pæ Al{Sl/lPl 1 Sccz.514 Eanh City ExpresswaySuite 242Eadh City, MO 63045o¡ytob¡.spaólltytHreqrroÊ ltlNOTEr Detoits i ond 2 o.r'e the pnefenred ottochment ¡îethodsATTACH STRIINGSACK TO@vEB V,/ (3) 10d(0,148'x3') NAILS 0R(4) lod BEX/GUNNAILS(e) 10d CEMMEN (0.148'x3.0') 0R8EX/GUN (0,1?8'x3,0') NAILS ATTOP AND EOTTEM OFSCAB-I¡N BLI]CK. ATTSTRTINGBACK TE BLECK V/ (3)10d CI¡MMON (0.148'x3,0') NAILS0R (4)10d BI¡X/GUN (0,1?8'x3,0')NAILS.STRÍ}BAO<ÏE BOTTT}'I CI{RD VITH#10 - 3 scREVsSTRINGBACK BRiDGING ATTARNATIVESToAT EACH END,STRONGBACKBRIDGING TOGETHER4' -0'SCAB-0-?x6ATTACH SCAB VITH lod BOX/GUN(0,1e8'x3.0') NAILS ¡N e RoVS AT6', E,C,NETE' IN LIEU EF SPLICING AS SHI¡VN,LAP STRONGEACK BRIDGING MEMBERSFI]R AT LEAST ENE TRUSS SPACINGSTRT]NGBACK BRIDGING SPLICE DETAILSTRINGBACK BRIDGING RECIMMENDATIINS> At[ scob-on blocks shotl be a ¡.rinimu¡.r 2x4'str'ess gno,ded Iu¡îber-,'> At[ stnongbo.ck bnidging o.nd bnocing sho.U be o,rlininun 2x6 'stness grqded [unben,'> The punpose of stnongbock bnidging is todevetop [oo.d sho.ning between individuql tnusses,nesutting in qn ovenqt[ incneo,se in thestiffness oÊ the ftoon systen, ?xGstnongbock bnidging, positioned qs shown indeto,its, is necorlrnended qt 10' -0' o,c, (nqx,)> The tenr¡s 'bnidging' qnd 'bnqcing' ore sorîetimesrristokenty used intenchongeobty, 'Bracing' is qnirrpor tont stnuctuno,l nequinerrent of ony floonon noof systen, Refen to the Tnuss DesignDnowing (TDD) Êon the bnocing nequinenrents for'eoch individuol tnuss corîponent,'Bnidging,'ponticutonty 'stnongbock bnidging' is orecommendqtion fon o, tnuss systen to hetpcontrol vibno,tion, in oddition to aiding in thedistnibution of point loods between odjacenttnuss, strongbock bnidging senves to neduce'bounce' or- r'esiduoI vibr'otion nesutting fnonrroving point (oods, such os footsteps,The penfonrîonce of ol.l, ftoon syster.rs areenhonced by the insto.tto,tion of stnongbockbnidging qnd theneÊone is stnongly neqorrnendedby Al.pine,Fon qdditionol infonrro.tion negonding stnongbockbnidging, nefen to BCSI (Buil.ding ComponentSofety Infonnqtion),SPACINGDUR. FAC,1,00TC LLTC DLBC DI-BC LLTET, LD,PSFPSFPSFPSFPSFÐRVG STRBRIBRl0l4DATE L0/0t/t4REF STRONGBACK