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Plans (126) �.. RECEIVED -7,330 Sw /tirr(r� OCT 232017 CITY OF TIGARD iTek BUILDING DIVISION MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 20162 STEVE HUGHS FRESON ADD ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K3763638 thru K3763642 My license renewal date for the state of Oregon is December 31,2017. 4�REo PRO cs NGIN "R 444 , 89200PE sc' -y, ,,OREGON , /O y 14,2.C3\ 0- Q3 41:41 -...m, October 5,2017 Baxter,David IMPORTANT NOTE:Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 24'- 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 DF #SSETR LOAD DURATION INCREASE = 1.15 BC: 2.4 DF lel&ETR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. SOON. LOADING BC LATERAL SUPPORT Or 12"OC. UON. LL( 25.0)011( 7.0) ON TOP CHORD= 32.0 PSF Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD= 10.0 POE (All Heights), Enclosed, Cat.2, Exp.B, HWFRS(Dir), Unbalanced live loads have been TOTAL LOAD = 42.0 POE load duration factor=l.6, considered for this design. Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. REQUIREMENTS OF IBC;2015 AND IRC 2015 NOT BEING MET. .4-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. • ,12-00 12-00 T T 12 I IM-4x4 12 5.00 G� S.OD 3 c, 2 4 ti Cr .F41.411111r01. 1 M-3x6(5) s o M-3x4 M-3x4 y y 12-00 y 12-00 Cp�I m ROre S 2-00 24-00 c' �' r. (, ti 4' :9200PE �{ JOB NAME : :20162 STEVE HUGHS FRESON ADD — Al 411" 0#140" Scale: 0.3170 l I ' BuWARNlkier GENERALNOTES, a/eepon otherwise noted: 1 OREGON tin �t</� Truss: Al 1.Bultler ami section so,,ot contractor be advised of ale General Notes 1.This deep's based pr u Me parameters efere shown and la for an individual end warm r•be6re construction comm.*.installed se. building component Applicability of design parameters she proper L- ,9 Y 24'� �+ 2 2t4 compression web bracing moat be InWaled where shown 0. Morpo component's the responsibility of the bol li g designer. /� ,1 3.Additional temporary bracing to inure stability during censtruatlon 2 Design St 1S the by and cdybottanNe.b b be'trimly Graced at O .y, DATE: 10/5/2017 isthe the veroNmuaripe of the baro reciter.Additional ,Num ees� � rag sued at to O.C.respectively anise.braced throughout main kRpin by continuous sheathing such qe plyerood sheNhiniCE)andror dOMMEE). E'R R 10.." ng finer. 3. Impact bridge's orIsterabrntlnb required where shown SEQ. : K3 7 6 3 6 3 3 4,No load shouid be applied to any component anti sitar all bracing and 4.Installation of was is the reepontlhilly of the respective contractor. fasteners are corselets and el no tree shield any toads greeter than 5.DeaiWt assumes terms are to be used lee non-corrosive environment, TRANS ID: LINK cheap loads beabetted tany component. and are for'dry condition.ofuse. 5.Complain has nscentrulover and aesa/reano responsibility ford's 6.r assumed fol bearing ata support shown,Shin or wedged EXPIRES: 19/3112017 faprketion,handmg,shipment and MataN}donofcomponents. 7.Malan assumes adequate drnirm a provided. October 5,2017 6.Tha deeds Is fumfehed subject ta ate Iahilstlons set brt by 6.Plates shall be located on both Imager trues,and pieced so thea center TPI1W7CA in BCSI,copies of which we be furnished upon request Isms coincide with Joint center lines. MTek USA.Inc./CompuTrus Software 7.6.8(1L(-E 10.Digitsbase connectoraI ateNatin i'c'es. Nate design values sea ESR-1377,ESR-tDBB(Mliea) • This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 24'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cg=1.00 TC: 2x4 OF S1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 87 2- 8=(-283) 1665 3- 8=(-366) 236 BC: 2x4 DF Al&ETR SPACED 24.0" 0.C. 2- 3=1-1890) 408 8- 9=(-135) 1101 8- 4=1-111) 577 WEBS: 2x4 DF STAND 3- 4=)-1655) 373 9- 6=(-334) 1665 4- 9=(-111) 577 LO?.DING 4- 5=1-1655) 373 9- 5=(-366) 236 TC LATERAL SUPPORT <= 12"05. UON. LL) 25.0)501) 7.0) AN TOP CHORD = 32.0 PEE 5- 6=(-1890) 407 BC LATERAL SUPPORT <= 12"OC. LION. DL ON BOTTOM CHORD = 10.0 PIP 6- 7=( 0) 87 TOTAL LOAD= 42.0 PIP OVERHANGS: 24.0" 24.0" IL= 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORS BRG REQUIRED ERG,AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL D'- 0.0" -203/ 1236V -87/ 87)1 5.50" 1.98 OF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 24'- 0.0" -203/ 1236V 0/ OH 5.50" 1,98 DF ( 625) BOTTOM CHORD CHECKED FOR 1IPSF LIVE LOAD.,TOP COND., 2: Design checked for net(-5 pst) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.040" @ -2'- 0.0" Allowed= 0.200" SIRE TL CREEP DEFL = -0.046" @ -2'- 0.0" Allowed= 0.267" MAX LL DEFL = -0.069" @ 15'- 9.4" Allowed= 1.154" MAX TL CREEP DEFL = -0.164" @ 15'- 9.4" Allowed= 1.539" MAX LL DEFL.= 0.040" @ 26'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.046" @ 26'- 0.0" Allowed-- 0.267" MAX BORIS. LL DEFL = 0.026" @ 23'- 6.5" MAX BORIE. TL DEFL= 0.043" @ 23'- 6.5" Design conforms to main windforce-resisting 12-00 12-00 system and components and cladding criteria. f Wind: 140 mph, h-21.7ft, TCDL-4.2,BCDL..6.0, ASCE 7-10, 6-03-19 5-08-02 5-08-02 6-03-19 (All Heights), Enclosed, Cat.2, Rxp.B, MWFRS(Dir), T T .f f load duration factor-1.6, 12 12 Truss designed for wind loads 5.00 7..m M-.4x6 Q 5.00 in the plane of the truss only. 4.0" 4 .yam( \ 14-1.5x3 M-1.5x3 3 ', 0 O 0 .1, _len,' .41,411111111111111MMIjk- Cf. O 1 8 9 -6 7 o M-4x4 M-3x4 M-3x6(5) M-3x4 EM-4x4 0 L 1 8-02-10 7-06-13 8-02-10 - y 12-00 12-00 ���Q,Ea PN OF�`.() y > y �N E,4, 4 2-00 24-00 2-00 �' �" =9200PE ter- JOB NAME : 20162 STEVE HUGHS -FRESON ADD - A2 4111,0#- Scale: 0.2545 t: f� /y. WARNINGS: GENERAL NOTES. Mese othenvIss noted: S '"i 1guilder and erection contractor should be advised of afGenend Nobs 1.This design A tamed only upon me parameters shown and Is for an individual - OREGON A,.. . Truss: A2 and Wambge before construction commences. building component Applicability of design prenatal,end 2.2,4 compression web bracing must be Metaled where shown c. 7. Incorporation of component the responsibility of the designer. /�/� Y { n Q 3.Additional temporary bracing to insure stability during construction 2.Design assumes ins IOP and bottom chords b he late.(braxy at `./ i 4, 4 l>` b the raeponeMiay oldie erecter.Additional pamrerem bracing a/ 2'AL end at NY ex.Ieapech=)y unless braced throughout Molt length by /74 -RR c!). . DATE: 10/5/2017 the overall structure S Me respon65Nry the baling designer. continuous sheathingor Wen( ssbr required a whore)own rywailac). �^R R I��„ a 3.I s lrnpeot sou lar there4preckg ofthe whore shown+Scs •s(l SEQ.: K3 7 6 3 6 3 9 a.No bed ahold be applied to any comporpnt until oiler al bracing and 0.Installation of ba..t the responsibility or the reapealwe rwnbaamr. homes are ooreptete and at no lime shod any wads greater then 5.Design assumes Inoses art to be need in a non-corrosive environment, TRANS ID: LINK deavM loads bo applied a any component and are for'dry coMNon•o)use. 5.Compur..hes no control aver and assumes no reapormblby for the fi. wsaesumesfib bearing at al supporta shown.Shim mwedge a / EXPIRES: 12/31/2017 ta5dnation,handling,shipmentamM nofcomponame. 7.Design ammo.ad"aaedrei"sOeNONANA. October 52017 6.This design is furnished subject to to limitations set forth by 8.Plates shall be loxtd on both faces 5?5500,end placed so their center , 176111CA in SCSI,copies of 5065 wR be furnished yon repeat. lines coincide rah joint minter lines. Wel(USA,IrnclCom Trus Software 7.6.8(11)-E 9.Digits indicate size of plats b inches. pu10.For basic connector pate design values see ESR-1311,ESR-1988(LIMA) This design prepared from computer input by Pacific Lumber and Truss-BC " LUMBER SPECIFICATIONS TRUSS SPAN 24'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TO: 2x4 DF $1&ETR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 87 2- 7=(-364) 1666 3- 7=(-366) 235 BC: 2x4 DF B1&ETA SPACED 24.0" O.C. 2- 3=(-1892) 438 7- 8=(-158) 1102 7- 4=(-110) 577 [^1685: 2x9 DF STAND 3- 4=(-1656) 904 8- 6=(-353) 1670 4- 8=(-107) 581 LOADING 4- 5=(-1659) 412 8- 5=(-370) 232 TO LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6-(-1895) 444 BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD= 42.0 PSF OVERHANGS: 29.0" 0.0" BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA LL= 25 PSF Ground Snow (Pg) LOCATIONJS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -203/ 1251V -73/ 88H 5.50" 2.00 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 24'- 0.0" -120/ 1007V 0/ OH 5.50" 1.61 DF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. II__ BOTTOM CHORD CHECXED FOR 10PSF LIVE LOAD. COP ry,OND. 2: Design checked for nat6-5 psf) uplift at 24 "oc spacing.l AND BOTTOM CHORD LIVE LOADS ACT NOM-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.040" @ -2'- 0.0" Allowed= 0.200" MAX TL CREEP DEFL = -0.046" @ -2'- 0.0" Allowed= 0.267" MAX LL DEFL = -0.070" @ 15'- 9.4" Allowed- 1.154" MAX TL CREEP DEFL = -0.165" @ 15'- 9.4" Allowed = 1.539" MAX HORIZ. LL DEFL a 0.026" @ 23'- 6.5" MAX HORIZ. TL DEFL = 0.043" @ 23'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,SCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12-00 12-00 load duration factor=1.6, f 1 T Truss designed for wind loads 6-03-19 5-08-02 5-08-02 6-03-14 in the plane of the truss only. T 7' 1' 4' 1' 12 12 5.00 p M-9x6 ''''Z 5.00 4.0" 4 .f-,, 614101% 0" M-1.5x3 M-1,5x3 3 5 0 o m '7 E1.1 IA cm 1 =M-4x9 M-3x4 M-3x6(5) M-3x4 - M-4x4 s c, i L y y i- • 8-02-10 7-06-13 8-02-10 y Pt12-00 12-00 sr`-,` GE `/y y yr.:.`,,'" 'h0 � 92-0o 24-00 r89200PE JOB NAME : 20162 STEVE HUGHS FRESON ADD - A3 ���. - Scale: 0.2532 L� M GENERAL MOTES, '�a. WARNINGS: adeup nthepaerated: 7%., OREGON b A, I.Butler end erection contractor Mould be advised of all General Nob 1.This design a based arty upon the paametera shown and b for en individualKt Truss: A3 and Warnings befits wrretnadon commences. building component ApplicabAily of design pemmetara end proper 2 2x4 compression web bracing mattes bremletlwhan Hawn.r. 2.Design assumes t MOorporatlon of component k the responsibility of me bud[ng designer. '.6 '9 y 2-C)..\ L a �� 3.Additional temporary bracing to insure steadily during constructionmead bp bed bottom chords b be laterally braced at O , h the respo,s1M6y oldie erector.Addgbnq pernarem brocbg of P req end at 16'the respectively unless braced throughout dein sI4R by s„'R R't� DATE: 10/5/2017 tin overall atrucbro to rtes roaponslMhy or*balding designer. continuous ahestnkp such tracing plywood u8sd W g(TC)arWor drywaly6C), `h SEQ. : K3763640 4,awloadanwdhewdiedbaycomponentnenafterelbracares 4.I�I�eofo- sistidging or ernolbt9fthemae¢hewi.. ng 'W H uSe of a s,rao me coenviron fasteners as complete end N no time should any loads greeter than 5.Design assumes inoses ad b be used M a iancorrosNe environment, TRANS ID: LINK design loads be applied b any assonant and am tor'drygdbbndause. 5. ,top,,,n�„aa,a hoftoe,r,ndaew.,,,,ra,.sowa,[eti�br6a 6,Design assumes fugbearingateleuppwwshown.Shim orwedge if EXPIRES: 12/31/2017 teknotin r,handling,shipment tow irwtegedar of mmpenenu. �mnas' 6.TMs deslgnlsaenIMd aWjecl to Ore lbrdbdons set form by 7.Rates enbelnrofodoboi bees opresWtl. 8.liessstabo bestedonbahkce¢oftruss,eMplaced sotheireenmr October 5,,2017 TPoM/iCA in Bcsl,mpea of which MI 6a furnished upon repeat, linin abmae wgn)(Ant eeMsr Wax. Digits9. MISekUSA.Ins.JCompuTrua Software 7.6.8(1L)-E 10.For baeblweconnector date design values see 658-1311,659-1968 p6Tek) • This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ) TC: 2x4 DF $1&ETR LOAD DURATION INCREASE = 1.15 BC: 2x4 DF $1&ETR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"O0. DON. LOADING BC LATERAL SUPPORT <= 12"pC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=20.2ft, TCDL=4.2,ECDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD= 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD= 42.0 P59 load duration factor=1.6, Truss designed for wind loads LL 25 ?SF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. (4-152 or equal typical at stid verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. • 5-00 5-00 1' '1 T 12 12 5.00 '',71 5.00 1IM-9x4 3 I I ..da. 2 4 ti 0 -"cc i p C I tot 1 ///////////////////////////////////////////////////////////////./////////////// �o 0 0 1 M-3x4 M-3x9 i' y 2-00 10-00 <CY% . PRQpFss Sb' ONGINE�9 C17) 'r" et9200PE yr JOB NAME : 20162 STEVE HUGHS FRESON ADD - B1 Scale: 0.5937 t�110 f'��. WARNERS& GENERAL NOTES, unless otherwise noted: 12 Truss: B 1 1.Builder and erection contractor should be adaaed lad General Notes I.Thar design a breed only upon the parameters shown and la for an individual 174. OREGON [C.(/ and Warnings before construction commences. building component Applicability of design peam.erc aid Props, �1 �� '\ 2.7x4 compression web bracing must be'needled where shown+. incorporation of...Meot®the responsibility ofdmbWddq resigner. �/� -7r 1,t nO �$ 3.Additbrai temporary bracing b insure lability dining construction 2.Design asaumea the top end bottom chords to be Merely braced at (./ •+r L ar ba..amibitiy of the erector.Mebaral penetrantblecYg Yoe and at 1IY ora respectively anent braced throughout men Brigid by cunsnums sheathing or such as aywood sheadanp7C)arWororyweg(SC). ��^R I L� DATE: 10/5/2017 theeverelistrIre a the espon Wiry of the bull designer. - R ng 4.In Impact of l.le required the wtare dsa son+ SEQ.: K3 7 6 3 6 91 4.Noted anode be applied b any comparq�t unto ager at bracing and 4.Installation ortruss in the reaponalYd7y of me respective contractor. teptenere are complete and et no the should any bade greeter than S Design nouns.muses mato be used In a essmorrcatre ecoSen nein, any and are for'dry condition'of use. TRANS ID: LINK deal. bsnocodteroarassu 6.Design aceumeafudaeainge eleuppo stlam,9hMnorwedged EXPIRES: 12/3112(117 5.CompuTrus has no control over and assumes no mpau6liry for cite necessary. fabrWtlon,handling,aldPoamaad Installation otoomponems. 7.Design assumes Weenies Malmo kPmvkee. October 5,2017 6.This design is furnished aubleo to the limitations set forthby S Plebs Nath be loaded on both feces of tons.and paced so that,center TPIyy1CA ha SCSI,copies of which coil be furntlted upon request. lines coinc0e with joint cents lea. 9. its indicate Pm of pile In inches. Mitek USA,InnJCompuTrug Software 7.6.8(1L).E 10.Pabasimmnmcbraaa desig.saws see ESR-13t1,ESR4eeB 501ek) • This design prepared from computer input by Pacific Lumber and Truss-BC + LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2015 MAX MEMBER FORCES 45dR/,GDF/Cgy1.S0 TO: 2x4 DF #15ETR LOAD DURATION INCREASE = 1.15 1-2=( 0) 87 2-5=(-65) 425 5-3=(0) 222 BC: 2x4 DF 111&ETR SPACED 24.0" 0.C. 2-3=(-531) 114 5-4=(-65) 425 WEBS: 2x4 DF STAND 3-9=(-530) 126 LOADING TO LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.04 ON TOP CHORD = 32.0 POP BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORS BRG REQUIRED BAG AREA TOTAL LOAD = 42.0 PSF LOC_ATIOHS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 24.0" 0.0" 0'- 0.0" -141/ 686V -25/ 4111 5.50" 1.10 DF ( 625) LL- 25 PSF Ground Snow (Pg) 10'- 0.0" -49/ 419V 0/ OH 5.50" 0.67 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL IC REQUIREMENTSOF IBC 2015 AND IRC 2015 NOT BEING MET. (t,OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spaCinq. l VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/18o BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.040" @ -2'- 0.0" Allowed- 0.200" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.046" @ -2'- 0.0" Allowed= 0.267" MAX TO PANEL LL DEFL = 0.011" @ 7'- 3.3" Allowed= 0.303" MAX TC PANEL TL DEFL = 0.049" @ 7'- 1.2" Allowed - 0.455" MAX HORIZ, LL DEFL = 0.003" @ 9'- 6.5" MAX HORIZ. TL DEFL - 0.005" @ 9'- 6.5" Design conforms to main windforce-resisting 5-00 5-00 ,fsystem and components and cladding criteria. 12 12 Wind: 140 mph, h=20.2€t, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5.00 .." :15.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads IIM-4x4 in the plane of the truss only. 4.0" 3 1.0" o ©- -/o c i o. O yO o c s' S 4 0 1 M-3x4 M-1.5x3 M-3x4 1 y y 5-00 5-00 y 1' y 2-00 10-00 ��lik PRpFFss zi ....c. 89200PE �<' JOB NAME : 20162 STEVE HUGHS FRESON ADD - B2 Scale: 0.5187ell �}.. WARNNG8, OENERALNOTE8, unlessMilanuse noted: `'� Truss: B2 1.EUWer end erection contractor should be advised oral)General Notes s 1,The fleeigbelied orgy open Me parameter&shown and is L "i I),for an individual 7/ OREGON tel(/ and Wamirgs before construction commence. building component ApdicabYdy of design parerrstens and peps, 2.2x4 compression web bracing must be Spaded when shown+. Incorporation of component o the responsibility of the bulkingds /0 y 3.Additional temporary bracing to insure stability during mmtrnwWn 2 Dealgn assume.die top endbotbm chords to be Merely braced aslgrgr `,/ r ) 'f]O �� by o the reaponsiW6y of de erector.Addltionli penerrembmd%of Yonted tet 10' raol,en plyaoodsbread(70)eWdMeir el$6). ��� 1..� DATE: 10/5/2017 the overall structure othe continuous tgar�+wplywooealoodwheresown0lier drywNpec). reapondWly ofdhe buldrgdetlgnsr. 3.2d Impad brkgbp erlaterd Mewing required where shown+. S EQ.: K3 7 6 3 6 4 2 4.Notwad should be applied to any component ant ane,.O bracing and 4•Mediation of Imes is the reeponsibely of tits respective contractor. tadtenere aro complete and at no time should any loads greater then S.Design assumes hisses are bo be used In a non-wnoake environment TRANS ID: LINK design bads be applied to any component and ars for'dry condition"dose. 5.Compaareshas noconbdover and assures norespperespectability s•Dem^�e^°° be0����ap��a^aw^•E^anarwadgeti EXPIRES: 12/31/2017 fabrication,handling,*Moment and instanter,*of=ripening. recesa 05 6.Thio design)sfurnished subject bMelmlodorsset fore by g Design shotubeloc b faces mo adequate dreinage of Puss,and placed Co their center October 5,2017 TPWYPCA in Bolt copies of which we be tonohed upon request. Imes coincide with joint wee,idea. MtTak USA,iia:./Com uTrue Sofkpen 7.6.8 iL 9.Dphs aka%size of date b 556.0. p ( )£ is.For basic connector plate design vale see ESR-1311,ESR-1935(MITA) Symbols Numbering System A General Safety Notes . . PLATE LOCATION AND ORIENTATION 3j" Center plate on joint unless x,y i 6-4-8 ( dimensions show in ft-in-sixteenths Failure to Folow Could Cause Property offsets are indicated. (Drawings not to scale) Damage or Personal Injury NMI/ Dimensions are in ft-in-sixteenths. lialk Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. ineer.For 0"�'1s'� Z. Truss wide truss spacingt ndivid be al laterned yalan braces themselves �_� 11161141111MIPP' ' 4may requirebra©ng,ordered.veTorIOLI bracing should lobe considered.�� V = 3. NeverexceedthedesignloadingshownandneMer OU stack materials on inadequately braced trusses. F— ■ p 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate cr$ ce ss I- designer,erection supervisor,property owner and plates 0- 1+14'from outside BOTTOM CHORDS all other Interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 8. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT tie environment in accord with ANSI/TPI 1. *Platelocation details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS .9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camberis a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that Indicated by symbol shown and/or SYP represents values as published specified. by text in the bracing section of the by eAsen inthe C2approve12d/new NDS SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARMIG or less,if no ceiling is installed,iriless otherwise noted. 15.Connections not shown are the responsibility of others. I Indicates location where bearings (supports)occur. Icons vary but16.Do not cut or alter truss member or plate withoutprior *II MO reaction section indicates joint ©2012 MiTek®All Rights Reserved approval of an engineer. IENE' 11111 =1 number where bearings occur. 17.install and load vertically unless indicated otherwise. Min size shown is for crushing only. MINI Mill;r. 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with industry Standards: project engineer before use. ANSIfTP11: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. Building Component Safety Information, 20.Design assumes manufacture in accordance with k Guide to Good Practice for Handling, iTe ANSVTPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MI1-7473 rev.01/29/2013