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Home My WebLink AboutPermit Building 2019-11-20OREGON web Address: www.springfield-or. gov Building Permit Residential 1 & 2 Fam Dwelling (New Only) Permit Number: 811-f9-OO16O6-DWL IVR Number: 811010743331 City of Springfield Development and Public Works 225 Fifth Street Springfield, OR 97477 54L-726-3753 Email Address : permitcenter@springfield-or,9ov SPRINGFIELD tb Permit Issued: November 20,2OL9 Category of Construction: Single Family Dwelling Submitted Job Value: $244,869.84 Description of Work: New Single Family Residence Type of Work: New worksite Address 4252 FORSYTHIA ST Springfield, OR 97478 Parcel 1802052108104 Owner: Address: SORRIC RICHARD J PO BOX 10092 EUGENE, OR 97440 Business Name PINERIDGE CONSTRUCTION LLC - Primary COMFORT FLOW HEATING CO GO ELECTRIC INC DON LEWIS PLUMBING SERVICE LLC License ccB ccB CCB ccB License Number 205t74 460 t3637t L6792t Phone 54L-554-3370 541-726-0100 54L-9t2-2957 541-688-193 1 permits expire if work is not started within 18O Days of issuance or if work is suspended for 180 Days or longer dePending on the issuing agency's policy. All provisions of laws and ordinances governing this type of work will be complied with whether specified herein or not. cranting of a permit does not presume to give authority to violate or cancel the provisions of any other state or local law regulating construction or the performance of construction. ATTENTIOil: Oregon law requires you to follow rules adopted by the Oregon Utility Notification Center. Those rules are set forth in OAR 952-001-OO1O through OAR 952-O01-OO9O. You may obtain copies of the rules by calling the Center at (503) 232-t987. All persons or entities performing work under this permit are required to be licensed unless exempted by ORS 701,O10 (structural/Mechanical), oRS 479,540 (Electrical), and ORS 593.010-O2O (Plumbing). Printed on: lll20/19 Page 1 of 5 C:\myReports/reports//prcduction/01 STANDARD h TYPE OF WORK JOB SITE INFORMATION LICENSED PROFESSIONAL IN FORMATION PENDING INSPECTIONS Permit Number: all-19-OO 1506-DWL Inspection 2999 Final Mechanical 3999 Final Plumbing 4999 Final Electrical 1530 Exterior Shearwall 1260 Framing 2300 Rough Mechanical 3170 Underfloor Plumbing 4500 Rough Electrical LO2O Zoning/Setbacks 1120 Foundation 1220 Undedloor Framing/Post and Beam 1410 Undedloor Insulation 1430 Insulation Wall 1440 Insulation Ceiling 1520 Interior Shearwall 1999 Final Building 2250 Gas Piping/Pressure Test 3130 Footing/Foundation Drains 3200 Sanitary Sewer 3300 Water Service 3400 Storm Sewer 3500 Rough Plumbing 3620 Backflow Device 3650 Shower Pan 4120 UFER Ground 4220 Electrical Service 1110 Footing 9504 Curbcut - Standard 9560 Sidewalk Forms 4000 Temporary Power Service Page 2 of 5 Inspection Status Pending Pending Pending Pending Pending Pending Pending Pending Pending Pending Pending Pending Pending Pending Pending Pending Pending Pending Pending Pending Pending Pending Pending Pending Pending Pending Pending Pending Pending Pending Inspection Group 1_2 Famdwell 1_2 Famdwell 1_2 Famdwell 1_2 Famdwell 1_2 Famdwell 1_2 Famdwell 1_2 Famdwell 1_2 Famdwell 1_2 Famdwell 1_2 Famdwell 1_2 Famdwell 1_2 Famdwell 1_2 Famdwell 1_2 Famdwell 1_2 Famdwell 1_2 Famdwell 1_2 Famdwell 1_2 Famdwell 1_2 Famdwell 1_2 Famdwell 1_2 Famdwell 1 2 Famdwell 1_2 Famdwell 1_2 Famdwell 1_2 Famdwell 1_2 Famdwell 1_2 Famdwell Public Works Public Works 1_2 Famdwell Printed on: 11l20l19 Various inspections are minimally required on each project and often dependent on the scope of work. Contact the issuing jurisdiction indicated on the permit to determine required inspections for this project. Schedule or track inspections at www.buildingpermits.oregon.gov Page 2 of 5 C : \myReports/reports//production/01 STANDARD SCHEDULING INSPECTIONS Crrv or SpnnIcFIELD, oREcoN Structural Permit Application ffi_{225 Fifth Street o Springfield. OR 97477 i PH(541)726-3753 i FAX(541)726-3689 This permit is issued under OAR 9f 8-460-0030. Permits expire if work is not started within 180 days of suspended for 180 days. L or if work is L loo ,t $q ZD Er.,-orp<- ot,<- FosL tN?AE-tl [-aifm..lu- CalC€ -fo R:rJ.ow VIA l€r,lcr u - (l-= - F h3\ DEPARTMENT USE ONLY Permit*,tcl _twb au Date:1ltqilOfi LOCAL GOVERNMENT APPROVAL This project has final land-use approval. Signature:Date: This project has DEQ approval. Signature:Date: Zoningapproval verified: ! Yes ! No Property is within flood plain: E Yes E No CATEGORY OF CONSTRUCTION ffiesidential ! Government E Commercial JOB SITE INFORMATION AND LOCATION Job site r) r State: fii?-zrP:Ql t Lot no.Subdivision Reference:Taxlot: t Q.r.7 fiqLl PROPERTY OWNER Name: fliLk -(.,nnr. f <..r*l ra Dt^hn.ltt Address: p1) Bnv 9?< -9 L ciW: ? ,io -,..1, -State: A JI -ztP:Q)L Building Owner or Owner's agent Sign here: Fax: application: Phone: E-mail: n fnis installation is being made on residential or farm property owned by me or a member of my immediate family, and is exempt from licensing requiremants under ORS 701.010. CONTRACTOR INSTALLATION Business name: Address: ZIPState: Phone:Fax: E-mair: N)ttLA.l CCB license no. Print name: SUB-CONTRACTOR INFORMATION Signature: Name CCB License #Phone (5 b31\$tl lrtlt,trn1d,*y Ltcwiv Electrical lklq?\ 'L\\ 688Ponl Wdtg ptwla'll Plumbing Mechanical Gorntor+ 6 rs,,J {ts *t\ 7 fuLt FEE SCHEDULE l. Valuation information (a) Job description Occupancy Construction type: Square feet: Cost per square foot: Other information: Type of Heat: Energr Path: E new Ealteration E addition (b) Foundation-only permit? f] Yes E No Total valuation $ 2. Building fees (a) Permit fee (use valuation table):$ (b) Investigative fee (equal to [2a]):$ (c) Reinspection ($ per hour): (number ofhours x fee per hour)$ (d) Enter l2% surcharge (.12 xl2a+2b+2c)):$ (e) Subtotal offees above (2a through 2d)$ 3. Plan review fees (a) Plan review (65% x permit fee [2a]):s t I 44, (b) Fire and life safety (65% x permit fee [2a]):s (c) Subtotal offees above (3a and 3b):$ 4. Miscellaneous fees (a) Seismic fee, loh (.01 x permit fee [2a])$ (b) Tech fee,5o/o (.05 x permit fee[2a]+PR fee [3c])s I'OTAL fees and surcharges (2e+3c+44+b):$ Last edited 5-5-2019 BJones \u^.r.* ,L DL6:b @ l" Citv: C rr4.{^ry t,w Transaction Receipt 8r r -1 9-001606-DwL Receipt number: 473072 Transaction Units date 11120119 1.00 Qty 11120119 1.00 Ea 11t20t19 1.00 Ea Description Curb cut fee - enter # of cuts Curb cut and Sidewalk construction - multiple permit discount Sidewalk construction - permit, addtl sq ftg > 90 sq ft, per square foot Plan Review - Major, City Address assignment - each new or change requested externally, per each Fees Paid Account code 201 -00000-428060-1 069 201 -00000-428060-1 069 20't -00000-428060-1 069 1 00-00000-425002-1 039 224-00000 - 425602-0000 Fee amount $125.00 $(42.00) $0.12 $251.00 $54.00 Paid amount $125.00 $(42.00) $251.00 $54.00 \ Payment Method:Credit card authorization: 81 945'l Payer: michael sorric Payment Amount:$9,500.00 Cashier: Katrina Anderson Receipt Total:$9,500.00 Printed: 11l20l19 4:15 pm Page 2 ol 2 Fl N_Transaction Receipt_pr 11120119 1.00 SqFt 11120119 1.00 Ea SPRINGTIELD ,b Transaction Receipt 811-19-001606-DWL IVR Number: 8l'l 01 0743331 Receipt Number: 473072 Receipt Date= 11120119 City of Springfield Development and Public Works 225 Fifth Street Springfield, OR 97477 541-726-3753 permitcenter@springfield-or. govOREGON www.springfield-or.gov Worksite address: 4252 FORSYTHIA ST, Springfield, OR 97478 Parcel: 1802052108104 Transaction Units date 1'U20t't9 1.00 Ea 't'U20t't9 2,484.00 SqFt 11t201't9 11t20t19 190.06 Amount 11t20t19 11t20t19 135.93 Amount 11t20t19 11t20t19 22.82 Amount 11t20t19 -400.13 Amount 't1t20t19 10.00 Amount 11120119 69.47 Amount Description Structural building permit fee Residential wiring SDC: Reimbursement - Transportation SDC SDC: Compliance Cost - MWMC Regional Wastewater SDC SDC: M\A/I\4C Credit - Regional Wastewater SDC SDC: Administrative Fee - M!\A4C Regional Wastewater SDC SDC: Total Transportation Administration Fee SDC: Total MWMC Administration Fee - Local Fees Paid Account code 224-00000-425602- 1 030 $1,768.00 224-00000-4261 02- 1 033 $294.00 61 1 -00000-448025-8800 $2,351 .72 434-00000-448026-8800 $190.06 434-00000-448027-8800 $3,611.72 433-00000-448024-88 1 0 $135.93 433-00000-448025-88 1 0 $1,620.85 433-00000-426607-88't 0 $22.82 433-00000-448025-881 0 $(400.13) 61 I -00000-426604-8800 $10.00 $290.92 $356.29 71 9-00000-426604-8800 $190.09 71 9-00000-426604-8800 Paid amount $1,768.00 $294.00 $951.86 $190.06 $3,611.72 $135.93 $1,620.85 $22.82 $(400.1 3) $10.00 $290.92 $356.29 $190.09 $69.47 Fee amount 2,351.72 Amoun SDC: lmprovement Cost - Local Wastewater 3,61't.72 Amoun SDC: lmprovement - Transportation SDC SDC: Reimbursement Cost - MWMC Regional Wastewater SDC 1,620.85 Amoun SDC: lmprovement Cost - MWMC Regional Wastewater SDC 11t20t19 290.92 Amount SDC: Total Storm Administration Fee 719-00000-426604-8800 1',1120t19 356.29 Amount SDC: Total Sewer Administration Fee 719-00000-426604-8800 11t20119 190.09 Amount Printed: 11/20/19 4:15 pm Page 1 of 2 $69.47 F I N_Tra nsaction Receipt_pr -1LIll-^r- Permit Number: 81 1-19-OO16O6-DWL Unit Cost $t22.46 $48.73 $24.37 Page 5 of 5 Job Value $211,610.88 $29,676.s7 $3,s82.39 Construction Type VB VB VB Printed on: 11l20l19 Occupancy Type R-3 1&2family U Utility, misc. U Utility, misc. - half rate Unit Amount t,728.OO 609,00 747.OO Page 5 of 5 Unit Sq Ft Sq Ft Sq Ft Total Job Value:$244,869.84 C: \myReports/reporlsl / produd,iorl OL STAN DARD Permit Number: 81 1-19-OO 1606-DWL Page 4 of 5 Fee Description Residential wiring Technology Fee Clothes dryer exhaust Gas or wood fireplace/insert Range hood/other kitchen equipment Ventilation fan connected to single duct Plan Review - Major, City Single Family Residence - Baths Address assignment - each new or change requested externally, per each SDC: Total MWMC Administration Fee - Local SDC: Administrative Fee - MWMC Regional Wastewater SDC SDC: Total Sewer Administration Fee SDC: Total Storm Administration Fee SDC: Total Transportation Administration Fee SDC: Reimbursement Cost - Storm Drainage SDC: Improvement Cost - Storm Drainage SDC: Reimbursement Cost - Local Wastewater SDC: Improvement Cost - Local Wastewater SDC: Reimbursement - Transportation SDC SDC: Improvement - Transportation SDC SDC: Reimbursement Cost - MWMC Regional Wastewater SDC SDC: Improvement Cost - MWMC Regional Wastewater SDC SDC: Compliance Cost - MWMC Regional Wastewater SDC SDC: MWMC Credit - Regional Wastewater SDC Fire SDC - New Res Construction Sq Ft fee - enter sq ftg Structural plan review fee Structural building permit fee Willamalane fees - Single Family Detached, per unit State of Oregon Surcharge - Mech (L2o/o of applicable fees) State of Oregon Surcharge - Plumb (l2o/o of applicable fees) State of Oregon Surcharge - Elec (12olo of applicable fees) State of Oregon Surcharge - Bldg (L2o/o of applicable fees) Curb cut fee - enter # of cuts Curb cut and Sidewalk construction - multiple permit discount Sidewalk construction - permit, addtl sq ftg > 90 sq ft, per square foot Quantity 2484 1 1 1 4 1 2 1 69.47 10 356.29 290.92 190.09 2373.08 3445.31 4474 235t.72 190.06 36L1.72 135.93 1620.85 22.82 -400.13 2484 1 1 1 Total Fees: Fee Amount $294.00 $2t2.82 $13.00 $s2.00 $ 19.00 $s2.00 $2s 1.00 $s21.00 $s4.00 $69.47 $10.00 $3s6.29 $290.92 $ 190.09 $2,373.O8 $3,445.31 $4,474.O0 $2,35r.72 $190,06 $3,6Lt.72 $ 13s.93 $ 1,620.85 $22.82 $-400.13 $t49,04 $ 1,149.20 $ 1,768.00 $3,805.00 $ 16.32 $62.s2 $3 s.28 $2r2.L6 $12s.00 $-42.00 $0.12 $27,49L.59 1 Printed on: lLl2OlLg Page 4 of 5 C:\myReports/reports//production/01 STANDARD PERMIT FEES VALUATION INFORMATION Permit Number: 81 1-19-OO 16O6-DWL call or text the word "schedule" to 1-888-299-2821 use IVR number: 811010743331 Schedule using the Oregon ePermitting Inspection App, search "epermitting" in the app store Printed on: l7l20/19 Page 3 of 5 Page 3 of 5 C :\myReports/reports//prcduction/01 STAN DARD JOUPNALORJOBNUMBER: NAME OR COMPANY: I-OCATION: TAX I-OT NUMBER: DEVEI.OPMENT TYPE: NEW DWELLING UMTS IMPERYIOT]S AREA DIRECT RUNOFF TO CITY STORM SYSTEM A. REIMBURSEMENT COST IMPERVIOUS S.F. GITY OF SPRINGFIELD SYSTEMS DEVELOPMENT WORKSHEET l9-001606-DwL PINERIDGE CONSTRUCTION 4252 FORSYTHIA 1802052 108t04 Residence ITEM 2 TOTAL - CITY SANITARY SEWER SDC 3. TRANSPORTATION A. REIMBURSEMENT COST: ADT TRIP RATE 9.57 ITEM I TOTAL- STORM DRAINAGE SDC 2. SANITARY SEWER - CITY A. REIMBURSEMENTCOST: NUMBEROFDRJ's 28 B. IMPROVEMENTCOST: NIIMBER OFDRI's 28 x B. IMPROVEMENT COST: ADT TRIP RATE 9.57 ITEM 3 TOTAL. TRANSPORTATION SDC A. REMBURSEMENTCOST: NUMBEROFFEU's I x B. IMPROVEMENTCOST: NUMBER OF FEU's I COST PER S.F. $0.30 I COST PER S.F. $0.437 COST PER DFU s170.50 COST PER DFU s83.99 NUMBEROFUNITS I NT-IMBER OFI]MTS I COST PER FEU s135.93 COST PER FEU s 1,620.85 ADM. FEE RATE 5o/o AREA DRAINING TO DRYWELL 0 $5,E1E39 COST PER TRIP I 9.86 COST PERTRIP s377.40 $3,801.78 $r,389.47 $1E,135.36 C}TARGE s906.77 CHARGE $2,373.08 CTIARGE $3,445.31 NEW TRIP FACTOR 1.00 NEW TRIP FACTOR 1.00 7884.00 x x B. IMPROVEMENT COSTlffiffituEsr. I 7884.00 x x xx xx x x C. COMPLIANCE COST: (SEE MWMC ADMIMSTRATTVE FEE ITEM 4 TOTAL - MWMC SANITARY SEWER SDC SUBToTAL (ADD ITEMS 1,2,3, & 4) SUBTOTAL $ 1 8,1 3s.36 x TOTAL STORM ADMINISTRATION FEE TOTAL SEWER ADMINISTRATION FEE: TOTAL TRANSPORTATION ADMINISTRATION FEE: TOTAL MWMC ADMINISTRATION FEE. T,OCAI 0 SIZE SIZEI MAX45% sl3s.93 $22.82 $290.92 $69.47 $r9,042.13 109 I t092 1093 I 094 1054 I 055 1054 1056 1078 9..1ool) dslF2(, q,l d NUMBER OF FEU'S I COST PERFEU $22.82 PREPARED BY Steven Petersen DATE tlt8t20t9 TOTALSDC CHARGES t $?,trsJ, 19-463 pT*?V Wsnr Dr srcrrrJ Vl)Auu LrNL r o:-Ic I C th?fl.D Fu$-CA 6a4k ?F t1rs3 t ot/ra.(trJ-T I 1 al'1 LS d { l fu atH-n F,s, u6- [ =Fio WX.*-,,''! E"l \tod sruzt{ t3J g SS' 31', C-o/l( 4/\ oN *t b gU . ?o 11 ?u4 ?E o4 5s' L/\' Qar Sftti*t t*t-t* llr to, WI+LL LII$L le l V |z.r() I -= b$8,4 -- G+ FLF ,oo soFlz-( btla*rttrn,G t UN bt ocalS , b4 C.e;rvtn 'il b^ ,,(. E\GL/ rL., e( , Fzacp. ) WAL.L LXn E- ,OL r/ ; -rL 1 roL zq 5 Pef:3.€'+'{' F s */1 1\r ,) *' -rot, cLzps et_ -'WALLl' U-*r., t"Y LUo o .L TpttSS Tb >BL. rof ,*C F1ff.: = W(s,\= (8?{L .', fLsr*ra 5ro-+o ]bl.tlrn r0 plt- 7op lu,+fl-. J - 19-463 LL{ Desiqn of Shearwalls EWr Soi F HT Ehdi Yil. Ad.lusEd Sheax 1E6 LBrFT ah.h0j StE l*tg: itlng: Co 0.74 Lqh Opm Ht D..d Lo.d &.0 8.5 04 LBET !a Fd llde,rl Q.n R.do ,0 0.12 f,rv& 0.@ ri rsrr t Rdhg s37r !B'F' LBTT Upflt NONE *ovi0l O.rtmhg €,9 LB'FT 8d G"o.c. Edgo., lrnblochsd 150 LBIFT wND: aira lxcRE s€ E rl.r6te2r8 Lffil WASHER 1200 Ll -112"2(10- 1i150 LB ' NA Ehs lra, AdJust d Shlar: 1!9 LErFf llil. Holght:Wdth Rauo 1.3 L.mh OpoHt o.riLod t{Fu[H.irfil 38.0 6-0 glg/fl 63 14 LB/FT Lhthe %LB/FT totvicl Um aho: lx LgrFt 04 LB/FT L!r.8i.r! toN&t I2T LB'FT I Tfg!"; _ ynrp: i.00 LB'FT irr acHoR wr !|rxilf $rtsHB 3Pffi : :]lTl"*."o.". NA feLtr att: ClllE 'b L.neih:E f&i 9rth,ng: lbthgr Co -j F 8L 0.45 r.00 liTA}{CHORW/ l')a'XllfltA3HER lPlClNO: v 8d 6"o.c. Edgos, Unblocked 156 LB/FT ffi,*"rrro.". WASHER .l2OO L' ''U?'Xlo'1i150LB ' NA Offt R.b 0.c7 0,00 O.EnirO Rdhg s.s t-8TT ao.721 LSfi I'B'FT r!'FT ultr r55 [B *rvrc!NA ldr, lh. H: Se!;O.h: Sh..6ingf |\brEl Arrbi tha.hing: tUh0i Co t- F IT Fhdi gax. Adlu.tod Sheer: 129 LBrFT m{- H.lght:Wdtfi Rado l.l Lmefr OpHt O..dLo.d itFuIH.bhl t.0 0.0 220L8/m 100 8d 6'o.c. Egcr, Unblo3k.d 156 LB,FT Co Odlrmhg R.d.hg Upll r.!o 3.t06Lt.FT a,lc?tl.Fl at4ll r.0! L8.FT t3.FT 'Ow/ot t{A Orm R.to 0.00 0.00 WASHERIe00L -'lrz':Xlo'I'l5O LB v t{lA Ir IIJCHOR W i l'E'XiL' WSHER SplCltG: w 8d 6"o,c, Elces, Unblockcd 156 LBrFT OdmhE R..krg Utn r,30a L8.FT C,E70 LB'FT 2eL8 wAsltH 1200 L ?tt?l(lo.lil.{rlB w t{A ?dr Lt t[I: S!!i L.roq:trI pr"reo.". F lf, Fhd: ll.L Adju.t d Sh..r: 103 LB,FT f,a. Hclght:Wdlfi Rado.9 Lmg$ Oilit 0..CLo.d ltFulH.bhl !o0 0.0 ?2eLarFI 100 calBFl tofv,ol tot LlrT O9i futo 0.00 0.00 1,00 r.00 Lg'FT L8'FT torv/01 NA tdn. Lh L.nrili:i/t lr{cHoR v,r'E xrr.! wsHfi sPlci{o: v fll,r.,r.o... fl Gil 7'rf, GIB v 15.3 I r.0 E,6 LA u-a 6.t 3E t8 fI 7r1t €B ? LO ilil 10.0 t0 E J 2 2 19-463 L3 Dosim of Shearwalls sw: Eleb; F HI Ht, Fe [h. gw: Ghn: "fu O.sn: Sh..5hgl N.lngi Co Orh: Snsho: MIiel Co t,$0 L8 rFt Eb4 Us. Adjult€d thesr: 377 LBrFT * FuIH.lght 41 01 LffI EXj lril. Adju3t€d Shear: 189 L8/FT llu. Holoht:Wldlh Ratio 3.3 Ldgfr Or.nBt klood lafulH.bfit ro.5 Lt 3t2 LBrFT ta 6d i['o.c. Elges, Blocked 380 LBIFT Lq6 Or- Hl O.rd td !6.6 7.0 tl,,tLB,FT 120 70 yzLgtFT Oto R tir 076 o7a uda NONE NONE 0.50 058 10,e?3LE'FT r4.774LB.FI r.00 LB'FT L8'TT rDNO t{A ttt AllCllOR W/3"8'Xl/a'WlSHEn 8PrCilO; v wAsHB t200 f inaro" rlsoLB ! wAslrR 1200 OrmJhhg R.ahtrg 12.705LBTT 2?.e33LBfi i rm,oewrrnxrrfi^st{Enlp^c'xo,: lTl,n"r..o,.. lnhEi Sh..$hg: Nalitg: Opf tub o?5 C€ Oc@mhg R.st upffi o.75 9,95418fi !I,312LA.FT NONE |hBM f wAsrmrrooLg 2 g L8F] OVre! lhsior: lat LB/F p,*r.ro.. fu,n.r..oc c.co Fdn. UE 5W: Cis L6ail:trt Lh. L.nelt: @ Fhdi F llr.8d 4"o.c. Elgos, gockGd 380 LBrFT Offiahe R..fhg Upi 0.?2 IC.CO,IB.FT t.iOoL6.Fr r,600LB L8':T LE'FT LMT HfTrl 3610LB rI 2 F*r s: * FCl{.|{ ,t t0wtot 'II LE'FT Op.i R.!o 0.74 0.00 l-fill q.n Ht or.d L{d ro.! ,.0 g.LliFT e4 L8/rT 1.00 ,r:rucHoR wll'xt'xtrf wsH& lP&fro: v Foo. 1 5a0 La F@ Abr r 1 .42.1 350(8 ' 3780 LB ; I€) Poda Frmc 22-12' r,tC. (rit,) r I bl (lE) I ?.s a.o 2.4 2a 28.5 Cil 71f, GB v 5.0 2.5 f .t5 tail 3.5 4.C r0.5 2 LB/FT 1r2*Xt0'1it50 LB ? t{A I serBr6l6ror.E*1 mrmr [fr--l t*-*--3 19-463 SbEG * 3b ybl 50 7b d 90?b EL LZ lrthvw p/ot = ,/:u€'tottou:- PtoL = /-F' 1ot to1- I lltrtT = /t€'t$toQ " fLt oV = {u F'to 3l o/ a WAt t-LINL ro?- cflor-O frt .C =F/t o l1 oq 53', F+t4rPont :F,I otloa (+X =''-,,)rll5r.l D w* <w to L PLsz!"4 M L{3 ', +fLlou Ql(t")t o31d ! .ovt7P-at-5 'lg,u5'L 5S- i,Vf," A wfrOg/ Ll' UEwrl*y = (q.U ?SF{z t'xe /z_ + uy'x R.s = 86t( 7- 19-463 --1 Ll - ) lt.ror- [,", -1 0KI I rk = WFnr tJ *Aflnr// LVawntg (NLY t fuuofr,-,rr $tZS,utrt t fi-toy Vu-z = tz-Opltti EXf t? F1o,,or ? (S.o tt?)(t1gu'x?,/r- + zoy'x?:?4) + (tl.s rsF)(tb,{/-y1" + il.5'x7'+ll,s/-xb, *S'xU')= }STl4 -,:,F7to iloi: (r: o Pse/ss'x?/- +Lt' - r,.) +- (1,s fsr)(ss'xt) = lo) lq:- l r:i , [I TN D co.ru Traul ( V'=k,ro)(r^r) V'ror r01-: (o,to71 ?-o PJFJ( LlT,xgt') ? G,.t5Ll Y' to7 | o{ : V'tot I oL rJ b , a I I I I I I I I I I L ,*1lJ-*5-o PRE-ENGINEERED PLATE CONNECTED WOOD TRUSS DIAPHRAGM NAILING: 6d NA|L @ 6',OC AT EDGES 6d NA|L @ 12" OC AT FTELD, UNBLOCKED 16d NA|L @ 12" OC TRUSS 5/16'PLYWOOD SOFFIT 2xB DBL TOP PLATE WALL NAIL SCHEDULE TYPE MARK 6d 10d 16d COMMON L (LENGTH)2 3',3-',U2' D (DIAMEIER)0,1 13"0.11l8'0.162', H (HEAo DrA.)0.266"0.312'0.344', 8,, r = * & g * Ei *' **-* t Michael Sorric Soffit DetailProxeen ErorneeRrrG LLC 19-463 D2 Project Num. Date GTK 19 CDBDrawn by 4252 Forsythia Street Springfield OR974771717 Centennial Blvd. Ste.9 541-746-5841 Springfield OR,97477 pioneerengr.com Checked 411./20L9 3:11:17 PM CONT. HEADER OVER WALL PANEL TOP OF HEADER 3? 1/2" t.flN x =o b, ' t.'rr 'l , a SHEARWALL NUMBER: sw 102 ,+-+ {=-o *- DBL TOP PLATE MIN 3" x 11 1/4" HEADER lOOO# STRAP OPPOSITE SHEATING LSTA 21 OR EQUAL 7/16" OSB OR 15/32. CD-X PLY SHEATHTNG w/ Bd @ 3" O.C. TO EACH SIUD, EACH SILL, AND BLOCKING GARAGE DOOR OPENING 5/8" x 12" ANCHOR w/ 2" x 2" x 3/16'WASHER, 7" EMBED MIN. CONC. SLAB 3/8" MIN THICKNESS WOOD STRUCTURAL PANEL SHEATHING (2) 16d STNKERS @ 3',OC TOP PLATE TO HEADER IOOO Ib HEADER STRAP (REF. NO. LSTA24) 42OO# HOLDOWNS HfiS w/ SB5/8x24 OR EOUAL 2x4 MIN TOP OF STEM WALL APA Portal Frame Project Num. 19-463 Date 04/0r/Le Drawn by Checked by CDB GTK L 8d COMMON AT 3',O.C. GRtD PATTERN (2) ROWS OF 16d S|NKERS @ 3" OC TOP PLATE TO HEADER (2)2x4MlN 4200# HOLDOWNS HTTS w/ SB5/8x24 OR EQUAL FOUNDATION PER PLANS 1717 Centennial Blvd. Ste. 9 Springfield OR,97477 541-746-5841 pioneerengr.com :. ..]lt .'.-\:. -u ., '-' t'- -'4t&' .:d ..4 H.,E--:dg*_.rmEEdm&EtHB Michael SorricProreen ErcrxeERtNG LLG 4252 Forsythia Street Springfield, OR97477 D1 NAIL SCHEDULE MARK 8d COMMON 10d COMMON 16d COMMON 16d SINKER L (LENGTH) D (DIAMETER) H (HEAO DrA.) 2-112"3',3-1t2'3-114', 0.131'0.1,l8'o.142'0.1$ 0.281"0.312"0.344"0.344' tl\ t. 4/1.12079 3:11:17 PM t-ArFE(LaL Ca L-,rc-S PtoteeR EncrueeRtxc LLG l4 -'t ta 3 t P.O. Box 232 Springfield, OR97477 Phone (541)'146-5Ul Fax (541)393-2651 Lateral Engineering for Residential Structure Location: 4252 Forsythia Street Springfield Oregon Design Criteria: 2017 oRSC &20t4 OSSC Seismic Design Category Dl/ Wind Speed:120 mph / Wind Exposure B / Roof [-oads: DL: l5 psf. / Wall Lnads: DL:8 psf. / Trusses Not Reviewd By This Office / N OREGON BXPIRESz l2l3ll19 DATE: l0l24ll9 Sheet Index: I Cover Dl-D2 Details Ll-Ls Iateral Calculations Project: 1149C-CALCS Location: F4-GARAGE Footing [2012 lnternational Building Code(2012 NDS)I Footing Size: 2.66 fi x 2.66 FT x 12.00 lN -Reinforcement: #4 Bars @ 8.00 lN. O.C. EA/[ / (4) min. Section Footing Design Adequale FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu = 1150 psf Effeclive Allowable Soil Bearing Pressure: Qe = 1350 psf Required Footing Area: Areq = 6.03 sf Area Provided: [ = 7.08 sf Baseplate Bearing: Bearing Required: Bear = 1 1789 lb Allowable Bearing: Bear-A = 99450 lb Beam Shear Calculations (One Way Shear): Beam Shear: Vul = 2847 lb Allowable Beam Shear: Vc1 = 19751 lb Punching Shear Calculations (Two Way Shear): Critical Perimeter: Bo = 57 in Punching Shear: Vu2 = 9439 lb Allowable Punching Shear (ACl 1 1-35): vc2-a = 105806 lb Allowable Punching Shear (ACl 1 1-36): vc2-b = 137363 lb Allowable Punching Shear (ACl 11-37): uc2-c = 70538 lb Controlling Allowable Punching Shear: vc2 = 70538 lb Bendlng Calculations: Factored Moment: Mu = 47037 in-lb Nominal Moment Strength: Mn = 226604 inJb Reinforcement Calculations: Concrete Compressive Block Depth: a = 0.46 in Steel Required Based on Moment: As(1) = 0.16 in2 Min. Code Req'd Reinf. Shrink./Temp. (ACl-10.5.a): As(2; = 0.77 in2 Controlling Reinforcing Steel: As-reqd = 0'77 in2 Selected Reinforcement'. #4's @ 8.0 in. o.c eAr (4) Min. Reinforcement Area Provided: As = 0.79 in2 Development Len gth Calculations: Development Length Required: Ld = 15 in Development Length Supplied: Ld-sup = 12.96 in Note: Plain concrete adequate for bending' therefore adequate development length not required. StruCalc Version 9.0.'l.7 713112015 3:23:09 PM l---6 rn ---l I tn -T- 3in _L ft Live Load: Dead Load: Total Load: U ltimate Faclored Load: PL = 5061 tb PD = 3076 lb PT = 8137 lb Pu= 11789 lb U.R. = 684 lbht to resist w/ 1.5 F.S. VrIII -4,fufr.r1/...' James Rowell Alan Mascord Design 2187 NW Reed St, Suite 100 Allowable Soil Bearing Pressure: Concrele Compressive Strength: Reinforcing Steel Yield Strength: Concrete Reinforcement Cover: Qs = 1500 psf F'c = 2500 psi Fy = 40000 Psic= 3 in width: Length: Depth: Effective to ![ = 2.66 ft l= 2.66 ft Depth = 12 in of Steel: d = 8.25 in Column Type: Column Width Wood m= 6 in n= 6 inColumn Projec{: 1149C-CALCS Location: F3-LAUNDRY ROOM Footing [2012 lnternational Building Code(2012 NDS)! Footing Size: 3.0 FT x 4.0 FT x 12.00 lN -Reinforcement in Long Direction: #4 Bars @ 7.00 lN. O.C. / (5) min. Reinforcement in Short Direction-center band (Equal to width of short side): #4 Bars @ 8.00 lN. O.C. / (6) min. Reinforcement in Short Direc{ion-outside bands: #4 Bars @ 0.00 lN. O.C. / 0- Each band. Section Footing Design Adequate V Bearing Calculations: Ultimate Bearing Pressure: Effective Allowable Soil Bearing Pressure: Required Footing Area: Area Provided: Baseplate Bearing: Bearing Required: Allowable Bearing: Beam Shear Calculations (One Way Shear): Beam Shear: Allowable Beam Shear: Punching Shear Calculations (Two Way Shear): Critical Perimeter: Punching Shear: Allowable Punching Shear (ACl 11-35): Allowable Punching Shear (ACl 11-36): Allowable Punching Shear (ACl 11-37): Controlling Allowable Punching Shear: Qu= Qe= Areq =[= Bear = Bear-A = Vul = Vcl = Bo= Yu2 = vc2-a = vc2-b = vc2-c= vc2 = 1050 psf 1350 psf 9.33 sf '12.00 sf 388 99450 tb tb StruCalc Version 9.0.1.7 Lono Direction: Bending Calculations: Factored Moment: Nominal Moment Strength 713112015 3,23:09 PM - Mu= -^ Mn= 5007 tb 22275 tb 53 in 16295 lb 98381 lb 134888 tb 65588 tb 65588 tb Shorl Direction: Bendlng Calculations: Factored Momenl: Mu = 60523 Nominal Momenl Strength: Mn = 339930 Reinforcement Calculations: Concrete Compressive Block Depth: a = 0.46 Steel Required Based on Moment: As(1) = 0.20 Min. Code Req'd Reinf. Shrink./Temp. (ACl-10.5.a): As(2) = 1.15 Controlling Reinforcing Steel: As-reqd = 'l .15 Selected Reinforcement: Short Dir: ll4's @ 8.0 in. o.c.(6) Min. ReinforcementArea Provided: As = 1.18 Development Length Calculations: Development Length Required: Ld = 15 Development Length Supplied: Ld-sup = 12.5 ReinforcementCalculations: -- - Concrete Compressive Block Dep-ti:l- ^ I a= -'0.f,i in Steel Required Based on Moment: - As(1) = - - 0.3 in2 Min. Code Req'd Reinf. Shrink./T€r?rrl.'(ADl-10.51.1):- ^Asi2) = - 0.3C in2 Controlling Reinforcing Steel: . {s-reqd =- ^ ^ C35 in2 SelectedReinforcement: LongDir:#a's@1.9':n.o.c.(5|Hh: Reinforcement Area Provided: As = 0.98 in2 Development Length Calculations: Development Length Required: Ld = 15 in Development Length Supplied: Ld-sup = 18.5 in in-lb in-lb eZ33O in-tU 28250r. in-lb in in2 in2 in2 in2 rIII -44*rod..- James Rowell Alan Mascord Design 2187 NW Reed St. Suite 100 Portland, OR 97210 FOOTING PROPERTIES Allowable Soil Bearing Pressure: Concrete Compressive Strength : Reinforcing Steel Yield Strength: Concrete Reinforcement Cover: Qs = 1500 psf F'c = 2500 psi Fy = 40000 psi c= 3 in LOADING DIAGR.AM I 12 ln I I 12 ln I F4 rn -l 3in l--4 in -..1 ft Eg9nxcstzEWidth: !{,/ =Length: [- = Depth: Deplh = Effective Depth to Top Layer of Steel: d = 8. 3ft 4ft 12 in 25 in W Column Type: Column Width: Column Depth: Baseplate Width: Baseplate Length: Steel m= n= bsw = bsl = 4in 4in 6in 6in FlgIlNgUUDtNg Live Load: Dead Load: Total Load: Ultimate Factored Load: Weight to resist uplift w/ 1.5 F.S. PL= PD= PT= Pu= U.R. = 7545 tb 5055 rb 12600 rb 18138 tb 1160 tb reIE in in 3in e^^^l.l Project 1149C-CALCS Localion: F2-DEN Footing [2012 lnternational Building Code(2012 NDS)I Footing Size: 3.16 FT x 3.16 FT x 12.00 lN -Reinforcomenl: #4 Bars @ 7.00 lN. O.C. EAII / (5) min. Section Footing Design Adequate FOOTING CALCULATIONS Bearlng Calculatlons: Ultimate Bearing Pressure: Qu = 1'168 Effective Allowable Soil Bearing Pressure: Qe = '1350 Required Footing Area: Areq - 8.64AreaProvided: fl= 9.99 Baseplate Bearing: Bearing Required: Bear = 16860 Allowable Bearing: Bear-A = 44200 Beam Shear Calculations (One Way Shear): Beam Shear: Vul = 4762 Allowable Beam Shear: Vcl = 23463 Punching Shear Calculations (Two Way Shear): Critical Perimeter: Bo = 49 Punching Shear: Yu2= 15100 Allowable Punching Shear (ACl 11-35): vcT-a = 90956 Allowable Punching Shear (ACl 11-36): vc2-b = 132413 Allowable Punching Shear (ACl 11-37): vc2-c= 60638 Controlling Allowable Punching Shear: vc2 = 60638 Bending Calculations: Faclored Moment: Mu = 79915 Nominal Moment Strength: Mn = 282828 Reinforcement Calculations: Concrete Compressive Block Depth: a = 0.49 Steel Required Based on Moment: As(1) = 0.27 Min. Code Req'd Reinf. Shrink.ffemp. (ACl-10.5.a): As(2) = 0.91 Controlling Reinforcing Steel: As-reqd = 0.91 Selected Reinforcement: li4's @ 7.0 in. o.c. e/w (5) Min. Reinforcement Area Provided: As = 0.98 tlevelopment Length Calculations: Development Length Required: Ld = 15 Development Length Supplied: Ld-sup = 15.96 Note: Plain concrete adequate for bending, therefore adequate development length not required. F4ln-l T 12 in 3in ! 3.{6 tr StruCalc Version 9.0. 1 .7 713112015 3:23:09 PM FOOTING LOADING Live Load: Dead Load: Total Load: Ultimate Factored Load: Weight to resist uplift w/ 1.5 F.S PL= PD= PT= Pu= U.R. = 7160 tb 4503 rb 11663 tb 16860 tb 965 rb V psf psf Sf Sf tb tb lb tb in tb tb tb tb tb in-lb in-lb in in2 in2 in2 in2 in in rIIT -zll*od.-.- James Rowell Alan Mascord Design 2187 NW Reed St, Suite 100 0 Allowable Soil Bearing Pressure: Concrete Compressive Strength: Reinforcing Steel Yield Strength: Concrete Reinforcement Cover: Qs = 1500 psf F'c = 2500 psi Fy = 40000 psi c= 3 in FOOTING SIZE Width: \y'f =Length: l- =Depth: Depth = Effective Depth to Top Layer of Steel: d = 3.16 ft 3.16 ft 12 in 8.25 in COLUMN AND BASEPLATE SIZE Column Type: Column Width: Column Depth: Wood m= 4 in n= 4 in .^^^..l NOTES Project 1149C-CALCS Localion: F1 -GREAT ROOM Footing [2012 lnternational Building Code(2012 NDS)] Footing Size: 2.83 FT x 2.83 FT x 12.00 lN ,-Reinforcement: *4 Bars @ 6.00 lN. O.C. EAIU / (5) min. Seclion Footing Design Adequate EOATXG.SIZEWidth: [[ = 2.83 ftLength: l= 2.83ftDepth: Depth = 12 in Effective Depth to Top Layer of Steel: d = 8.25 in COLUMN AND BASEPLATE SIZE Column Type: Column Width: Column Depth: Wood m= 4 in n= 4 in FOOTING CALCULATIONS rrIIj,funatl.. James Rowell Alan Mascord Design 2187 NW Reed St, Suile 100 9721 V Bearing Calculations: Ultimate Bearing Pressure: Qu = 'l 1 18 Effective Allowable Soil Bearing Pressure: Qe = 1350 Required Footing Area: Areq = 6.63AreaProvided: fl= 8.01 Baseplate Bearing: Bearing Required: Bear = 12958 Allowable Bearing: Bear-A = 44200 Beam Shear Calculations (One Way Shear): Beam Shear: Vu1 = 3331 Allowable Beam Shear: Vcl = 21013 Punching Shear Calculations (Two Way Shear): Critical Perimeter: Bo = 49 Punching Shear: Yu2= 11272 Allowable Punching Shear (ACl 1 1-35): vc2-a = 90956 Allowable Punching Shear (ACl 1 1-36): vc2-b = 132413 Allowable Punching Shear (ACl 1 1-37): vc2-c = 60638 Controlling Allowable Punching Shear: vc2 = 60638 Bendlng Calculatlons: Faclored Moment: Mu = 55007 Nominal Moment Strength: Mn = 281825 Reinforcement Calculations: Concrete Compressive Block Depth: a = 0.54 Steel Required Based on Moment: As(1) = 0.19 Min. Code Req'd Reinf. Shrink./Temp. (ACl-10.5.a): As(2) = 0.82 Controlling Reinforcing Steel: As-reqd = 0.82 Selected Reinforcement'. #4's @ 6.0 in. o.c. e/w (5) Min. Reinforcement Area Provided: As = 0.98 D€velopment Length Calculations: Development Length Required: Ld = 15 Development Length Supplied: Ld-sup = 13.98 Note: Plain concrete adequate for bending, therefore adequate development length not required. StruCalc Version 9.0.1.7 713112015 3.23:09 PM LOADING DIAGRAM F4 in--l 12 in T 3ln -I 2.83 ft EOOUNS.LOADING Live Load: PL = Dead Load: PD = Total Load: PT = Ultimate Faclored Load: Pu = Weight to resist uplift wi 1.5 F.S.: U.R. = 5545 rb 340s tb 8950 tb 12958 tb 774 lb psf psf sf sf lb tb tb tb in tb tb tb tb tb in-lb in-lb in in2 in2 in2 in2 in in Allowable Soil Bearing Pressure: Concrele Compressive Slrength : Reinforcing Steel Yield Strength: Concrete Reinforcement Cover: Qs = '1500 psf F'c = 2500 psi Fy = 40000 psi c= 3 in NOTES BEAM ANALYSIS vl.s SHAKEROOF PREPARED BY: Client: Proj€ct: I-,ocation: Date:Calculation By: Comment: Alan Mascord Design Associates,(503) 225-9161 Portland, OR STOCK PLAN 1149C M7 . REAR PORCH SIDE BM 07-15-2003 N. A. E.usE4x8 Inc. Reaction R1 =Total load =Dirnensions: BEAM AI{D LOAD DIAGRAM R1 R2 Reaction R2 = 7 .5 feet, fio 423.8 1bs overhang. A I 423.8 lbs 847 .5 lbs C1ear span No point. 1oads. No triangular loads. Uniforrn beam weight= 8 1bs/If (- 60 Ibs. total) . Uniforrn loads: U1 = 105.0 lbs/If at 0. o feet to 7 .s feet.Deflection limit (Iive load plus dead load) : t/Z+0. a r a r a a a aaa a a ataaaa aar.. a. r aa.a.. aat raa a a aaa rr r a t tr a a t I a a t a a a a a a t a a a taa a a a a a ...rr.ra a a aat at a a aa a a a a a t i a a a t ata r ! t a a r a a a a r t a a a a a a rra.a a a r. aa a a a t a r. tt aaaaaa rar aaa r a aaa aa a r r a a a r . a a a BEAl,l TYPE WOOD: DFL-SINGL 4X #2 COMPUTED STRESS/STRATN DESIGN VAL. PROPERTIES REQUIRED ACTUAI, Shear (Ibs) 423.8 FV 95.0 Area (Sq.In.) Moment (ft-1bs) 191.0 FB 990.0 Sect.Modulus Def lection (in) 0 .38 E t- . 60E5 Morn. f nertia aartaatlaaaaalalari.aaaaraaar.arraaaattrarraaataarrararlaarraraarararalaaaaaaaaataaaaaaaarttaart ,aaraaa.tararararaaaaa.a..aaa...aaa...aar. aar..rr a a r r r r r a a a a a t r a . r i t r r t a a a a a I a t a a a a a a a I a a a a I t a I a a ttraarraaraaatt.laaraaiaraarrrrraaaaaraaaaa aaaiff 7 r-0 13 L4 L0* L9 Iaa..ar...... Actual Maximum DefLect.ion = 0 Maximum Deflection occurs at Maximum Moment occurs at. MINIMUIvI BEAM SIZE inches. feet. feet. (w x !I) : 3.soO't by 4-;qFA. 26 3.5 3.5 MINIMTM BEAIvI A.REA (Sq.In. ) : 14.1-9 ^----- :---:- VERIFY WITH BUTLDTNG OFFICIAL PRIOR TO MAKTNG MATERTAT.-g{rBSrirmr*q::::, '-:--' ORIGINAI. BEAM ANALYSIS v1-.5 SHAKEROOF PREPARED BY: Client: Proj €cE : Location: Date: CalculaEion By: Comment: AIan Mascord Design Associates, (503 ) 225- 9l-51 Portland, oR STOCK PLA}I 114 9C M5 - GAR DOOR HDR 07-r.5 -2003 N.A.E.usE5x72 Inc. BEAM AND LOAD DIAGRAM A I Rl_ A I Reaction R1 = 958.0 lbs. Total load - 1,936. o 1bs. Dimensions: C1ear span Reaction R2 = 15.0 feet, Ro R2 968.0 lbs. overhang. No point loads. No triangular Ioads. Uniforrn beam weight= L6 lbs/If (= 256 lbs. total) . Uniform loads : U1 = l-05 .0 1bs/If at 0. o feet to l-5 - 0 f eet. Deflection lirnit (Iive load plus dead load) : 1/z+o. a a a r a a t a I a a . a a a a I a a a r a a a a a a a a a a a a a a a a a a a a a r a a a . a M a a . a a a a a a I t t a t I . a I a a I I a a;.;;;.;;;--;..........;....... ........::::::::::::::::::::::!::::!::::::::::::::::::::::::::::::::::::::::::::::::::: BEA!4 TYPE WOOD: DFL-SINGL 6X #2 COMPUTED STRESS/STRAIN DESIGN VAL. PROPERTIES REQUIRED ACTUAL Shear (1bs) Moment (ft-Ibs) Deflection (in) 958.0 FV 3,872.0 FB0.80 E Area (Sq. In. ) Sect . Modulus Mom.lnertia 85.0 875.0 1.3085 a7 53 t7L 42 53* 202 taaaaaartaaaaa!aaaaaaaalaaaaaraaar!aaraaarrararfartriaaataaatrttaaaatattataaaaaraaaaaaaaaaalaaaallralaaaa a a a a a a a a t r...a. a a a a a.a a a a r a aa a a r.a r a a a a a a a a rr a a aa a ! l aaaa a a a a a a a a a l t r a a a a l l at a a a a a a l a al aaa a a tr at aaaaaaaraarlaaart,l a a a a aa t aaaaa aa taar r aa aa a a a a fra aa r aat a a aa a ar aa aaa a aa ra.arta a a a a a !a aaaa Ir a ralal .ia lul a aa Actual Maxirnurn Deflection = 0 Maximum DeflecE.ion occurs at Maximum Moment occurs at 58 8.0 8.0 inches feet .feet. MINIMix,l BEAIvI sIzE (w x u) : 5.500" by 7-.'61f-" MINIMLM BEAI{ AREA (Sq.In. ) : 41.86 ":::: VERIFY WITT{ BUILDING OFFICIAL PRIOR TO }4AKTNG MATERIAT.SIIBSTiM"IONS'^... : -- :"'-: ORIGiNAt BEAM ANALYSTS v1.5 SI{AKEROOF PREPARED BY: Cli.ent: Project: Location: Date:Calculation By: Comment: Reaction Rl- = )Total- l-oad = 5 Dimensions: AIan Mascord Design Associates,(503) 225-9L51 Portland, OR STOCK PLAN 1149C M4 - FRONT PORCH BM a7 -L5 -2 0 03 N.A.E. usE 3 t/e x L0 1/2 cLB Inc. BEAM AI,TD LOAD DTAGRAM /t R1 12.5 lbs. Reaction R2 = ),9L2.5 lbs. 25.O lbs.€dr Spa.rl = 12 . 5 feet, DO overhang. A I R2 ,9 ,8 C1 No point Ioads. No triangular 1oads. Uniform beam weighL= 13 l-bs/Lf (= tG2.5 Ibs. tot.al) .Uniform loads: U2 = 75.0 lbs/Lf at 0.0 feet to L2.5 U1 = 178.0 l.bslLf at 0.0 feet, to 12.5Deflection limit (live load plus dead load) | t/240. a t a a a a a a a a a a a a I a a a I t . r r r a a I a a I r a a a , r a I a I r I a a r a a a a a a a a r a a r r a a a a a a t a a a I a a a a . a a . a a a I . . a a a a a a !a aaaaaaaaaaallaaaaaa t a. aa a aaaraaaaaa a a ata a a r l a aa aaaaa la aaa ararataar a r aa r a. a a a a a.a t.rr.. aa r aaa.t a aa a.. a a a !. a a a ta a r l. a.a I r a a a a a a . . a a . t . . , a r t t r a a a t a r a t r a a a a r a a a a a a a a a a a a a a a a a . . . . . . a . a a a r a r r a a a a a r a r r ! a I r ! ! t r a r a a a r a a a a a ! a a a a . r a feet.feet. BEAIVI TYPE LAM : GLULAM CoMPUTED STRESS /STRATN (24OO Fb) DESIGN VAL. PROPERTIES REQUIRED ACTUAL Shear (Ibs) Mornent (ft-Ibs) Deflection (in) 2,9L2.5 9, 087. 0 0.63 FV FB E 240.0 Area (Sq.In. ) 2, 40A . O Sect.l,lodulus l-.80E6 Mom.Inertia 30 47 :^--227* ^---- L8 45 227 .A,ctual Maximum Deflectiorl = O.62 inches. Maxirnurn Def l"ection occurs at 6.0 feet. Maxirnurn Moment occurs at 5.0 feet. MINIMUM BEAM SIZE (W x H): 3.125" by 9.546., MINTMUM BEAItt AREA (Sq.In. ) : 2s.83 :^:::: :'-^-^ VERTFY WTTH BUILDING OFFICIAL PR]OR TO IVIAKING MATERIAL SI]BSTT.TfrTOUS:...^...: NRIGINAL r a t a a a a a a a . . a a a . t r . a a r r i . r r . r a I . , , a I t a a a a a r . a a a a r r a a a . r . I . . r.at.1444....... .r..r r..t.. at.aa a a l arr.t r. a r.. .r..rrr r..r...,a.,lu 1....tl l a a aaaaataaaaal a a a a a a a a raata aratt a t a a r aar r.at aaaaraaaa! a t aaaaaaa t a a a a t a ta a a a aaa. a a a a a a a at ! a1 a a ar a a a a BEAM ANALYSIS v1.5 SI{AKEROOF PREPARED BY: Client: Proj ect : Location: Date:Calculation By: Comrnent,: AIan Mascord Design Associates,(503) 225-9151 Portland, OR STOCK PLAN 1149C M3 - FRONT DOOR HDR 07-16-2003 N.A. E. 4X120K Inc Reaction RL = 1,283.5 1bs.Total load = 2,7A3 .5 lbs. Dimens j-ons: Clear span BEAM AND LOAD DIAGRAM ll A I R2 Reaction R2 = 5 .5 f eet, r1o R1 L , 47.9 .9 Ibs . overhang. No polnt 1oads. No triangular loads. Uniforrn beam weight= 6 Uniform loads : lJ2 = 100.0 U1 = 431-.0Deflection limit (live load p lbs/lf (= 33 Ibs. total) . lbs/lf at 2.5Ibs/lf at 0.0lus dead load): feet to 5feet to 5 ]-1240. 5 feet. 5 feet. aaaaaaraaaaar!ti.. r a ar.a aarr a r . a.. a. a rr r a a a aa a a a r a aa.aaataar l a l.. r t r. r.. a r r ..rraaa aaa.a.a.aarrt BEAI',I TYPE WOOD: DFL-SINGL COMPUTED STRESS/STRAIN 4X #2 DESIGN VAL. PROPERTIES REQUIRED ACTUAL Shear (Ibs) L,4:-9.9 FV Moment (ft-Ibs) r,87L.'t FBDeflection (in) 0.28 E Actual Maximum Deflectiorr = 0 Maximum Deflection occurs at Maximum Moment occurs at 95.0 Area (Sq. In. ) 99A .0 Sect,.Modu1us 1.60E5 Mom. Inerti,a inches.feet. feet. by 22., 22 23 23 22* 24 77 taraaataaaarlraataaalaaalaiaaaaaalarrraaaa.aatataaaaraaaaaaaaaaatttaaaaati!aaartalaaattataaaaaratraraaaraaaa!atarraaaaataataaaaaaarrararataataataaaaaaaaataaataaaaaa!aafaraaaaaaaaarl!aaaaaaaaaa a a r a a I a a I a t I a a a a a a a a a a r r r r t a a a a a a a a t I a I a a a a ! a a a r a a t I r a a r , a a a . a a . a t r a . r . a a r , a r r , a I . a r a a a 08 3.0 3.0 42 MINTMUM BEAM SIZE (W x H) : 3.500"6.EO51l MINIMUM BEA]IT AREA (Sq. Tn. ) VERIFY WITH BUILDING OFFICIAL PRIOR TO IVIAKI NG MATERTAT, SrrBSririrrONS-- - - -' ORIGINAI DRAINAGE FIXTURE UNIT CALCULATION TABLE NUMBER OFNEW FXTURES x UNIT EQUIVALENT: DRAINAGE FXTURE UNITS FOR CAI-CUI.A,TE ONLY TIIE NET OF FIXTURES LINIT FIXTURE TYPE NEW OLD ALENT MISCELLANEOUS DFU TYPE NUMBER OF EDTJ'S TOTAL DRAINAGE FIXTURE UNITS lsa toa unit set at 167 MWMC CRBDIT CALCULATION TABLE: BASED ON COUNTY ASSESSED VALUE 20 DRAINAGE FIXTURE UNITS 0 1979 rEDU $5.29 $5.1 I $5.1 2 $4.98 $4.80 $4.63 $4.40 $4.07 $3.67 $3.22 $2.73 $2.2s $1.80 IS LAND ELGIBLE FOR ANNEXATION CREDIP (Enter I for Yes, 2 for No) IS IMPROVEMENT ELGIBLE FOR ANNEX. CREDIT? (Enter I for Yes, 2 for No) BASE YEAR CREDIT FOR LAND (IF APPLICABLE) VALUE / 1OOO $75.64 CREDIT RATE $5.29x CREDIT FOR IMPROVEMENT (IF AFTER ANNEXATION) VALUE / 1OOO CREDIT RATE $0.00 x $5.29 TOTAL MWMC CREDIT$1.s9 $1.45 $1.25 $1.09 $0.92 $o.zz $0.48 $0.28 $0.09 $0.05 BATHTUB 2 0 3 6 0 0 I 0DRINKING FOLTNTAIN FLOORDRAIN 0 0 3 0 0 3 0INTERCEPTORS FOR GREASE / OIL / SOLIDS / ETC.0 0 0 b 0INTERCEPTORS FOR SAND / AUTO WASH / ETC. 2 2LALINDRY TUB 1 0 1 0 3 3CLOTHESWASHER / MOP SINK CLOTHESWASHER - 3 OR MORE (EA)0 0 6 0 0 12 0MOBILE HOME PARK TRAP (1 PER TRAILER)0 0 0 1 0RECEPTOR FOR REFzuG / WATER STATION / ETC. 3RECEPTOR FOR COM. SINK / DISHWASHER / ETC.I 0 3 1 0 2 2SHOWER, STNGLE STALL SHOWER GANG (NUMBER OF HEADS)0 0 2 0 3 3SINK: COMMERCIAL/RESIDENTIAL KITCHEN 1 0 0 0 2 0SINK: COMMERCIAL BAR STNK: WASH BASIN/DOUBLE LAVATORY 0 0 2 0 0 I 3SINK: SINGLE LAVATORY/RESIDENTIAL BAR 3 URINAL. STALL / WALL 0 0 5 0 TOILET, PUBLIC INSTALLATION 0 0 6 0 3 6TOILET, PRIVATE INSTALLATION 2 0 YEAR ANNEXED CREDIT RATE/$I,OOO ASSESSED VALUE BEFORE I979 1979 l 980 l98l 1982 I 983 I 984 I 985 1 I 986 l 987 I 988 I 989 1990 l99l $400. l 31992 1993 1994 I 995 t996 1997 1998 1999 2000 2001 SPRINGFIELD tfi Transaction Receipt 811-19-001606-DWL Receipt Number: 471651 Recelpt Date: 7/15/19 City of Springfield Development and Public Works 225 Fifth Street Springfield, OR 97477 54L-726-3753 permitcenter@sprin gfield-or. govOREGON www.springfi eld-or. gov Worksite address: 4312 FORSYTHIA ST, Springfield, OR 97478 Parcel: 1802052't01400 Fees Paid Transaction date 7t15t19 Units 1"00 Ea Description Structural plan review fee Account code 224-00000425602-1 030 Fee amount $1,149.20 Paid amount $1,149.20 Payment Method: Credit card authorization 06120G Payer: Michael Sorric Payment Amount:$1,149.20 Cashier: Toste Muniz Receipt Total:$1,149.20 Printed: 7/15/19 9:'14 am Page 1 of 1 Fl N_TransaclionReceipt_pr [r" ADDRESS :.425L F*rrtrtrA SG Plqn Review Checklisf MAP & TAXLOT: 18-ot - 03. Zr - o8l a4r PERM|T+: l? - frbtLoa- btJl*- a a a trl E8 E Zt D E E E Enter data into project log Check address on plans is correct Check to see if LDAP has been issued. LDAP Permit l}gl},,t f rsau Eo Read all comments from other work groups to see if anything needs to be considered during structural'revieW. r rl- srrrri a*rl4.ls<J Check Setbacks on Site Plan Check RLID to make sure taxlot matches what is shown on drawings, that topography lines are on the plans and that owner info matches Check to see if lot isFlop-4or flat - lf sloped, will back deck meet setbacks lf a new home is being built at Mountaingate or River Heights, check the subdivisio.n books to see if a Geo-Tech repo.S.Ls;t6g. r -, Check soils to determine whether or not a Geotechnical evaluation should be required lf property is on septic, check for proper setbacks from building to tank, distribution box, and leach field Make sure that property is not in Flood Hazard A affected property according to Mapspring (if it is we need 3 engineers surveys) x. Check that everything required to be engineered has engineering and that the stamp is current Check the truss package and make sure it matches the plans (qty of trusses, type, attachements) - lf the numbering doesn't xmatch but the uplift and reactions look correct it is OK. Falls under field verify *Make sure that if there is HVAC equipment in the attic, the trusses were designed to support it lf rafter framing, check spans Check to see if anything over 4000lbs is bearing down on strip footings. lf so this needs to be enlarged. Check Hold Downs, highlight hold downs for the inspector LAaEEAc- cArA, AfrAc].(oa Check Foundation Venting Check for propane tanks; look for setbacks, siesmic attachments, and protection of the tank. Make notes on plans with stepped foundations how far back they need to be from the edge of the cut and the uphill cut. Check header sizes Check footing sizes Make sure that if rebar is used that it has minimum cover depths. Check energy code requirements Z* - -Sc=, sxe-r €r *Make sure that insulation called out meets the energy code and if not make note of the required R value. *On additions/remodels where existing conditions come into play, see code section N110L.3 & table N1101.2 Check tempered glazing (hazardous locations, windows in stairwell, within 24" of door, etc) Check bedrooms for egress (window sizes, make sure that garage door to house doesn't go into bedrooms) N,ct At, I 11'rll d''.&t }e' a !t7t Evtitb E u V a Z Eil .- 't a E z, z, z,t?I Ea TI 8,a tr E Ez\, A Check to gee ifthere is a living area abibve the garage, if so, make note of 5/8" type X gyp board fire separation requirehent..'; F1 Check for mecha nica l' equlpmerii iiotJction'( bolla rds) in the garage lf DETACHED garage is being built less than 3ft to existing structure it needs to have 1/2 gVp board on the interior walls lf Garage is elevated, make sure columns supporting underfloor of garage are continous to footing (make note on plans) Check fire/sound separation assembly on 2 family dwellings Check for smoke alarms/Carbgrl Monoxide alpryns.(look on.electrcial sheets if there aren't any s.hown on floor plan) Check wall bracing E$c-rtrr:e,tg;S DrzG,t6M) Check minimum i6oni size Make sure that minimum bathroom fixture distances are met Check to make sure stairs meet code Check roofing materia Check for attic access Check beam sizes hingle Spanish tile, metal, etc.) Read over all the geng.I,al notes to make certain that nothing was missed and there are no conflicts lF new SFD or ADU, make sure that Willamalane form is attached. Transfer all notes made by other work groups until there are two identical sets of plans (jobsite and city set) lnclude standard attachments : Exte rio r Wa Il Envelo pe Self-Certification Form Moisture Content Acknowledgement Form High-Efficiency Lighting Systems Oregon Residential Specialty Code (ORSC) Noise Ordinance Notice SmokeAlarm 'r ' Ventilation Requirements for Kitchens and Bathrooms Green Approved Plans Cover Sheet (Found under "Cover" in file cabinet) Make sure that on all new square footage, that a Fire SDC is charged. Add all inspections and fees into Accela (including Willamalane fee and addressing fee) Stamp plans with the "Reviewed forCode Compliance" stamp, sign the approved by line and perforate Approve Building Review line in Accela & callor email application with fees due and attach placard to jobsite set Signedelectricalapplicationreceived i r i:'- tt' Print out the Fee Schedule and put it with the Willamalane Spreadsheet on the outside of the folder Put any inspection notes into Accela that need to be there before the plan is issued. Check off Project Log and enter today's date. :"I.-: pla ns t'r.. i' ,'I )r Ig K EI a A B .';l Plan check items/notes SMITH Thayne From: Sent: To: Thanks. Michael sorric Sent from my iPhone Begin forwarded message: /-.c,rv1 @e"'J< ,u / et tr-c 6LrJr n-=r) !' €a>et<tpa' tP3rrc:&) SMfiH Thayne Thursday, August 22,2019 4:42 PM 'Michael Sorric' RE: Engineering for Monroe Street Project No. L (ob no. 19-139)Subject: I have conducted my initial review of the structural portion for the new single family dwelling at 4252 Forsythia and I just need one final thing before I can approve. The engineering packet with the lateral calculations needs to have the proper address on it. This may be the same model as a house that you had built in Eugene, but I need the cover to reference the correct property address. I think I figured out the beam thing that we spoke over the phone about. lt looks as if the designer ran calcs for simulated beams to represent the loads that would be carried down on to the headers by a future truss package. Once the trusses were designed, the girder trusses replaced those. Let me know if you have any questions and send me the site specific engineering packet when you get the chance Thank you and have a great day, qf,,uh,aygl-e Sr1gr-!,t f,e, P.JUa-UI-SEiE3€tr-nil-[Etr-elrr: CrrY oF SpnrNcrrElp 225,srH STREET SPRINGFIELD, OR 97477 TSMITH@SPRINGFIELD-oR.GOV P - 541-726-3743 F - 54t-726-3689 From: Michael Sorric [mail Sent: Wednesday, )uly t7, To: SMITH Thayne Subject: Fwd: Engineering From: George Keizer Date: Apil2,20l9 at To: michael.sorric(lrlza Subject: Engineering, Hi Michael, - -- .rrre€t Project No. I (iob no. 19-139) 1 Attached are the calculation packet and annotated plans for the first of the Monroe Street plans. I have the engineering completed on the second plan and it is currently going through our internal review. I anticipate having the second plan engineering to you this week as well. Thank you Michael! Please let me know if there are any questions. -George Best Regards, George T. Keizer, E.l.T. Pioneer Engineering LLC Contact: geor ge@nioneeren pr. com Phone: (541)746-5841 2 ,APbl'rtotsla.r ta.rEf:f-.r l"{g.lSr_tp€ S ENERGY EFFICIENCY TABLE N1101.1(2) ADDITIONAL MEASURES For SI: 1 square foot = 0.093 m2, 1 watt per square foot = 10.8 Wm2. a. Appliances located within the building thermal envelope shall have sealed combustion air installed. Combustion air shall be ducted directly from the outdoors. b. All ductjoints and seams sealed with listed mastic; tape is only allowed at appliance or equipment connections (for service and replacement). Meet sealing criteria of Performance Tested Comfort Systems program administered by the Bonneville Power Administration (BPA). c. Residential waterheaters less than 55 gallon storage volume. d. A total of 5 percent of an HVAC system's ductwork shall be permitted to be located outside of the conditioned space. Ducts located outside the conditioned space shall have insulation installed as required in this code. e. The maximum vaulted ceiling surface area shall not be greater than 50 percent of the total heated space floor area unless vaulted area has a U-factor no greater than U-0.026. f. Continuous air barrier. Additional requirement for sealing of all interior vertical wall covering to top plate framing. Sealing with foam gaske! caulk or other approved sealant listed for sealing wall covering material to stmctural material (example: gypsum board to wood stud framing). g. Table N1104.1(1) Standard base case design, Code UA shall be at least 8 percent less than the Proposed UA. Buildings with fenestration less than l5 percent of the total vertical wall area may adjust the Code UA to have 15 percent of the wall area as fenestration. o E ot!o =b9 E59Eh0) f,Bul- o) CLo o uJ I High efficiency walls Exterior walls-U-0.045/R-21 cavity insulation + R-5 continuous 2 Upgraded features ) Exterior walls-U-0.057/R-23 intermediate or R-21 advanced, Framed fl oors-U-0.026/R-38, and Windows-U-0.28 (average UA) 3 Upgraded features Exterior walls-U-0.055/R-23 intermediate or R-21 advanced, Flat ceilinge-U-0.01 7/R-60, and Framed fl oors-U-0.026/R-3 8 4 Super lnsulated Windows and Attic OR Framed Floors Windows-U-O.22 (Tiple Pane Low-e), and Flat ceilinge-U-0.0 1 7/R-60 or Framed fl oors-U-0.026/R-38 5 Air sealing home and ducts Mandatory air sealing of all wall coverings at top plate and air sealing checklistf, and Mechanical whole-building ventilation system with rates meeling M1503 or ASHRAE 62.2, and. All ducts and airhandlers contained within building envelopeo or All ducts sealed with masticb 6 High effaciency thermal envelope UAO Proposed UA is 8Vo lower than the code UA o o Oo =trco.9E =@>obe.otroo A High efficiency HVAC systema Gas-fired furnace or boiler AFUE 94Vo, or Air source heat pump HSPF 9.5/15.0 SEER cooling, or Ground source heat pump COP 3.5 or Energy Star rated B Ducted HVAC systems with;n conditioned space All ducts and at handlers contained within building enveloped Cannot be combined. with Measure 5 C Ductless heat pump HSPF 10.0 in primary zone of dwellihg D High efficiency water heaterc Natural Electric gas/propane water heater with llEF 0.85 OR heat pump water heater Tier 1 Northern Climate Specification Product 20.I7 OREGON RESIDENTIAL SPECIALTY CODE 435 Ductless heat purnp Tf-s C*cz= MiTek USA, lnc. MiTek USA, lnc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Telephone 91 6-755-3571 Re: 0509-19 I l49C The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Relco Roof. Pages or sheets covered by this seal: R57378233 thru R57378255 My license renewal date for the state of Oregon is June 30,2019. March 13,2019 Johnson, Andrew 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. Suitabili$ of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. ffi li4 otv 2 Plv 1 1 149C Job Reference (oDtional) R57378233 Truss A.IG llruss lype I lCommon Supported Gable Relco Roof and - 97446.s Nov 16 20 18 MiTek Page I lD:gDDWTDmvPXpAWTNKjTnx€zbiRM-zToGylfytmcczv/tlxoFDsLvvtnTN3UenkQQr4y?ezbiCo 6.00 lit 3x6 /z 13 14 11 12 10 3 3x5 =55 il 53 52 5'l 50 49 48 47 46 45 5x6 = 16 17 S€le: 3/16"=1 3x5 = 15 18 19 3x6 :\ ,o r, 41 40 39 38 37 36 35 34 33 32 31 248 7 266 275 4 29 30 r+o{1 44 43 42 5x6 = SPAC|NG 2-0-0 Plate Grip DOL '1.15 Lumber DOL 1.15 Rep Stress lncr YES Code 1RC2015ffP12014 csr. TC 0.10 BC 0.03 wB 0.11 Matrix-S DEFL Vert(LL) Vert(CT) Hotz(CT) in -0.00 -0.00 0.00 (loc) l/defl Ud 1 nlt 120 1 nlr 90 30 nla nla LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL O.O BCDL 1O.O LUMBER. TOP CHORD BOT CHORD OTHERS 2x4 DF No.1&Btr 2x4 DF No.1&Btr 2x4 HF Stud/Std PLATES MT2O GRIP I 85/1 48 BRACING. TOP CHORD BOT CHORD WEBS Weight: 241 lb FT = 20oi Structural wood sheathing directy applied or 6-0-0 oc purlins. Rlgld ceiling direcuy applied or 10-0-0 oc braclng. 1 Row at midpt 1643,1544, 1742 REACnONS. All bearlngs 36-0-0. (lb)- MaxHoz 2-91(LC5) MaxUplift Allupliftl00lborlessatjolnt(s)44,45,46,47,48,49,50,51,52,53,54,55,42,41,40,39, 38, 37, 36, 35, 34, 33, 32,31,2 Max crav All reactons 250 lb or less at ioln(s) 30, 43, M, 45, 46, 47, 48, 49,50, 51, 52, 53, 54, 55, 42, 41 , 40, 39, 38, 37, 36, 35, 34, 33, 32, 31,2 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTE$ 1) Unbalanced roofllve loads have been considered forthis deslgn. 2) Wnd: ASCE 7-10t Vultil20mph (3-second gust) Vasdrgsmph; TCDL.4.2psf; BCDL.3.opsfi h.25ft; Cat. ll; Exp Bi Enclosed; MVVFRS (envelope); cantllever left and rlght exposed ; end vertlcal lett and rlght exposed; Lumber DO1.1.60 plate grlp DO1.1,60 3) Truss deslgned for wlnd loads in the plane of the truss only. For studr exposed to wlnd (normal to the face), see Standard lndustry Gable End DetailE as appllcable, or consult quallfled bulldlng deslgner as per ANSI/TPl 1. 4) All plates are 1.5x4 MT20 unless otheMlse lndlcated. 5) Gable requlres continuous bottom chord bearing. 6) Gable studs spaced at 14-0 oc. 7) This truss has been designed for a 1 0.0 psf bottom chord live load nonconcurrent with any other llve loads. 8) ' This truss has been deslgned for a live load of 20.0psf on the bottom chord ln all area8 where a rectangle 3-6-0 tall by 2-0-0 wlde will fit between the bottom chord and any other member6. 9) Provide mechanlcal connectlon (by others) of truss to bearing plate capable of wlthstandlng 1 00 lb uplift at ioint(s) 44 , 45, 46, 47 , 48, 49,50, 51,52, 53, 54, 35,42,41,40,39,38,37, 36, 35,34,33,32,31,2. March 13,2019 lWaAUtttC - Vetify clesign paftneterc and READ NOTES ON IHIS AND TNCLUDEO MTTEK REFERENCE PAGE Mlt-7473 rcv. 10/03/2015 B€FORE USE. Doslgn valld lor use only u,lth MiTck@ @nncctotr. This design ls blscd only upon p€rrrcloB shom, and i3 tor an individual building @mporcnl, nol a tru3s ry3lcm, BefoF u!c, thc building do3lgn6r must vorlfy thc rppliotility ol dcalgn panmctcB qnd prcpcriy in@rporEtc this dcsign into thc overall bullding do3ign. BEdng lndicrtcd is to prcvcnl buckling of individual truss rcb 6nd/or chord mmbrrs only. Additlonrl tampomry and pGmncnt bracing is alffiys rcquir8d for stsblliv 8nd !o prevcnt @ll8ps with po33iblc pcmnsl inlury and property dlmgc. For gcnc[l guldlne rcoarding thc fabd@tion, siomgE, dcllvcry, ctsction 6nd bncing ot truslc! and truss lystcms, rcc AtlSlTPl, Ourtlty Ct btt , DgE{, oN BCSI Bu,Elng Cmponnt ffiy,tffiM lv6llabla trom Tru$ Plrlc lnstitule,218 N. L@ Strct, guitc 3.l2. Alcpn&io,V422311. MiTek USA, hc. 400 Sunrisc Avcnuc, Suitc 270 lob 1509-19 ao aaa a aa a otv 5 Plv 1 1 149C .loh Re-ference lontionall R57378234lrruss l* lTruss Type 1"o..* Job 05@19 97146,s 1209:42:21 2019 Page 1 S€le = 1:61.0 lD:gDDWTDmvPXpAWTNKjTnxc3zbiRM-wrvl NihCPNsw0CET2RHhxmb2rAeF6b0jt9Z33la,/zbjCm,-1,8-o 6J-5 12-2-3 184-0 23-$13 , 2S-7-11 , 3644 '16-0 &4.5 5x6 5x6 /z 4 6.m ht 5x6 :\ 6 '1.5x4 \\3x4 :\ 73 *6 lJo 19 11 5x8 = 22 10 3x4 = 9 1.5x4 \\3x5 12 4x4 3x5 = SPAC|NG- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress lncr YES Code lRC2015/TP12014 csr. TC BC WB Matrix-MS 0.34 0.46 0.50 DEFL. Vert(LL) Vert(CT) Horz(CT) ln (loc) -0.19 11-12 -0.30 11-12 0.03 8 Udefl >999 >999 nla Ud 240 180 nla LOADING (psf) TCLL TCDL BCLL BCDL LUMBER. TOP CHORD BOT CHORD VVEBS 8-2-12 2x4 DF No.1&Btr 2x4 DF No.1&Btr 2x4 HF Stud/Std PLATES MT2O GRIP 185t14825.0 7.0 0.0 10.0 BRACING. TOP CHORD BOT CHORD Weight: 164 lb FT = 20% Structural wood sheathing directly applied or 4-4-5 oc purlins. Rigid c€lllng direcfly applled or 10-0-0 oc bracing, Except: 6-0-0 oc braclng:2-12. 1 Row at midpt 4-12,6-11\A/EBS REACTIONS.(lb/slze) 2=23610-5-8, 12-1781 lO-5-8, 8.1 1 o3/Mechanical Max Hoz 2-91(LC 5) Max Upltft 2*25(Lc 20), 12*127(Lc 8), 8--91(LC 9) Max Grav 2-327(LC 17),'12-1781(LC 1), 8-1103(LC 1) FORCES. (lb) - Max. Comp./Max, Ten. - All forces 250 (lb) or less excepl when shown. TOP CHORD 2-3.-35/335, 34=-221511,4-5--892/1 33, 5-6=-8921121, 6-7--15791162,7 -8=-2037 117 1 BOT C HORD 2-12*27 5194, 11 -12=-151410, 1O-1 1--2111206, 9-10--1 11 117 15,8-9=-1 06/1 756 WEBS 3-12--376t109,4-12--14811101,4-11-01487,5-11.-49/400,6-11=-712t140, 6-1 0.-30/456, 7-'l 0.-489/1 06 NOTE9 1) Unbalanced roof llve loads have been oonsldered for this deslgn. 2) Wnd: ASCE 7-10; Vult.l20mph (3-semnd gust) Vasd.gSmph; TCDL.4.2psf; BCDL-3.opsf; h.25ft; Cat ll; Exp B; Enclosed; M\MRS (envelope); cantllever left and rlght exposed ; end vertlcal left and rlght exposed; Lumber DO1.1.60 plate grlp DO1.1.60 3) This truss has been deslgned for a 10.0 psf bottom chord live load nonconcunent with any other llve loads. 4) t This truss has been deslgned for a llve load of 20.0psf on the bottom chord in all areas where a rectangle 34-0 tall by 2-0-0 wlde wlll fit between the bottom chord and any other members, with BCDL. to.opsf. 5) Refer to glrde(s) for truss to truss connectlons. 6) Provide mechanical connectlon (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Jolnt(s) 2, 8 except (.it lb) 12-127. March 13,2019 AWenXWC Vetily deilign pahneterc and BEAD NOTES ON THIS AND ]NCLI!DED MtrEK REFERENCE PAGE Mtt.7473 rev. 1U03/2015 BEFORE uSE. Ocsign velid tor u36 only wilh MiTol@ @nncctoB. This dosign i3 bascd only upon prrsmtrB rhom, and ls tor en indlvl&al bulldlnO omponont, not e trus3 lystcm. Boforc usc, thc buildlng dosEncr mui vcfify tho rpdhsulity ot dcllgn p.nmctcB and prcperly in@rporatc this dcalgn into thc oveEll building d6ign. BBclng hdielod i3 to prov.nt buclllng ot individuol truss trb .nd/or chord mmb.G only. Additionsl tcmpomry .nd pcmncnt bmcing is ahmys rcquircd br 3tatility and to prcrcot @llaps with posslblc plmnsl injury and Eoparg d!m96. For g.n.al g{id.na Ggarding tic tsbrietion, storegc, dclivcry, ercdion and bEcing of lrus3B and truss systcms. $c Altal/fm Arr,ny Ct Lt t, DSBA ,N BCSI Builatlng CffipooqtSetrl lrrrm,ron ,v.il.blo fm Truss Plstc lnslilutc, 2'18 N. L@ Str@t, Suilc 312, Alcxln&ia, VA 22314. MlTck USA. lnc. ,100 Sunrisc Avonuc, Suitc 270Pauulh CA Ciml 2 a aa a aa a Joh 0509.19 lTruss lo. I lI":'#" otv 5 Plv 1 I 149C Job Reference (oDtional) R57378235 Relco Roofand Floor, lnc, Hanisburg, ,-164 , 645 s lndustries, lnc. Tue Mar 12 09:42:23 2019 Page 1 1 8-0-0 lD:gDDWTDmvPXpAWTNKjTnxc3zbiRM-sEl noPiSx-6dS!4/OWASJ90BhOV-J2aWq0LT2ASPzbiCk , 23-913 , 29-7-l l , 3&0-0 ,ri4o- 64,5 2 5-9-1 3 5-9-13 5-9-1 3 5€-13 64-5 Sale -- 1:61.0 5x6 , 6.00 F 5x6 4 5:<6 :\ 6 1.5x4 \\3x4 :\ 73 I{.J'I+ 12 3x4 = 1'l sx8 = I 1.5x4 \\ 19 21 22 10 4x4 =3x5 3x5 -3-0.0-3-01. t6:0-3-0.0-3-01. t1 I :0-4- SPAC|NG- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1 .'15 Rep Stress lncr YES Code lRC2015/TP12014 csr. TC BC WB DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) -0.20 11-12 -0.34 11-12 0.03 10 Udefl >999 >91 0 nla Ud 240 180 nla Matrix-MS 0.33 0.50 0.42 LOADING (psO TCLL TCDL BCLL BCDL LUMBER- TOP CHORD BOT CHORD VVEBS 2x4 DF No.1&Btr 2x4 DF No.1&Btr 2x4 HF Stud/Std PLATES MT2O GRIP 185t14825.0 7.0 0.0 10.0 BRACING- TOP CHORD BOT CHORD WEBS Weight: 164 lb FT = 2006 Structural wood sheathing directly applied or 4-9-4 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at mldpt 4-11 , 6-10 REACTIONS.(lb/size) 8=1 g8/Mechanlcal, 1 0=1 833/0-5-8, 2=1 089/0-5-8 Max Hoz 2=91(LC 5) Max Uplift 8=-31(LC 9), 10=-104(LC 9), 2=-95(LC 8) Max Grav 8-289(LC 18), 10=1833(LC 1), 2=1089(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3*17071144,3-4--15291156,4-5=-640/100, 5-6--640/106, 6-7=-221586, 7-8*258t237 BOT CHoRD 2-12=-157t1479, 11-12=-76t970 WEBS 3-12=-357 1107 , 4-11=-6991144, 6-1 1:301743,6-1 0.-1 453/1 1 0, 7-1 0=-51 6/1 08, 4-12=-47 1615 NOTES. 1 ) Unbalanced roof live loads have been considered for this design. 2) Wnd: ASCE 7-10; Vult.120mph (3-second gust) Vasd.gSmph: TCDL=4.2psf; BCDl-3.opsf; h-25ft: Cat. ll; Exp B; Enclosed; MVVFRS (envelope); cantilever left and right exposed i end verlical left and rlght exposed; Lumber DOL=1.60 plate grlp DOL*I.60 3) This truss has been designed for a 'l 0.0 psf bottom chord live load nonconcunent with any other live loads. 4) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wlde will fit between the boftom chord and any other members, with BCDL. 10.0psf" 5) Refer to girder(s) for truss to truss connections" 6) Provide mechanlcal connection (by others) of truss to bearing plate capable of withstanding 1 00 lb uplift at joint(s) 8, 2 except (it.lb) 1 0.104. March 13,2019 [waanwc - verity deilign paaneterc and READ NoTEs oN THrs AND TNCLUDED MTTEK REFERENCE ,AGE M,-7473 Gv. tv\32fi5 AEFORE trSE. Design valid forlse only wjth MiTek@ @nnqctoE. This deslgn is bsscd only upon par€mcters shom, and is for an individual building mmponent, not a truss systcm. Beforc use, th6 building designer must verify the appliabllity ol deslgn paEmetcE snd prop€rly in@rporate this design in6 the overail building desion. B€cing indicated is to prevent buckling of individual truss reb and/or chord m6mbers only. Addilionel temporary an-d pemancnt b@dng is slways requircd for stability and to prevent @ll8ps wilh possible personal injury and prop€rty damage. For oenerat guidane rog8rding thefabri€fon, storage, delivery, erection and bracing oJ trus*s-snd trus! systelns, sec ANSWFry AueW Unet4 DS&N aN ECSI Buttdlng CffipMtSs/E,ylnformailon avsilable from Truss Plate lnslitute, 218 N. Lee Sir@t, Suite 312, Alexancfia,VA22314. 'MiTek USA, Inc. 400 Sunrise Avcnue, Roseville CA g5m1 Suitc 270 a aa ataaO otv 9 Ptv I Jd Returse (oDtional) tl/()C R57378236 lTrus l^. lrruss rvce lcommon Job 0509-19 - 97446,s Tue Mar 12 09:,{2:24 Page l l D :gDD\ /TDmvPXpA\MNKITnxc3zbjRM-KOb9?li4il EU4gzi,ZqOZPDYHOeNJwl9ZTnigzbiCj '1S 2 6-45 t9-13 S€le = 1i61.0 5x6 1.5x4 \\ 5x6 /z 4 18 6.m lit 19 5x6 :\ 6 1.5x4 // 7 *d I+o 11 3x4 = 10 5x8 = 9 3x4 = 20 3x6 3x6 = 2:0-2-12.0-1 -81. t4:0-3-0,0-3-01, 16:0- SPAC|NG- 2-0-O Plate Grip DOL 1.15 Lumber DOL 1,15 Rep Stress lncr YES Code lRC2015iTPl2014 csr. TC BC WB DEFL. Vert(LL) Vert(CT) Horz(CT) ln (loc) -0.20't0-11 -0.35 10-11 0.10 I Udefl >999 >999 nla Ud 240 180 nla Matrix-MS 0.39 0.56 0.60 LOADING (psf) TCLL TCDL BCLL BCDL LUMBER- TOP CHORD BOT CHORD VVEBS 2x4 DF No.1&Btr 2x4 DF No.1&Btr 2x4 HF Stud/Std PLATES MT2O GRIP 1 85/1 4825.0 7.0 0.0 ' 10.0 REACTIONS.(lb/slze) 2.1610/0-5-8, 8.1 510/0-5-8 Max Horz 2-91(LC 5) Max Upllft 2--121(LC 8), 8r-106(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shon n. TOP CHORD 2-3-2833t208,34--25751198,4-5=-1797/166,56-1796/166,6-7-25871201, 7-8*2848t212 BOT CHORD 2-11--214t2487 , 10-11--12612011 ,9-1 0=-59/201 5, 8-9--142t2504 \ /EBS 5-1 0.-80/1 1 75, 6-10--7 151141 ,6-9--33/534, 7 -9--387 111 1 ,4-1 0--709/140, 4-1 1 --30/523, 3-1 1 --377 I I 09 NOTE9 1) Unbalanced roof live loads have been considered for this design. 2) Vvlnd: ASCE 7-10; Vult.120mph (3-second gust) Vasd.gSmph; TCDL-4.2psf: BCDL.3.opsf; h=25ft; Cat. ll; Exp B; Enclosed; MV\FRS (envelope): cantllever left and rlght exposed ; end vertlcal left and right exposed: Lumber DOL.1 .60 plate grip DOL-1.60 3) This truss has been deslgned for a 1 0.0 psf bottom chord llve load nonconcurent with any other llve loads. 4) ' Thls truss has been deslgned for a llve load of 20.0psf on the bottom chord ln all areas where a rectangle 34-0 tall by 2-0-0 wlde wlll flt between the bottom chod and any other members, with BCDL - 'l0.0psf, 5) Provlde mechanioal connectlon (by others) of truss to bearing plate capable of wlthstanding 1 00 lb upltft at joint(s) exoept (Jt lb) 2-121, 8-106. Weight: 160 lb FT.20% Structural \ryood sheathing direcfly applied or 36.4 oc purllns Rigld celling dlrecty applied or 10-G0 oc bracing. 1 Row at mldpt 6-10, +10 BRACING. TOP CHORD BOT CHORD \A/EBS March 13,2019 IweeNWC - Verily d8igh paftneter| end BEAD NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mtl 7473 rcv. l&O3Aol5 aEFORE USE. Do3ign vslld for u$ only with MiTokO @nncqtots. Thls dcaign is b.!od only upon prrrrcloE !hom, 6nd i! for qn indivldurl building @mpononl, nol a lruls system. Bcforo usc,lhc building drsignor must vcrify lhe lpdlublllty of dosign paEmtcB and wopGrly in@rporut. thi3 dosign Into the ovcEll buildino desion. BEdng indletcd i3 to provcnt buckllno of indMduallru$ rcb 6nd,/orchord mmbcts onty. Additionel tcmpoEry end perunenl bncino is lhrays rcquircd ior strbility End to prcvant @llspla wlth po$iuo pcGonel lnlury 6nd prqparv damgc. For g.n6ral guidano agsrding the f.bri€lion, sior60c, dclivcry, eEctbn and bEcing of truses snd lru3s systoms, lco ArlSUfHl Ouafity Ct E b, OSB&.n<, gCSl Buldr| Cffiporcnt S.GlLtffifr avalhblcfrcmTru$Plstclnitlutc,2lSN.L@Strcct,Suitc312,Alexandri!,VA223'14. MiTck USA, lnc. 400 Sunri$ Avcnuc, Suitc 270 ,-16-0 ,6-4-5 184-0 5-S.13 6-4-5 5 8 r-: ["' loo lTruss Type l"oruo* n,*o.^ I luo t'IJcb 0509.19 3 ll,tgc Job RelerEnce (oDtional) R57378237 Rel6 Roof and Floor, lnc, 93-4 4x1O /z 6x8 lz 6xB /z 1Ox12 /z 36-04 44$4-46 6x8 Scale = 1:68.6 600 F 4 8x8 /z 4xG /z 3 .13 26 6x12 l 4:<6 :\ 5 6x8 = 2 8x8 :\ 6 20 1 IT 1+ 15dod \\ 21 22 23 14 24 25 6x12 ll 4x8 ll 4xB ll 12 11 10 4x8 ll 8x8 = ll 8x14 MT2oHS l1 4x8 ll 6x8 :\ 6x8 \4x8 ll I 3xe ll 4xB 3644 Plate Otrsets (X,Yl [1:0-11-7,0-8-11], [1:0-4-2,0-0-13], [1:0-4-8,Edge], [1:1-6-8,0-3-4], [1:0-10-8,044], SPAC|NG- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress lncr NO Code lRC2015/TP12014 csr. TC BC v1/B Matrix-MS 0.17 0.51 0.53 DEFL Vert(LL) Vert(CT) Horz(CT) in -0.13 -0.22 0.07 (loc) Udefl 13 >999 13 >999 7 nla Ud 240 180 nla TCLL TCDL BCLL BCDL 25.0 7.0 0.0 10.0 PLATES MT2O MT2OHS GRIP 1 85/1 48 '139/11 1 LOADING (psfl 'l:0-1 2xB DF 2250F 1.9E .Except' 6-7:2x8 DF No.2 2x12 DF SS.Except' '1-10: 2x8 DF No.2 2x4 HF Stud/Std'Except. 4-1 1: 2x4 DF No.2 LUMBER- TOP CHORD BRACING. TOP CHORD BOT CHORD Weight: 1099 lb FT = 20% Structural wood sheathlng dlrec{y applled or G0-0 oc purlins. Rlgid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD WEBS V1/EDGE Left: 2x4 HF Studistd, Rlght: 2x4 HF Stud/Std REACTIONS. (lb/slze) 1.720410-5-8,7.47MlMechanical Max Hoz 1--83(LC 21) Max Upllfl 1-441(LC 8), 7--471(Lc 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP C HORD 1-20--1440411291, 1-2--14150t1341 , 2-3--1154311 145, 3-4--9580/1 0 13, 4-5--9577 t1017 , 5-6--9965/1 039, 6-7--1 081 0/1 089 BOT C HORD 1-21--1198t12635, 21-22--1201 112672, 22-23--1203112709, 14-23-1205112747 , 14-24--1157 112642, 2*25--1197 112642, 13-25--1 197 112642, 1 3-26--956/1 01 94, 12-26--959110244, 1 1-12-947 t101 1 3, 1 &1 1.-905/9446, 9-1 0--81 4/8796, &9-901 /9652, 7-8--901/96a0 VI/EBS 4-11--817t7863,5-11.-400/154, 5-9--781502,6-9.-1169/160,6-8--21i613, 3-11-28o1t272, 3-13--247 t3138, 2-13*3221 t321 , 2-14--204t2808 NOTE9 1) 3-ply truss to be connected together wlth 10d (0.131"x3") nalls as follows: Top chords connected as follows: 2x8 - 2 rows staggered at G9-0 oc. Bottom chords oonnected as follows: 2x12 - 3 rows staggered al 0-4-0 oc, 2x8 - 2 rows staggered at 0-4-0 oc. Webs conneoted as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are consldered equally applied to all plies, except if noted as front (F) or back (B) face ln the LOAD CASE(S) section. Ply to ply connections have been provided to dlstrlbute only loads noted as (F) or (B), unless otheMise indicated. 3) Unbalanced roof live loads have been oonsldered for this deslgn, 4)VMnd:ASCE7-10;Vult l20mph(3-seoondgusl)Vasd.g5mph;TCDL.4.2psf;BCDL.3.opsf;h-25ft;Cat,ll;ExpB;Enclosed; MWFRS (envelope); cantllever left and flght exposed ; end vertlcal left and right exposed; Lumber DO1.1.60 plate grip DO1.1.60 5) All plates are MT20 plates unless otheMlse indicated. 6) This truss has been deslgned for a 1 0.0 psf bottom chord live load nonconcunent with any other live loads. 7) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the boftom chord and any other members. E) Refer to girde(s) for truss to trus6 c,onneclions. 9) Provide mechanical connection (by others) of truss to bearing plate capable of wlthstanding 64'l lb uplift at ioinl 1 and 471 lb uplift at March 13,2019 7 '\;^;';,i,;:-r;,ty .t&ign paraneteil and BEAD NorEs oN rHts aND tNcLUDEo MtrEK BEFEREN}E pacE Mil-747s rcv. ta/u2o1s BEFoRE usE. Oesign Elid for u3c only wilh MiTek@ @nn.clotr. Thl3 dqsign ls besad only upon p.nmtcB shom, .nd l! tff rn indivldusl building @mponcnt, not I truss 3ystcm. Baforo u3., th. bulldlng dcalgn.r muSl vcrify thc 6p!'li€blllty oldcclgn psErcteF and prcpcdy ln@rporalo lhis dasign into th. ev.Ell building dcsign. Bndng lndicatcd is to pGv.nl buckllng ot individuel tru$ mb rnd/or chord rcmbaB only. Additonal tcmporary and pcroncnl bEcinc as ahmys Bquircd for 3trrblll snd to prcwnt @ll.p!c with po$ibl€ pcEond lnjury and frcpcrly damg.. For grnml guld6n@ BgErding hc faki€lion, storag!, dclivory, .Ection and bEcing o, tru3sts and truss systoro, 3cr AlSAfH, Ctt W Cdb.b, Os,A{e aN SCgl Btt,tt t,tg C@poilntWytolqnilfr svailablc trom Truss Plslc lnstitutc, 2'18 N. L4 Str@l Suitc 312, Alexandria, VA 2231,t. MiTok USA, lnc. il00 Sunriso Avonuc. Suite 270 Ro$vilL CA 95661 7 Job lrruss lou lruss Iype ]"o*ro* o,*or* I ptrv 7,FI0509-'19 3 I 149C R57378237 .lob Reference (optional) NOTES- 10) Hange(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 659 lb down and 62 lb up al 2-0-12 on top chord, and 652 lb down and 67 lbupat 4-0-12,652lbdownand67 lbupat 6-0-12,652 lbdownand6Tlbupat 8-0-12,652 lbdo\irnand67 lbupat 10-0-12,652 lbdownand6Tlbupat 12-0-12, 652lbdownand6Tlbupat 14-0-12,652lbdownand6Tlbupat 16-0-12,and652lbdownand67lbupat 18-0-12,and3144lbdownand462lbupat 19-2-12on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.15, Plate lncrease-1,15 Uniform Loads (pl0 Vert: 1-4=-64, 4-7-64, 1-7=-20 Concentrated Loads (lb) Vert: 12-$52(B) 11'-652(B) 10=-3144(B) 20=-609(B) 21=-652(B) 22=-652(B) 23.-652(B) 24:652(B) 25-$52(B) 26=-652(B) lwaalttue - veily design paafreterc and READ NoTEs oN THls aND INCLUDED MTTEK BEFERENCE pAGE Mtb7473 rcv. 1mffi015 BEFORE USE. Dcslgn valid for uso only Mth MiTek@ connectots. This dcsign is bas€d only upon paramtcE shom, and is for an individual building @mponent, not a truss systEm. Bctore use, the bullding dcaigner must voriry the appllebility of dcslgn psmmtaB and prcperly inmrporatc this design in6 lhe oveml building d$ign. BEcing indixted is to prevenl buddino of individual lru$ rcb andor drord mmbeB mly. laaonil tenporary arfo pemncnt bracing is .atwaw requircd for stalilily and to prcvent @llaps with possible pcmnal iniury and pmlprly damgc- For generul guidine icgaroing ttrcfakiation, storagc, delivsry, crcction and bacing of lru$]'_s-and trus!.rystelrs, *c iWSUfHt oltdfry Crra.t a, DSE{li- eN ECS, Auildlng CffiprentSaretl lntomdon avail€ble trcm Truss Plale lnstitule, 218 N. L6e Sf@t, Suttc 312, Alerenddo. VA 22314. -MiTek USA, lnc. 400 gunrise Avenuo, Suite 270 Roreville CA95651 lTruss l^. lTruss Tvoe l.ra*-ctoseo Job 050919 otv I nV 1 1 149C .l6h Fle-ferel1m lonlionall R57378238 Relco Root and s lD:gDDWTDmvPxpAufNK,Tnxc3zbjRM-k?Hldmlz?Dd3xThHPiO5Al OcbiE\a/D4bFS0NHAzbjCg '11-l€1e8€5-104 5-7{ 3xa ll S€le = '1:47.5 4 6 oo llt 3x4 /z 1.5x4 \\ 2 a+d 6 3x4 = 10 11 3x4 =5 3x4 SPACTNG- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress lncr YES Code lRC2015/TP12014 csr. TC BC WB Matrix-MS 0.58 0.42 0.85 DEFL. Vert(LL) Vert(CT) Hotz(CT) in -0.'t0 -0.18 0.01 (loc) Udefl Ud 5-6 >999 240 5-6 >999 180 5 nla nla LOADING (psf)PLATES MT2O GRIP 1 85/1 48TCLL TCDL BCLL BCDL 25.0 7.0 0.0 10.0 LUUBER. TOP CHORD BOT CHORD \A/EBS 2x4 DF No.1&Btr 2x4 DF No.1&Btr 2x4 HF Stud/Std BRACING. TOP CHORD Weight: 78 lb Ff * 20o/o Structural wood sheathing direcuy applied or 5-1 1-9 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 4-5 BOT CHORD WEBS REACTIONS.(lb/size) 1=696/Mechanical, 5-696/Mechanlcal Max Hoz 1"220(LC7l Max Uplitt 1.-a9(LC 8), 5e-93(LC 8) FORCES. (lb) - Max. Comp./Max. Ten, - All forcrs 250 (lb) or less except when shown. TOPCHORD 1-2*1095/88, 2-3--857178 BOTCHORD 1-6:123/943,5-6.-871480 WEBS 2-6*3571104,3-6*33/517,3-5=-679/126 NOTES. 1) Wnd: ASCE 7-10; Vult.l20mph (3-second gust) VasdEgsmph; TCDl=4.2psf; BCDL-3,0psf; h.25ft; Cat. ll; Exp B: Enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertioal left and right exposed; Lumber DOL-1.60 plate grip DOL=1.60 2) This truss has been deslgned for a 1 0.0 psf bottom chord live load nonooncurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3$-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 4) Refer to girde(s) for truss to truss connections. 5) Provlde meohanical connection (by others) of truss to bearing plate capable of withstanding 1 00 lb uplifi at joint(s) 1 , 5. a t a ta aa aaaa aa a March 13,2019 Iwaauwe - vetify design paftneterc and BEAD NoTEs oNTHts AND tNcLUDED MTTEK BEFEilENCE pacE Mlt-747s rcv. 1a8,2015 BEF1BE UsE. Design valid forlsc only with MiTck@ @nnectoE. This design is bas6d only upon paBmtaB shom, and i! for an individual bullding @mponcnt, not a truss systsm. Bcfore use, thc buildlng designer must v€riry the appli€biliv of d.slgn paEmetcts and prep€rly in@rporstc lhis dr3lgn into the ovcElt building d€sign. Bmcing indicatcd ls to prevent buckling o, indivldusl truss rcb and/or chord mcmbors only. Addltlonal temporsry and pomnent bEdng is almys rcquired for sttbility and h prcvont ollaps6 wih po$iblc personalinlury .nd propefiy damgG. For goncrsl guidane cgarding th6 fabri€tjon, storagc, dclivery, orcclion and bracing o, trussrs and 1ru33 3y3tcro, ec AflWTPn Ouattty Cdwla, OS&& snd BCS, &tildtne CmpMtSolctylfrWmdon qv.ilablc fiom Truss Plate lnstitutc, 218 N, Lgo Strsl, Suite 312, Alo\andria,VA223't1. MiT€k USA, Inc. 400 Sunrisc Avenuo, Suilo 270 Job 050919 lrruss larsr lTruss Type lnor.. olv Plv I 1149C R57378239 Job Reference (oDtional) s Nov 16 I D: gOOWTDmvPXpA\MNKiTnxc3zbiRM-DBqgrOmbmXlwYHGTyPvKiFoJt?7u FtwlUllxpczblCf -16-0 16-0 4x4 6 75 o.oo liz I4 93 10 +J 1 Iq 11 rd 3x4 -z 3x4 -- 16-0 S€le = 1:31.0 cl 15 17 12 5x6 = 11 SPAC|NG- 2-0-O Plate Grip DOL 1.15 Lumber DOL 1.'15 Rep Stress lncr YES Code lRC2015/TP12014 csr. TC BC WB Matrix-S 0.10 0,07 0.05 DEFL Vert(LL) Vert(CT) Horz(CT) in -0.00 0.00 0,00 (toc) 11 11 10 l/defl Udnh 120 nlr 90nla nla LOADING (ps0 TCLL TCDL BCLL BCDL LUMBER- TOP CHORD BOT CHORD OTHERS PLATES MT2O GRIP '185/14825.0 7.0 0.0 10.0 2x4 DF No.1&Btr 2x4 DF No.1&Btr 2x4 HF Stud/Std BRACING. TOP CHORD BOT CHORD Weight:60 lb FT = 20oA Structural wood sheathing direcuy applied or 6-0-0 oc purlins Rigid ceiling directly applied or &0-0 oc braclng. REACTIONS. All bearings 16-G0. (lb) - Max Hoz 2.-43(LC 6) MaxUplift All uplift100 lborlessatjoint(s)2, 10, 16, 17,18, 14, 13, 12 MaxGrav Allreaotions250lborlessatjoint(s)15,16,17,14,13except2-257(LC1),10-257(LC1), 18.317(LC 17), 12.317(LC 18) FOHCES. (lb) - Max. Comp./Max, Ten. - All forces 250 (lb) or less exc€pt when shown NOTES. 1) Unbalanced roof live loads have been c,onsidered for this design. 2) VMnd: ASCE 7-'10; Vult=l20mph (3-second gust) Vasd=gsmph: TCDL-4.2psf; BCDL-3.opst h=25ft; Cat. ll; Exp B; Enclosed; MWFRS (envelope)t cantilever lefi and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL-1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard lndustry Gable End Detalls as applicable, or consult quallfied building designer as per ANSUTPI 1 . 4) All plates are 1.5x4 MT20 unless otheMise indicated. 5) Gable requlres continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 1 0.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.0psf on the bottom chord ln all areas where a rectangle 34-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1 00 lb upllft at joint(s) 2, 10, 16, 17 , 18, 14,13,12. 10) Beveledplateorshimrequiredtoprovidefull bearingsurfacewlthtrusschordatjoint(s)15, 16, 17,19, 14, 13, 12. March 13,2019 IwlanwC - vetily design pataneteg and READ NOTES oN THIS AND TNCLUDED MTTEK REFEEENCE PAGE Mtt 7473 rev. 1a/N/2015 BEFOnE usE. Desion valid forusc only Wth MiTek@ conncctoE. This dssign is based only upon paromat.E shoM, and is for an individual building @mponent, not a tru$ rystcm. Bcforc usc, lhc building dcsiCner must verify ihe applieblllty of dcsign pammteB 6nd properly in@rporale this doslgn into the ovemll building design. BGcing indi€ted is lo prcvont buckling of indlvidual truss reb and,/or cfiord membeE only. Addttlon.l temporary and pemnent bEclng b always requlred for st6billty ond to prevenl sllgpse with possiblc pcGonal inlury 6nd proporly damg€. For qancral guidane rcg6rdin9 the la&ieton, storage, drllvrry, Grcclion rnd bBcjng of trwsls 6nd lrusr syst6ms, $c Allg/JPrl Ottt lty Ct b,ls, DSA{, snd BCSI Euildhry Cffipon€ntSafrytnlom8iln availablcfiomTrussPl6lclnstitule,2lSN.L€Sf€ct,Sultc3'l2,Alcxan&b,VA22311. MiTek USA, lnc. 400 Sunrise Avcnue, Suite 270 Job lTruss t,, I ]:'"',,:'-050s19 otv 1 Plv 1 1 149C R57378240 Job Referen@ (oDtional) Hanisburg, OR -12 I Page 1 84-0 lD:gDDWTDmvPXpAVWNKjTnxc3zbjRM-hOO22SnDxqtnARrgl /6OZGSxLNPMy-gzujPVUL3zbjCe r 16{-0 r 175-0 , Roof and Floor, lnc, -16{ r 2 3x5 // 84-0 84{'t€-o S€le = 1:31.0 4x6 o.oo lrl- 6 5b- d N 4 a.l d 1 +.oo ft-5 l+ 3x5 :- SPAC|NG- 2-0-0 Plate Gilp DOL 1.15 Lumber DOL 1.15 Rep Stress lncr YES Code lRC201s/TP12014 csr. TC BC WB Matrix-MS 0.69 0.47 0.72 DEFL. Vert(LL) Vert(CT) Horz(CT) ln -0.14 -0.27 0.15 (loc) 6-9 6-9 4 l/defl >999 >713 nla Ud 240 180 nla LOADING (psf) TCLL TCDL BCLL BCDL LUMBER. TOP CHORD BOT CHORD WEBS 2x4 DF No,1&Btr 2x4 DF No,1&Btr 2x4 HF Stud/Std PLATES MT2O GRIP 185t14825.0 7.0 0.0 10.0 BRACING. TOP CHORD BOT CHORD Weight: 54 lb FT = 20% Structural wood sheathing directly applied or 3-0-'1 2 oc purlins. Rigid ceiling directy applied or 1 0-0-0 oc braoing. REACTIONS,(lb/size) 2=76810-5-8, 4=768t0-5-8 Max Hoz 2-43(LC7) Max Uplift 2=-62{La 8), a"-62(LC 9) FORCES. (lb) - Max. Comp.iMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORO 2-3*2200t85,3-4*2200t101 BOTCHORD 2-6*5212002, 4-6-5012002 V1/EBS 3-6-011421 NOTEg 1 ) Unbalanced roof live loads have been considered for this design. 2) VMnd: ASCE 7-10t Vult-120mph (3-second gust)Vasd=gsmph; TCDL.4.2psfi BCDl=3.Opsf; h=25ft; Cat. ll; Exp Bi Enclosed; M\,vFRS (envelope); cantilever left and rlght exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a I 0.0 psf bottom ohord live load nonconcurrent with any other live loads. 4) * Thls fuss has been designed for a live load of 20.0psf on the bottom chord ln all areas where a rectangle 3-6-0 tall by 2-0-0 wlde will fit between the bottom chord and any other members. 5) Bearing at joint(s) 2,4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Buildlng designer should verify capaoity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of wlthstanding 1 00 lb uplift at loint(s) 2, 4. March 13,2019 IwanNwe - vetily ctesign paatuete.s and BEAD NoTEs oN THls AND TNCLUDED MTTEK REFEREN2E ,AGE Mil-747s rcv. tUB1US EEFOBE USE. o€sign valld forusc only with Milek@ @nnoctqc. This design 15 b6sed only upon paramtcrs shom, and is for rn individual building omponent, notI truss systcm. Btforc u36, the building dcslgnr must veriry ihe appll€biliiy of dcslgn paErcle6 lnd properly in@rpocte this desi- n int; the oieEfi building dGsign. BBcino indimted is lo pcvcnt buckling of individual truss wb and/or chord mcmbcE onli. Addilionrl tcmporary an? pemanont bracingis always rcquircd for stsbillty 8nd to prcvent sllspsc wiltr possiblc peBonal injury and prop€rty dam8oe. ior general guidine rcgarding thefaki€lion, storege, deliwry, eBclion End bEcing of kusscs-snd tluss systoms, soe Au$r/fpfl Ouairy c|y',,dtta, oS*d ana FCs/ auwtng CmpowtSaMy lnlotMdffi avall€ble ftom Truss Plat€ tnstitute, 2tB N. Lce Slreet, Suito 312, Atcxanffia, VA 22314. -MiTek USA. lnc. 400 Sunrise Avenue, Suile 270 Ros.ville CA 04661 Job 050&19 lTruss l* lTruss Type 1,",,,o, otv 9 Plv ,| 1149C R57378241 Job Reference (ootional) 8.220 s Nov 16 I D: gDOWTDmvPXpAVWN KjTnxc3zbiRM-gayRGoorHS?eobQs4qxoogTVaoid jcQ2y3E2uvzbjCd 8A-0 16-0{re - 8-04 Sele = 1:28.6 4x6 a l+ld 600 F 5x6 ll 4.oo Fz V1/tlERE SclssoR TYPE TRUSSES ARE ATTACHED TO GIROER TRUSSES, AN ADEQUATE SYSTEM OF BRACING MUST BE DESIGNED BY THE PROJECT ARCHITECT/ENGINEER TO PREVENT LATERAL DISPLACEMENT OF THE GIRDER TRUSS, SUCH BRACING IS ESSENTIAL TO THE OVERALL STABILITY OF THE STRUCTURE, 84-0 1&04 @ci 3 +4 3xS /- 3x5 \\ SPACTNG- 2-O-O Plate Grip DOL 1 .15 Lumber DOL 1.15 Rep Stress lncr YES Code lRC2015/TP12014 csr.TC O.72 BC 0.50 wB 0.75 Matrlx-MS DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.1 6 -0,29 0.15 (loc) 4-7 4-7 3 l/defl >999 >665 nla Ud 240 180 nla LOADING (psf) TCLL TCDL BCLL BCDL LUMBER. TOP CHORD BOT CHORD WEBS PLATES MT2O GRIP 185/14825.0 7.0 0.0 10.0 2x4 DF No.1&Btr 2x4 DF No.1&Btr 2x4 HF Studistd BRACING. TOP CHORD BOT CHORD Weight: 49 lb FT - 2070 Structural wood sheathing directly applied or 2-2-0 oc purlins. Rlgid ceiling directy applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 1.672lMechanlcal, 3-672/Mechanical Max Horz 1=37(LC 5) Max Uplift 1=-47(LC 8), 3=a7(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2*2264t106, 2-3*-2264t122 BoT CHORD 14*79t2o67 ,34*77t2067WEBS 24=-17t1471 NOTE9 1) Unbalanced roof live loads have been considered for this deslgn. 2) Wnd: ASCE 7-10i Vult=120mph (3-second gust) Vasd=gsmph; TCDL-4.2psf; BCDL-3.opsfi h.2sfti Cat ll; Exp B; Endosed; MWFRS (envelope); oantilever left and right exposed ; end vertlcal left and right exposedi Lumber DOL=1.60 plate grip DOL-1.60 3) This truss has been designed for a 1 0.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been deslgned for a live load of 20.0psf on the bottom chord in all areas where a rectangle 36-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girde(s) for truss to truss connections. 6) Provide mechanlcal connection (by others) of truss to bearing plate capable of withstanding 1 00 lb upllft at joint(s) 1 , 3. lwffiffim: aa a a a a aaf\dtc 1 Iwlaumc - vetily design parufreterc dnd READ NoTEs oN THls aND tNcLuaED MTTEK BEFEBEN)E pacE Mil-747s rev. 1au,2015 BEFOFE USE. Dcsign valid for u9e only with MiTclO conn.ctoE. This d.sign 19 b$cd only upon p€.amctcB shom, and B for an individual building compon.nt, notI truss system. Bclorc us6, lhc bullding d€slgnsr mu31 vcrity the appllmbility of dcslgn psEmstcrs and prcprrly incorporato this design lntA thc ovonll buildinC dosign, BEcing indicatcd i9 to prcvcnt buckllng of lndivldual lruss wsb and/or chord mcmbcrs only. Additional tcmporary and permanenl bracino is elways cquired tor stability and to prcvcnt coll6ps with po33lbla pcEond inJury and proporty damagc. For goncral guid6ne rcgarding thcfabri€tibn, stotgge, deliv€ry, eroction and braeing of lrusss and truss systcmg, se ANSUTPn o'Jairty crrkltta, osa{B arrt ECS| Auildtng CfrrponenfSrtuy hrton a',@ available from Truss Plate lnstitute, 2,8 N. Lec Stroet, Sulte 312, Atorendria, VA 22314. -MiTck USA, Inc. 400 Sundsc Avenuq, Suite 270 4 Job 050$'t9 lTruss c1G lTruss Tvne lCommon Supported Gable otv Plv 1 1 149C Job Reference (oDtional) R57378242 Harrisburg, OR - 97446, 600 F 8.220 s Nov 16 2018 MiTek lndustries, lnc. 11 't2 Scale = 1:39.8 4x4 = o 108 126 7 r35 144 15 162ilol 17 I+ 3x4 3x4 =31 30 28 27 26 24 214-0 23 22 21 3x4 = 20 19 18 SPACTNG- 2-o-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress lncr YES Code lRC201s/TP12014 csl. TC BC WB Matrix-S 0,10 0.02 0.04 DEFL. Vert(LL) Vert(CT) Horz(CT) ln -0.01 -0.01 0,00 (loc) Udefl Ud 17 nh 120 17 nlr 90 16 nla nla LOADING (psQ TCLL TCDL BCLL BCDL LUMBER. TOP CHORD BOT CHORD OTHERS 2x4 DF No.1&Btr 2x4 DF No.1&Btr 2x4 HF Stud/Std PLATES MT2O GRIP 185/'14825.0 7.0 0.0 . 10.0 BRACING- TOP CHORD BOT CHORD Weight: 109 lb FT - 20% Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directy applied or 10-0-0 oc bracing. REACTIONS. All bearings 21-O-0. (lb) - Max Hoz 2=-55(LC 6) MaxUplift All uplift100 lborl€ssatjoint(s)16,26,27,28,29,30,31,24,23,21,20, 19, 18,2 MaxGrav All reactions250 lborlessatioint(s)16,25,26,27,28,29,30,31,24,23,21,20,19,18,2 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wnd: ASCE 7-10; Vult.'l20mph (3-second gust)Vasd=gsmph; TCDL=4.2psf; BCDL-3.Opsf; h=25ft; Cat. ll; Exp B; Enclosedi MWFRS (envelope); cantllever left and right exposed ; end vertical left and rlght exposed; Lumber DOL.1 .60 plate grlp DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the facr), see Standard lndustry Gable End Details as applicable, or consult quallfled building designer as per ANSI/TPI t. 4) All plates are 1.5x4 MT20 unless otheMise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1.4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord llve load nonconcunent with any other live loads. 8) " This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wlde will fit between the bottom chord and any other members. 9) Provide mechanical connectlon (by others) of truss to bearing plate capable of wlthstandlng 100 lb uplift at joint(s) 16, 26, 27 , 28, 29, 30,31 ,24,23,21 , 20, 19, 14,2. ffi baaaaal^r\na* a Lr"t L March 13,2019 IWEANMC . VEIiTY dCSigN PAGfuEtEg ANd HEAO NOTES ON THIS AND INCLUDED MI1EK REFERENCE PAGE MII7473 rcV. lAB/2015 BEFOBE USE. Dcsign valld forusc only wtth MiTokO @nnectoc. This design js based only upon parameters shom, and B for en indlvidusl buitding @mpon6nt, nol a truss system. BcfoG usc, the bulldlng designer musi vorlty thc appllebility of design paBmotctr and properly incorporatc this dosign into lh€ oveEll building dcsign. BEcing indi€tcd is to prcvent buckling ot individual truss reb and/or chord msmbcE mly. Addltionsl tcmporsry and pcmsnenl bEcing is always required for slabiliv 6nd to provont sllspse with posBible porsnal injury end prcpcrty dsmg6. For grnorsl guidane rcgarding th6 flbdsllon, 3torug., drllwry, rcc,tlon end brudng of lfussls and tru!3 3ystrm!, $c ANgmHl OueW Cdwle, OAB.& ,,1 ECgl Builrrlng Compotf,nttg.frylntomrilfr av€llrblcfromTrursPlatclnltitltc,218N.L.cSlrcrt,Sullc312,A]'x.ndrl,,VA22314. MlTck UgA, lnc. 400 Sunrisc Av6nuc, guitc 270 I russ ]", lruss Iype ]"o..on l Job 050+19 otv Plv 1 1149C Job Reterence (oDtional) R57378243 Relco Roof and Floor, lnc,8.220 s Nov 16 2018 MiTek I D :gDOWTDmvPXpAUANKjTnxc3zbiRM-524BhUp5plFM 1 vaEBFzGt5YzrcRGBdXKPNjByOzbicb 5S*4 4-1 S€le = 1:38.5 4x4 4 6.00 F 1.5x4 \\ 3 1.5x4 // 5 iic 7 1+ I 3x4 = 8 5)(6 =3x43x4 SPACTNG- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress lncr YES Code lRC2015/TP12014 csr. TC BC WB Matrix-MS 0.23 0.30 0.26 OEFL. Vert(LL) Vert(CT) Horz(CT) in -0.05 -0.1 1 0.03 (loc) 8-1 5 8-1 5 o l/defl >999 >999 nla Ud 240 180 nla LOADING (psf) TCLL TCDL BCLL BCDL LUMBER. TOP CHORD BOT CHORD WEBS 2x4 DF No.1&Btr 2x4 DF No.1&Btr 2x4 HF Stud/Std PLATES MT2O GRIP 1 85/1 4825.0 7.0 0.0 10.0 BRACING. TOP CHORD BOT CHORD Weight: 86 lb FT = 20o/o Structural wood sheathing directly applied or 5-3-0 oc purlins. Rigld ceiling directy applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 2=97810-5-8, 6=978/0-5-8 Max Horz 2=-55(LC 6) Max Uplift 2=-77(Lc 8), 6.-77(LC 9) FORCES. (lb) - Max. Comp./Max, Ten. - All forces 250 (lb) or less except when shown TOP CHORD 2-3=-1509t1 12, 3-4--1351 t121 , 4-5=-1351t122, 5-6=-1 509/1 1 3 BOT cHoRD 2-9*97 t1312, 8-9--1 4/870, 6-8*-46t1312 WEBS 4-8*54t513,5-8=-339/1 00, 4-9--54/51 3, 3-9=-339/1 00 r{oTEs- 1) Unbalanced roof live loads have been considered for this deslgn. 2) Wnd: ASCE 7-10; Vult-120mph (3-second gust)Vasd=gsmph: TCDL.4.2psf; BCDL=3.0psf; h=25ft; Cat. ll; Exp B; Enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL-1 .60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 36-0 tall by 2{-0 wide will fit between the bottom chod and any other members. 5) Provide mechanical connectlon (by others) of lruss to bearing plate capable of withstanding 1 00 lb upllft at joint(s) 2, 6. ai'ffim: 8/}/$+ a aaaaaa,w 13,2019 [waaNme - vetily design pahmeterc and BEAD NoTEs oN THls aND )N,LUDED MTqEKREFERENCE pacE Mtt-747g rcv. tu03/2015 BEFORE USE. Design valid foruse onty with MiTek@ rcnnsclors. Thls design is besed only upon parsmctcrs shom, and is for an individual building @mpon6nl, nol a truss system. Bcroro uso, the bulldlng dcaigncr musl vorlfy thc sppli€Ulity of dcaign parametcE and propcrly lnorporst3 lhis desagn lntb thc ovemll building design. Brudng indi@tod ls to prevent buckling ot individu.l truss reb and/or chord membcB only. Additional tompoEry and pemanst bEcingis.lmyJ.oqukodiortl.blllty.ndtopEvent@ll6p!6wilhpo3.ibl6porson€llniury.ndpopcrtyd.mage. Forgcnoralguid.nercgErdingth6 fabd€tion, storugc, dcliwry, crcc'lion 8nd bFcirlg oJ trusslland truss sylleme, slc ANgmFn OuaW dfiedr, DSB-ei rnd -BCSI Buttdtng CMpoM,Ssfry rnlorfra,lst avslloblc trom Truls Plalc lnstitutc, 2't8 N. Lec Strcct, Suilc 312, Alcxandia,VA22311. MiTck USA, lnc. 400 Sunrisc Avcnue, Suile 270 ENvill!- CA 95661 62 lTruss 1", lrruss Tvne ]common Job 0509-1 9 0tv 3 Plv 1 1 149C Job Referene (oDtional) R57378244 Relco Roof and 2018 MiTek lndustdes, lnc. l D: gDDWTDmvPxpA\ fl NKiTnxc32biRM-524BhUp5plFM 1 vaEBFzGt5YzdcOrBdOKPNiSyOzbiCb S 5€4 S€le = 1i37.'1 4x4 600 F 1.5x4 \\ 2 1.5x4 // 4 e+d 6 IJ I 3x4 = 7 cs- 3x4 =3x4 DEFL. Vert(LL) Vert(CT) Hoz(CT) in -0.05 -0.12 0.03 (loo) 8-1 1 8-1 1 5 l/defl >999 >999 nla Ud 240 180 n/a SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress lncr YES Code lRC2015/TP12014 csr. TC BC WB Matrix-MS 0.24 0.33 0.27 7.214-0 Offsets LOADING (psf) TCLL TCDL BCLL BCDL LUMBER. TOP CHORD BOT CHORD \4/EBS 2x4 DF No,1&Btr 2x4 DF No.1&Btr 2x4 HF Stud/Std PLATES MT2O GRIP 185t14825.0 7.0 0.0 10.0 BRACING. TOP CHORD BOT CHORD Weight 84 lb FT = 20% Structural wood sheathing directly applied or 5-1-15 oc purlins. Rigld c€iling directly applied or 10-0-0 oc bracing, REACTIONS. (lb/size) 1.879/0-5-8, 5=981/0-5-8 Max Hoz 1*58(LC 9) Max Uplift 1..62(LC 8), 5=-77(LC 9) FORCES. (lb) - Max. Comp./Max. Ten, - All forces 250 (lb) or less except when shown. TOP CHORD 1-2*1531 t1 17 , 2-3=-137 11126, 3-4=-1358t122,4-5'-1 51 7/1 1 3 BOT CHORD 1 -8*102t1334, 7 -8=-161877, 5-7 *-47 I 1318 \A/EBS 3-7=-541512,4-7=-339/100,3-8=-58/532,2-8=-3491102 NOTES. 1) Unbalanoed roof live loads have been considered for thls design. 2) Wnd: ASCE 7-10i Vult-l20mph (3-second gust)Vasd=gsmph; TCDL=4,2psf; BCDL-3.opsf; h=25ft; Cat. ll; Exp B; Enclosedi MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOl.1.60 3) This truss has been designed for a 1 0.0 psf bottom chord live load nonconcurrent with any other live loads. 4) . This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wlde will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) 1 , 5, ia a rffim aa ?rt'{t aaaaaaW.l9 13,2019 Iwoa*,*c - vetily deilign peftneteg and READ NoTEs oN rH,6 ANA N1LUDED MTTEK REFERENCE pAGE MtL7473 rcv. lAN/2015 BEFORE USE. Dcaign v.lid for u$ only wilh MiTelO @nncctoE. Thls dcsign i5 besed only upon pargmotlF shom, and is for 6n individucl building @mporcnt, not a lruss sy3tem. Botorc usc, thc building dcsign?r must vority th6 appliEbiliv of dcsign psEmetcts and prcperly in@rporato lhis desion into the ovcE|l buildino design. Bracing indicatcd ls to prcvcnl buckllng of individusl tru$ wb end/or chord mmbcE only. Additbnal tcmporcry and pemanont bmcing is6hmysroquircdforstEbility9ndtoprcvont@ll8p$withpossiblop€r$noliniurysndprcprrtydamagc. Fgrggnorglguidanerogardingthe faui@tion, storago, dolivery, orcclion and blaglg ol trusqos and lruss syslems, s6i ANWfPn Owhy Ctlwra, DS&& eM BCS/, Auildrng ComponstS.fcrylnfor,rufl@ avsilablrlromTrus3Pl€tclnstltuta,2i8N.LeeStEt,Sultc312,Alcxandrta,VA22314. 'MiT6k USA, lnc. 400 Sunrise Avcnuc, Suit6 270 1 JoP 050+19 I rriss ]"0 lTruss Type I lCommon Girds I otv 1 Ply 2 1149C R57378245 Job Referene (ootional) s NovRelco Roofand Floor, lnc, Harisburg, 6 oo [t I D:gDDWTDmvPXpA\MN KjTnxc3zbiRM-1 LCx6grMLNV4GCkdJ gokzweGpQyPfQldsgCFl GzbjCZ54.4 , 106{ , 15-5-12 , 21-0-0 ,22$4 lndustries, lnc. Tue Mar 1209:42:342019 Pagel S€le = 1:36.1 5 1 l- 5x6 // 2 15 g 3xs ll 4x4 I J I 18 8x10 = 5x6 \\ 4 6 l+ 4x84xB 2120't4 16 17 19 227 3x8 ll 1 :0-4-0.0-1 -1 51. t5:0-4-0.0-1 -1 51, I7:0-5-l SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress lncr NO Code lRC2015/TP12014 csr. TC BC WB Matrix-MS 0,39 0,96 0,76 DEFL. Vert(LL) Vert(CT) Hoz(CT) in -0.12 -0.20 0.05 (loc) 7-8 7-8 5 Udefl >999 >9gg nla Ud 240 180 nla LOAoING (psQ TCLL TCDL BCLL BCDL LUMBER. TOP CHORD BOT CHORD l /EBS 2x4 DF No.1&Btr 2xB DF No,2 2x4 HF Stud/Std'Exoept. 3-8: 2x4 DF No.z PLATES MT2O GRIP 1 85/1 4825.0 7.0 0.0 ' 10.0 BRACING. TOP CHORD BOT CHORD Structural wood sheathing directly applied or 4-5-1 3 oc purlins. Rigid ceiling directy applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=3433i0-5-8, 5=5167/0-5-8 Max Hotz 1"-59(LC 33) Max Uplift 1=-341(LC 8),5=-469(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP C H ORD 1 -2*6349 1620, 2-3- -537 4 I 5 1 3, 34=-537 4 I 5 I 5, 4-5=-89 1 2/800 BOT CHORD 1-9*549/5641, 8-9.-549/5641, 7 -8=-660n941, 5-7=46017941 \ /EBS ,8*40014420,4-8.-3639/367, 4-7=-22812970,2-8--1035t182, 2-9--1131617 NOTES. 1) 2-ply truss to be connected togetherwlth 10d (0,131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at G7-0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-8-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plles, except lf noted as front (F) or back (B) face in the LOAD CASE(S) sectlon. Ply to ply connections have been provided to dlstribute only loads noted as (F) or (B), unless otheMise lndicated. 3) Unbalanced roof llve loads have been oonsidered for this design, 4) Wnd: ASCE 7-10; Vult=120mph (3-second gust) Vasd-9smph; TCDL-4.2psf; BCDL-3.opsf; h=25ft; Cat. ll; Exp B; Enclosed; MVVFRS (envelope): cantilever left and right exposed ; end vertical lefi and righl exposed; Lumber DOL= 1 .60 plate grip DOL= 1 .60 5) This truss has been designed for a 1 0.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the boftom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provlde mechanical connection (by others) of truss to bearlng plate capable of withstanding 1 00 lb uplift at joint(s) except Ut=lb)1.341,5.469. 8) Hanger(s) or other connectlon devioe(s) shall be provided sufficient to support concentrated load(s) 272 lb down and 49 lb up at 0-11-4,269 lbdownand5l lbupat 2-11-4,269lbdownand51 lbupat 4-114,269lbdownand51 lbupat 6-11-4,269 lbdoryn and51 lbupat 8-11-4, 1083 lbdownandllllbupat 10-11-4,'1083 lbdownandllllbupat12-11-4,1083 lbdou,nandllltb upat 14-11-4,and1083 lbdownandllllbupat'16-11-4,and1083 lbdownandllllbupat 18-11-4onbottomchord. The design/selection of such connection device(s) is the responsibillty of others. LOAD CASE(S) Standard 1 ) Dead + Roof Live (balanc€d): Lumber lnorease-1.1 5, Plate lncrease='l .1 5 Unlform Loads (plf) Vert 1-3=-64, 3-6*64, 1-5=-20 13,2019 [waattttle - voity design paanetqs and nEAo NoTEs oN THts aND ]N)LUDED MtrEK REFERENCE pacE Mtr747s fev. tvovDol| aEFoBE usE. Design valid for us6 only with MiTek@ @nnectoF. This dcsign is b6sed only upon paramotcrs shom, and is for an individual building @mponent, not a truss system. Before use, tho buildinO designcr musl vcriry the appli@bility ol dcsign parameteG and properly in@rpoEtc this design into the ovorall building design. Br€cing indicatcd is to prevent buckling of indlvidual truss reb and/or chord members only, Addilional temporary 8nd pcmanent brscing is slmys requircd for stability 8nd to prcvont allapse with pos$iblo pcBonsl inlury and proporty damago. For gsncrgl guidane regarding the !6bli@tj_o!, storege, dclivery, ercctbtr and bracing ol trussls and truss sysl6ms, sc,e ANSITP|I Ouatfiy Cileila, DS&& and SCSI Buttdtng C@ponqtSaletllntomadn availablcfomTru3sPlalclnstitute,2lSN.LeeStrcet,Suita312,Alexanllria,VA22314. Ml1ck USA, lnc. ,100 Sunriso Avcnue, Suite 270 Ros.vlll. CA Ess{ 1 Weight: 234 lb FT * 200,6 Job Tlruss I l'o lTruss Tvoe lCommon Girder I 050919 otv ,| Ply 2 1149C R57378245 Job Reference (oDtional) Roof and Floor, lnc,lndustries, lnc.Mar I D:gODWTDmvPXpAVWNKjTnxc3zbiRM-1 LCx6grM LNV4GCkdJ g0kzweGpQyPfQldsgCFl GzbjCZ LOAD CASE(S) Standard Concentrated Loads (lb) veft: 11=-272(8) t4'-269(B) 15=-269(B) 16--269(B) 17*269(B) 18*1083(B) 19*1083(B) 20--1083(B) 21=-1083(B) 22*-1083(B) Iweaxwe - ve.ity design paaneters and REAa NATES ON THIS AND INCLUDED MTTEK REFEaENCE PAGE Mtb7473 rcv. 1a/8,2015 BEFoBE uSE. olslgn valid lor us. only with MiTok@ @nncctoB. Thls d$ign is bgsad only upon paramctere shoM, and is for an lndividual building @mponent, nol a truss system. Belore usc, the building designer must verlfy th€ appliebil,ty ot desigr ponretcE rnd prcp€rly incorporatc this dcsign Into lhe ovomll building dosign. BEcing indicated ls to prcvont buckling of indlvidual truss rcb and/or drqd Mbcrs only. Addilional temporary and pemnenl bEcing is 8lffiys rcquicd tor sttbility and lo pGvenl 6ll6ps€ with possibb p8rsonal injury 8nd p.operly damge. For gcnersl guid6n6 rogarding the lsbriation, storage, dolivery, eroctlon 8nd brcinO oJ trus$s and trusssy3tems, set ArlSUfPll qrdny Ottuta, DS&& and BCSI Bultttttry Cffiporent Se, ry lnlon fron availsblo trom TBss Pl€tc lnslilute, 218 N. Lcc Street, Sultc 312, Alexandna, VA 22314. MlTek USA, lnc. 400 Sunrise Avcnue, Suite 270R6<.vill. aA qSAAl m 19 Rel@ Roof and Floor, lnc, Truss DlST I russ I ype ]^,*oro., I otv 'I Plv 1 1 149C Job Reference (ootional) R57378246 8.220 s Nov'16 2018 MiTek lndustries, lnc. I D :gDDWTDmvPxpA\M/NKjTnxc3zbiRM-VYIKJVs_6gdwuM JptNXzvjATPpUAO0En5KypZizbjCY 5S-0 SEle = 'l:4'1.0 4x4 = '10 11 6 s.oo lrz 4x6 = 4 13 15 16 23 22 21 20 19 14 17 18 TJJd 4x8 \3x4 3x4 =26 25 zq 3x4 = SPACTNG- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress lncr YES Code lRC2015/TP12014 csr. TC BC WB Matrix-MS 0.21 0,16 0.14 DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) -0.02 28-34 -0.04 28-34 0.00 27 Udefl >999 >999 nla Ud 240 180 nla LOADING (psf) TCLL TCDL BCLL BCDL LUMBER. TOP CHORD BOT CHORD WEBS 2x4 DF No.1&Btr'Except* 3-27:2x4 DF No.2 2x4 DF No.1&Btr 2x4 HF Stud/Std PLATES MT2O GRIP 1 85n 4825.0 7.0 0.0 ' 10.0 BRACING. TOP CHORD BOT CHORD Weight: 110 lb FI = 2Ooh Structural wood sheathing directly applied or 6-0-0 oo purlins. Rigid ceiling dlrectly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing: 2-28,27-28. 1 Brace at Jt(s): 7JOINTS REACTIONS. All bearings 10-1'l-8 except (itElength) 2=0-5-8. (lb)- MaxHoz 2=59(LCB) MaxUplift All uplift100 lborlessatjoint(s)18,2,27,26,24,23,22,21,20, 19,18 MaxGrav All reactions250 lborlessatjoint(s)18,26,24,23,22,21,20, 19except2=487(LC 1), 27=708(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHoRD 2-3*-475145,3-5=-530/87, 5-7=-536/89, 7-9:554/95, 9-27:599/108 BOT CHORD 2-28-401372, 27-28=-401372 NOTES. 1) Unbalanced roof live loads have been considered for thls design. 2) Wnd: ASCE 7-10; Vult=120mph ($second gust) Vasd-g5mph; TCDl.4.2psfl BCDL=3.opsf; h=25ft; Cat ll; Exp B; Enclosedi MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposedi Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are 1.5x4 MT20 unless otherwise lndicated. 4) This truss has been designed for a 1 0.0 psf bottom chord live load nonconcurrenl with any other llve loads. 5) " This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 34-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanioal oonnection (by others) of truss to bearing plate capable ot with8tanding 1 00 lb upltft at joint(s) 18, 2, 27 , 26, 24, 23,22,21,20,19,18. 7) Graphical punln representation does not depict the size or the orlentatlon of the purlin along the top and/or bottom chord. :o a wffi-dffi a aa aaaaaaaa aaaaaa1nc4' Lt 1 Iweanwe - vetily design paftmeterc and nEAD NaTEs oNTHts aND IN\LUDED M:TEK BEFEBENCE pAGE Mtr7473 rcv.1il03/2015 BEFORE USE. Dosign valid forlsc onty wlth MlTck@ @nnecloB. ThL dolign is b€ged only upon pacmetcrs shoM, and i9 tor !n lndlvldual building @mpgnent, not a truss systcm. Bsforo u3., the building deslgncr musl vcrity the sppliebility ot dcsign pa8m.t€c and prcpcrly incorporat. thls deslgn lnto thc ovcEll buildingdcsign. Bmcinglndicatsdistoprcvontbuckllngotindivldusltrussrcband/orchordmsmbcrsonly. Addilionaltemporaryandpemancntbtsclng is slways Gqulrcd for stBbility €nd to prevent 6ll8p$ wlth possible peEonal lnjury and proporty dam6ge. For gGno(at guidane Bgarding thc fabrieiioo, storoge, delivery, eEction and bracing of lrusses-€nd truss systolrs, s9e ANWTPI| @nllly CtlE,rla, OS&@ a,fr BCSI Buildhg Cmpon€fiSaf€'],rntordrdon avgilablcfrcmTrussPlatclnstitut€,218N.L66Slre€t,Sultc312,Atcxandria,VA22314, MlTek USA. lnc. 400 Sunrisc Avenue. Sulte 270 Rdrcvlll. CA q5m{ 3 2 19 Rel@ oR - 97446. otv ,| Plv 1 1 149C Job Reference (oDtional) R57378247[rruss rvne lcoMMoN Truss o2 8.220 s Nov 16 09:42:36 2019 Page 1 Scale = 1:39.3 4x4 = 4 600 F 1.5x4 \\1.5x4 // 3 2 r1*'o{q 9 3x4 - 8 5x6 =3x43x4 DEFL. Vert(LL) Vert(CT) Horz(CT) ln -0.05 -0.12 0.03 (loc) 8-1 5 8-1 5 b l/defl >999 >999 nla Ud 240 180 nla SPACTNG- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress lncr YES Code lRC201s/TP12014 csr. TC BC WB Matrix-MS 0.24 0.31 0,?7 74-3 LOADING (psfl TCLL TCDL BCLL BCDL LUMBER- TOP CHORD BOT CHORD WEBS 2x4 DF No.1&Btr 2x4 DF No,1&Btr 2x4 HF Stud/Std PLATES MT2O GRIP 185/14825.0 7.0 0.0 10.0 BRACING. TOP CHORD BOT CHORD Weight: 88 lb FT = 20% Structural wood sheathing directly applied or 5-2-0 oc purlins. Rigid ceiling directy applied or'10-0-0 oc bracing. REACTIONS.(lb/size) 2=999/0-5-8,6-999/0-5-8 Max Hotz 2-56(LC 7) Max Uplift 2=-78lLC 8), 6--78(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 2-3*1548t115, 34--13851125,4-5--1 385/1 25, 5-6=-1 548/1 1 6 BOT CHORD 2-9=-10011346, 8-9=-151892, 6-8*48/1346 \/EBS 4-8--561527,5-8.-348/103,4-9=-56t527,3-9*-348/103 NOTES- 1) Unbalanced roof llve loads have been considered for this design. 2) VMnd: ASCE 7-10; Vult=120mph (&second gust) Vasd=g5mph; TCDl.4.2psf; BCDL=3.0psf; h=25ft; Cat. ll; Exp B; Enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertlcal left and right exposedi Lumber DOL=1.60 plate grip DO1.1.60 3) This truss has been designed for a 1 0.0 psf bottom chord live load nonconcurrent with any other live loads. 4) - This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 34-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1 00 lb uplift at ioint(s) 2, 6, IW at 'aaaaa. aaaaa a aaa aA.t March 13,2019 lWnnnWe - Vqily .18ign pahneteg and READ NOTES ON THIS AND TNCLUDED MITEK REFERENCE PAGE Mil-747g rcv. 1AB/2015 aEFORE USE. Oesign valid for u9e onty with MiTek@ connectors. This design is basod only upon param6tc6 shown, €nd is for an individual building @mponent, not a truss system. Beforo uso, the building dosignGr must vcrify thc appli@bility of dosign parareteE and propedy incorporate this desigr into the overall building design. Bracing indicated is lo prevent buckling of indivlduEl truss wcb and/or chord membcE only. Addilional lemporsry and peman€nt bracino is always required for stsbility and to prev8nt mllapse with possible p3reonal injury snd property damsge. For geneml guidsne rcgarding lhe fabrietion, storago, dclivcry, orection and bracing of Uusscs and lruss syslcms, sce ANSUfPfl AtaW Cileda, DgB{g and ECSI Bulktlng Cofrponant Sarcty tnfottulon evallable ftom Truss Plate lnstitutc, 218 N. L@ str@t, Suito 312, Alc\ardoa,VA22314. MiTck USA, lnc. 400 Sunrise AvonuG, guite 270 6 m Job 050$19 I russ lo' ilruss lyp6 lcommon otv 2 Plv I 1149C Job Referenca (ootionall R57378248 lndustries, lnc. Tu6 MarsRelco Roof and Floor, lnc, Sela = 'l:36.9 4x4 4 6.00 lit 1.5x4 \\1.5x4 // 53 5 +,d ai q I 3x4 = 7 5x6 =3x4 =3x4 SPACTNG- 2-0-O Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress lncr YES Code lRc201s/TP12014 csr.TC 0.25BC 0.34wB 0.28 Matrlx-MS DEFL. Vert(LL) Vert(CT) Hoz(CT) in (loc) -0.06 7-11 -0.12 7-11 0.03 6 l/defl >999 >999 nla Ud 240 180 nla 74-3 LOADING (psQ LUMBER. TOP CHORD BOT CHORD VVEBS 2x4 DF No.1&Btr 2x4 DF No.'l&Btr 2x4 HF Stud/Std PLATES MT2O GRIP 185/148TCLL TCDL BCLL BCDL 25.0 7.0 0.0 10.0 BRACING. TOP CHORD BOT CHORD Weight: 86 lb FT - 20% Structural wood sheathing dlrectly applled or 5-0-1 5 oc purlins. Rigid celling directy apdied or 10-0-0 oc bracing. REACTIONS.(lb/size) 6.900/GS8,2-100?&SB Max Hoz 2-59(LC 10) Max Uplift 6--63(LC 9), 2--79(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3*1 555/1'16, 34--1392125, 4-5.-1405/129, 5$-1 569/1 20 BOT CHORD 2-8*107t1352,7-8=-231899, 6-7-66/1368 V1/EBS tt-7-60i545,5-7--358/105,4-8--56/526,3-8--348/103 NOTES. 1 ) Unbalanced roof llve loads have been consldered for this deslgn. 2) VMnd: ASCE 7-10; Vult.120mph (3-second gust)Vasd.gsmph; TCDL.4,2psf: BCDL.3.opsf; h-25ft; Cat. ll; Exp B; Endosedi MVVFRS (envelope); cantilever left and right exposed : end vertical left and rlght exposed; Lumber DO1.1.60 plate grlp DOl.1.60 3) This truss has been deslgned for a 1 0.0 psf bottom chord llve load nonconcurrent wlth any other live loads. 4) . Thls truss has been deslgned for a live load of 20.0psf on the bottom chord ln all areas where a rectangle 36-0 tall by 2-0-0 \i,ide will flt between the bottom chord and any other members. 5) Provide mechanical oonnectlon (by others) oftruss to bearing plate capable ofwlthstandlng 100 lb uplift atjoint(s) 6, 2. a,'{ffiffi aa a)5 : :'(:' aaaa a aa a March 13,2019 IwaaNwe - vetily design paraneteB and REAO NOTES ON fHtS AND |NCLUoED MITEK REFERENCE PACE Mll-7473 rcv. lM32O15 BEFORE USE. Dclign v€lld tor usc only wlth MlTck@ onf,cctoB. Thls doslgn 13 balGd only upon pl6rutcB shom, and ls tor sn lndivldual b{ilding @rFonsnt, not a trus3 syslom. EobB u$, tho building doslgner must vorify th. apdl€bility ot drslon pcnmclcrs and prcpody inorpomls tiE d6i9n inlo thc ovcoll building dcslgn. Bnclng indidtcd ls to pr.v.nt buckllng of individual trus rcb rnd/or ciord mmbcrs only. Additlonal tcmporary rnd pcmnent bncingli llMys Equirod ior tLbiliv 6nd to pBvont €ll!p$ wllh possiu. poron.l injury ahd prcporv d.m.g.. For gcncral guidan@ B96rdin9 lhr fsbiellon, storagr, dcllwry, ercclion and bEcing of lru3llend trus3 3ysicms, src ANgWPll Otlsw Ct r€rre, OS&& aN BCSI Euil<tlng Cffipo$ntSr/.tl rrr@on availablc lrcm Truss Plale lnstitule, 218 N. Lcc Slrc.t, Sultc 312, Alcxandri!, VA 223'14. MiTck USA, lnc. 400 Sunri3o Avonuc, Suil6 270 R^..vilh CA qmi 1 149C Job Reference (oDtional) R57378249[,uET* l"on ro" c'noen I ITruss- D4 3 Job 0509-19 and Floor, lnc, 5-241642-96 5x8 /z 5x8 :\ b sx6 ll 11 12x12 = fi23 5x8 = 249 6x12 ll Scalo = 1:37.0 6x14:\ 4 6.00 lit 19 ,t3 20 sxg 2 3 5xB :\ 7 g + 18 6x14 lz 6x12 ll 12 sxg = csr. BC WB Matrix-MS 0,63 0,71 0,98 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.17 -0,28 0.06 (loc) 10 10 I l/defl >999 >894 nla Ud 240 180 nla SPAC|NG- 2-0-0 Plate Grip DOL 1,15 Lumber DOL 1.15 Rep Stress lncr NO Code lRC201s/TP12014 21'6.q LOADING (pso PLATES MT2O GRIP 185t148TCLL TCDL BCLL BCDL 25,0 7.0 0,0 ' 10.0 LUMBER- TOP CHORD BOT CHORD WEBS 2x4 DF No.1&Btr 2x10 DF SS BRACING. TOP CHORD BOT CHORD Weight:443 lb FT E 20% Structural wood sheathing dlrecty applied at 4-10-7 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. 2x4 HF Stud/Std'Except* 5-1 1: 2x4 DF No.2 REACTIONS. (lbislze) 8=10675/0-5-8, 2*9218/0-5-8 Max Hoz 2=6011C27) Max Uplift 8=-895(Lc 9),2=-725(Lc 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3--1691011322, 3-4--1448111154, 4-5=-1 2559/1 031 , 5-6=- 1 2559/1 030, 6-7--1610411325, 7-8--20A2Ol't750 BOTCHORD 2-18=-1185115084,18J9--1185i15084,13-19=-1185/15084,13-20.-1185/15084, 12-20=-1185t15084,12-21=-999112919,11-21=-999/'12919,11-22--1123t14385, 10-22--1 1231'14385, '10-23=-15231 I 8569, 23-24--1 523i 1 8569, 9-24--1 523/1 8569, 9-25=-1 s23l1 8569, 8-25--1 523/1 8569 WEBS 5-1 1 --87711 0886, 6-1 1 =-5340/504 , 6-10=-50215754,7-10=-5531 1547, 7-9=-503/5563, 4-1 1--28651245, 4-12*-221 1307 2, 3-1 2--2869 1246, 3-13--1 86127 46 NOTEg 1 ) 3-ply truss to be connected together with 1 0d (0.1 31"x3") nalls as follows: Top chords connected as follows: 2x4 - 1 tow at 0-4-0 oc. Bottom chords connected as follows: 2xl 0 - 4 rows staggered at 0.4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 7-g 2x4 - 2 rows staggered at 0-4-0 oc. 2) All loads are consldered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provlded to distribute only loads noted as (F) or (B), unless otheMise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) \Mnd: ASCE 7-10; Vult'.120mph (3-second gust) Vasd-gsmph; TCDL-4.2psf; BCDL=3.opsf; h=25fi; Cat. ll; Exp B; Enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertioal left and right exposed; Lumber DOL=1.60 plate grip DOL-1.60 5) This truss has been designed for a 1 0.0 psf bottom chord llve load nonconcurrent vvith any other live loads. 6) 'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical conneotion (by others) of truss to bearing plate capable of withstanding 895 lb uplift at ioint I and 725 lb uplift at .iolnt 2. 8) Hange(s) or other connectlon device(s) shall be provlded sufficient to support concentrated load(s) '1490 lb down and 1 26 lb up at 2-0-12,1490 lb down and 126 lb up at 4-0-12,1490 lb down and 126 Ib up at 6-0-12, 1490 lb down and 126 lb up at 8-0-12, 1490 lb down and 126 lb up at 10-0-12, 1490 lb down and 126 lb up al 12-0-12,1490 lb down and 126 lb up at 14-0-12,'1490 lb down and 126 lbupat 15-6-12,4744lbdownand491 lbupat 16-3-12,and676 lbdownand69 lbupat 18-0-12,and676 lbdo\,ynand69 lb upat 20-0-'12onbottomohord. Thedesign/selectionofEuohconnectiondevioe(s)istheresponsibilltyofothers, rffiffiffi aa :"t' a aaa aa LOAD Standard March 13,2019 WABilING - Veilfy .l$ign parefreteft an.! REAO NOTES ON fHlS ANO INCLUOED MTTEK REFERENCE PAGE MtL7473 @v. 1An32015 BEFORE USE. Dcsign valid tor!so only with MiTek@ @nnectots. Thi3 dcsign is based only upon pgrameteE shom, and is for an individusl building component, not a truss syltrm. Befon usc, the bullding designcr must vcdty the appll@bility of dcsion par6mctots 6nd prcpcrly in@moratc this dcsign into thc ove6lt building design. Braclng indicatld is to prcvent buckling of individugl truss rcb and/or chord memboF only. AdditionEl tampor8ry and pcmanont bracing is always required for stabiliv and to prevent ollspse with possiblc peconsl injury and prcperty damage. For g€nerot guidan@ ;garding thc fabri€tion, stor€ge, delivery, erection and brocing oJ trusses and truss syslcms, see ANSUIPiI AuaW Ot6tta, OSB-€0 aod BCs/ Auildlng ComporentSaletylnlorfredon availsbletromTrussPlatclnstitute,2lSN.LecStreet,Suite312,Alexsndris,VA223l4.MiTek USA, lnc. 400 Sunisc Avcnue, Sulle 270 Ro3.ville. CA 95561 iti rirdlH{i r" I' 2 a a a '1149C Job Reforence (oDtional) R57378249lrruss i* llruss rype lcor,ruoru crnoen tary t,l"' Jrb 0509-19 3 Harrisburg, OR - 97446, LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease*1.15, Plate lncrease-1.'15 Uniform Loads (pl0 Vert: 1-5.-64, 5-8*64, 2-8--20 Concentrated Loads (lb) Yert: s-4744(B) 12.J 490(B) 1 5=-676(B) 1 8=-1 490(B) 1 e.-1 490(B) 20=-1 490(B) 21--1490(8) 22t-1490(B) 23=-1 490(B) 24*-1 490(B) 2s=$76(B) Iweaumc - vetily design paratueterc and READ NoTEs oN THts aND 1N,LUDED MfiEK REFERENCE PAGE MtL7473 rcv. 10/0&2015 BEFOBE USE. Design valid for usc only with MiTck@ @nncctoE. This dcsign is based only upon pararetcF shom, and is for an individurl building component, not a tru$ 3ystcm. Beforc use, the building dcsigncr must verw the 6ppllability of deslgn pemmeteF and prcpcrly incorporate this d$ign inlo lhe ov€Ell building desigf,. Bracing indi€lod is io prevcnt buckling of indlvidual truss reb and/or ciord mmbers only. Additional temporary and pcmncnt bracing is always rcqulred tor stabllity 6nd to prevent ollapsc with possible pcrsonal injury and propeily damog6. For gan€ral guidane rcgBrding lhe tabri€lion, sioragc, dclirery, eredion and brecing of lrusscs and truss systcms, 3Gc ANSU|PTI Quany Ciltada, DSB{9 aN BCgl Buil.tlng Conpffit Salrlyt,tbt,rEilon avallablcfromTrussPlatelnstitulo,2lSN.LccStroct,Suilc3l2,Alexandria,VA22314. MiTok USA. lnc. 400 Sunrise Avenue, Suitc 270 fruss E1G llruss lype I lCommon Supported G*le otv Plv 1 1149C Job Referenm (ootional) R57378250 9 ,_1€-0, 5lD:gODWTDmvPXpA\MNKjTnxc3zb,RM-OJ?q9tvUAvTMNzcbODcvZLB4Ru4Kr2M0yw0iUzbiCU 1€-0 tu4 54-0 s 1{4 - 5€16 = 1:22.4 4x4 = 6 15 7 5 3x43x4 3 o.oo liz 18 10 2dl{d Tol+td 11 '17 16 14 13 12 SPACINCr 2.G.0 Plate Grip DOL 1 .15 Lumber DOL 1.15 Rep Stress lncr YES Code lRC2015/TP12014 Matrix-S csr. TC BC WB 0.10 0.03 0.02 DEFL. Vert(LL) Vert(CT) Hoz(CT) in -0.01 -0.01 0.00 (loc) 11 11 10 l/defl Ud nfi 120 nfi 90 nla nla LOAoING (psQ TCLL TCDL BCLL BCDL LUMBER- TOP CHORD BOT CHORD OTHERS 2x4 DF No.1&Btr 2x4 DF No.1&Btr 2x4 HF Stud/Std PLATES MT2O GRIP 185t14825.0 7.0 0.0 10.0 BFACING. TOP CHORD BOT CHORD Weight: 48 lb FT.20% Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc braoing. REACIONS. All bearings 11-0-0. (lb)- Max t'torz 2-32(LC7) Max Uplift All uplift'100 lb orless atJoint(s) 2, 10, 16, 17,18, 14, 13, 12 Max Grav All reactlons 250 lb or less atJoint(s) 2, 10, 15, 16, 17, 18, 14,13,12 FORCES. (lb) - Max. Comp./Max. Ten, - All forces 250 (lb) or less except when shown. NOTE9 1) Unbalanced roof live loads have been considered for this design. 2) VMnd: ASCE 7-10i Vult-120mph (3-second gust)Vasd-gsmph: TCDL.4.2psi BCDL.3.0psfi h.25ft; Cat. ll; Exp B; Enclosed; M\ FRS (envelope); cantllever left and rlght exposed ; end vertical left and rlght exposedi Lumber DOL-1.60 plate grip DOL-1 .60 3) Truss designed for wlnd loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard lndustry Gable End Detalls as applicable, or consult quallfled building deslgner as per ANSI/TPI 1. 4) All plates are 1"5x4 MT20 unless otherwise indlcated. 5) Gable requlres contlnuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 7) Thls truss has been deslgned for a 1 0.0 psf boftom chord live load nonconcurrent wlth any other llve loads. 8) ' This truss has been designed for a llve load of 20.0psf on the bottom chord h all areas where a rectangle 34-0 tall by 2-0-0 wide wlll fit between the bottom chord and any other members. 9) Provide mechanical connectlon (by others) of truss to bearing plate capable of withstanding | 00 lb upltft at.loint(s) 2, 10, 16, 17, 18, 14,13,12. March 13,2019 Iwenn,*c - verily deilign parafreterc and READ NoTEs oN THls AND 1N1LUOED MTTEK REFERENCE PAGE Mll-7473 Gv. tA/N,2015 BEFORE USE. Ocslgn v.lld tor u3c only wlth Milek@ @nncc'totr. Thls dcllgn is b!!cd only upon plrsmtcB 3hom, end is tor rn individual bulldlng @mponctrt, not a trus3 3y!tm. Bcfore u$. lha bulldinq d6lgncr must vcrtfy lhr sppll€blllty otdcalgn paEmctcB and prcpcrty in@rporats hls dclign lnto thc ovcroll buildlng dcrlgn. BEcJng indlcltad is to prcvant buckllng ot lndlvldurl tru$ mb and/or ciord mombcB only. Addlllonal tcmptrary and prmncnt bEcing is .lwyt oqulrcd for st blllg lnd to prov.nt allspsr wlth po$iblc pcconal lnjury lnd prcparv dom.gc. For gcncml guid6n6 Ggarding lhe fakic8llon, 3loragc, dclivrry, acction and bncing of truslc_s^€nd fuss systrm3, s ANSATPi1 Ou.W Ctfiqla, DSB{0 aN eas/ Buildfng Compomt Saraty tnlomrilfr svslhblc fram Truss Plstc lnstltltc, 2tA N. Lcc Sircct, Sullc 312, Alcnndrt€, VA 2231it. -MiTek USA. lnc. ,100 Sunrisa Avcnuc. Suito 270 8 4 aa a aa a a aa a Job I lrruss l" Type otv 1 Plv 1 1149C .lob Referene (oDlional) R57378251 Relco Roof and oR - 97446,lnc. Tue Mar -1€-O 164 11 5€-0 16-0 S€le = 1:22.5 4x4 +Id d .{i ooo [iI 4 2 5 6 1.5x4 ll3x4 =3x4 = SPACTNG 2-0-0 Plate Grlp DOL 1.15 Lumber DOL 1,15 Rep Stress lncr YES Code lRC2015/TP12014 csr. TC BC WB DEFL. Vert(LL) Vert(CT) Hoz(CT) in -0.03 -0.05 0.01 (loc) 6-9 &9 4 Ydefl >999 >999 nla Ud 240 180 nla Matrix-MS 0.22 0.20 0.12 LOAoING (psf)PLATES MT2O GRIP 't 85/148TCLL TCDL BCLL BCDL 25.0 7.0 0.0 10.0 LUMBER. TOP CHORD BOT CHORD WEBS 2x4 DF No.l&Btr 2x4 DF No.1&Btr 2x4 HF Stud/Std REACTIONS.(lb/size) 2.558/0-5-8,4.558/0-5-8 Max Hoz 2.-32(LC 6) Max Uplift 2*48(LC 8), a.*a8(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less excepl when shown. TOPCHORD 2-3-627147,3-4--627147 BOTCHORD 2-6*4/500,4-6.-41500 NOTE$ 1) Unbalanced roof llve loads have been consldered for this deslgn. 2) Wnd: ASCE 7-10t Vult-l20mph (3-second gust) Vasd-gsmph; TCDL.4.2psf: BCDL=3.opsf; h=25ft; Cat. ll; Exp B; Enclosed; MVVFRS (envelope); oantllever left and right exposed ; end vertical left and dght exposed; Lumber DO1.1.60 plate grlp DOL-1.60 3) This truss has been deslgned for a 10.0 psf bottom chord live load nonconcunent with any other llve loads. 4) . This truss has been deslgned for a llve load of 20.0psf on the bottom chord in all areas where a rectangle 36-0 tall by 2-0-0 wide wlll fit between the bottom chord and any other members. 5) Provide mechanical connectlon (by others) of truss to bearlng plate capable of withstanding 1 00 lb uplift at joint(s) 2, 4. v\blght: 39 lb FT.20% Structural wood sheathing directly applied or 6{-0 oc purlins. Rigld ceiling directy applled or 1G0-0 oc braclng. BRACING. TOP CHORD BOT CHORD ao a a rqffiffidffi a a a aa a lJofo a aaa o aa March 13,2019 lwlnnNe - verify deBign paranetea end READ NOTES ON THIS AND tNCLIIDET MtfEK REFERENCE PACE MtL7473 rev. 1oO3,2015 BEFOF: US€. Dcslgn vllld tor usa only wtth MiTckO @nncctoB. Thit dcalon ls bascd onty upon paGmeteG shom, rnd k lo. an individuel bulldino cmponcnt, not a truss systcm. Bclorc u36, tha buildlng dlsignar must vcrify thr Bpdicsbility otda3ign p0nmctrB and prcperly incorpor0tc this d6sign lnto thc ovcrall bullding dcalgn. BrodnO lndi€tcd ls to prcvcnt buckllng ot indlvidual truss mb rnd/or chord membcB only. Addilional tcmpor8ry and pcmnant braclng is alrcys rcgulrcd for stability rnd to prcvcnt ellEplc with posiblc pcGonal iniury 6nd prcpcfiy drmge. For gencral guldsne Egarding lhc tafilollon, ltorogc, dcllvcry, cGcllon lnd bEcing of ku3tls tnd lru$ ryrtcmr, $c ANgfPtl Ou,fry Cdt€t r, ,s,B{9 std BCSI EuId,,V Cofrpo$rt Safry tfrlenrtoD svrilablr trom Trut! Plat! lnltltutc,2l8 N. Ls Str6ct, Suitc 3'12, Alcxrndria, VA 2231,1. MiTck USA, lnc. 400 Sunri3c Avcruc, Ror.vlll. CA9566l guite 270 s a R57378252lrruss lFlG llruss lype I lcommon Supported Gabls05c$.19 Job otv 1 Plv ,| and Floor, lnc, Hanisburg,8.220 s Nov 09:42:41 2019 Page 1 I O :gDDWTDmvPXpAWTNKiTnxc3zbiRM-KhTbazwli\AN4cHmzDeeNLQXaEaeolYfTGPTnMzbiCS 16{4-9€ Sele = 'l:22.9 4x4 = 12 6 6.00 lit 4 7 2 To IJ dild o 14 13 11 10 3x4 =3x4 = SPAC|NG- 2-0-0 Plate Grip DOL 1.15 Lumber DoL 1.15 Rep Stress lncr YES Code lRC2015/TP12014 csr. TC BC WB Matrlx-S 0.10 0.03 0.02 OEFL Vert(LL) Vert(CT) Hotz(CT) in -0.01 -0.01 0.00 (loc) Udefl Ud 9 n/r 120 9 n/r 90 I n/a nla LOADING (psO TCLL TCDL BCLL BCDL LUMEER. TOP CHORD BOT CHORD OTHERS 2x4 DF No.1&Btr 2x4 DF No.1&Btr 2x4 HF Stud/Std PLATES MT2O GRIP 1 85/1 4825.0 7.0 0.0 10.0 BRACING. TOP CHORD BOT CHORD Weight: 40 lb FI = 2Oo/o Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directy applled or 10-G0 oc bracing. REACTIOI{S. All bearings 9-6-0. (lb)- Max Horz 2-29(LC7) Max Uplift All upltft 100 lb orless atjoint(s) 2, 8, 13, 14, 11, 1O MaxGrav All reactlons250 lborlessatjoint(s)2,8, 12, 13,14, I1,10 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES. 'I ) Unbalanced roof live loads have been considered for this deslgn. 2) Wind: ASCE 7-10; Vult.120mph (3-second gust) Vasd-gsmph; TCDL.4.2psf; BCDl.3.opsf; h-25ft; Cat. lli Exp B; Enclosed; MVVFRS (envelope); cantilever left and right exposed ; end vertlcal left and rlght exposed; Lumber DOL.1 .60 plate grip DOL=1.60 3) Truss designed for wind loads ln the plane of tle tuss only. For studs exposed to wind (normal to the face), see Standard lndustry Gable End Details as applicable, or consult qualified building deslgner as per ANSI/TPl 1 . 4) All plates are 1.5x4 MT20 unless otherwise indlcated. 5) Gable requires continuous bottom chord bearlng. 6) Gable studs spaced at 1.4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord llve load non@ncunent with any other live loads. 8) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a reotangle 34-0 tall by 2-0{ wide will fit between the bottom chord and any other members. 9) Providemechanical connectlon(byothers) of trusstobearingplatecapableotwithstianding 100 lbupliftatJoint(s)2,8, 13, 14, 11, 10. March 13,2019 IWeANnA - yetily design pareneteri and READ NOTES ON THIS AND INCLUOED MtfEK REFERENCE PAGE Mtl7473 rcv. 1il03/2|tS BEFORE USE. Dcsign vElid ror usc only with MIToIO @nncctoc. Thls dcign ls brscd only upon porrmtcB shom, and is for an lndividual bullding @mponent, not 6 lru$ sysirm. BdbE u$, thc building dcsignq must vcrlfy $c eppllebillty of dalign psEmloE and properly ln@rpoflto this dcsign lnto the ovcEll building d6lgn. BEcing indlcltcd is lo prcvcnt buckling of indivldull tu! rcb lnd/or cfiord mcmb6G only. Additlonrl tcmporory .nd prmancnt bEcing i3 altmys rcquircd br stltility rnd to pcvanl @llspsc with possiblc pcmnal inlury .nd prcpcrty d8mgc. For grnonl guldans Ggarding thc t |xic.tion, 3torag., dclivcry, cGdion ond bEcing o, trussB and lrus ryslcms, scr ANfrUfHl OuaW Clfi.tb, DAB{o aN BCS, Bu,,ailng Cm,E,nat Sffiy rt ffiol svlilablr trcm Trus! Plslc lnstitulc, 2'18 N. L6 Strcct, Sultc 312, Alox!n&i!, VA 22314. MiT.k USA, lnc. 400 Suniso Avonuc, Sultc 270 P6..Ulh d 9*i r 149C 3 I aa a aaaa aa a otv 3 Plv 1 1 1/+9C Job Referene (oDtional) R57378253lrruss rvne lcommon Truss F2 lnc. Tu€ Mar 12 09:42:41Relco Roof .16{ 1+0 4-9-0 S€le = 1:22.9 4x4 6.00 l1-t 4 T9 td d J 5 1.5x4 ll3x4 =3x4 csr. TC BC WB Matrix-MS 0.'t 5 0.14 0.10 DEFL Vert(LL) Vert(CT) Horz(CT) ln (loc) -0.01 s.12 -0.02 6-12 0.00 4 Udefl >9gg >999 n/a ud 240 180 nla SPACTNG. 2-O-O Plate Grip DOL 1 .'15 Lumber DOL 1.15 Rep Stress lncr YES Code lRC201s/TP12014 4-9-0 LOADING (psQ TCLL TCDL BCLL BCDL LUMBER. TOP CHORD BOT CHORD WEBS 2x4 DF No.1&Btr 2x4 DF No.l&Btr 2x4 HF Stud/Std PLATES MT2O GRIP 1 85/1 4825.0 7.0 0.0 10.0 REACTIONS.(lb/slze) 2-49510-5-8,4.495/G5-8 Max Hoz 2-29(LC7\ Max Upltft 2-44(LC 8), a.aa(Lc 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3-526/39, 3-4.-526/39 BOTcHoRD 2-6--11419,4-6--11419 NOTES. 1 ) Unbalanced roof llve loads have been considered for this design. 2) Wnd: ASCE 7-10i Vult.120mph (3-second gust)Vasd-gsmph; TCDL=4.2psf; BCDL=3.opsf; h-25ft; Cat. ll; Exp B; Enclosed; MWFRS (envelope); cantilever left and rlght exposed ; end vertical left and rlght exposed; Lumber DOL-1 .60 plate grlp DO1.1.60 3) This truss has been deslgned for a 1 0.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been deslgned for a llve load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provlde mechanlcal connection (by others) of truss to bearlng plate capable of wlthstanding 1 00 lb uplift at Joint(s) 2, 4. Weight: 35 lb FT - 20% Structural wood sheathing dlrectly applled or 6-0-0 oc purlins. Rlgid ceillng directy applied or 1 0-0-0 oc bracing. SRACING. TOP CHORD BOT CHORD ffi .O .tooooolo- ^l L.lYoY a aaa a aa March 13,2019 Iwanxne verily.tesignparametercandFlEAoNOTESONIHiSANDiNCLUDEDM:TEKREFERENCEPAGEMlt,T4T3rcv.lABnu5aEFOREUSE. Orslgn vrlid tor u$ only wlth MlT.k@ @nnccloB. Thlr dcrl0n ir b.!cd only upon plnmctcE shom, and E for an lndividu€l bullding @mponcnt. nol . lru83 3y3tcm. Bcloro usc, th. bulldlno doslgncr musl vorily lhc rppllebllily of dasign pa[mclcB and floperly incoDorotr thb drslon into lho ovcEll bulldlno dcalgn. Braclng lndlcatrd b to provcnt buclllng of lndMdu.l tru$ mb rnd/or chord mcmbcB only. Additlonsl l8mporary and pcmsmnt bractng It .lw.y! oqulrcd tor atlbillty rnd lo pcvrnt @lhplc with porlibl. pcmnd inlury .nd prcplrty d.mg.. For gcneEl guidrn6 rcgrrding thc fatf,iqtion, stocgs, dclivcry, crcclion snd bccjng oJ tus$!-!nd lruss sysl.ms, scG ANSI/TPii Quarlty Crlterra, OSA{, aN ACs/ Euildhg CmpomtS.My tnlormrd@ avrilablc lrom Truls Pl.l. lnstitulc, 2,l8 N. Lcc St@t, Suile 312, Al.x.ndri., VA 22314. MiTck USA, lnc Rosgville CA 95661 9 otv 1 Plv 1 1 149C Job Reference (oDtional) R57378254lTruss Tvne lcommon Truss F3 oR - 97446,s Tue Mar 1 2 09:12:42 2019 Page 1 lD:gDDWTDmvPXpA\l/'/NKiTnxc3zbjRM-ouhznuxNTqVxERLgnLgcHCzhAetJXBWiw8gJozb.iCR, 9€-0 ,4-9-0 4-+0 4-9-0 S€le='l:18.2 4x4 2 6 oo lit Tsld J $ 4 1.5x4 I 3x43x4 csr. TC BC WB Matrix-MS 0.17 0.19 0.10 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.02 -0.03 0.00 (loc) 4-1 0 4-7 3 l/defl >999 >999 nla Ud 240 180 nla SPACTNG- 2-0-0 Plate Grip DOL 1 .15 Lumber DOL 1.15 Rep Stress lncr YES Code lRC2015/TP12014 4-9-0 LOADING TCLL TCDL BCLL BCDL 7.0 0.0 . 10.0 (psf) 21.0 PLATES MT2O GRIP '185/148 LUMBEB- TOP CHORD BOT CHORD WEBS No.1&Btr No.1&Btr Stud/Std 2x4 AF 2x4 oF 2x4 HF BRACING. TOP CHORD BOT CHORD Weight: 30 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 1.399/0-5-8, 3.399/G5-8 Max Hoz 1-22(LC 5) Max Uplift 1*-28(LC 8), 3=-28(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shourn. TOPCHORD 1-2-557145,2-3=-557145 BOTCHORD 14--14t460,3-4--141460 NOTES. 1) Unbalanced rooflive loads have been considered forthis deslgn. 2) VMnd: ASCE 7-10; Vult=120mph (3-second gust) Vasd.gSmph; TCDl-4.2psf; BCDL=3.0psf; h=25ft; Cat. ll; Exp B; Enclosed; MVIFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent wlth any other live loads. 4) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3€-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of wlthstanding '1 00 lb uplift at joint(s) 1 , 3, IWffi a aa a aa -a! a a aa o a aaaaaa March 13,2019 IwaaNwe - velify deBign parameterd and FTEAD NorES oN THls AND tNcLUDED MI1EK REFEREN)E paGE Mil-7473 rcv. tu0s/201s BEFoBE usE. Dcsign valid for{s€ only with MiTckO @nneclots. This design is bascd only upon paramctcrc shom, and is for an individual buildlng omponent, not € lruss system. Bcfore usc, the building dcalgncr must vcriry the spplimbility ot design panmetets af,d plopcrly inmrporatc lhis design into the oveEll building design. BEcing indicatad is to prevenl buckling of individual lruss rcb andor chord mombcrs only. Additional lrmporary and p6manent bEcino is always rcquired for stabiliv and to prcvcnt @llaps with posslblo p€rcnal lnjury .nd property dsmEgr. lor geneel gutdine rcgerding thc fsbrietion, slorsge, dclivery, erection and bEcing of trusses and truss.systc!8, s-e AI#,AIPTI OuaW Cdterta, ItS&.& and eos/ Buttdtng CompotHtSdctyrtiomalon svailable lrom Truss Plate lnslitutc, 218 N. Loe Strcct, Sull6 3,l2, Alcxandri€, VA 2231,1. MiTek USA. lnc. 400 Sunrise Avcnue, Suite 270 Rdseville CA 9566'l JQb 1 I R57378255lrruss Tvne lrnt oiroer Truss FG1 otv Plv ,l Hanisburg, OR Mar 12 09:,f2:43 2019 5€16 = 1:28.5 3x4 ll3x4 I 4x10 = 2 3518 = 9 10 11 12 '13 '14 7 3x8 | 6 8xB =8x10 MT2oHS =8 8xl0 MT2oHS = DEFL. Vert(LL) Vert(CT) Hoz(CT) in -0.09 -0.14 0.04 (loc) 6-7 6-7 6 l/defl >999 >9gg nla Ud 240 180 nla SPAC|NG- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress lncr NO Code lRC2015/TP12014 cst. TC BC WB Matrix-MS 0.56 0.94 0.74 LOADING (ps0 TCLL TCDL BCLL BCDL LUMBER. TOP CHORD BOT CHORD \A/EBS 2x6 DF No.2 2x8 DF No.2 2x4 DF No.2'Except' 1 -8,4-5: 2x4 H F Stud/Std 25.0 7.0 0.0 ' 10.0 PLATES MT2O MT2OHS GRIP 1 85/1 48 139/111 BRACING- TOP CHORD BOT CHORD !A'EBS Welght: 1 17 lb FT . 20% 2-0-0 oc purlins (+0-4 max.): 1-d, except end verlicals. Rigid ceiling directy applied or 10-0-0 oc braclng. 1 Row at midpt 2-8,3-5 REACnONS. (lb/slze) 8-316,4/Mechanical, 5-3568/Mechanlcal Max Horz 8=85(LC 20) Max Uplift 8i-442(Lc 4), 5=497(Lc 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3-3502/490 BOT CHORD 7-8=531 /3541, 6-7=-531 /3541 , 5-6--51 1/3502 V\IEBS 2-8--4191/591,2-7--24612010,&6*240/1949,3-5.-4152/584 NOTES. 1)Wnd:ASCE7-10iVult l20mph(3-secondgust)Vasd.gsmph;TCDL.4.2psf;BCDL.3.opsf;h-25ft;Cat.ll;ExpB;Enclosed; MWFRS (envelope); cantilever left and rlght exposed ; end vertlcal left and right exposedi Lumber DOL.l .60 plate grip DOL-1 .60 2) Provlde adequate dralnage to prevent water ponding. 3) All plates are MT20 plates unless otheilise lndlcated. 4) This truss has been deslgned for a 1 0.0 psf boftom chord live load nonconcurrent wlth any other live loads. 5) " This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3S{ tall by 2-0-0 wide wlll flt between the bottom ohord and any other members. 6) Refer to glrder(s) for truss to truss connections, 7) Provlde mechanical connection (by others) of truss to bearlng plate capable of wlthstandlng 100 lb uplift at joint(s) except (jtrlb) 8-442,5-497. 8) Graphlcal purlin representation does not depict the size or the orientation of the purlin along the top and/or botlom chord. 9) Hanger(s) or other connection device(s) shall be provlded sufllclent to support concentrated load(s) 676 lb down and 1 13 lb up at 1-6-12,676lbdownand113lbupat 3-6-12,676 lbdownandl13lbupat 5-6-12,676 lbdownandl13lbupat 7-6-12,676 lb downandll3lbupat 9-6-12,676 lbdownandl13lbupat 11-6-12,and676 lbdownandl13lbupat 13-6-12,and683 lbdown and 105 lb up at 1 5-10-4 on bottom chord. The design/selectlon of such connection devtce(s) is the responsibility of others. 10) ln the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Strandard 1) Dead + Roof Llve (balanced): Lumber lncrease-1.15, Plate lncrease.'1.15 Unform Loads (pl0 Vert 1-4-64, 5-8120 Concentrated Loads (lb) Vert 7*676(F) 5=683(F) 9--676(F) 10.€76(F) 11-676(F) 12.476(F) 13.s76(F) 14.476(F) L rwffifrffi o :'-'I'L aa aaaaaa March 13,2019 llwaaNne - Vetify cleeign paaneters and nEAD NOiES ON f HE ANo INCLUDEo MIrEK REFERENCE PAGE MtL7473 rcv. 1Ao32o15 EEFOFIE USE. Dcsig, valld for usc onty wnh MiTekO @nnectotr. Thl! d6J9n ls ba3od only upon prromtcB 3hom, and ie ts an indMdurl bulldhg emponont, not € tru$ ryltrm. Bliorc usc, thc building designor mBt varify thc apdi@blllty of dosign panmtctr and propcrty ln@rpoElc this dcslgn inlo thc ovcmll bullding dcsign. Bnslng indiclt d is to prcvcnt buckling of indlvidusl trus! mb !nd,/or chord mmbrB only. Addllionsl tcmporary and pemnenl bEcin! ls almys EquiGd for itability 8nd to prcvent ollapsc with po36lblc pcmnrl lnlury and propGrly d.moa. For ganoml guidanG Gg6rdinO 0la fabri@tion, storrgc, tlcllvary, cBclion snd bmdng of lrursc! and truss syslcmt, scc ANgl/fPn olrtl,ty Crnat t, OSBdc and ECg/ Auildtag Cffipowl Srfryrdfi,rmf,on avril.blcfromTru$Pl6lelnstitutc,2l8N.LccSfcot,gutto312,Al.nndria,VA223l,t. MiTok USA, lnc. ,100 Sunri3c Avonuc, Suita 270 I 149C:rab s m Symbols PLATE LOCATION AND ORIENTATION tri Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-6tt For 4x2 orientation, locate plates G !ro" from outside edge of truss. This symbol indicates the required diredion of slots in conneclor plates. 'Plate location dstaals available in MiTek 2d20 software or upon request. PLATE SIZE 4x4 The first dimension is the plate width measured perpendicular to slots. Second dimension is the length parallel to slots. I.ATERAL BRACI NG LOCATION lndicated by symbol shown and/or by text in the bracing section of the output. Use Tor I bracing if indicated. BEARING lndicates location where bearings (supports) occur. lcons vary but reactbn section indicates joint number wfiere bearings occur. Min size shown is for crushing only. lndustry Standards: Ai.lSl/TPt1 : National Design Specification for ilbtal Plate Connected Wood Truss Corstruction. DS&89: Design Standard for Bracing.BCSI: Building Component Safety lnformation, Guide to Good Practice for Handling, lnstalling & Bracing of ilbtal Plate Connected Wood Trusses. Numbering System dinEnsions shown in fl-in€ixteenths (Drawings not to scale) JOINTS ARE GENERALLY NUMBERED/I-ETIERED CLOCKTUSE AROUND THE TRUSS STARTITIG AT THE JOINT FARTHEST TO THE LEFT. CHORDS ANO WEBS ARE lDEl'lTlFlED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-I31 1, ESR-1 352, ESR1988 ER-3907, ESR-2362, ESR-1 397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. @2012 MiTek@Al Rights Reserved \A/EBSotoIo (LoF otoIo o.oF 6-4-8 1 4 6 58 32 TOP CHORDS BOTTOM CHORDS 7 MiTek Engineering Reference Sheet: Mll-7473 rev. 10/032015 A, rGerleral Safety Notes Failu,e to Folk w C.luld Caruse Property Damage or Personal lnjury dbgDnalor X-bracing, js alv !)/: requireC , See PCSI. 2. Truss bracing must # Oesigned by an engheer. For wide lruss spaciqg, indivilual lateral braces thenselves nEy require bracing, or allernative Tor I bracing supuld 5e consiler.C 4. Provide codres of this tnrss design to lhe building designer, erectbn supeNisor, properv orrner and all othe, interBled parties. 5. Cut rElrbers to b€er tilhtly agairBt each olher. 6. Phce phtes on each face of trt6s at each Fint and embed tulv. Knots and wane al Fint localiorB are regulated by Al.lSl/TPl 1 . 7. D6ign assurEs lrusses will be suitabv protecled from the environrnent in accord with A,{SUTPI 1. 8. Unbss olherwise noted, moislure content of lumber shall not exceed 190/o at tinE of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preseNative treated, or green lurnber. 1 0. Camber is a non-struciural consideration end is the responsibility ofttuss fabricalor. General practice is lo camber fur dead load defleclion. 11. Plate type, size, orientation and location dimensions indicated are minirnum phling requirements. 1 2. Lur$er used shall b€ ofthe species and size, and in all respcds, equal to or botter than that specified. 1 3. Top chords rnu3l be shealhed or purlins provided at spacing indicated on design. 1 4. Botlom chords require hteral bracing at 1 0 f,. spacing, or bss, if no ceiling is installed, unless otherwise mled. 1 5. Connectbns nol shown are the responsitility of others. 16. Do mt cut or aller tuss fiErnber or phte without prbr approval of an engineer. 17. lnstall and load veili:alv unl6s indicated othenabe. 1 8. Use of green or treated lunber ryey pose unacceptable environmental, heatth or perforrnance risks. Comull with project engineer before tlse. 1 9. Review all portions of lhb design (front, bacl, words and pblures) before use. Reviquing Ficlures alone is not sutrrcienl. 20. Design assurrEs manufaclure in accordance wilh ANSI/TPI 1 Quality Criterh. 3- NeverFrceedthe stack nde.ials on desbn baCrng shorrrn {no never inadeq.rat€V f-aced t-us. es. l-l f ,l L >=<>:< rr+ir)t I BlST I 2-O I -i l I I I 3 I \\ FIl\ F3 F2 nfl F2 -flr F2 _J flil t FlG It til o t o o4 c3 D3 C3 D1 ST 2-0 E,!G clG 11-tllm 21-Bm 5t@00 0509-19 rltELc;o^Pineridge Construction, LLC Loading: 25-74-1O=42# Sprcing:24"o.c. Roof Pitch: 6/12 Ceiling Pitch:4112 Overhang: 18" Walls:2x6 ,nar5 FO BOX 84 Harrisburg , OR 541-9956:111 rclcotruss.corn Avondale Rmf Area =3317.74 , I \NflT Z Bea.".- CX.c< FLOOR ROOF GRAVIW LOADS BASED ON 2015 IRC ALA D E S I G N A S S O C I A T E S, I N C. STOCKPN 1r4gc 40# 25# L5# L9# 20# 40# 50# LIVE, SNOW DEAD DEAD LIVE, LIVE, TOTAL ( ( 10# DEAD sHAKE/COMP) coNc. TrLE) 10# DEAD 10# DEAD LOAD CEILING DECKS EXITS/STAIRS BEAIVT CALCULATIONS ALAN MASCORD DESIGN ASSOCIATES,INC. I3O5 N.W. I8TH AVE. PORTLAND, OR. 97209 BEAM ANALYSIS v]".5 SHAKEROOF PREPARED BY: Alan Mascord Design Associates,(503) 225-9L5L Portland, ORClient: STOCK PLAN Pro j ect ; 1-L4 9C LOCAI1ONZ G2 - GIRDER TRUSS, FRONT TO BACK Date: 07 -15-2003Calculation By: N.A.E. Comment: FOR REACTIONS ONLY BEAIV1 A}ID LOAD DIAGRAM f nc. (TYP OF 2\t!_J!_Jr rAM P1 t * ,l R1 I R2 Reaction R1 = 1,527 .g Ibs. Reaction R2 = J,001.1 Ibs.Total load = 1L,529.0 lbs. Dimensions: Clear sporr = 35.'5 feet, no overhang. Point loads: Pl- = 3,108.O Ibs. at L7.0 feet.No triangular loads. Uniforrn beam weight= 42 lbs/IfUniform loads : LJ2 = 33G.0 1bs/1f Derlecrion ri*ituLl.'." 1":3'3113"#1. (= L49L at 17.0at 0.0 load) : Ibs. total).feet to 35.5 feet.feet to 17.0 feet. L/24A. Shear (Ibs) Momenr (ft-1bs) Deflection (in) 7,001.1 FV64,835.7 FBt.78 E alataattaattaraar.raaaaaaraaaaaa.llatrarl!aatraa aaaalaararrarr.aataaaaraaaaattla rratt..t..araratt taraf tataaraattaaattaraartrr.rta!atlaraaaaaaaaaaratrttrarttr....aaat aar alaaaaaaaara BEAI4 TYPE WOOD: DFI-r-SINGL 6X #2 COMPUTED STRESS/STRAIN DESIGN VAI,. PRoPERTIEs REQU]RED ACTUAL 85.0 Area (Sq. In. ) 1-24 t71-875.0 Sect.Modulus BB9 a8g*1.3085 Mom. fnertia 5, 897 t3 , B-47 t t ' r ' ' ' ' ' t ' ' I I . I . ' . . . . i . . . I . . . . a a . . . . r . ! r . r r i . r r . r r . . . . r . r t . . t . . r . . t . . . r r r . r r . r . a . a a , . . r . r r . : . . . , . . . . . . , . . . a . . . ; . ; . . .a a t a a a a a a r a a t r r r r r a t f r r r a a a a a a r a a a a a r a r a a r a I I I I a a a a , r , , a r a a a a a a a a a a a I a a t r ! | a a a a a a a a a a I a I I a r r a a a a a t , a I r a a a a ! a I a a , r r a a t....rt.rritr.rrrr..trr...,r..r......rr...rr...r.....rrrrttir..r.rr.rr..r.rrrrrrriiiiiiiiiia-;;a;aa;:l;;;;i-rr.rtrrrrrrrrraaa.a;;i.aa; Aetual Maximurn Def lection = 0.76 inches Maxi-mum Def lectien occurs at, LB.0 feet. MTNIMUM BEAIvt srzE (w x H) : 5.500" by 31.1.45" MINTMUM BEAM AREA (Sq.In.): LT1.30 VERTFY WTTH BUTIJDING OFFICIAL PRIOR TO MAKING MATERIAI SUBSTITUTTONS ORIfIINAL BEAM ANALYSIS vL.5 SHAKEROOF PREPARED BY: Client: Proj€cE: Location: Date: Calculation By: CommenE: AIan Mascord Design Associates, Inc.(503) 225-9151- Portland, oR STOCK PIJAN L149C G3 - GIRDER TRUSS OVER BR2 / DEN 07-16-2003 N.A. E. FOR REACTIONS ONIJY BEAM AI{D LOAD DIAGRAM AllR]. R2 React,ion RL = 9,393.7 Ibs. React,ion R2 = ]-0,245,3 lbs Total load = 19,540.0 lbs. Dimensions: Clear spdn = 2L.5 feet, ro overhang. P1 0 0 Point loads: P1 = 4,528.A lbs. at, L5.5 feet. No triangular loads. Uniforrn beam weight= 42 lbs/If ( Uniforrn loads z rJ2 = 347.0 1bs/1f a U1 = 755.0 1bs/1f aDeflection limit (live load plus dead 5fsf = 903t, 16.5 E 0.0 load) : lbs. total).feet, to 2L.feet to l-6. L/24A. eet. eet. rraa!aaataaarraaarr!araaarlrarraaaaaaiararaaaaaataaaattaaaarraaaaaaa....a.a a . . . . r r r r , a a a , a a a a a r r a r r a r r r a a a a a a a a a a a r a a a a a , a a a a a I a ! I r f a i t BEAITI TYPE WOOD: DFL-SINGI-, 6X #2 COMPUTED STRESS/STRAIN DESIGN VAL. PROPERTIES REQUIRED ACTUAL aaa..aaaaaalaraarI raarraaaaaararlaar Shear (lbs) Mornent (ft-]bs) Deflection (in) 10 ,24 55 ,25 FV FB E 6.3 8.8 1.08 85.0 Area (Sq.In. ) 875.0 Sect.Modulus 1.30E6 Mom. Inertia 181 758 3,31_9 181* 99l. 16.296 . r. aa aaaaa r r.. a a a a aa a aa a aa a t a aa t, ! a aaaaaaarataaraarraaaalaaara.aaaaaaaaaaaaaraaaaaaaaa!aaaaaataaaattra a a a a aa a l ar r a t a r a a a a a t t a t ! aa a a a Actual Maximum Deflection = 0.22 inches. Maximum Deflection occurs at L1.0 feet. Maximum Mornent occurs at LZ . A feet . MINIMUM BEAM SIZE (W x H) : 5.500" by 32-876:t MINIMW BEAl,l AREA (Sq.In. ) : 180.82 VERIFY WITH BUILDING OFFICTAI PRIOR TO MAKING MATERIAL SUBSTMTJT]ONS ORIGINAT tq xl I peru- @ NATN&,6;I ad 6,(O t'a BEAM ANALYSIS V1.5 SHAKEROOF PREPARED BY Client: Proj ecL : Location: Date: Calculation By: Cornrnent: Reaction Rl- -Total load = 1 Dirnensions: AAllR1 R2 Reaction R2 = 3,974.6 Ibs. 2.5 feet, no overhang. Alan Mascord Design Associates,(503) 225-9151 Portland, OR STOCK PIJAN 11"4 9C 142-HDR@BR2WINDOW 07 -L6-20A3 N.A.E. usEsa/8x7L/2GLB BEA]VI AI{D I,OAD DIAGRAM Inc. P1_ 0 0# - 6,O 0r0 c1 99.4 Ibs. 74.0 Ibs.eaf Span = Point loads: PL = 9,394.0 }bs. at 1.0 feet. No triangular 1oads. Uniform beam weight= Uniform loads: U2 = 105. UL = 515.Deflection limit (Iive load bs/1f (= 7.5 Ibs. totbs/lf at l-.0 feet. tobs/lf at o. o feet tos dead load) : t/240. a1) .2.s f r..0 f 3101 01 pru eet. eet. a!aaaaaaaaa.l.aaalaalaaaaraaaaaaaaaa!aaalaaaaaaaaaaata.a.aarr!aaaaaaaaaaaataaaaraaaraa....raaaaataaaaaaarraaaa!aaraaaaraaraaaaaaaaa. a a a a a a a r a a ! aa . a aaaaaa a a aa a a a a a ra. r a a. t i a. r a t aaaa!aaarataalaraaraaaaaaaaaraaltaaattaataaaaa.ararartaa!aaaaaaaaaaataaaaa.ttarr..raraataataaaaaaaalaaaaaaaaaaaaaaa.ra..aa..ta.rtaara BEAIU TYPE LAM : GL,UL,AM (24OO Fb) CoMPUTED STRESS/STRAIN DESTGN VAL. PROPERTTES REQUIRED ACTUAL Shear (Ibs) Moment (ft-Ibs) DeflecE.ion (in) 6,099.4 FV5,840.4 FB 0. l-3 E 240.0 Area (Sq.In. ) 2,40A .0 Sect.Modulus 1.80E5 Mom. Inertia 02 inches.l-.0 feet. 1.0 feet. 38 29 22 38* 47 l't6 r r....a a aar aat.a rlr. r r..l. a ta ata l aa l a a. a a r arl r aaa i t a a a ataa a a a r a a t a a a a t a a a a a rr a a a a T a a a a a a a.aa aa ti t a a a aa a a t a aal aaarlal rr ar a a a a a a al la a taa ao t a a a a a a a a at aaaa t r I I taaraa a t t a a a a a t araat at t t a a a a a r a a r a r, a r a r a a. ia a a a a a a la !at al a a a. tar a a a r a r a t ta rr t aa. aa a a a a t a a at a a. a r a a a. a.rrat r a ta aaa a ta att a aa a n a a a r a a a a a a a a Act.ual Maximum Deflectiorl = 0 Maximum Deflection occurs atMaximum Moment occurs at MINII,fiJ\,I BEAII SIZE (W x H) : 5.1_25" by 7.439'' MrNIMt t4 BEAM AREA (Sg. rn. ) : 38.12 VERIFY WITH BUILDING OFFICIA], PRIOR TO MAKING MATERTAL SIIBSTTYJT:ONS ORIGIT'IAt