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Home My WebLink AboutPermit Building 2019-12-04OREGON Web Address: www.springfield-or. gov Building Permit Residential 1& 2 Fam Dwelling (New Only) Permit Number: 8tt-19-002497-DWL IVR Number: 8LIO8897 4424 City of Springfield Development and Public Works 225 Fifth Street Springfield, OR 97477 54t-726-3753 Email Address: permitcenter@springfield-or.gov SPRINGFIELD {i Permit Issued: December 04,2OL9 Category of Construction: Single Family Dwelling Calculated Job Value: $237,O22.21 Description of Work: New SFD Lot 6 SAME AS 4255 Horace Type of Work: New Worksite Address 4297 HORACE ST Springfield, OR 97478 Parcel 1802052406306 Owner: Address: BRUCE WIECHERT CUSTOM HOMES INC 3073 SKWIEW LN EUGENE, OR 97405 Business Name BRUCE WIECHERT CUSTOM HOMES INC - irimary OREGON CUSTOM PLUMBING INC COMFORT FLOW HEATING CO L&EELECTRICINC License ccB ccB CCB ccB License Number tot7L7 19 1 104 460 105475 Phone 541-686-9458 54t-434-LL46 54t-726-0too 541-933-2598 permits €xpare if work is not started within 180 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 wittr whether sPecified herein or not' GrantingofapermitdoesnotP.."r-.togiveauthoritytoriol"t.orcanceltheprovisionsofanyotherstateorlocallaw regulating construction or the performance of Gonstruction' ATTENTIOil: Oregon law requires you to follow rules adopted by the oregon utility Notification center' Those rules are set forth in oAR 952-OO1-OO1O through oAR 952-OO1-OO9O. you may obtain copies of the rules by calling the center at (5O3) 232-t947. Allpersonsorentitiesperformingworkunderthispermitarerequiredtobelicensed (Structurat/Uechanical), ORS 479.540 (Electrical), and ORS 693'O1O-O20 (Plumblng) Printed on: 1214/19 Page 1 of 5 untess exempted by oRs 7o1.o1o C:\myReports/reports//production/01 STANDARD L--r TYPE OF WORK JOB SITE INFORMATION LICENSED PROFESSIONAL IN FORMATION PENDING INSPECTIONS Permat Number: 811-19-OO2497-DWL Inspection 2999 Final Mechanical 3999 Final Plumbing 4999 Final Electrical 1530 Exterior Shearwall 2300 Rough Mechanical 4500 Rough Electrical l02O Zoning/Setbacks 1110 Footing 1120 Foundation 1220 Underfloor Framing/Post and Beam 1260 Framing 9501 Curbcut - Overwidth 9504 Curbcut - Standard 9508 Sidewalk 3 170 Underfloor Plumbing 1090 Street Trees 1160 UFER Ground 1410 Undedloor Insulation 1430 Insulation Wall 1440 Insulation Ceiling 1520 Interior Shearwall 1999 Final Building 2200 Underfloor Mechanical 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 4000 Temporary Power Service 4140 Underground Electric 4220 Electrical Service Printed on: 72/41L9 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 Public Works Public Works Public Works 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 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 Pending Pending Pending Pending C:\myR€ports/reports//prcduction/01 STAN DARDPage 2 of 5 Permit Number: 81 1-19-002497 -DWL Page 3 of 5 Printed on: 1214/19 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.build ingpermits.oregon. gov Call or text the word "schedule" to 1-888-299-2821 use IVR number: 8L1O88974424 Schedule using the Oregon ePermitting Inspection App, search "epermitting" in the app store Paqe 3 of 5 C: \myReports/reports//prcduction/01 STANDARD SCH EDULING INSPECTIONS Permit Number: 81 1-19-OO2497-DWL Page 4 of 5 Fee Description Residential wiring Technology Fee Clothes dryer exhaust Decorative gas fireplace Furnace - up to 100,000 BTU Gas fuel piping outlets Range hood/other kitchen equipment Water heater Plan Review - Major, City Single Family Residence - Baths Address assignment - each new or change requested externally, per each SDC: Improvement - Transportation SDC SDC: Total MWMC Administration Fee - Local SDC: Total Transportation Administration Fee SDC: Total Sewer Administration Fee SDC: Total Storm Administration Fee SDC: Administrative Fee - MWMC Regional Wastewater SDC SDC: Compliance Cost - MWMC Regional Wastewater SDC SDC: Improvement Cost - MWMC Regional Wastewater SDC SDC: Reimbursement Cost - MWMC Regional Wastewater SDC SDC: Reimbursement - Transportation SDC SDC: Improvement Cost - Local Wastewater SDC: Reimbursement Cost - Local Wastewater SDC: Reimbursement Cost - Storm Drainage SDC: Improvement Cost - Storm Drainage Fire SDC - New Res Construction Sq Ft fee - enter sq ftg Master plan review - second and subsequent reviews 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 - Bldg (l2o/o of applicable fees) State of Oregon Surcharge - Elec (12olo of applicable fees) State of Oregon Surcharge - Plumb (l2o/o of applicable fees) Curb cut and Sidewalk construction - multiple permit discount Curb cut fee - enter # of cuts Overwidth / Second Driveway Sidewalk construction - permit, first 90 linear feet Ptinted on: L2/4/19 Page 4 of 5 Quantity 2200 1 1 1 5 1 1 1 2 1 36LL.72 89.48 190.09 318. 1 1 100.48 10 22.82 1620.85 135.93 190.06 2099.75 4262.5 819,62 1189.95 2200 1 Fee Amount $294.00 $t78.49 $ 13.00 $ 19.00 $23.00 $ 14.00 $19.00 $19.00 $2s 1.00 $s21.00 $s4.00 $3,6Lt.72 $89.48 $ 190.09 $318.11 $ 100.48 $10.00 $22.82 $ 1,620.85 $ 135.93 $ 190.06 $2,O99.75 $4,262.50 $819.62 $1,189.95 $132.00 $338.00 $L,729.78 $3,805.00 $12.84 $207.57 $3s.28 962.s2 $-42.00 $125.00 $67.00 $12s.00 1 1 1 1 1 C r\myReports/reports//production/01 STAN DARD PERMIT FEES Permit Number: a1 1-19-002497-DWL Total Fees: Page 5 of 5 $22,664,84 Constructaon Type Printed on. L2l4l19 Occupancy Type R-3 1&2family U Utility, misc. U Utility, misc. - half rate Unit Amount 1,725.00 475.00 108.00 Unit Total Job Value: Job Value $2tt,243.5O $23,L46.7s $2,631.96 $237,022.2L C: \myReports/reports//prcduction/0 1 STAN DARD Unit Cost $r22.46 $48.73 $24.37 Sq Ft Sq Ft Sq Ft VB VB VB Page 5 of 5 VALUATIO N I N FO RIIIATION SPRINGFIELD OREGOH www. sprin gf ield-or. gov Worksite address: 4297 HORACE ST, Springfield, OR 97478 Parcel:'l 802052406306 Transaction Receipt 811-19-002497-DWL IVR Number: 81108851 4424 Receipt Number:473180 Receipt Date:1214119 City of Springfield Development and Public Works 225 Fifth Street Springfield, OR 97477 54t-726-3753 perm itcenter@spri n gfi el d-or. gov Transaction Units date 1214119 1.00 Ea 12t4t',t9 2,200.00 SqFt 12t41',tg 2.00 Oty 12t4t19 1.00 Ea 12t4119 1.00 Ea 't2t4t19 1.00 Ea 12t4t19 1.00 Ea 12t4119 5.00 Oty 12t4t',19 't.00 Ea 12t4t19 '1.00 Ea 't2t4t't9 1.00 Ea 12t4119 1.00 Ea 12t4t19 8'19.62 Amount 1 ,1 89.95 Amoun Description Structural building permit fee Residential wiring State of Oregon Surcharge - Plumb (12o/o ol applicable fees) State of Oregon Surcharge - Bldg (12o/o ol applicable fees) Overwidth / Second Driveway SDC: Reimbursement Cost - Storm Drainage SDC: lmprovement Cost - Storm Drainage Fees Paid Account code 224-00000- 425602- 1 030 224 -00000 - 4261 02- 1 033 821 -00000-21 5004-0000 821 -00000-21 5004-0000 201 -00000-428060-1 069 61 7-00000-448029-8800 61 7-00000-448028-8800 Single Family Residence - Baths 224 -0 0000 - 42560 3- 1 034 Fumace - up to 100,000 BTU 224-00000 -425604- 1 03 1 Water heater 224 -00000 -425604- 1 03 1 Rangehood/otherkitchenequipment 224-00000-425604-1031 Clothes dryer exhaust 224 -00000- 425604- I 03 I Gas fuel piping outlets 224 -OOOO0 - 425604- 1 03 1 State of Oregon Surcharge - Elec (12olo of applicable fees) 821 -00000-21 5004-0000 Fee amount $1,729.78 $294.00 $521.00 $23.00 $19.00 $19.00 $13.00 $14.00 $35.28 $62.52 $207.57 $67.00 $819.62 Paid amount $1,729.78 $294.00 $s21.00 $23.00 $19.00 $19.00 $13.00 $14.00 $35.28 $62.52 $207.57 $67.00 $819.62 $1 ,1 89.95 Printed: l214/19 9:16 am Page 1 of 3 $1,189.95 Fl N_Tra nsactionReceipt_pr ,w *-A 12t4t19 Transaction Receipt 81 1 -19-002497-DWL Receipt number: 473180 Transaction Units date 'l2l4l'19 4,262.50 Amoun Description SDC: Reimbursement Cost - Local Wastewater Fees Paid Account code 12t4t19 100.48 Amount SDC: Total Storm Administration Fee 719-00000-426604-8800 1214t19 3'18.1'lAmount SDC:TotalSewerAdministrationFee 719-00000-426604-8800 12t4t19 190.09 Amount 12t4t19 't214119 12t4t19 12t4t19 1214119 12t4t19 12t4t19 10.00 Amount 12t4t19 89.48 Amount 't2t4t19 1.00 Qty 12t4t19 1.00 Ea 't214119 1.00 Ea 12t4119 1.00 Ea 12t4t19 1.00 Ea 1214t19 '1 .00 Ea 2,099.75 Amoun SDC: lmprovement Cost - Local Wastewater 190.06 Amount SDC: Reimbursement - Transportation SDC 3,61 1.72 Amoun SDC: lmprovement - Transportation SDC 135.93 Amount SDC: Reimbursement Cost - MWMC Regional Wastewater SDC 1,620.85 Amoun SDC: lmprovement Cost - MWMC Regional Wastewater SDC 22.82 Amount SDC: Compliance Cost - MWMC Regional Wastewater SDC SDC: Administralive Fee - M\ /l/C Regional Wastewater SDC SDC: Total Transportation Administration Fee SDC: Total MWMC Administration Fee - Local Curb cul fee - enter # of cuts Curb cut and Sidewalk construction - multiple permit discount Sidewalk construction - permit, first 90 linear feet Plan Review - Major, City Address assignment - each new or change requested externally, per each 61 1 -00000-448024-8800 61 1 -00000-448025-8800 434-00000-448026-8800 434-00000-448027-8800 433-00000-448024-881 0 433-00000-448025-881 0 433-00000-426607-88 1 0 61 1 -00000-426604-8800 71 9-00000-426604-8800 71 9-00000-426604-8800 201 -00000-428060-1 069 201 -00000-428060-1 069 201 -00000-428060-1 069 1 00-00000-425002-1 039 224 -00000 -425602-0000 224-00000-425604-1 03 1 Fee amount $4,262.s0 $2,099.75 $190.06 $3,611.72 $135.93 $1,620.8s $22.82 $10.00 $100.48 $31 8.1 1 $190.09 $89.48 $125.00 $(42.00) $125.00 $251.00 $54.00 Paid amount $4,262.s0 $2,099.7s $190.06 $3,611.72 $135.93 $1,620.85 $22.82 $10.00 $100.48 $318.1 1 $190.09 $89.48 $125.00 $(42.00) $125.00 $251.00 $54.00 $19.00 Printed: 1214/19 9:16 am Decorative gas fi replace Page 2 of 3 $19.00 Fl N_Tra nsactionReceipt_pr Transaction Receipt 8r t -r 9-002497-DWL Receipt number: 473180 Transaction date 12t4t19 2,200.00 SqFt Units Description Fees Paid Account code 12t4119 1.00 Ea 12t4t19 1.00 Automatic Technology Fee 12t4t19 '1 .00 Qty State of Oregon Surcharge - Mech (12% of applicable fees) Willamalane fees - Single Family Detached, per unit Fire SDC - New Res Construction Sq Ft fee - enter sq ftg 821 -00000-21 s004-0000 204 -00000 - 42 560 5-0000 821 -00000-21 5023-0000 'l 00-00000-424005-1 091 Fee amount $12.84 $178.49 $3,805.00 $132.00 Paid amount $12.84 $178.49 $3,805.00 $132.00 Payment Method: Credit card authorization: 08740d Transaction Comment: via phone PaymentMethod: Checknumber: 31847 Payer: BRUCE WIECHERT CUSTOM HOMES INC Payer: BRUCE WIECHERT CUSTOM HOMES INC Payment Amount: Payment Amount: $9,500.00 $'12,826.84 Cashier: Katrina Anderson Receipt Total:$22,326.84 Printed: 1214/19 9:16 am Page 3 of 3 F I N_Tra nsaction Receipt-pr Ctry op SpnrNcFIELD, oREGoN Structural Permit Application i;;,ffi225 Fifth Strea r Springfield, oR 97477 | pH(541)72n-y53 . FAX(54!)72G3689 This permit is issued under OAR 918-460-0030. Permits expire if work is not started within 180 deys of issuance or if work is suspended for 180 days. a\- Scnu^o as .IZS; tlot^ cc' C\L vvv o/"fh 2.1 DEPARTMENT USE ONLY Permitno.: lqo$w-' Oate: [\ \ u\\q LOCAL GOVERNMENT APPROVAL Th:s project has final land-usc approval. Signarure:Date: This project has DEQ approval. Signature:Date: Zoning approval verified: ! Yes E No Property is within flood plain: ! Yes E No CATEGORY OF CONSTRUCTION fl Government ! Commercial JOB SITE INFORMATION AND LOCATION Job site address:q 211 florac€-. ciry: SpFr*sitrtrc:0 fL'ZIP: CoSubdivision:I-otno.: (= Reference:Taxrot:1$,$)O$ .lqObS PROPERW OWNER Name: ?rWCtl Address:$O'7 3 Sbq ut(* citv: {O\LW<-State:o y'lt ZtP.fl]t Pnone:5YHt b6 SicSO Fax: tSStov eYE-mail:te Building Owner or Owner's agent authorizing this application: Sign here: fl This installation is being made on residential or farm property owned by me or a mcmber of my immediate family, and is exempt from licensing requiremcnts undcr ORS 701.010. CONTRACTOR INSTALLATION Business name: Crty:State:ZIP Phone:Fax: E-mail: olCCB license no.:(-7 Print name: I ,J evictr-S Signature: Crll lr.i-- FEE SCHEDULE l. Valuation information (a) Job description: Occupancy Constmction t5pe:I Square feet: Ae D [-1 25 q?r Cost per square foot: Other inforrnation: Type of Heat: Energy Path: E new flalteration I addition (b) Foundation-only permit? E Ycs D No Total valuation:$24-t.0a 2. Building fees (a) Permit fee (use valuation table):$ (b) Investigative fee (equal to [2a]):$ (c) Reinspection ($ perhour): (number ofhours x fee per hour)$ (d) Enter l2% surcharge (.l2xl2a+2b+2c)\:$ (e) Subtotel of fees above (2a through 2d):s 3. Plan revierv fees (a) Plan review (65% x permit fec [2a]):s 33O.or (b) Fire and life safety (65% x permit fee [2a]):s (c) Subtotal of fees ebove (3e and 3b):$ 4. Miscellaneous fees (a) Seismic fee, lYo (.01 x permit fee [2a]):$ (b) Tech fee,5%o (.05 x permit fee[2a]+PR fee [3c])( IOTAL fees and surcharges (2er3d4a+b):s22 k^9- SUB.CONTRACTOR INFORMATION Name CCB Licensc #Phone ElectricalL+13 Plumbing Ovo C-..lSl.r- 0lr-b,'n\ Mcchenlcel I coonfu! (ba Last cdired 5-5-2019 BJones t I Address: CITY OF SPRINGFIELD, OREGON Electrical Permit tion 225 Fifih StreetoSpringlield, OR 97477 IPE(54r)72G3753 aFAX(54r[2G3689 This permit is issued under OAR 91E-309-.0000. Permits are nontransferable. Permits expire if work is not started within 180 days ofissuance or ifwork is suspended for 1E0 days. Htn L LOCAL GOVERNMENT APPROVAL Zo*osapproval verified? ! Yes D No CATEGORY OF CONSTRUCTION !$esidential ! Govemment fl Commercial JOB SITE INFORMATION AND LOCATION Job site address: State ZIP RefereiiJ: U Taxlot.: rObSOtv DESCRIPTION OF WORK k\, ^^r k PROPERW OWNER Name: I5tll)/ Address: clty:State:ZW: Phone:Fax: E-mail: This installation is being made on residential or farm property owned by me or a member of my immediate family. This property is not intended for sale, exchange, lease, or rent. OAR 47 9.s 40(l) and 479.560(l). Signature: Business name: Address:3 L Crty:State:O f U zw:1111'0 I r*54 l"Ql t -?57 o E-mail:d Ao CCB license no.: l[ 5 L{'15 BCD license no.: ZO-lB3 Signing zupervisor's license no.: H I )q ' S Printname of sigring supervisor: Ed -DZn-O\rA e n Signature ofsigning superuisor: f FEE SCHEDULE Number of inspections per item ( )atv.Cost ea. Total cost Residential, per unit, service included: 1,000 sq. ft. or less (4)$1t6.00 $ Each additional 500 sq. ft. or portion thereof s36.00 $ Limiled energy (2)$44.00 $ Each manufactured home or modular dwelling service or feeder (2)$E9.00 $ Services or feeders: inslal I ation, alterat ion, rel ocation 200 amps or less (2)$112.00 $ 201 to 400 amps (2)$131.00 $ 401 to 600 anps (2)s221.00 $ 601 to 1,000 amps (2)$285.00 $ Over 1,000 amps or volts (2)$654.00 $ Reconnect only (2)$E9.00 $ Temporary services or feeders: instal lation, alteralion, relocalion 200 amps or less (2)$E9.00 $ 201 to 400 amps (2)$122.00 $ 401 to 600 amps (2)s177.00 $ Over 600 amps or 1,000 vols, see services or feeders section above Branch circuitsr new, alteralion, extension per panel a. Fee for branch circuits with pwchase ofa service or feeder fee: Each branch circuit $E.00 $ b. Fee for branch circuits without purchase of a service or feeder fee: First branch circuit (2)$E9.00 $ Each additional branch circuit $E.00 $ Miscellaneous fees: semice orfeeder not included Each pump or irrigation circle (2)$89.00 s Each sign. or outline lighting (2)$89.00 $ Signal circuit or a limited-energy panel, alteration, or extension (2)$E9.00 $ Each additional inspection: (l)s102.00 $ DEPARTMENT USE (A) Enter subtotal ofabove fees (Minimum Pcrmit Fce $102.fi))$ @) Enter 12%o surcharge (.12 x [A])$ (C) Technology Fee (5% of [A])$ TOTAL fees and surcharges (A tbrough D):$ DEPARTMENT USE ONLY p",-it,o.,\Q-00, qq " --$ \rDate b tq Iast edited 7/1/2019 Elones lr-r(\-O.5 ; Phone5t JOURNAI OR JOB NUMBER: NAME ORCOMPANY: I.OCATION: TAX I-OT NUMBER: DEVEIf)PMENT TYPE: NEW DWELLING I]NITS IMPERVIOUS AREA DIRECT RI]NOFF TO CITY STORM SYSTEM CITY OF SPRINGFIELD SYSTEMS DEVELOPMENT WORKSHEET 19-002498-DWL BRUCE WEICMRT CUSTOM HOMES 4297 HORACE ST 18020s2406306 Residence A. REIMBURSEMENTCOST I Lr\,pERVIoL,s sf- II 212100 B. IMPROVEMENTCOST ITEM I TOTAL - STORM DRAINAGE SDC 2. SANITARY SEWER - CITY A. REIMBURSEMENT COST: NUMBEROFDFU'S 25 x B. IMPROVEMENT COST: NIIMBER OF DFtIs 25 I tr\,PERVIoffi | 2723.00 B. IMPROVEMENT COST: ADT TRIP RATE 9.57 COST PER S.F. s0.301 COST PER S.F. $0.437 COSTPERDzu s170.50 COST PER DFU s83.99 NUMBER OF UNITS I NUMBER OF TINITS I COST PER FEU $ I 35.93 COST PERFEU $1,620.85 COST PER FEU $22.82 ADM. FEE RATE 5% AREA DRAINING TO DRYWELL n s6,362.2s COST PER TRIP I 9.86 COST PERTRIP $377.40 $3,801.78 s1,7E9.60 CTIARGE $698. I 6 CHARGE $819.62 CHARGE $1 ,189.95 NEW TRIP FACTOR 1.00 NEW TRIP FACTOR 1.00 x x x x x ITEM 2 TOTAL. CITY SANTTARY SEWER SDC 3. TRANSPORTATION A. REIMBURSEMENT COST: ADT TRIP RATE 9.57 xx xx ITEM 3 TOTAL - TRANSPORTATION SDC 4. SANITARY SEWER. MWMC A. REIMBT]RSEMENT COST: COST: NUMBEROFFEU's I C. COMPLIANCE COST: x x B. x NUMBER OF FEU's 1 MWMC CREDIT TFAPPLICABLE (SEE REVERSE) MWMC ADMINISTRATIVE FEE ITEM 4 TOTAL - MWMC SANITARY SEWER SDC SUBToTAL (ADD ITEMS 1,2,3, & 4) SUBTOTAI $ 13,963.20 x TOTAL STORM ADMINISTRATION FEE TOTAL SEWER ADMINISTRATION FEE: TOTAI TRANSPORTATION ADMINISTRATION FEE: TOTALMWMC ADMINISTRATION FEE - I.OCAL 0 1 SIZE MAX 45% $E19.62 $190.06 s22.82 $190.09 $r4,661.36 l09l 1092 1093 1094 I 056 a rr.l oO gFa rl.l I@ -q I@ 009.57 NUMBER OF FEU's I 963.20 PREPARED BY Steven Petersen t|26t2019 TOTAL SDC CHARGES DRAINAGE FIXTURE UNIT CALCULATION TABLE NUMBER OF NEW FXTURES x UNIT EQUIVALENT = DRAINAGE FXTURE UNITS FOR CArcULATE ONLY TI{E NET ADDITIONAL NO. OF FIXTURES LINIT FIXTURE TYPE NEW OLD ALENT MISCELLANEOUS DFU TYPE NTI]\4BER OF EDU'S 20 TOTAL DRAINAGE FXTURE UNITS tsa toa unit set at I 67 MWMC CREDIT CALCULATION TABLE: BASED ON COUNTY ASSESSED VALUE *EDU DRAINAGE FIXTURE LINITS 0 2 2 1979 $5.29 $5.1 I $5.12 $4.98 $4.80 $4.63 $4.40 $4.07 $3.67 $t.zz $2.73 $2.25 $1.80 IS LAND ELGIBLE FOR ANNEXATION CREDIT? (Enter 1 for Yes, 2 for No) IS IMPROVEMENT ELGIBLE FOR ANNEX. CREDIT? (Enter 1 for Yes, 2 for No) BASE YEAR CREDIT FOR LAND (IF APPLICABLE) VALUE/ 1OOO $0.00 CREDIT RATE $s.29x CREDIT FOR IMPROVEMENT (IF AFTER ANNEXATION) VALUE/ IOOO CREDITRATE $0.00 x $5.29 $1.59 $1.45 $1.25 $1.09 $0.92 $0.72 $0.48 $0.28 $0.09 $0.05 BATHTUB 1 0 3 3 DRINKING FOLINTAIN 0 0 1 0 0 0 3 0FLOORDRAIN INTERCEPTORS FOR GREASE / OIL / SOLIDS / ETC.0 0 3 0 0 6 0INTERCEPTORS FOR SAND / AUTO WASH / ETC.0 LAUNDRY TUB I 0 2 2 CLOTHESWASHER / MOP SINK 1 0 3 3 0 6 0CLOTHESWASHER- 3 ORMORE (EA)0 MOBILE HOME PARK TRAP (1 PER TRAILER)0 0 12 0 RECEPTOR FOR REFRIG / WATER STATION / ETC.0 0 1 0 0 3 3RECEPTOR FOR COM. SINK i DISHWASHER / ETC.1 SHOWER. SINGLE STALL 1 0 2 2 0SHOWER, GANG (NUMBEROF HEADS)0 0 2 1 0 3 3SINK: COMMERCIAL/RESIDENTIAL KITCHEN SINK: COMMERCIAL BAR 0 0 2 0 0 2 0SINK: WASH BASIN/DOUBLE LAVATORY 0 SINK: SINGLE LAVATORY/RESIDENTIAL BAR 3 0 1 3 URINAL, STALLi WALL 0 0 5 0 0 6 0TOILET, PUBLIC INSTALLATION 0 TOILET. PRIVATE INSTALLATION 2 0 3 6 25 YEAR ANNEXED CREDIT RA ,000 ASSESSED VALUE BEFORE 1979 1979 I 980 198 l 1982 1983 1984 001985 1986 1987 I 988 1989 1990 1991 1992 1993 1994 1995 't996 1997 1998 1999 2000 2001 TOTAL MWMC CREDIT SPRINGTIELD # Transaction Receipt 81 1 -19-002497-DWL Receipt Number: 472915 Receipt Date: 1116/19 City of Springfield Development and Public Works 225 Fifth Street Springfield, OR 97477 541-726-3753 permitcenter@spri ngfi eld-or. gov ONEGON www.springfield-or. gov Worksite address: 4297 HORACE ST, Springfield, OR 97478 Parcel: 1802052406306 Fees Paid Transaction date 11t6t19 Units 1.00 Ea Description Master plan review - second and subsequent reviews Account code 224-00000425602-1030 Fee amount $338.00 Paid amount $338.00 Payment Method:Credit card authorization 031 08d Payer: BRUCE WECHERT CUSTOM HO Payment Amount:$338.00 Cashier: Katrina Anderson Receipt Total:$338.00 Printed: 1 1/6i 19 12.14 pm Page 1 of 1 Fl N_TransactionReceipt_pr Ac>c>ttradct- E NrtE frc-k t4 g,+<,cfP-E g ENERGY EFFICIENCY rABLE NI101.1(2) ADDITIONAL MEASUFES Por SI: I square foot = 0.093 m2, I watt pcl square foot = t0,8 \wm2. a, Applianees located within tha buitding thertnal envelope shall have sealed combustion air installed. Conobustion air shall be ducted direcdy from dre outdoors. b. All ductjoints and seams sealed with listed mastic; tape is otly allowed at nppliarrce or equipment connections (for service and replacement). Mect sealing criteria of Pcrformance Tested Comfort Systenr progmm adnriniste red by ttre Bonueville Power Adminislration (BPA). c. Residential water heaters less than 55 gallon storago volume. d. A total of 5 percent ol an HVAC systern's ductwork shall be permitted to be located outside of the conditioned space. Ducts located outside the conditioned space slull havo insulation iostalled as required ln this code. e, The maximunr vaulted ceiling srtrface area shall not be greater thm 50 percent ofthe totat healed space floor area unless vnulted nrea has a U-faclor no greater than U-0.026. f. Continuous air barrier. Additional rcquiremenl for sealing of all interior verlical wall covering to top plate framing. Sealing with foaln gasket, caulk or other approved sealant listed for sealing wall covering material to structursl nraterial (example: gypsum board to rvood stud framing). g, Table Nl 104,1(l) Standard base case design, Code UA shall bc at least 8 percent less than the Proposed UA. Buildings wlth fenestration less than l5 percent of the total vertical wall area rnay adjust thc Code UA to have 15 peftent of thc wall area as fenestration. lolo loooE co E .JuEGtc lrJ oooo trut 6co O!ol dlalvt I HIgh elllclency walls Bxterior walls-U-o.M5lR-21 cavity insulation + R-5 continuous a Upgraded features Exterior walts-U-0.05?iR-23 intermediate or R-2 I advanced, Frarned fl oors-U-0.026/R-38, and Windows-U-0.28 (averagc UA) 3 Upgraded fealures Exterior rvalls-U-0,055/I-23 interuuediate or R-2 I advanced, Flat ceilingc-U-0.017/R-60, and Framed fl oors-U-0.026iR-38 4 Super lnsulaled Wlndorvs and Altio OR Framed Floors Windorvs-U-O.22 (friple Pane Low-e), and Flat ceilinge-U-0.017/R-60 or Framed fl oon-U-0.026/I(-3 8 5 Air sealing home and ducts Mandatory air sealing of all wall coverings at top plate and air sealing checklistf, and lYlechanical whole-building ventilation system with rates nlec(ing MI503 or ASHRAE 62.2, and All ducts and air haudlers cqntained rvilhin building envclopeo or All ducts scalcd with mastico 6 Hlgh elllclency lhermal onvelope UAs Proposed UA is 87o lower than the code UA g bSa5aco.98ft-s>,o b !D-otoo A High offlclency HVAC systema Gas-fired furnace or boiler AFUB 947o, or Air source heat punrp HSPF 9.5/15.0 SEER cooling, or Ground source heat pump COP 3.5 or Energy Star rated B Ducted HVAC syslem6 1,/llhln condllloned space All ducts and air lrandlcrs cortained rvi&in building enrelopod Csvnot be cofirbined wilh l{easure 5 C Ductless hsat pump Ductless hoat pump HSPF 10.0 in primary zone of dwclling D High elliclency water heatef Natural Electric gos/propane water heater rvith UBF 0.85 OR heat pump \vater lreater Tier I Northern Climate Specification Product 2017 OREGON RESIDENTIAL SPECIALTY CODE 435 f Co*-. S>recrra-D Fsrrrat- Fi2.cn- Fea6rla EXTENT OF HEADER WITH DOUBLE PORIAL FRAMES (TWO BRACED WALL EXTENT CONTINUOUSLY SHEATHED BRACED WALL PANEL MEETING MINIUM LENGTH REQUIREMENTS OF TABLE R602.10.5 WALL CONSTRUCTION FASTEN KING STUD TO HEADER WITH 6 16D SINKERS HEIGHT TENSION STRAP PER TABLE 602.10.6.4 WALL LINE WITH PANELS IF NEEDED, PANEL SPLICE EDGES SHALL OCCUR OVER AND SE NAILED TO COMMON BLOCKING WITHIN THE MIDDLE 24" OF THE PORTAL. LEG HEIGHI oNE ROW OF 3'O.C. NAILING IN EACH PANEL EDGE. MlN. DOUBLE 2x4 POST (KING AND JACK STUD) NUMBER OF JACK STUDS PER TABLES R602.7(1) & (2) ANCHOR BOLTS PER sEcTtoN R403.'1.6 (2) FRAMING ANCHORS APPLIED ACROSS SHEATHING JOINT WITH A O-C. TOP AND BOTTOM FASTEN TOP PLATE TO HEADER WITH TWO ROWS OF 16D SINKER NAILS AT 3'O,C. TYP J { Jg oF x ! x OVER CONCRETE OR MASONRY BLOCK FOUNDATION WOOD STRUCTURAL PANEL SHEATHING TO TOP OF BAND OR RIM JOIST OVER RAISED WOOD FLOOR - FRAMING ANCHOR OPTION (WHERE PORTAL SHEATHING DOES NOT LAP OVER BAND OR RIM JOIST) OR RIM NAIL SOLE PLATE TO JOIST PER TABLE R602.3(1) WOOD STRUCTURAL PANEL SHEATHING OVER APPROVED BAND OR RIM OVER R,AISED WOOD FLOOR. OVERLAP OPTION (WHERE PORTAL SHEATHING LAPS OVER BAND OR RIM BOARD) FRONT ELEVATION For SI: 1 inch = 25.4 mm, I foot = 304.8 mm. LBS IN WOOD STRUCTURAL PANEL SHEATHING OVERAPPROVED BAND OR RIM JOIST STRUCTURAL PANEL SHEATHING NAIL SOLE PLATE TO JOIST PER TABLE R602.3(1) APPROVED BAND OR RIM JOIST NAIL SOLE PLATE TO JOIST PER TABLE 3/B'WOOD R602.3(1) APPROVED BAND OR RIM JOIST z L (sUO o SECTION FTGURE R602.10.6.4 METHOD CS-PF_CONTINUOUSLY SHEATHED PORTAL FRAME PANEL CONSTRUCTION , HEAOER PROHIBITED BACK.SIDE OF HEADER MlN. 3"x11 %' NET HEADER STEEL 7,'SPACER IS PLACE ON FASTEN SHEATHING TO HEADER WTH 8D COI\,4MON OR GALVANIZED BOX NAILS IN 3'GRID PATTERN AS SHOWN HEADER TO JACK-STUD STRAP PER TABLE R602.10.6.4 ON BOTH SIDES OF OPENING OPPOSITE SIDE OF SHEATHING MlN. DOUBLE 2"x4' FRAMING COVERED WITH MlN. 10" THICK WOOD STRUCTURAL PANEL SHEATHING WITH 8D COMI\,IION OR GALVANIZED BOX NAILS AT 3'O.C. IN ALL FRAMING (STUDS, BLOCKING, ANO SILLS) ryP MIN, LENGTH OF PANEL PER TABLE R602.10.5 MlN. (2) %',DTAMETERANCHOR BOLTS INSTALLED PER SECTION R403.'1.6 WITH 2'x2"xr/16' PLATE WASHER !L--- 2017 OBEGON RESIDENTIAL SPECIALTY CODE 191 FRAME Te-,rt*) Ct>lrJJr-a<roN S .eiBffi.4iis_ffi1 TSEEngineeringI Re: J10'17290 Bruce Wiechert Custom Homes Tri-State Engineering, lnc. 12810 NE 178th Street Suite 218 Woodinville, WA 98072 425.48',1.6601 The truss drawing(s) referenced below have been prepared by Tri-State Engineering under my direct supervision based on the parameters provided by The Truss Company (Eugene). Pages or sheets covered by this seal: 112414736 thrul124l4754 My license renewal date for the state of Oregon is Decentber 3 I , 20 I 8. tN 11822P8 OBEQON 7tl 6,82 August 13,201 8 Terry Powell The seal on these drawings indicate acceptance ofprofessional engineering responsibility solely for the truss components shorvn. The suitability and use ofthis component for any particular building is the responsibiiity of the building designer, per ANSI/TPI l. llot - - I lJ 10r 7290 the Trus. Co. 10-90 Ptv I I tsruE W€ched Cuitom Hom?i 6 220 r Mrv 29 20'6 M'Tek lndu3lri.s lnc Mon Aug 13 13.38 00 2018 Page I lD ph3NSzlsReM6oCUNdxKt Tz?drlH-vm-IARZmYUPQHMNSD?ZmVUE54dxHGj2PSUSOkJoFTr -.f .-- 3640- 'l 18-IO 5xS =Sc€le = 1:80.1 AIGE Truss TvDet" lcouuox sueeonreo cr,a Eugefie. OR 97102 t#- ts '18-10 8.oo llt ts 16 14 17 18 3\6 // e 1'l 19 20 3xB \\ 2110 22 21 25 3x5= s6 55 54 s3 s2 51 50 49 48 47 6 45 4a 43 41 lo 39 3E 37 36 3s 34 33 32 31 3x5= 42 3x6 -- 266 5 ts,: DEFL. Vert(LL) Vert(CT) Horz{CT) SPACING' 2-SO Plale Grip DOL 1.15 Lumber DOL 1.'15 Rep Stress lncr YES Code lRC2015/TP12014 cst.TC 0.06BC 0.04wB 0.14 Matrix-SH LOAoING (psf) TCLL 25.0 (Roof Snow=25.0)TCDL 8.0BCLL O.O ' LUIIBER. TOP CHORD BOT CHORO OTHERS PLATES MT20 GRlP 185/148 REACTIONS. Ail bearings 3&m. (lb) - Max Hotz 2=265(LC 5) Max Uplifl All uplin 100 lb or less al joht(s) 2, 44, 45, 46. 47,,lE, 49. 50. 51, 52, 53, 54, 55, 56. 43. 41, 40, 39, 38, 37, 36, 35, 3r1, 33, 32, 31, 30 Max Grav All reaclions 250 lb or less at johl(s) Z, 44, 45,46,47, i18, 49. 50, 51 52, 53, 54, 55, 56,43,4'1.40.39,38, 37,36, 35, 34,33,32,3'1,30 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except whan showit, ToP CHORD 2-3--271t206 HOTES. 1) \Mnd: ASCE 7-10; Vuh=120mph (3-sec,ond gust) Vasd=gsmph; TCOL=4.8psf; BCDL-4.2psl; h=25ft; Cat. ll; ExP B; Enclosedi MWrRS (envelope) gabh end zone: cantilever leff and right exposed ; end vertical lefl 6nd right exposed: Lumber oOL=1.60 Plate grip DOL=1.60 2) Truss designed tor wind loads in the plana of the (russ only. For studs exposed to wind (normal to the face), see Standard Industry Gabls End Details as applicable. or conslll qlelified building design€r 8s p€r ANSIiTPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat rool snow): Calegory ll; Exp B; Partially Exp.; Ct=1.10 4) This truss has been dosigned for grealer of min roof live load of '16.0 psf or 1.00 times llat roof load o, 25.0 psf on ovarhangs non-concunenl with other live lo6ds. 5) All plates are 1.5x4 MT20 unl€ss otherwise indicatEd. 6) Gable requires conlinuous bottom chord bearing. 7) Gable studs rpaced at 1-+0 oc. E) This truss has been designed for a 10.0 psf botlom chord liva load non€oncunent with any other live loads. 9) ' This truss has been designed for a live load ol 20.0psf on lhe botlom chord h ell araas wiers a roctangle $6-0 tall by 2-G0 wide will fd botween the botlom chord snd any oth€l mambors. 10) P(ovkie mechan ic€l conneclion (by others) of truss to bearing plate capable of withstanding 100 lb uplift 8t join(s) 2, 44, 45, 46. 47 48, 49, s0, 51, 52, 53, 54. 55. 56, 43, 41, 40, 39, 38, 37, 36, 3s, 34, 33, 32, 31, 30. LOAD CASE(S) Standard Weighl: 299lb FT = 8% Slruc{urelwood Eheething directly apptied or &G0 oc Putlins. RiEid ceiling direclly applied or 1SSO oc bracing. I Row at midpt 16-44, 1t45, 1446, M7,1248 18-41 , '19.i10, 20-39 '1743, MiTek recommends lhat Slabilizers and required cross bracing be installod during t.uss erection, in accordaice with Stabilizor lnstallation ouide. OFEqON tn6$2 2x4 DF No.z 2x4 DF No.2 2x4 HFISPF Stud/Std'Except' sTl 3,sT1 2,ST1 1,ST10,ST9,ST8,ST14,ST1s,STl 6,ST1 7,ST18: 2x4 HF No.2 BRACING- TOP CHORD BOT CHORD V1/EBS RENEWS: 1?131118 August'13,2018 I W,lnlrrue. Vr^fydL.is^pnreililnrsaorlftEIDt/DIES oNfH$ANOIN:LUOEOl|iIIEKREFERENCEPAGEt'']lt-7473AEFORFusF Design valid lor use only wilh MiTek connector!. This dellgn ii bascd only upon param6lers shown, ..d ii lor ao individual building componenl. Appli-cability Of design p;Gmcnte15 and p(op€r incopo.ation of @nponent E .esPonsibilily ol building d.6iEn6r . not truss designer. Bracing shoun is6rtatemisupporiotindividualwrbmemde6onty. Addtilooallempo,..yb.acingloinsuEslabililydudngconstruclionislhe.espoosibillfyo(lhe erector. Addililiatpeman.ilbracingofthcoverailslMtu.6asthe..spon!ibililyolthebuildinEd.signoIForgenot.]guidanccregardilg (ab,,l6arion. qualilyionkot. sto69e. d;ivcry. seclion and bracing. cmsull ANSlrIPll Qu.ltty Cttt.d., DSB-80 .nd BCSII Buildhg Compontnt Satetylnfomatlon availablefomTrusrPlalelnsitute,56SD'OnofrioDnv. Meda3on,W53719. A theTRUSSco.tnc. iTruss I 7 4 in (106) Udefl ud0.00 1 nh 1200.00 1 ^lt 900.01 30 n/a n/a iTruss I A2 Th€ TNrs Co. Eugrn!. OR 97{02 fTruss Typt I icouuon 6'14 5-116 3x4 = 1e19.t116 22 5x5 =S€le = 1r82 3 8.oo h2 6 3x4 /z 3x6 /z 3x4 \\ 3x6 .\ 7E 24 5 4:1.5x4 \\ ${{ 14 21 12 23 3|6 - 1.5x4 // 9 +it-O $ 2 10,\ 'Y 3x5 11 3x4 13 3xs 3r€ = &11{&11.0 cst. TC BC WB MAtTiX-MSH 0.1l4 0.70 0.58 DEFL, Vert(LL) Verl(CT) Hoz(CT) in (oc) 4.23 13.11 {.33 1}'t40.08 10 l/defl >999 >999 nla Ud 360 240 rve LOADING (psf) TCLL 25.0 {Roof Snow=z5.0}TCDL 8.0BCLL O.O LUMBER. TOP CHORD BOT CHORD VVEBS 2x4 DF No-2 2x4 DF No.2 2x4 HF No.2 VW,WI:2x4 'Excopl' HFISPF Stud/Std PLATES MTzO GRIP 1 85/1 48 REACTIONS. (lusize) 2=1527lG.rE (min. 02-8), 10=145g/Mechanic€l Max Horz 2=266{LC 7) Max Uplin 2-1s7(LC 8), 10-178(LC 9) FORC€S. (lb) - Mex. Comp./Max. Ton. . All forces 250 (lb) o. less except when shoffl. TOP CHORo 2-3:22841286,3-4-2059308, +5=18711311, $6=144512E8, *7--14451288, 7-E:1876/31 3, &9:2060/310, 9-10---2267 1289 BOT CH ORD 2-14--3?8t1973, 1+21=185t1587,21-22=-185t15$7 , 1T22-18511587, 1?-13=-8q1476, 12-23:841 1476, 23-24:841 1476, 1 1-24:E4t1476, 1G1 1 --l 58/1 830VIEBS &1 3-201/1 lE2, 7-13:67ot257 ,7-11 -93t942,9.1 1 -356/194. 5-1 3=667/256, $1 4=-90/537, t1 4--352t 192 NOTES. 'l) Wnd:ASCE 7-10: Vult=l20mph ($second gust) Vasd=gsmph; TCOL=4.Epsf; BCDL=4.2psf; h=25tt: Cat. ll; Exp B; Enclosed: MV!,FRS (envelope) gable end zonei csrtilever lefi and right exposod : ond yartical left and righl oxposed: Lumber DOL=1-60 plalo grip OOL=1.60 2) TCLL: ASCE 7-10i Pf=25,o psf (Rst roof snow); Category ll; Exp B: Partialt Exp.; Ct=l.1 0 3) This truss has been designed ,or grealer of min roof live load ot 16.0 psf or 1.00 times flat roof load ot 25.0 psf on ovorhangs nontoncunent wilh oth6r live loads- 4) This truss has bean designed for a 10.0 psf bottom chord live load nonconqrrrent wi(h any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on lhe botlom chord in all areas where a rectangle }M tall by 2-G0 wide \rill fit betwoen lhe bottom chord and any other mernbers. with BCDL = 7,0psf. 6) Refer to girde(s) for lruss to trues connoctions. 7) Provide mechanical conneclion (by others) of truss to bearing plate capable of wilhstanding 1 00 lb uplin at ioint{s) excepl (it=lb) 2-197, 10-178. LOAD CASE(S) Standard Weight: 180 lb FI = 8o/o Struduralwood sheathing direclly applied or &74 oc purlins. Rigid ceiling direc,tly appliod or 1GGo oc bracing. l Rowatmidpt 7-13,113 MiTek recommonds that Stabilizers and required cross brucing be installed during lruss ereclion, in accordanco with Stabilizer OREOON 1'16t82 BRACING. TOP CHORD BOT CHORD V\EBS RENEWS: 1213.l,18 August 13,2018 I Warr,,lttlO- Veritydsignparaneaetse^dREADNOTEsoNTHtsANDIN]IUDEttM|TEKREFFRFNCEPAGFTTil.T,T:3AEFaREUSF. Oesigo valid tor us only wilh MiTlk coM6do.s. Thas delign ts bascd only lpon parameler3 shfrn, aod is lor an individual buiding cmPoncn{. Applicetilily of d6sign patamanters and Drcp€. in€lporallon of somponent is responsibility ol building dcsignor - nol lruss designe.. Bccing shryn isforlslcralsuppodolandividuelwebmemberionly. AddrtlonallemporarybracingloinsurcstabilitydudngconstrudioniSthorerDonsiullrlyorthe ercctor. Additionel p€ma^6nt bracing of thB ov6rall struclure is lhe rcaponsibility of thc bqilding dlsignGr. For gcncral guidencc regarding (abric.tion, qu.lity 6nirol, 6tora9g, d€livsry, sreclion end bracing, consull ANSlrTPll ou.lily Cnt6.ta, OS8{9 .nd BCSII Bulldlno Compon.nl Sat ty lnlomrtlon ava lablc trom Tru6s Plale lnsldde, 583 O'Onofiio Drive, Madison. W 537.19. A theTRUSSco,truc. 3 4 sPActNG- 2-00 PlateGrip DOL 1.15 Lumber DOL 1.15 Rep Stress lncr YES Code lRC201s/TP12014 Jgb- - ,101?290 ----lot - P - t,_ 5-l 16 aruie wectrlrr Custq, xoni!s 2018 5-l1-5 H-4 lnc. Mon t12,r14738 S€le = 1:85.7 TheTrussCo.. EuqeneOR97402 3,1-0 r,1 1 -0 SPECIAL t5-E 1.5x4 li 3fi /. 6 17 g4 1-$.8 6x6 'I8.00 3x4 \ 8-s 3x4 tt 4fi /z 3, 1.5x4 // 10 9# Iorr,t l") a 2 \. 4 5x12 // 't8 4x4 -20 ,t4 13 2e 27 12 3x4 =-5x'10 =5.20112 ,.5x4 ll 1.5x4 ll 2+8 t6 8x8 =4xa = 3:6 = 1.5x4 ll 3x5 ffi CSI. TC BC \4/B MAtTiX.MSH o.72 1.00 0.98 DEFL. Vert(LL) Vert(CT) Hoz(CT) in (loc) 432 12-14 4.49 12-'140.30 11 Vden >999 >903 fila Ud 360 ?40 nla SPACING- 2-H Ptale Grip ool 1.15 Lumb€r DOL I.15 Rep Stresr lncr YES code lRc201s/TPl20l4 Plate Otfsels (X,YF [2:G]0,G2-141, [3;G1-12,G1-121, [4:G1-12,s.1-Bl, [7:o'2€,G.1-121. 111:G5-4,G0-101, [14:O-]0,&1-81, [17:G2€,EdEel, [18:&1'12,G'1 €1, 119:e34 LOADING (psf) TCLL 25.0 (Roof Snovy=25.0)TCDL 8.0 BCLL O.O LUMBER. TOP CHORO BOT CHORO PLATES MT20 GRIP 185/148 2x4 DF No.2 2x4 DF No.2 'Excepl' 82: 2x4 DF No.1&Blr 2x4 HF No.2'Exc€pl' W3,W4,\ ,t,Wl1 ,Vr2: 2x4 HFISPF Slud/Std 2x4 HF/SPF Sludistd Slruclural wood sheathinE direclly appliod or 2-1-1 oc pudins. Rigid ceiling dir€clly applied or 1O-G0 oc bEcing, Except: 'l-4-12 oc bracing: 1&19. Weighl: 206 lb FT = 8o/o RENEWS:1231118 August 13,2018 BRACING. TOP CHORD BOICHORD WEBS WEBS 'l Row at OTHERS REACTIONS. (lb/size) 1l=l464lMechsnical, 2=1550/&98 (min. S2-9) Max Horz 2=266(LC 5) Max Uplifl 11:177(LC 9), 2:175(LC 8) FORGES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except whon shown. TOP CHORO 2-3-6001/906, X4:26391344.4'5:1998i278, S6-1861/293,6-7:19E0/435, 7-B:1458/289, 8-9-1 848/31 1, $, 0--2069/30E, 1o.11-227 6t287 BOT CHORD 13-14--84t1472, 13-26-8411172,26-27-84t1472, 't2'27= €,411472' 11'12-157t1837 .!8-19:734/4016, 17-1E=-33412178, 2'19='954/5369 VVEBS $1e=291460,7-14--17AU9,+17:767t215.8'12-91/554, e^17-'3421206' 14-'17--33t1120, 1G12=-3541194, &19-36812351, &18-1894/412, 7'17='J4311178 ' a-14=48O1257 NOTES- 1) Wnd: ASCE 7-10i Vutt=12omph (gsecond gust) Vasd=gsmph; TCDL=4.8psf; BCDL=4.2Psf; h=25fl; Cat. ll; Exp B: Enclosed; MWFRS (envelope) gable eni zon6; cantilever len and right exposed ; end verlical 16ft and right exposed: Lumber DOL=1.60 Plate grip DOL=1.60 2) TCLL: ASCE 7lO; Pf=25.0 psf (flat roof snow); Category ll; Exp B; Partially Exp.; Ct=1.10 3) This truss has been designed lor grealer ot min roof live load of 1 6.0 psf or 1.00 times flat roof load of 25.0 pst on overhangs non-concunonl with othor live loads- 4) This truss has been designed for a 1 0.0 psf bottom chord live load nonconcurent with any other live loads. 5i . fnis truss has been deiigned lor a liveload of 2o,opsf on lho b€ttorn ciord in all areas where a reclanglo $H tall by 2-0'O wide will lit belw8en th6 bottom chord and anf other members, with ECDL - 7.opsf. 6) Refer to girder(s) for truss 10 lruss connections. 7) Provide mechanlcal connection (by others) of truss to bearing plate capable ot withslanding 100 lb uplin al joint(s) excePt tit=lb) 't1=171 , ?=176. LOAD CASE(S) Slandard 6-t5,8-14 be installed dudng truss erection, in accordance wilh Stabilizer MiTek recornmends that requi ed cross bracing 7ft 6182 A theTRUSSco. trsc. 4 WARNIUG,and RF.AD NOIFS olJ rBi S AllD {NCLUDED MIIEX REFERENCE PAGE Mll'?173 AEFORE USE' 6rec{or. ii w 53719. ir"o- - lLrorzaso the Truss Co . Eugen.. OR 97402 iiuss -1-OO '1-0 8-G0 1}'8rE6 !14 -r -- ' s-s-a 3fi // 3x1 // lxi /t i"otv ]RooF sPEcrAL 29 ?01E 112414?39 Sele 1/8"=1' - _!.---. 1&10 2+7-A , 2$q1l r !3- -1q , 37-1-2 , 4l+0 42+,0- r-- 3-s-s 1'-a-aia TGd 3.oo ll2- 6xl0: 3x6 .-- w151 'T 4-9€&4-8 4-15 4-3-1 3 5x8 34 2 I l_l$ soo llt 2x4 tl 6 24 35 sx5 :\ 21 20 6x6 = 3x,t ll 3r4 '\ 'rglg *t :1t *o ,, 1.5r4 ll s.1sfiF = 26 4x1 =22 ,t)6 -- 18 Jrc_17 16 2x4 ll 6x8 = '15 t4 3x4 = 23 3x5 2x4 ll DEFL. Vert(LL) Vert(CT) Hoz(CT) in 4.26 4.55 0.22 Uden >999 >1 69 nla Ud 360 124 ala (loc) 2G27 31 15 SPACING. 2-GO Plale Grip OOL 1.15 Lumber DOL 1.15 Rep Stress lncr YES Code lRC201S/TPl20t4 cs1. TC BC WB Matrix-MSH 0.8E 0.91 0,91 Plalo Oftsots (X.YF 13,e341, [3:G1-12,G2-0], [4:G1-12.G1{1. l7:0-}12,G141, [8:cl LoADING (psf)TCLL 25.0 (Roof Snow=z5.0)TCOL 8.0 BCLL O.O 2,c1€l 10:GSl 2,G3{}, [1 I :G2-0,G1-81, [1 5:G24,G1 -41, PLATES MT2O GRIP 185t148 LUHBER. TOP CHORO BOT CHORO WEBS OTHERS REACTIONS. (lblshe) 15=2t281&$8 (min.s,3.8), 2=1370/G$8 (min.0-2-6) Max Horz 2-270(LC 8) Max Uplifl 15:2s7(LC 1 1), 2-16a(LC 10) Max Grav 1 5=21 28(LC 1), 2=1431{LC 1 7) FORCES. (lb) - Max. Comp./Max, Ton. - All forces 250 (lb) or less excePt when shown. TOP CHORD 2-3:5437t852, v4=-239A1320,4-5=-1725t251,5'34-1550/255, 6-34='I533/265' 6-7-178U401,7-35=-1 334/31 0. &35-1 509/285, 8'9='14Oo1221 , $ I 0=-1284/1 59, I &1 1-103713435, 11-12-332t1199 BOT CHORD l8-19:112/1010, 17-18.-?55111172, E-lS-504/229. 1!17:21&l/330, 1U17=-2042t330, 14-15--667 1117 , 12-14='110Ct347 ,6-25='515t202,2-27:903/4830, 2S27:596/361 4' 2526:311/1926WEBS 426:3ot437 . +25--732t216. 19-22=-3st778,7-19= 183/676, 9-19:243/580, 10-1s-670/3s32. 11-17.-2252n$,'t1-14:117128?, 1+17-457t2O8,9'18*7671207' 22-25-51802. 7 -25:32011291, !27 =-945t21 16, $'26=-1 739/396 NOTES. 1) Wincl: ASCE 7-lO; Vult=12omph (lsecond gust) Vasd=gsmph: TCDL=4.8psf; BCOL=4.2psf; h=25ft; Cat ll; Exp B; Enclosed: MV\FRS (envelope) gable end zone; cantilever tell, and righl exposed ; end vertical left and right exposed; Lumber DOL=I.60 Plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psl (flat root snow); Calogory ll; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been con3idered for lhis design. 4) This truss has boen designed for greater of min rool live load of 20.0 pst or 1.00 times flat root load ol 25.0 psf on ovefiangs non-concuEenl with other live loads- 5) ThB truss has b€en d6igned for a 1 O.O psf botlom chord live load nonconcunent wilh any o(her live loads. 6) ' This truss has baen designed for a live load of 2o.Opsf on the bottom chord in all aroas wtera a rectanglo $G0 tall by 2+O wide will fil between the bo(om chord and any other members. 7) Provide mechanical connaclion (by others) ot lruss to bearing plate capable of wilhstanding 'l 00 lb uplii al ioint(s) excePt O=lb) 15=297,2=164. LOAD CASE(SI Standard Weight: 251 lb FT = E% Struc'tural wood sheath,ng dir€cl]y applied or 2-2-0 oc purlins. Rigid ceilinE direclly applied o, 3+9 oc b,8cing. Exc€pt: 1 Row at midpl ts25 $1.0 oc bracing: l$17 1GG0 oc bracing: 1*21,2u25 't Row at midpt 7-22,7-19 MiTek recommonds that Slabilizers and required soss bracing be installed during lruss ereclion, in accordance with Stabilizer lnst3llation ouid6. OREAON 7t1 6'82 2x4 OF No.2 2x4 DF No.2 'Except' 85.89.85: 2x4 HF No.2, 81:2x4DF l8O0F 1.68, g2:2x4DF No,1&Btr 2x4 HFiSPF Stud/Std 'Exc€pt' VW,VW,WI2,W1 5,VYo,W1 : 2x4 HF No.2 2x4 HF No.2'Except' F1:2x4 HF/SPF Stud/Std BRACING. TOP CHORO BOT CHORD \4,EBS RENEW$:1?J3T,18 August'13,2018 I WAnlrUC.Ve.ityd*ignperame.cr.rrdREADIOrEsor.rrH$ANDtNt:LUAEOHI|EKREFERET.TCEFA66MtI-7173&EroREUSE besigo valid lor u* ooly with MaIok coMadotr. This design is baled @ly upon parametrR shwn, and is for an individual buildiog cmPmr( fpptieUifrty ot oes6n piram6nt6ri and p.opcrinorporati;n ol omponeA ia respmsibrlity ot building dcsrgrcr. rct tru33 d.5igncr. Bracing lbown ittbrtalerailpporioiindividmlwebmimirsody: Addnhnaltefiiporarybracingtoinsrjtrilahlityturingconslrudimis.lhcrasponsitlinityofthc ereOor. Addrtjiirel permrnorl bracing of lh€ owrai sfucture is thc ,e3poniibility ol thc building designar. FoI gcncralluidancc rcgarding -. -. -labd€tron, qualiry;ontrol. norage. dilivery.crectlon and braciog. rcnsult - ANslmii auJfty cdrrtl., osB-09 and Bcsll BulldlnO componcnt Salatylntomat6n.vailablslromTrussPlalclnslilule.Sg3D'Ono(rioDriv€.Medisan,W53719. A theTRUSSco. trlc. i[6en crsro, g*es '- 8 7 4 Job Jt01 7290 fn:si Truss Tibe ROOF SPECIAI s.oo lit 3A2 3x6 // 29 ,t-v _- PfuI' i Honres A5 Th-e Truss Co.. Euqene. OR 97,102 ln. Mon 13 13:3905 t1?114710 S€le = 1:9E.1 64.1 a" 22 31 3x4 : 21 3)6 = 1' 20 4x8 41-EO 126,[-d.u 1A 3.oo b?- 3x5 =wls) 11fi r3 3x8 = 1{&48 4-$5 5x5 \\ 7 +3-13 3x4 \\ 8 5x6 - 30 '1.5x4'i. 5xO \ 12N +I IA iY15 3x5 't4 *4 ll 5x8 = 19 18 ?x4 ll 6xB = '16 4x5 1l 3x5 sn-o Bd a-ga DEFL. Vert{tL) Vert(CT) Horz(CT) in (loc) 4.?4 2022 -0.33 20-220.05 14 Udefl >999 >999 n/a Ud 360 240 nla SPAC|NG. 2-0-0 Plate Grip DOL 1.15 Lumber OOL 1.15 Rep Stress lncr YES Cods lRC20l5/TP12014 csl, TC BC WB MATTiX.MSH 0.93 0.64 0.98 Plate oflsets (x,YF LoADING (pso TCLL 25.0 (Roof Snow-25.0)TCDL 8.0 BCLL 0.0 ' LUMBER- TOP CHORD BOT CHORD WEBS 17:0-1-9.e341, [8:G1-12,0-1-s], t9:G24.c2-Bl, [13:&2-4,G1€1, 115:trz{,G2-81, [16:G1-8,e2{1, U7:o'2'8'0-2-121, PLATES MT2O GRIP 185/'t48 OTHERS REACTIONS, All bsarings 2-11-E excePt O=length) 2=&5-8. (lb) - Max Horz 2:270(LC 8) Max Uplfi All uplin 100 lb or less al joint(s) exc€pt 2-187(LC 10), 14:141(LC 1 1), t3=-340(LC 7) MaxGrav Allreaclions250lborlessatjoiol(s)€xc€pt2=1428(1C17),14=1386(LC 1), 14=1386(LC 1), 13=1094(LC 31) FORCES. {lb)-Max.Comp./Max.Ten.-Allforces250{lb)orlossexceptwhenshown. TOP CHORD 2-3:21031267,3.i1=-1875/288, 4-5-1654/291, +29-'1279t228' 6-29"1262t260' S^30=-1493469, 7-3O=1626t337, 7-E:1 575/223, 8'9='l 569/166, $10:85/460' 1&'11-3t7/1137 BOT CHORD 2-22-31C)11747,22-31--<t67113s5,31 -32=-1 67/t 3s5, 21'32-16711355,2521=-167t1355' 7-'t7:50Ot22E,1&1?:59/1254,15-16-3851121,14'15:1412t162,9-15=-15101217' I 1'1 3-1O43i332 II/EBS 122--3541192,$22=-8915s2,520-7381255,G20:135/596. 17'20--271928, 6.17=-24W92, *16=-13711638, 1G1 5-253/637, 1o"13=6E0/206, 1!15=-904i354, 8-16:309117 NOTES. 1) Wnd: ASCE 7-10; Vult='!20mph (Ssecond Eus0 Vasd=gsmph; TCDL=4.Epst BCDL=4.2psf; h=25f1; Cat. ll; Exp B; Enclosed; MWFRS (envelope) gabla and zono: cantilever lefr and right exposed i end vBrtical 16fl and right exPosed; Lumber DOL=1.60 plale grip DOL=1.60 2) TCLL: ASCE 7-10; Pf-25.0 psf (flat roof snow); Category ll; Exp B; Perlially Exp : Ct=1.'10 3) Unbalanced snow loads havo beon considered for thig design. 4) This truss has been designed for grester of min roof live load of 20.0 psf or 1.00 limes flat roof load of 25.0 psf on overhangs non-concufient wilh other ltve loads. 5) This truss has been designed for a '10.0 psf bottom chord live load nonconcurent with any other live loads. 6) " This lruss has been designed for a live load of zo.0psf on the bottom chord in all areas where a reclangle +eFo tall by 2'G0 wide wil fil between lhe bottom chord and any other members, with BCDL = 7.0psf. 7) Provide mechanical connec{ion (by others) of truss to bearing plats capable ol wilhstanding 1 87 lb uplin 8t joint 2, 141 lb uplift at coi$fitJd 6iT$Ad8 P uilin at ioint 13' Woight: 225lb FI = 8oh St,uclural wood sheathing dircctly.sppliEd. Rigid csiling dhec{ly applied or S8-10 oc bracing. Except: +il oo bracing: 1+15 1GGo oc bracing: 17-'19 1 Row at midpl S20 MiTek recommends thal and required cross bracing be installed during lruss ereclion, in accordance with Stabilizer OREqON ?fi 6t82 2x4 DF No.2 2x4 OF No.z 'Except. 83: 2x4 HF No.2, 86: 2x4 HF/SPF Stud/Std 2x4 HF/SPF Stud/Std'Excepl' \/\2,\AB,W4,W6: 2x4 HF No.2 2x4 HFISPF Stud/Std BRACING. TOP CHORD BOT CHORD VlEBS RENEWS: 12J31118 August'13,2018 - [ mrrlt^tC-V..itydesignpatameters!ildREIDNorEsorJrH,,SAilO,NCl.lrDEDr]rllErREFEREI,ICEPAGEMtl'747iBEFOREUSE. Oosign valid for use On, wilh Malek connectors. This design is b.sqd only upon paramcler! shtrn. and i3 lor aI ihdM:duel buiHiDg comPoner{. Appli-cability of design p;ramentari and prop€r incoporsti;n ot @mponeit ia rcspon3ib{lily of bulldrng d6.En.f. nollrurs d.sigre,. Bracing shosn is tor latcrr'i supporiollndividuat web 6;mb.tr onu: Additiorul tcnipora,"y bracing to hsurc stability durng,constudron rrlh€ t€sPonsibillity 0l lhe 6roctor. Addiil;lal pemaoant bracirg ofth6 ove..i Elruclurr is lhc ;€spont6;lity o, the bultdhg detign.r. For g€n€r.l-guidance regarding - tabricsl{n, quality;ntrl. rtorage. dilivory, rrection .ndbr.cing, @nsuh ANS|ITPII A!.llty c.tt.rt., 0SB{0 .nd BCSII Bulldl.e ComPon.nt salety lnfo;rti6n 3va$blc tr6m Trurs Plslr tnslilut€, 563 D'Onotio D.ivc. Madison, w 53719. A theTRUSSco. tttc. ,-- i... - 6 3 1290 The Trus! Co.. EuEeoe. OR 91102 : L0AD CASE(SI Standard itruss I iA5 .i - ITrrc l-*, Tvpe lt24t17AA SP€CIAL I 220 3 M€Y 29 2018 Mrl€t lD.ph3NSzlsReM6oCUNdxKtrTzTd4H-6kowDgdvN0l 2 ;[ WlnltVO.VerifydsignpatabeteglndREADNoIESONIHISANDIN(:;LITOEDIIITFKREFERENCEPAGE,,nt.t473BEFOREUsE, De6i9n valid for us6 ony pflh MiTsk connoclors. This design is based only upon paramelcrs sh*n. and is lor an individual bulldlng qompof,ef,t- Appli..bility otd€sEn pa.am6itorr and prop€f incorpo.alion of compon6nt is rcsponsibility ol building designer - not lruss desigoer. Bracing shown is tor latsral supporl ot tndilidual w6b memb.rs onty. AdditionEl temporary bacing lo ingura stability dlring con$rudion is the responsibillity ol the ereclor, Additionalp.6anEntbracingotthoov€rallst.lctu.oislherosponsbilityotlhcbuildingdesiOncrForgeneralg!idBnccreqardlng rEbacation. quatrty dontrcl, store96, deliwry, 6rection snd bracing conEult ANSUTPII Qu.lity Crilorlr, OSB-89 and BcBh Bulldidg ComPonent Salety lnlomatlon availaDls trom Truss Plal6 lnslitute, 583 Donoltio Drive. Madien, W 537'19. A theTRUSSco. tttc. Jobt.Truss iJ101 72eo The Truss Co.. Eugene. OR 97{0? 6 lrruss rype ]*"*"r"1 Btuc" W,e"hu,lCr.t. " E.220 s ?o18 3x4 \\ 7 5x8 .\ 8 112111141 201 I S€le = 1 87.2 6-4^4 12.3.'10 1&3-o 2rL*0 29+13 , 3!4-10 37-1-2 4l+0 12+0- -.- 6-4J - -----ffi- - l-l--ii-- 4!J.3-r3 Tt-3{-8- 1;11 lEd 8.oo [t 3x4 /z 3x6 ,29 5x6 28 5x5 :\ 6 $17 2x4 ll 6x8 = 3.oo i12 3 .4 1.5x4'i 9-4-0 3x5 : we 14 loli 3x5 = 314d-2t 30 3x4 = 20 '19 36=4*8= 31 15 4xS ll '13 2x4 ll 5x8 = 12 3€=3xs wl a-1,t -o , 21-94 , 33+E , 36€-0 , 4'164 ffi SPACING. 2-GO Phe Grip DOL 1.15 Lumber DOL 1.'15 Rep Stress lncr YES Code tRC20'15/TP12014 Matrix'MSH cst. TC BC WB 0.91 0.64 0.98 DEFL. Vert(LL) Vert(CTi Hoa(CT) in (loc) -0.24 1$.21 -0.33 19210.05 13 Udefl Ud >999 360>999 240 n/a n/a Plate Offsers (X,YF :&2-3.Edgel, [5:G.2-8,0-1 {], LoAolNO (psorcLL 25.0 (Roof ICDL LUIIBER. TOP CHORD 2x4 DF No.2 BOTCHORD 2x4 DF No.2 "Except' 83: 2x4 HF No.2, 86: 2xrl HF/SPF StudistdWEBS 2x4 HF/SPF Stud/Std'Except' \42,\AE,W4.\4ffi: 2x4 HF No.2OTHERS 2x4 HF/SPF Stud/Std [7:0-1-12,G.1-81, [8:0-2-4,G2-El. l'12:c24,G1-81, 114:+2-8,s'2-81, 115:G1-8,G24), [16:G24,G2-12] PLATES MT20 GRIP 1 E5/1 46Snow=25.0) 8.0 0.0BCLL REACTIONS, All bsarings 2-1 1-8 except (jl=l€ngth) 1=0-$8. (lb) - Max Hoz 1:265(LC 8) Max Upm All uplift 1o0 lb or less at joint(s) except 1:168(LC 10), 13-141(LC 1 1), 1 2=-340tLc 7) MaxGrav Allreactions250lborlessaljoint(s)excepll=1361(1C17),13=1387(LC 1), 13=1387(Lc 1), 12=1088(Lc 31) FORCES. (lb) - Max. Cornp./Max. Ten. - All forces 250 {lb) or less excepl when siown. TOP CHORD 1-2:2oBBlZ7o,2-3:fta1?91,34:1660/294, 4-28-128U229, $'28=-1263/260, +29=-1 495/359, 6.2s-1621 tus, G7 : I 577 t224, 7 -E=-157 ot 167, 8-9=-85/460, &'10=-317l1131 BOT CHORD 1-21 -3'1 3/1 753, 21-30-168/1 358, 3&31 =-1 68/1 358, 2G31:1 6811 358, 1 S20=-1 68/1358, c^1a-490t22a, 15-16:60i 1256, 1+15:3811121 , 131i1=1414/'t63, 8-14=-15111217 , 1o-12:1o38t332WEBS 2-21:3581194,4-21=-921557,*19-71ot256,5.19-136i597, 1*19*27t928, 5-16=-2421782,8-15=-137/1639, $1i[=-253/633,9.12=676/208, 12-14:898/354. 7-15=-310177 NOTES. 1) wind: ASCE 7-10: vult=120mph ($second gust) Vasd=gsmph; TCOL=4.8psf; BCDL=4,2psfi h=25fi; Cal. ll: Exp B; Enclosed; MWFRS (envelope) gable end zonei canlilever len and right exposed : end vertical left and righl exposed; Lumb8r OOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat root snow); Category ll; Exp 8; Partially Exp.; Ct=1.1 0 3) Unbalanced snow loads havo been considered for this design. 4) This lruss has been designed for greater of min roof liye load of 20.0 psf o|L00 times flal roof load of 25.0 psf on ovefiangs non-concunent with other live loads. 5) This truss has b6an daslgned (or a 10.0 psf bottom chord live load nonconcurent wilh any other live loads. 6) ' This truss has been designed lor a live load of 20.0ps{ on the bottom ciord in all areas where a rectanEle 3-6-0 tall Dy 2-G0 wide will fil b€tween the botom chord and any other members, wilh BCDL = 7.0psf. 7) Provide mechanical connection (by others) oflruss to bearing plale capabls ofwilhstanding '168 lb uplift at ioint 1, 141 lb uplilt at collti$J8A!$ff8F uplift at ioint 12' Weighl: 224 lb FT = lok Stru6'tural wood shoathing direclly applied. Rigid ceiling direc{y applied or 5-8-14 oc bracing. Except: 4.ffi oc bracing: 1914 1G(}0oc bracing: 1G18 l Rowatmidpt +'19 @quiretlcrossbracing i I be installed during truss erec{ion, in accordance urilh Stabilizer I I tnstattation ouiae] -- .. I OBECON 1l't6rt2 BRACIT{G. TOP CHORD BOT CHORD UiEBS RENEWS: 1U31118 August 13,2018 - [ W,lnUtilc - V. rity drsisn parailetetsM., REAO l1O rES oil f+ls AND TNCLUDED MtfEK REFERENCE PAGE Mlt 747X BEF}RE IJSE. Oesign velid for vse only wilh Mltek connecloN. This design is based onv lpon par8meters shwn, end is for an iodisdual buildlng comPomnt. Aroplacability ol d€sign paranente8 afid prop€r hco.poraiion of@mpon€nl is responsibility olbuilding deslgner - not truss designer. Emcing th@n iifbrlaterasuppoioitndivdualwebm;nbeEonly. Adddion|llamporErybr.cingtoinsurBstabilityduringftnstrudionistharetponsiblllityollie er€dor. Addilional pemaneol bracing ot the ove.dll strucluro iE th€ .esponsibility of lh6 buildirg dcsignar. For geneJal guldance regarding . -.- labricalhn, quality aonlrol. storagc, dafvery. er.ction and bracing, 6.solt ANSUTPII Qu.,ity Criterti, DSB{g erd BCSI1 Bulldhg Compon.nt Srletylntoffirtton availablefrorTrussPlatelnslilots.SE3O'OnolrioDdve,M.dison.YVl537l9. A theTRUSSco.tttc. I I I .i !Lao 1 .lJob Truss J10r i290 A6 Ihe Truss Co.. Eugene. OR 97,t02 LOAD CASE(SI Standard Btuce W6ch!d Cuslonr Honres t1211a741 rcp-tiaoau . 622psg6y2$2010 MiTellndustnls. lnc. MonAuq l3 13:38072018 Pige2 lD.ph3NSzl sReM6oC UNdXKtrTzTd4H-COvieqe9uelQdRPoTzBPHz04 l RAZPhaR3lLGU4yoFTk i:" l,yARNIl,JG - Vaity desigd p^rrnetars ,ad RFAD NOrfS ON tHts ANO tNclUOEO MIfEK REFERENCE 9AGE tttl.74B eeFoRE USE. .A para0etcr3is ot d€gigncr-aodot tois erec10r.11(uctu{c arelion S.f.ty and is for an individualtvliT?k conneclotr. This conslrudlon is loslilutc,583 Ddve, Madason. W A theTRUSSco. ntc Pob iJ 101 7290 I - -'-[niis I -ruls-rype :ROOF SPECIAL Bruce Weihin dusbm Homes 20rE lnc. Mon s.oo h2 1 .5\4 .'/ ,Yb, S-,rlJ| 11241171? ! S€le = l:85 4 f he Truti co-. Eugeru. OR S7,102 ir 24 24 3G1-12 , 314-10 37-t-2 , 4r+0 12.69*-iz-14 -- 3-s-s - 1-1-i1 l-cd 3x4 :\ I 5-11€5-11{ 5x5 - a oo iit 3x4 // ?6 27 3x4 i] 63$/t 4 3x6 -\ 7 1.5xrl \ 2 2A 5x10 =I 19 29 3x,l = 17 316=36= 16 '53x{ = 3x6 = l1 3x4 = 13 4x5 = Ittz 3x5 = o I.Ad 30 31 3/5 A-1 1i DEFL. verr(LL) Vert(CT) Ho.z(cT) in (loc) 4.22 17-19 -0.33 15170.08 13 l/defl >999 >999 Na Ud 360 240 Na SPACING. 2-GO Plate Grip DOL 1.15 Lumber DOL 1.15 Rop Strass lncr YES code lRC201s/TPl20'14 cst. TC 8C WB Malrix-MSH o.77 0.69 0.E4 LOADING (psr) TCLL 25.0 BCLL LUIIBER. TOP CHORD 2x4 DF No.2 BOT CHORD 2x.l DF No.2VVEBS 2x4HF/SPFStudistd'Excepl' \M,VV3,W4,I/Y5,\ /6: 2x4 HF No.2 PLATES MT2O GRIP 1 E5/1 48 (Roof TCOL Snow=25.0) 8.0 0.0 REACTIONS. (lbrsize) l=1410/Mechanical, 13=1976/G.sB (min. GH) Max Horz 1=265(LC 8) Max Uplift l-177(LC l0), 13-281(LC l l) Max Grav l=1429(LC 17), 13=1976(LC 1) FORCES. (lb) - Max. Comp./Max. Ten, - All lorces 250 (tb) or less excepl wtren shor^m. TOP CHORD 1 -2-2207 12s6, 2-3 =20001282, }4- 1 824 t 31 1, 4-26=1 3981239, *26=' 1 381 t27 1' ,27=-12E31285, 6'27--1377t257 ,6.7-16951257 ,7'28-'17731239, E-2E='1856/233, 8-9-1 631/194, $10=-381/14a0, fi'1 1--33211 128 BOT CHORD 1-19:32?t192s, 19-29--182t1537 ,29'3o='182t1537 ' 1 B-30=-1 82/1 537, 17'18=-182t1537 ' l7-31=79/1369,16.31:79/1369,15-16=-79/1369,14-15=-11411589.13'14=98/1401' 11-13-1032€45WEBS 2-19=3571194, rl-19=-93/5112, 4-17-739t258,5-17:19E11 1 18, 6'17-603/236, 815=-1i1l373, E.14:691/205, 9'14-114/550, 9-13:2s90i333, 1G13='541l139 NOTES- 1) Wind: ASCE 7-10; Vult=12omph (Ssecond gust) Vasd=gsmph; TCOL=4.8psf: BCDL=4.2psfl h=25ft; Cat. Il; ExP B; Enclosed; MWFRS (envelope) gable end zone: cantilever left and right exposed ; end vertical left and right exposed; Lumber 0OL=1 -60 plate grip oOL=1.60 2) TCLL: ASCE /-la; Pf=25.0 psl (flat root snow); Category ll; Exp B: Pa.lially Exp-; q1=1 1g 3) Unbalanced snow loads have been conEideted for this design. li This truss has besn designEd for grealer ofrnin rool live load of 2O.O psf or 1.O0 times flat loof load ot 25.0 pst on overhangs non..oncurTent with other llve loads. 5) This truss has been designed for a 10.0 psf botlom chord livo load nonconcunent with any other live loads. 6i . tnis truss has been deiigned for a live load ot zo.Opsf on the bottom chord in an aroas wiere a reclangle 3-6-0 lall by 2+0 wide willfit between the bottom chord and any olher members, with BCDL = 7.0psf' 7) Refer to girde(s) lor truss to truss conneclions. 8i provideriochanicalconnection(byotherslof lrusstobearingpletecapableof withstanding 177 lbupliftst jointl and2El lbupliftar .ioint 13. LOAD CASE(SI Standard Weight: 206 lb F\ = 8o/o StruGlurat wood sheathinE directty aPplied or 2-2'0 oc Purlins. Rlgid ceiling direc-tly applied or lGGo oc brscing, Except: 5-10-4 oc bracing: I 1-13. 'I Row at midpt 4-17, O-17 MiTek recommends lhat and required goss ba installed during truss erection, in accordance with Slabilizer OREgON Tfl Gf82 BRACING. TOP CHORD BOT CHORD VlEBS RENEWS:1231118 August 13,2018 A theTRUSSco.tnc. otv 5 Pi , 6-4-4 t2-310 , 1&3-0 ---e4i----a s.1i+------r tiiG' 5 WARNING - V.nq dcsisn pdt^hlate,s ,rd READ NOfES ON fHlS AND tNCt UDED MIrEK REFERENCE PAGE Mtl'?473 EFFokF UsE' MlTek Conoecilo.s.ndisduEl oflhe ereclion 537t9. thc Compof,enl j.lot jrru$ lA8 liruss! e I Rooi Specill l 0ty 8ruce Wecherl Cuslom Homes I Job Relseoc€ lalliorEll 28 3x4 ..\ 112414f43 J1017290 . TheJrussCo.. EuEene.oR9?402 __-l 8.220 s Mev 29 20,8 M;Ieh lndush.s. lnc. Mon Auo 13 13 38 09 20tB PaEe I lD ph3NSzlsReM60CUNdXKtrTzTd4H-9Vl R3WgPQFYBtIdBFODINOOIiFSCtcXJWOqNYzyoFTi 24-24 , 30-t-t2 , 33-4-10 37-t-2 4l+0 d?-6-0jti6- E' - ?&n 4-+.4----?Edi-o-d 6-4-4 5-1 16 ' tt t-6 SGle = l:86.,| 3fi// 5 s.oo [t 3x4 lz 27 5x5 : 6 t9 31 tg 32 7 i ^l+l si l, 3xO \\ 8 1.5x4 \\29 3x4 \ I 3.oo k_ 5x10 = 10 1.5x4 // wit 12rc 12 o It6d20 30 3x4 =36-3*8= 17 16 3x4 = 3xO = 15 3x4 = 14 4xS =3x5 3x5 = 9-4-O &11-0 &t1-0 G2.JO $'t6 *0 DEFL. Verl(LL) Vert(CT) Hoz(CT) in (loc) -0.22 18-20 -0.33 1&180.07 14 Udefl >999 >999 n/a Ud 360 240 nla SPACING. 2.GO Pfat€ Grip DOL 1,15 Lumber DOL 1 .15 Rep Stress lncr YES Cod€ lRC201siTP12014 cst. TC BC WB Matrix-MSH 0.76 0.69 0.8i1 LOADING (ps0 TCLL 25.0 (Roof Snow=25.0)TCDL 8,0BCLL O.O LUMBER. TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.zWEBS 2x4 HF/SPF StudiStd'Except'. W2,\r'l3,W4,W5,\ 16: 2x4 HF No.2 PLATES MT20 GRIP 185/1 48 BRACING. TOP CHORD BOT CHORD VVEBS Weight: 207 lb FT = 8% Struclural wood sheathinE directly applied or 2-2-0 oc purlins. Rigid ceiling diraclly applied or 1GGo oc bracing, Excepl: S1(}0 oc bracing: 12-14. 1 Row at midpt t18, 7-18 MiTek recommends that Stabilizers and rcquired cross be installed during truss ereclion, in acaordance with Stabilizer REACTIONS. (lb/size) 2=147710,'8 (min. G2-7), 14=1975/c5-8 (min. G!4) Max Hoz 2:270(LC 8) Max Uplifr 2:'196(LC 10), 14-281(LC 11) Max Grav 2=,la96(LC 17), 14=1975(LC 1) FORCES. (lb) - Max. Comp.iMax. Ten. - All forces 250 (lb)or less except when shown. TOP CHORD Z-3=2?,22r2E3, !4:1994t279, 4-5:1 61 8i308, *27 =- 1397 t239, d27 =-1379t27 1 . €-28=-12821285,7-28--137612s6,7€-1694/257, 8-29:1772239,9-29--1855t232, 9-1 0=-1 63 1/193, 1 &1 1 *381 /1 448, 1 1 -12=-3321 1 1U BOT CHORD 2-20--32411s21 ,2G.30=-1 80/1 535, 30-31 =-1 E0/1 535, 1 9-3 1:1 E0/1 53s, 1 8-1s=-1 80/1 535, 18-32:79/1368, 17-32:7911368, 1S17=-79/1368, 1s-l6=-1 14l1588, 14-15:98/1401, 12-14:103Et345WEBS $20=-353/192, s-20=-901536, *18-736t257,6-'18:'198/ l 1 '17, 7-18--610t236, 7- I 6=-43/373, 9-l s-69,11205, I 0- 1 5=-1 t 4i553, 1G 14=-2588/333, I 1-l 4-s44l1 39 NOTES. 1) Wind: ASCE 7-10; Vult-120mph ($second gust) Vssd=gsmph; TCOL=4.8psf; BCOL=4.2psf; h=25n; Cat. ll: Exp 8; Enclosed; MWFRS (envelope) gabte end zone: cantilever leff and right exposed : end venical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL: ASCET-10: Ff=25.0psf (flalroof snow); Categoryll; ExpE: PadiellyExp.; Ct=1.'10 3) Unbalanced snow loads have been considered foa this design. 4) This truss has been designed for greater of min roof live load of 20"0 psl or 1.00 times flat roof load of 25-0 psf on overhangs non-corlcunent with othar liv8 loads. 5) This lruss has been designed for a '10.0 psf botlom chord liv€ load nonconcunent with any other live loads, 6) ' This lruss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle F6-0 lall by 2-0-0 wide willfil between the botlorn chord and any other members, wilh BCDL = 7.0psf. 7) Proyide mechanical conneclion (by others) of truss to bearing plate capable of withstanding 196 lb uplifl at ioint 2 and 2E l lb uplift al joint 14. LOAD CASE{S} Standard RENEI'YS:1A3/,n8 August 13,2018 7ll 6t82 $ WAAuUe - Verity dsign parametprs ard rliAt NofES Ort THIS AND IN1LUOFD ffirEK REFERENCE PAAE NU-747X Ae(oRE Us€. Design valid for usc only with li fek connedors. This dcsigr is based only upon parafielers shryn, and is lot an individual building €mponent. Appli@bility ol dqsign paEm6nterr and proper in&.po.alion of@mponcnl is responsibility ol building designcr- rct truss designer. Bmcing shown is ,or laleral suppod ol individual web membcrs ooly. Additiooal lemporary bracing lo insurc stabalily dudng @nstruclion is thc rcspmsibilily ol the erectol Addhionalpemanentbracingoltheoverallslruclureistheresponsiblityoflhebuildingdesigncr.Forgene.alguidenercgalding fabricatiofi qualrty @ntrol, storage. delivery. srection and brac ng, consuh ANSlmll Ou.llty Cdloda, DSB-89 End BGSII Bulldltrg Conponent SaLtylnfomatlon evailsbl€fromTruEsPl.telnstitule,5S3O'Onof.ioDive,Madison,W53719. A theTRUSSco.twc. 3 iiruls I l,cg lvpe atv !r 1-6 1?24 3xO = 3x8 = 1.5x4 ll Custom Homes ReletqIce (ootionsll The Ttuss Co. Eugene OR 97402 8.220sMay292018 VrTe\lnousldes. lnc. MonAug l3 133E 102018 Page I I D:p53NozlsReM6oCUNdXKlrTzTd4H-dhbpGshl BYg?UuBNoSk6vbeinfEZcSEd2 2s4oyoF7 \ -1-GO fiIo-d '-3&fi6.{-{ -!11-6 t11-6 5x5 S*le = l:62.3 8.oo l1t 3\4', 3x6 /z 15 22 3x4 - 8x8 \ 4x6 -\ 7854 r ,4 1.5x4 \1.5x4 // I 'ot3 13 14 25 11 3x4 -3x5 3ri SPACING. 2.GO Phle Grip DOL 1.15 Lumber DOL 1.15 Rep Stress lnc{ YES Code lRC20ls/TP12014 Matrix-MSH cst. TC BC WB o.43 0.56 o.54 OEFL. Ven(LL) Verl(CT) Hoz(CT) . in iloc)422 14-15 4.30 14-t50-02 t0 l/defl Ud >999 360>851 240 nla n/a LOADING (psf) TCLL 25.0 LUiIBER. TOP CHORD BOT CHORD WEBS PLATES MT2O GRIP 185t148 8.0 0.0BCLL Snow=25.0)(Roof TCDL 2x4 OF No.2 2x4 DF No.2 2x4 HF No.z'Except' \rlE,W1: 2x4 HF/SPF Strldistd BRACING- TOP CHORD BOT CHORO WEBS Weaghl: 189 tb FT - E% Struclural wood sheathing direclty applied or $2-0 oc purlins. Rigid ceiling direstly applied or 1o-(X) oc bracing, Except: 6-0{ oc bracing: 1 2-'14. l Rowatmidpt G14,$14,7-12 MiTek recommends lhat Stabilizors and fequired cross bracing be installed during lruss erection, in accordanc€ with Stabilizer lnstallalion ouide. REACTIONS, (b/size) 2=917/GS8 (.nin. G.1-8), 12=1rts8l0-$8 (min. G24), l0=612/Mechanical Max Hoz 2=266(LC 5) Max Uplin 2--12O|LC 8), 12-185(LC 8), 10-83(LC 9) FORCES. (lb) . Max. Comp./Max. Ten. - All forces 250 (lb) or less except when sho$n. TOP CHORD 2-3:11761148, $4:969/169,4-5--7771172, F6=-348/166, c7-350/149, 7-6:366/143, E-9:545/141, S-10-75211 19 BOT C HORD 2-1 5:21 4 I 1 065, 1 *22-9a668, ?2-23*921658. 1 4-23-921668, 1 3-'l 4 :366/1 9E, 1 2-13-366/'198, lG'l t-16/573WEBS 7-1 4-1 20/965, 7-1 1 --961499, 9-l 1 -3561'188, 5-1 4-6841256, 5-l 5=-E9/563, 3-1 5=-358/1 93, 7-12--151A212 NOTES- 1)Wnd: ASCE 7-10; Vutt=l20mph ($se6ond gust) Vasd=Qsmphi TCDL=4.8psf; BCDL=4.2psf: h=25ff; Cat. ll; Exp B: Enclosed: MWFRS (envelope) gable end zone; c€ntilever 101L and right exposed ; end verlical left and right exposedi Lurnber OOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10: Pl=25,0 psf (flat roof snow); CateEory ll; Exp B; Partially Exp.; Ct=1.10 3) This lruss has been designed for greater of min roof live load of 'l 6.0 psf or 1 .00 times fiat roof load of 25.0 psf on oYerhangs non-concuffent with other live loeds- 4) This truss has been designed for a '10.0 psf bottom chord live load nonconcurenl with any other livo loads. 5) " This truss has been designed for a live load of 20.0psf on tho botlom chord in all areas where a rec'tangle $H lall by 2-O.0 wide will f,t between the boftom chord and any olher rnembers. with BCDL = 7.0psf, 5) Refer to gkde(s) tor truss lo truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate c€pable of withstanding 120 lb uplifl at ioint 2, 185 lb upm at joint 1 2 and 83 lb uplift at joinl 1 0. LOAD CASE(S) Standard I wan,,.,l,,,tC-V".ityde.iglpenmetersen(rREADl,loIEsoirrHlS ANDTNCLUOEOMTTEKREFEREN}€PAiEMll-ll73BEFoREUsr. RENE$IS: 12131t18 August 13,2018 i- A 7'1 6182 Design vElid for !* onD*ith MiTek coinedors. Thlr design li basBd only upon parameters shsn, and i$ lor an indMdusl building componcnt. ApplicEbilrty ol desEn paramenters and pDp€r in&rporation of6mpon6nl is r€spon$ibitity ot b!ildino deligner- nol |ru55 designer. BEcing shown is 16r laterrl suppoJolindividual w6b membed ooly. AlCitional tamporary bracing lo insurc stabllity dudng conslruclion i6 the ro$Ponsibillily 0l the 6r€ctor, Additi;nal perm.nent bracing ol the owrail 5lrudurB as th6 r6sponsibility ol th. building desEncr. For g€neral luid.n6 regardi6g labrication, quility aontrol, s1orage, dalivery. ereclaon and braci^g. conBull ANBIfi?ll Ourltty Crtl.rlr, DsBJg .nd BCSII Bulldlng component salely lnfom.tion av3ilable iom Trurs Plale lnst,lule, 5E3 Donofrio Drive. Madison. w 53719.theTRUSSco. rt'tc. --J" - i1 trl 5 3 ,Job llruss -Ptlrty , 8M Vucch€rl Cuslom Hws i Job Rereranc€ {ootional) I t24t47 15 J 10 I 7290 Ths Truss Co. iAr0 I Eug€nc. OR 97402 8.220s MaY2920l6MiTeklldusldes lnc. VooAus 13 13.3756?018 Page 1 lD ph3NSzlsReM6oCUNdXKtrTzTd4H- 1 ?twK4\ryFUFvJDk4h-guqLe3lo?O l KhJPXsABbDyoFTv -l-Go ?-r l-13 6+0 l3-s{ _ - ,6i-j r -. 7a-24 r-Go 2-il-13 5-0-3 5-5-8 4-$.€ 5.t14 1.5x.1 I I 3xA /. t11-6 6{-4 6x6 S€le = 1r85.7 n8.00 3r4 .\ 3xO \\ I 3x4 , 4 1.514 // 10 4\5 // 3 ?l"r{{d t 1,ri d 6x8 21 5x8'- 613lz r r '1.5x1 ll 2-5{ fl16 7xB = 1.5x4 ll tS 14 13 3xE MT18HS = 4x8 = 27 l2 3x,l = 19 4x4 =3xS 5-6-8 1-3{5#5jj SPACII'IG- 2-Go Plato Grip DOL 1.15 Lumbe, DOL 1.15 Rep St.ess lnq YES Code lRC201 s'/TPl20'l 4 cst.TC 0.46 8C 0.83wB 0.E9 MATTiX.MSH DEFL, Vert{LL) Vert(CT) Horz(CT) in (loc) -0.22 1$1C 4.36 12-26o.zo 't1 Uden >999 >503 nla ud 360 240 nla LOADING (psf) TCLL 25.O (Roof Snow=25.0) TCOL ECLL LtJMBER. TOP CHORD 8OT CHORD PLATES MT?O MT18HS GRlP 185/148 220t195 8.0 0.0 * VVEBS WEBS OTHERS REAGT'ONS.(lb/size) 11=1296lMechanical,2=14601G$8 (min. C26). l3=265/G$E (min.0-1-8) Max Hoz 2=267(LC7) hlar Uplifi 11:184(LC 9),2:178(tC 8), 13-6(LC 8) Max Grav 11=1296(LC 1), 2=1460(LC 1), t3=363(LC 16) FORGES. (lb) - Max. Comp./Max. Ton. - All torces 250 (lb) or less excepl when shown. TOP CHORO 2-3=-4836f/38, ?4-228V3A5,4-5='17281255, $6-159'1i270,6.7-17121411. 74:12091274, 8-9-1527 1324, Fl0=-1 7481321. 10-1 1-1 956/300 EOT CHORD 'tL15:7211234, l3.14--72112U, 1127-7211231, 12-27=-7211234, 11-12:16711575' 1 920:639/3308. 18-19=-301/1865, 2-20=-78914239 VVEBS 4-19=9/382,,1-18-665/198,8-12-96t442, &t8=-345/206, 1$18='221888' 1 0. 1 2:365/193, }20:267 11709, 3'1 9=1480/345, 7'18-324n131, 8-1 5=-610/260 Wetght: 207 lb FT = 8% Slruclural 'rvood sheathing direc,tly applied or 2-s14 oc purlins. Rbid ceiling directly applied or 1GGo oc bracing, Excspt: 7-1S'10 oc bracing: 19-20. l Rowatmklpt 6,16,8-15 MiTek recommends thal Stabilizers and required cross bracing be installed durinq truss orection, in accordance wilh Stabilizer 2x4 DF No.2 2x4 DF No.2'Except' B2:2x4 OF No.l&Btr 2ri{ HF No.2'Excepl' W3.W4.\ 6,W11,W2: 2x4 HF/SPF Stud/Std 2x,l HF/SPF Stud/Std BRACING. TOP CHORD BOT CHORD NOTES. 1 ) Wnd: ASCE 7.1 O; Vutt=1 2omph (Ssecond gusr) vasd=gsmph; TcDL=4.8psf; BCOL=4.zpsl; h=25ft: Cat. ll; Exp B; Enclosedi MWFRS (envelope) gable end zone; cantil€ver len and right exposed : end vertic€l left and right exposed: Lumber DOL='1.60 plate 2\ 3) grip DOL=1.60 TCLL: ASGE 7-l O; Pf=25.0 pst (flat roof snow), Category ll; Exp B; Parlially Exp.; Ct=1.10 This truss has been designed for greatsr of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concunenl with olher live loads. 4) All plates arc MT20 plates unless olherwise indiceted. 5) This truss has bo6n designad tor a 1O-0 psf bottom chord tve load nonconcunent w'ilh any other live loads. 6) , This lruss has been deaigned tor a livs load of 2o.Opsf on the bottom chord in all areas whoro a rectangb !m lall by 2&0 wide will fil between lhe bottom chord and any olher members, wilh BCOL = 7.0psf. 7) Refer to girde(s) for truss to lruss connections. 8) Provide mechanical connec-tion (by others) of truss to bearing plate caPable of withslsnding 184 lb uplift at Joht 1'l , '178 lb uplin at ioinl 2 and 6 lb upln at joint 1 3. LOAD CASE(S) Standard RENEI{S: 12J31118 August 13,2018 OREGON 7fi 6182 1fl. unvro - vary d*ign p.ftn,eters af,d RfAD NorF-s or{ rHts aND IN:LUDED ilrEK REFEREIICE zAGE Mtt-r473 BEFoRE lJsE. Design v.lid for uso onvwith MiTrk @nnectors. This design ir based only upon paramol€..shwn, and is tor an individlal Duildlno compotrent. AptlEability gld6ign p;r.msleri.nd prop€l if,coDorati6n ofoomponent i9 rcspfflibilily of building dedgnd ' notlruss dcalgner. Bracing 3hryn ii tor latemi supporioiindiviOual web mimbes only. Additional tcmporary bracanq to inturo slebility dud^g-conslruclion islhc rcapdrabifity ol ih6 erec,tor. ,lCOrttoiral pmsm.{ braciog of lhe 6v.rail rlructurc is lhe ie3ps3ibiliy ot the building dosigner. For gemaal_guidencc reoa.dng . -taO*rri*, quifily,i"trcl. storsgc, d;liwry, eredion end bracing conlut ANEUIPII Oullity Crttoda, OSB.t9 rnd BCSI! Buidltrg ComPomnl Sataty lnto;.ll;tr available tffi Tru.5 Pl.tc lnslil(nc, 583 O'Onolrio Drive, Madi$n W 537'lg. A theTRUSSco.rruc. 8 5 lJob l' J1o1 7290 iTruss I IAI IGE __-.-__._....1 E€€.. OR 97102 F#6 - lfruss fvpe - -1oE I Ir _. -.-1. . . Plv i Btuc. Weched Cuslom Hwes I I I Job Berelence (oplrooa0 ,, 6 220 ! May 23 2016 MrTck lndustnes, lnc. Mon Aug 13 13 37 58 2018 Pagc 1 lD:ph3N8zl sReM6oC UNdXKtrTzTd4H-zNtHlmXW0tgi22O3savMQ3slapGpops6?Atl16yoFTl 1&!0 Scalc = r:80.1 t6 17 '18 l1 COMMON SUPPORTFD GAB Tr* Truss Co.. ... 18-10 -.1&10 8 oo lTt' 5x5 = 366{} 15 14 13 19 5x5 /. 10 20 5x5 \ 21 22F 4 ?3 6 24 ^ST ,3 39 ga gZ 36 35 34 33 32 3.1 30 29 3x5 =3x5 = 54 53 52 5t 50 49 40 47 46 45 41 43 42 41 316 40 = t_.- SPACING. 2.SO Plate Gdp DOL 1.15 Lumber DOL 1.15 Rep Slress lncl YES Codo lRC201s/TP12014 cst. TC BC WB Matrix-SH 0.06 0.o4 0.14 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.o0 0.oo 0.01 (loc) Uden Ud 1 tlt 1201 nlr 90 28 nla n/a LOADING (ps0 TCLL 25.4 (Roof Snow=25.0) TCDL 8.0BCLL 0.0 ' LUMEER. TOP CHORD BOT CHORD OTHERS REACTIONS, (lb) PLATES MT20 GRIP 185/148 2x4 DF No.2 2x4 DF No.2 2x4 HF/SPF Stud/Sld 'Excepl' sTl 3,sT1 2,ST1 1,ST1 0,ST9,ST8,Sr1 4,Srl 5.STl 6,ST1 7,STl8: 2x4 HF No.2 All bearings 3&&0. - Max Hore 2=266(LC 5) Max Uplin All uplifl 1 00 lb or less at joint(sl 2, 42, 43, 44. 45, 46, 47, 48. 49, 50, 51, 52, 53, 54, 41, 39, 38, 37, 36. 35. 34, 33, 32, 31, 30, 29, 28 Max Grav All reaclions 250 lb or less at joint(s) 2. 42, 43, 44, 45, 46, 47, 48, 49, 50, 51, 52, 53, 54, 41, 39, 38, 37, 36, 35, 34, 33, 32, 31, 30, 29, 28 Weight 299 lb FT = E% Struduralwood shealhing directly applied or &G0 oc purlins. Roid ceifing diroc{ly applied or 1S}0 oc bracing. l Rowatmidpt 1*42,1443. t3-44. 12-45, 11-46, 1441 '17-39, t8-38, l$37 MiTek recommends that Slabilizers and requiled cross bracing be installed during truss ereclion, in accordance with Slabilizer lnstallation suade. BFAClNG- TOP CHORD BOT CHORD VlEBS FORCES. (lb) - Max, Cornp./Max. Ten. - All torces 250 (lb) or less excepl when shotvn. TOP CHORD 2-3--27Ot2os NOTES. 1) Wnd: ASCE 7-'lO; Vult=120mph (}s€cond gust) Vasd=gsmphi TCOL=4.8psf; BCDL=4.2psf; h.25ft; Cat. ll; Exp B; Enclosed: M\A/FRS (envelope) gable end zone: cantilever len and right exposed : end verlical left and right exposed; Lumber DOL='1.60 plate grip DOL= 1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to Wnd (normal to lhe face), see Slandard lndustry Gable End Details as applicable, or consult qualifiod building designer as per ANSI/TPI 1, 3) TCLL: ASCE 7-1O',P1=25.A psf (flat roof snow); Category ll; Exp B: Partially Exp.i Ct=1.10 4) This truss has been designed tor greater of min roof live load of 1 6.0 psf or 1.00 times nd roof load of 25.0 Psf on overhangs nonroncunent with other live loads. 5) All plates are 1.5x4 MT20 unless otherwise indicated. 6) Gable requires continuous botlom chord bearing. 7) Gable sluds spaced at 'l-4-0 oc. 8) This truss has been designed for a 10.0 psf boltom chord live load nonconcunent with any other live loads. 9) ' This truss has been designed for e livo load of 2o.opsf on the bottom chord in all areas where a reclangle 9G0 lall by 2-0-0 wid€ will r{t between the botlom chord and any olher members- 'l o) Provide mechanical connection (by others) of truss to bearing plate capable of wilhstanding 100 lb upliff at iointF',2, 42, 43, 44,45. 46, 47. 48, 49, 50, 51, 52. 53, s4, 41, 39, 38, 37, 36, 35, 34, 33, 32, 3',1, 30, 29, 28. LOAD CASE(S) Slandard RENEI{S: fl31118 August 13,2018 \ WArruNC - v"rity d*igh paranietes and R€AD NofES oN THls AND IN1LUOED MlfEx REFERENCE PAGE Mtl-|473 BEF}RE lJsE. Oeslgn valid lor !s onty wtth MiTek connsclors. This design is baied only upon parsmelo.s shfln. .nd ti (or .n individual building comPo&nt. Applicability ol design p;ramedeE rnd prop€r ificorporation of componcnt ii.ssPonsibility ol building d6.igno.- not trui. d€6igner. BEqing showf, is'tbrbterjtsupporioiinoividualwebmim6cronly. Addition.lt€mporarybracingloiniurssl.bilitydu.ing@stru.lionii.lh.r.sponiibillityolthc erector. Addh6;alperm.nentbradnEofth6owrailsiruclureislhcreiponsibilityoflhcbdldjn!d?signcr.Ftrg€ner.l_guktse.caerding.. fabdcation, queliry;odrol, EtocAc, d;fivcry. er*tion and br.cing, consult ANSyTPII Qurllty Ctti.dr, DSB{g.nd BCSII Bulldlrg CoFPon.nt S.raty lolormrllotr available lrom Trusr Pl€lG lnslilulc. 583 oonottio Onv6 Madison. W 53719. OREGON 7r1 6'82 A theTRUSSco.lxc. 12 9 7 I 4 P"o iJ101 ?2S0 t-.. iTtuss BIGE The Ttuss Co.. Eugenc. OR 97,102 I lruss Iype l"oruo, "rrro*r.ol__ 1064 ro.oo fi'j- I GA8 Bruqo Wochen Cuslom Hom€s ll21 i JoD ReJerenas{qpleo4}_. 8 220 s Vav29 2o18 MITGI rodustn.s. lnc Moa AuO l3 l3 38.1' 201E P.ge t lD ph3NBzlsReM60CUNdxKlrTzrd4H-5tgBI Chtysos62iZMpF LSpBxc2hOLiR0-iJl,ldsvoFTg 2l-00 22-O-O----T.Go''10+0 S€ie = l:60.4 12 't5 2x4 ll 17 't8 lE i lr I ,t; I __) 4x4 to 8 137 14 c 4 2x4 ll 3 oI an ,:1 le l3 37 36 35 34 33 32 31 30 29 28 27 26 25 4x6 vl/B = 24 23 22 21 20 SPAC|NG. 2-S0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rop Stress lncr YES Code lRC201s/TPl2o14 Matrix-R cst, TC BC WB 0.20 0.07 0.10 in 0.00 0.00 0.00 (oc) l/detl Ud18 nlr 120 18 nlr 9020 nla nla DEFL, Vert(LL) Vert(CT) Hoz(CT) LOADING (psf) TCLL 25.0 {Roof Snow=z5.0)TCOL 8.0BCLL O.O ' LUiIBER. TOP CHORD 8OT CHORD WEBS OTHERS PLATES MT2O GRIP 1 85/1 48 REACTIONS. Ail boarings 21-0"0. (lb) - Max Hoz 37=-226(LC 6) Max Uplif, All uplin 100 lb or tess at joint(s) 30, 31, 32, 33, 34, 35, 28, 26, 25, 24, 23, 22 exceil 37: 148(LC a), 20: 105(LC 5), 36:1 65(LC 8), 21 =-1 50(LC 9) Max Grav All readions 250 lb or less at join(s) 37, 20, 29, 30, 31, 32, 33, 34, 35, 36, 28, 26, 2s, 24, 23, 22, 21 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES. 1) \rVind: ASCE 7.10: Vull=12omph (gsecond gust) Vasd=gsmph; TCDL=4.8psf; BCDL=4.2psf; h=25fl; Cal. ll; Exp B; Encloscd; MWFRS (snvelope) gBble end zone; csntilever bn and right exposed : ond vsrtic€l loft and righl exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for whd loads in the plane of the truss only, For studs exposed lo wind (nomal lo the face), see Slandard lndustry Gable End D€tails as applicable, or consutt qualilied building designel as Per ANSI/TPI 1- 3) TCLL: ASCE 7-10; Pf=25.0 psf (flal roof snow); Calegory ll; Exp B; Partially Exp.; Ct-'|.1 0 4) This trus3 has been designed for grealer ol min roof live load of 1 6.0 psl or 1.00 limes flat roof load of 25.0 psf on ovefiangs non-@ncunent with othet live loads. 5) All plstes are 1.5x.1 MT20 unless otheNise indicated. 6) Gable requires conlinuous bottom chord bearing. 7) Iruss to be fulv sheathed from one face or securely braced againsl lateral movemenl (i.e. diagonal web). E) Gabl6 studs spac€d at 1 -4-0 oc. 9) This truss has been designed for a 10.0 psf bonom chord live load nonconcunenl wilh eny other live loads. 1 0) ' This trugs has been designed tor a live load of 20.0psl on the botlom ciord in all areas where a reclangle 3-m tall by 2-G0 wide willfi between the bottom chord and any olher members. 11) Providemechanicalcormeclion(byothers)oftrusslobearingplatecapableofwithstandingl00lbupliftalioin(3)30,31.32,33, 34, 35. 28, 26,25,24.23,22 ercept O=lb) 37=148, 20=105. 36='165, 21=150. LOAD CASE(S) Slandard Weight: 160 lb FT = 8% Struc{ural lvood sheathing direclly applisd or 5'G0 oc purlins, excspt end verticab. Rigid ceiling diredly spplied or *0 oc bracing. 'l Row at midpt 1&29, 9-30, 11-28 MiTek recomrnends that Stabilizers and required cross bracing be installed during truss erec{ion, in accordance with Slabilizer Inslaflalion ouide. OBEGON il16t82 2x4 OF No.2 A4 DF No.2 2rrt HF/SPF Stud/Std 2x4 HF/SPF Stud/Std 'Except' ST8,ST7,ST9: 2x4 HF No-2, SBt: 2x4 DF No.2 BR.ACING- TOP CHORO BOT CHORD V\iEBS RENEWS:1?3,l,18 August 13,2018 I maUrio - Ve.ity desigb pettn.terc eid READ NofES otl fHls AND INCLUDED M:|EK REFERENiE PAGE Mtl-7471 BEF,PE UsE. Oesign valid for uso onlywith MiTlk connedors. Thi! d€sign is bssed only upon peEmclds shown. .nd is aor En indlvidual buildlng componenl. Applicabilatyot d!6ign p;ram.nt6rs .nd prep€rincorporalion ol compotrcnl is r.sponslbiliiy ol blilding d65ign6r - nottru3s dcslgner. Braclng 3hwn istbrlatera-lsupportoiindividualwebm6m6.rsmly. Addationallcmporarybralingtoinsu.6strbilatyduring_con3tructionis.thercsponsiblllityollhe creqtor. Addili;;alper@rentbracingofth.overaild.uclur6irlhc,.rponsbifityofthehridingd.signe.Forgenclalguidencclcaaldlng fabncaiion, qritrty 6.$10l. slorage, dafivery, ereclion and bracing. consult ANSUIPI! Ourllty CrilGrh, OSB{9 and BCSII Bulding comPoneil sat tylnlomallon ,vallablstrmTru6tPlat.l^sliloto,5E3D'OnofioDrive Madi5oo.Wl53719. A theTRUSSco.tnc. 11 6 2 Job - Euqene, OR 97402 [=5- 4-ffi 10.00 li-, 1.5x4 { 3 ot-TG' Jr0,72q0 Th! Ttuss Co.. 182 _-___._l___L- I 22o s Mat 29 2o1a Mrlek l^duslnes. lrc. Von Auq 13 I 3 38 I 2 201 I Paqe'l lD ph3N8?lsReM60CUNdXKlrTzTd4Fl-Z4jahYiliAwjkClmwl&ha-0k2lSxS461ADM219lyoF7l +86 4x4 Sele= l:61.2 1.5x4 // c 3x10 ll 4x4 \\ 6 sn f 11 20 3x4 = 10 ?19 3xO - 3x4 =3x10 ll 7-La7-1-1 cst.TC 0.438C 0.40vla 0,27 Matrix-MSH DEFL, Verl(LL) vert(cT) Horz(CT) in -0.13 -0.1 7 0.04 (loc) 9-1 I s'1r 7 Ydefl >999 >999 fi!a Ud 360 240 nla SPACING. 2-GO Plste Grip DOL 'l 15 Lumber OOL 1.15 Rep Str6ss lncr YES Code lRC201s/TP12014 LOADING (psf) TCLL 25.0 (Roof Snow=25.0)TCDL 8.0BCLL 0.0 . LUMBER. TOP CHORD BOT CHORD WEBS SLIDER REACTIONS. FORCES. (tb) TOP CHORD BOT CHORD WEBS PLATES MT2O GRIP 1851148 2x4 DF No.z 2x4 DF No.2 2x4 HF/SPF Stud/Std 'Excopt' \48,W2:2x4 HF No.2 Lefl 2xG DF No.2 2+0, Riqhl 2x6 DF No.2 2-G0 (lb/size) 1=838iG5-8 (min. G,1-8). 7=906iG5.€ (min. G1-8) Max Horz 1:196(LC a) Max Upm 1:90(LC 8), 7:108(LC 9) - Max. Comp./Max. Ten. - All forces 250 (lb) or l€ss except when shown. 2-3:979/138, 14:881/21 1, 4-5=-8781210, 5-6:976/138 1-11-1471789,1 1 -20{1529. 10-20=01529, 1 GZl =01529, 9-21=Ot529, 7-9='46/690 11 1:256t211, 4-9=-1 381399, 5-9--252121 1, +1 I -!39ftO5 weight: 1 10 lb Fr = 8% Struclural wood sheathing directly €pplied or $7-10 oe purlins. Rigld ceiling direc'lly applied or 1&O0 oc bracing. MiTek recommends that Stabilizers and required cross bracing bs inslall€d during truss erection, in accordance with Stabilizer lnstellalion duide- OREGON 1t16t82 BRACING. TOP CHORD BOT CHCiRD NOTES. 1 ) Vvind: ASCE 7-1 0; Vutt= l 2ornph (3-second gusl) Vssd=gsmph: TCOL=4.6psf: BCDL=4.2psf; h=25fl; Cat. ll; ExP B; Enclosod; MWFRS (envelopo) gable end zone; caotilever leff and right exposed ; en{, verlical left and righl exposed: Lu,nber DOL=I.60 plale grip DOL=1.60 2) TCLL: ASCE 7-10: ff=25.0 psf (flat roof snow): Category ll; Exp B: Partially Exp,; Ct=l . 10 3) This truss has b6an designed for greater of min rooflive load of'18.0 psl or 1.00 limes llsl roof load ot 25.0 psfon oveaiangs non-concunen'l wilh olher live loeds. 4) This truss has been designed for a 10.0 psf botlom chord live load nonconcurrent wilh any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on tho bottom chord in all areas where a rectaflgle &6-0 tall by 2-G0 widB will tit between lho bo(om chord and any olher members, with BCDL = 7.0psf. 6) Provide mechanical conneclion (by others) of tn ss to bearing plate capable of wtthstanding 1 00 lb uplitt at joint(s) I except O=lb) 7=108. LOAD CASE(SI Slandard RENEWS: 12J31118 August 13,2018 ,[ wenril,,lo - v"rt ty d8ign paren,ete/s anr, REA0 NorEs oN rHls',AI,JD 0'rcaUDFo M, f EK REFEREN}9 PAGE Mll.!4fi nEFoRE UsE D$lgn vs[d for ust only wrth MaTek @nnedora. This derign i3 bagod only upon par.m6l.r5 shsn, and is lor an lndividual bdldlng comporeht. ApdLabilily ol dcsiqn p;Emcr{.tr ad prcpcr iocorporaton of@mpone^t is rsipmsibility ol buiHing dcaigocr- not truss desigret. BEcing lhown irlor laten'i suppciol hdividualwb m;miers only- AddilM.l l.mpdrry brtci^9 lo insuE st.bility duing qonstildlon is,the rc!poniihllrty ol th. eteclot- Addii;rl gemancni bEchg of tha orcrail sltudur' is th' r'iponsrbilily ol ths building desEner For gc^cJa-l-gurdane regardilg labdcation, quatity 6ntrol, sior.gc, d;livery. erection and bracing, consull ANSnPlt Ouality Cntarlr, DS8-ES rnd ECSll Buildlng comPonent Saletylnlom.tlon aveilabl.fomTrusEPiateIn9thd.,583DOnofrroDdv6,Madrson,Wl53719. A theTRUSSco. nqc. r l2{ t 4746 4 1A // 1 iiruss I B3GR i lrrusiffi,i-- '-- lco*n e,,a, B&ce W*h.rt Cusiom Homes Job Relerene (ootional) - jct io-t, 1 i t124r4719 i 0r7290 The Truss Co.- Eqgene. oR 97,102 8220s Mav292018Mrre\lndusln.s.lnc. UonAuO 13 l3 38 132018 Paoo l lD ph3NBzlsReM6oCU NdXKklzTd4H-1 GHyuuiwUT2ZLMVUFlpxF CEmsBtpPmJRooahkyoFTe looo lu 3x6 /2 JUS2.I t1-4 1.. -.. ..s!_ -- 4x4 - 24 ,., 10 2526 4*8 =4s = JUS24 JUS24 JUS24 S€l€ = 1:62.8 3x6 \ 5 4x4 '2 21 5xr0 ll JU521 4x4 \ 6 dd le t? 12 4xG ll JUS24 23 JUS24 27 26I 4x6 ll JUS24 JUS24JUS24 5x1o ll csl. TC BC\a Matrix-MSH 0_38 0.77 0_94 DEFL, Vert(LL) Vert(CT) Hoz(CT) in (loc) 0.10 911 4.'.t2 11-12 0.03 7 l/defl >999 >999 tia ud 360 244 nla SPACING. 2-GO Plate Grip OOL '1.15 LumberDOL 1.15 Rep Stress lncr NO Code lRC201s/TPl20t4 LOADING (psf) TCLL 25,0 BCLL LUMBER. TOP CHORD BOT CHORD VlEBS PLATES MT20 GRIP 18511.t4 Snow=Z5.O)(Roof TCDL 8.0 0_0 2x4 DF No.2 2xO of No.2 2x4 HF/SPF Stud/Std'Except' V\8: 2x4 HF No.2 Len 2x6 DF No.2 2-G0, Right 2xO oF No.2 2-q0 - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 1-2:1 81 11600, 2-3-273911209,3-4='1 689/1 1 60, 4'5-1 691 /1 159' 5€-21 49/1 61 9, €-7-13541897 1-21:937/2160,21-22-937t216A.12'22='931t2160,12'23''9X7t2160,2*24='937t2160, 11-24--937 12160,'t't-25=-1 163t1622, 1G25:1 1 6311 622, 1A'26--1 16311622. 9-26=-'1 1 6311622, 9-27=1 163/ 1622, 27 -28--1 1631 1622, 7 -24-4 1 63t 1622 T12=-127t1564, T11--14571?67 ,4- l 1=- 1359/17s4, $1 1={13rll t , 5-9-708/626 Weight: 130 lb FT = 8% Structuralwood sheathing directly applied or 37-3 oc pudins, Rigid ceiling diraclly applied or &r 1'0 oc bracing. I Rowalmidpt :+.11,+11 MiTek r6commends lhat Stabilizers and rsquir€d cross bracing be installed during truss e.ec{ion, in accordance \'/(h Stabilizer OREGON ?lt 6182 BRACING. TOP CHORD BOT CHORD VVEBS SLIDER REACTIONS. (lb/size) 1=2656/(Lt8 (min. 0-4.6), 7='174710-'8 {min. G}7) Max Hoz 1-196(LC a) Max Upliff 1:962(LC 8),7=-132a(LC 9) Max Grav 1=2656(LC 1),7=2069(LC 34) FORCES. {lb) TOP CHORD BOT CHORD WEBS NOTES. I) Wnd: ASCE 7-1 O: Vult=l zomph (3-second gust) Vasd=gsmph; TCDL=4.8psf; BCDL=4.2psf; h=2sfti G6t. lli Exp B; Enclosed: MWFRS (envelope) geble end zone; cantilever lell and right exposed : ond verti€l lett and right exPosed; Lumber OOL=1.60 Plate Erip DOL=1.50 2) iiLL: ASCE 7-10: Pf=25.0 psf (flat rool sno,.v); Category lll Exp B: Parlially Exp.; Ct=1.10 3i This truss tras been designed lor greater of min roof live load of 1 6.0 psf or 1.00 limes flat rool load of 25.0 psf on overhangs non-concurent with other live loads. 4) This truss has been designed for a 1O.O psf bottom chord live load nooconcunent wilh any other live loads. Si . tnis truss has bo6n de;ignEd for a live load of 20.Opsf on lhe bottom chord in all areas where a rectangle 3-M lall by 2'0-0 wide will fit between the bottom chord and 8ny other members. 6) Provide mechanical conneclion (by otheis) ot lruss to bearing plate c€pable of withslanding 100 lb uplift al joint(s) except 111=161 1-962,7=1324. 7) Use USp JUS24 (Wff tOd nails into Girder & 1od nail3 into Truss) or equivalent spaced at 2-G0 oc max. starling at 1-6'12 from the leftendtol&tt-4toconnecttruss(e3)A9(1 ply2x4DF),A10 (1 llyZx4 DF),49(1 ply2x4DF)tofrontfaceof bot(omchord. 8) Fill atl nail holes wtrere hangsr is in contact wilh lumber. 9) ln the LOAD CASE(S) section, loads applied to the face ot the truss are noted as Iront (F) or back {B). LOAD CASE(S) Standard RENEWS: 1AYl18 August 13,2018 A theTRUSSco.tuc. Conlinued on pag6 2 4 d 2 7a WARNr^,G - Vedly design pzraneters .nd READ NO'E5 ON THIS AND INCLUDED MIIEK REFERENCE PAGE MII.1'41 3 BEFOR€ I,,SE Th,s insu16 and lnsti(u,te, lh6 lsb -^Type ) r01 7290 ,Comon Girde( Th.-Tru55 Co.. Eug€nc. oR 9?,+02 LOqO CASE(S) Standard 1) Oead + Snow(balancad): Lumbe] lncrease=1.15, Plate lnsease=1.15 6nifom Loads (pf) -. Vert 1-4=66, +8=-66,13-17=-14 eoncenirated Loads (lb) Verl: l2=-598(F) 9=67(F) 21*ss8(F) 22:59E(F) 23=-598(F) 2,1=67(F) 25=67(F) 26=67(F) 27=67|F) 28=-598(F) INCLI)DEO A'ITFKftEFERENCE PACE MII.747? BIFORE I'S€. ParamclalS ghwn. and is lor 8n hdividual building I Truss I B3GR I iTruss A Madison. design.r.not lrus9 reg.rding ECSIl Butldlng comPorcnt theTRUSSco.tNc. 'pri -- Wech€fl Custom Homes WARMNG -Veily dsign Pa/ailelerc endREAO etcffia 1r24r1719 S.lcty 3lrucitors LOAoING 1psr1TCLL 25.0 (Roof Snow=25.0)TCDL E.OBCLL O.O LUMBER. TOP CHORD BOT CHORD \A/EBS OTHERS .t- Eug!nr. OR 97402 Truss TvoeI '', Commqn Suppo.led Gable 1o.oo llt iruis CIGE otv Plv Bruc6 Wached Cuslod Hooes I Job Reference (oolionsl) 7-tro T I ';',,:l 8 220 !M.v292018MrTrklndusldes.lnc MonAug13 1338:1420!8 Page 1 lD:ph3NSzlsReMsocUNdXKrizTd4H-VSrK6EkYFnAQzVSSl xp24RpTaG|TY3hSggXSDAyoFTd t-- 1.O.0 1-G0 Scale = l:40.0 4x4 D 5 10 l1 12 2 J q 2x4 DF No.2 2x4 OF No.z 2x4 HF/SPF Stud/Std 2x4 HF/SPF Stud/Std 23 22 21 18 17 't6 't5 r3 ls 21 11 PLATES MT2O GRIP 1 85/1 48 BOT CHORO REACTIONS. All bearings lil-Go. (lb) - Max Horz 2a=-165(LC 6) MaxUPlitt All udinlOOhorlessat,ioint(s)24,14,20,21,22,18,17. 16except23=-106(LC8) 15=101(Lc s) Max Grav A[ reaclbns 250 lb or less atjoint(s\24,14,19,20,21,2?,23, 18, 17, 16, 15 FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less excepl when shown. NOTES. Weighr: 89lb f-t = 8o/o Strucluralwood shealhing direclly applied or &S'0 oc purlins, excepl end verlicals. Rigid ceiling dkeclly applied or &&0 oc bracing. MiTek recommends that Stabillzers and reguired cross bracing be installed during truss erection, in accordence wilh Stabilizer OREOON 7'1 6182 BRACING. TOP CHORD 1) Wnd: ASCE 7.10:Vutt=120mph (Ssecond gu!t) Vasd=gsmph;TCDL=4.8psf; BCOL=4.zpsf; h=25ft; Cat. ll: Exp B; Enctosed; . MVVFRS (envelope) geble eni zone; cantuaver lefr and righl exposed : end ve(ical lefr and right expo3ed: Lumber DOL=1 -60 Plate grip DOL=1.60 Z) iruss OoslgneO for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard lndustry Gable End Details ss applicable, or consull gualili€d building dssigner as per ANSlffPl l. 3) TCLL: ASCE 7-10: Pf=25.0 pst (flat rool snow); Calegory lli Exp B; Partislty Exp.i Ct=1.10 4) This truss has been designed lor grealerof min root live load of 16,0 psfor 1.00 times Ral root load of 25.0 psf on overhangs non{oncunent with other live loads. 5) Allplates are 1.5x4 MT20 unless otheMise indicated. 6) Gable requires continuous bottom chord bearing. 7) Truss to b€ fully sheathed trom one faco or securely braced against lateral movem€nt (i.e. diagonal web). 8) Gable studs spaced at 'l+0 oc. 9) This truss has b€en designed for a 1O.O psf botlom dlord livs load nonconcurent with any other live loads. tb) ' nris truss has been d;signed for a live load o, 2o.Opsf on lhe bottom chord in all areas where a rectangle 3'&{ tall by 2'G0 wide will ft between the bottom chord and any othor members. 11) Providemecfianical conneclion(byolhers)of trusslobearingplalec€pableof withstanding 100 lbupliftalioint(s\21, 14.20,21, 22, 18, 17, 1 6 except (it=lb) 23=1 06, 1 5=1 01. LOAD CASE(S) StanOard RENEIYS: 12J31118 August 13,2018 csl.TC O.12 BC 0.05wB 0.13 Marix-R in (loc) 0.00 12{,00 1?0.00 14 fdon Ud.lt 12on/r 90nla nla DEFL. Vert(LL) verl{cT) Hoz(CT) SPAC|NG- 2-G0 Plate Grip ooL '1.'15 Lumber DOL 1.1 5 Rep Stress lncr YES Coda lRC2015/TP12014 A theTRUSSco.wc. lJob I iJ 101 7290 lhe Trus3 Co.. -...-.1 I I 4 WARNING. V?rify dl<;qn prramelers and REAO NOfES ON fBlS ANO TNCLUDED MIIEX REFERENCE PAGE till'74h AFFonF Use' eaacl0r. bas€d lob 13r7290 itruls '- I 1.G0 4x4 // 3x10 ll lirru$ Tyee iCommoo 10.00 i12 Ttv Tt-TB.."tll"cttdtc*lomHws ,,ro'roru, Iiz ,r I I - -- - iJob Relglg0ge (qptioI!q--_ .---J E.22OsMav2920tSMrT.klrdu.lries.lnc MonAug l3 13.38 15201E Ptg€ 1 lD:ph3NSzlsReM6oCUNdXKtrTzTdlFl-zfoilalA05lHbf1LbeKHc1l-YEgzHl-VScvKHhmdvoFTc lc2 rnk-r-*ii---Eugene OR 97102 7-tr0 Sele = 1 43.61x4 4 J -1 4x4 \\ 3xio ll Ic l: 11 7 r.5x4 ll 7lln Ttti in 0.08 -0.09 0.04 (loc) 7-10 7-10 6 l/defl >999 >999 n/a Ud 360 240 nla SPACING. 2.GO Plale Grip DOL 1.15 Lumber DOL 1.15 Rep Slress lncr YES Code lRC201s/TP12014 csl. TC BC WB Matrix-MSH 0.45 0.39 0.'18 LOADING (psf) TCLL 25.0 (Roof Snow'25.0) TCDL 8.0 BCLL O.O LUMBER. TOP CHORD BOT CHORD IVEBS SLIDER PLATES MT20 GRIP 1 85/t 48 REACTIONS. (lb/size) 6=558iG5-8 (min. G1-8), 2=628/G5-8 {min 0-1-8) Max Horz 2=135(LC 5) Max upllt 6:58(Lc 9), 2:17(Lc 8) Max Grav 6=578(LC r7),2-640(LC 16) FORCES, (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3-27 5t239, T4-6221122. *5='52611 21,S6:269/1 88 BOT CHORo 2-16--21t4?7 .7-16--21t427 ,7 -17-211427 ,617='21t427 WEBS *7=Ot319 Weighl: 62 lb FT = 8% Slruclural wood shealhing diredly applied or SGo oc purlins, Rigid ceiling directly applied or 1Goo oc bracing. MiTek recommends that Stabilizers 8nd required cross bracing be installed durinq truss erec(ion, in accordance with Stabilizer OREGON 7116'82 2x4 DF No.2 2x4 DF No.2 2x4 HFISPF Stud/Std Lei 2x6 DF No.z 2-G0, Right 2x6 oF No.2 2-&0 ERACING. TOP CHORD BOI CHORD NOTES- 1) Wnd: ASCE 7-tO; Vutt=12omph (3-second gust) Vasd=gsmphi TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cst. ll; Exp B; Enclosed; MWFRS (envelope) gable eni zofle; cantitevsr bn and right exposed : end verlical lett 8nd ilght exposed; Lumber OOL=I.60 plate grip DOL=1.60 2) TCLL: ASCE 7-lo; Pf=25.0 psf (flat roof snowx Category ll: Exp B: Partially Exp-; Ct:1 1o 3) This truss has been dssignod tor greater ol min roof live load of 16.0 psf or 1.00 times llat roof load of 25.0 psf on oveftangs non-conc.urent with other live loads. 4) This truss has been desiEned for a 10.0 psf bottom chord live load nonconcunent with any other f,ve loads. si . Ttris truss has been deiigned for a livo load of 2o.Opsf on the bottom chord in all areas where a rectanglo $m tall by 2-G0 wide will ft between lhe bottom chord and any other members, with BCDL = 7.0psr. 6) Provide mechanical connedion (by otheis) of tfuss to bearing Plate capable of rflithstanding 100 lb uPlifl at ioint(s) 6, 2. LOAD CASE(S) Standard RENEWS:1231118 August 13,2018 A theTRUSSco. tttc. E 2 3 6 16 OEFL. Vert(LL) Vert(CT) Hotz(CT) ENd T<EAD NOiES C'tI fH'S AT'D ?NCLUOSD OflTEK REFERENCE PACE ld/,.l173 BEFORE I'SETVAR'V'NG GonPontnl Showndotignd- nol lruss iJob- 1,,,,,,n0 'Truss I C3GR iTruss Type I lCommon cirdcr I iotv 10{L , 14-O-O J -3+-1 ' tt-tz ,-1+0, 3-7-12ri_Gor -' ni-i"- -- i-Q9_. 3-44 rclo ll ,4 z, The Ttusr Co.. Eugene OR 97,102 S*le = 1 45.5 20 ,,,2, 1x4 ll 22 10 23 HUS26 3x6 ll HU326 5 3x4 \ 6A AxA //4x4 \ 7 3 $ Io li 24 qxt2 ll HUS26 3)6 ll HUs26 7x8 = hUS26 HUS25 4xi2 il cst.Tc 0.49BC 0.79 \ JB 0.57 Malrix-MSH in (loc) -0.06 1G.11 -0.10 tG11 0.03 I l/den >999 >999 ^la Ud 360 240 nla DEFL. Vert(LL) Vert(CT) Hoz(CT) SPACING. 2.GO Phte Grip DOL 1.ls Lumber DOL t.'15 Rep Stress Incr NO Code lRC201s/TP12014 LoAolNG (psf) TCLL 25.0 (Roof Snovr=25.0)TCOL 8.0 BCLL O.O LUMBER. TOP CHORD BOT CHORO WEBS PLATES MT2O GRIP 165/148 2x4 DF No.2 2xG DF Na.2 2x4 HF/SPF Stud/Std'Except' W3: 2x4 HF No.2 Lefi 2xE DF No.2 2-S,0, Right 2xO OF No.2 2-G0 BRACING. TOP CHORO BOT CHORD weight: lE1 lb FT = 8% Structuralwood shealhing directly applied or t(t-10 oc Purlins. Rigid ceiling direc{y applied or 1GG0 oc bracing. OBEOON ]lt 6'82 SLIDER REACTIOHS. {lb/size) 8=4925/G5-8 (mh.G,4-t),2=4E68/0.i8 (min.}+0) MaxHotz 2=135(LC 21) Max Upfin E-626(LC 9), 2=-628(LC E) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less sxcept when shown. TOP CHORD 2-3:31 62397, 3'!.:54291117, +5=-10601590, 5-6=4062590, s7-5460/720, 7-8-331 1/413 BOT CHORD 2-20:556/4036, I 1 -20:556/11036, 1 1-21 ='556/4036. 21'22--556t4036, 1 G22=-556/4036' 1G23-503/4068, $23-503i4068, $24=-s03/406E, 6'24='503/4068 WEBS $,10={5814812, &10-1402/286, 6'9-24111887 , 4'1o-1355t278, 4'1 'l:2351'1847 NOTES. t ) 2-ply truss to be connected logether with 10d (0.131"x3") nsils as follows: Top chords connecled as follows: 2x4 - 1 row at G90 oc. Bottom chords connec'ted as follows: 2x6 - 2 rows staggorad at G&0 oc. webs connected a3 follows: 2x4 - 1 row al G$'0 oc' 2) All loads are considored €qually applied to atl plies, except il noted as fronl (F) or back (B) tace in the LOAO CASE(S) sedion. Plv to ply eonnsctions have been provided to distribute only loads noted as (F) or (B), unless otherwise indieled. 3) Wind: ASCE 7-10; Vutt=12omph ($second gust) Vasd=gsmph; TCDL=4.8psf: BCDL=4.2psf: h.25ft; Cat. ll; Exp B; Enclosed; MVIFRS (envelope) gable end zone: canlilever left aod right exposed ; end vertic€l teft and right oxposed; Lumber DOL=1.60 plate grip DoL=1.60 4) TCLL: ASCE 7-1Oi Pf=25.0 psf(flal roofsnow)i Category ll: ExP B; Parlially Exp.; Cl=1.10 5) This truss has been designed fol greater of min roof live load of 1 6.0 psf or 1.00 times flat roof load ol 25.0 psf on overhangs non'concurent with olher live load3. 6) This truss has been designed for a lO.0 psf botlom chord live load nonconcurent with any other live loads. 7i . tnis truss has been deiigned for a live load of 2o.Opsf on the bottom chord in all areas where a rectangle 3'ffi tall by 2-G0 wide will frt betwssn the bottom chord and any other members. 8) Provide mechanical conneclion (by others) of truss to bearing plat€ capable ol withstandang 1 00 lb uplift at joint(s) excepl (i=lb) E=626.2=628. 9) Use USp HUS2O (Wth 16d nails into Girder & 16d naits into Truss) or equivalent spaced at 2+0 oc max. starting at 2'G12 Irom the left end to 12-v1?lo connec't truss(es) A2 (1 lly 2x4 DF), A3 (1 pty 2x4 DF) ro kont tace of bottom chord. 10) Fill all nail holes wtlere hanger is in contacl with lumber. LOAO cASE(Sl Standard Continued on ba'ge 2 RENEWS: 1213fl1e August'13,2018 L A theTRUSSco.tttc iptv I i 2 :i I p6rmananl WARNING .O'.J TH'S AIT, 'flCT UD ED I.IIIER REFERENCE PAGE M11.7171 AEFORE USE, valid for us€ Madisoo. W 53719. and JoE - Jr017290 C3GR ThrTrussCo.. Eugenc OR97,t02 LOAi CASE{SI Slandard 1) Dead + Snow {balanced): Lumber lncrease=1. ! 5, Plale lnsease=l .1 5 lniform Loads (pl0 vert: 1-5:66. gLE=-66, 12-16=-14 Cohc€nt.ated Loads (lb) Vert: 9:'1432(F) 20=-1445(F) 21=-ft32(F) ??=-1432(Fl 23--1a32(F) 24*1432(Fl E220 ! M€v292018M,Teklndust.iei lnc. MonAuq l3 13.38:t62018 Paoe2 lD.ph3NBzlsReM6oC UNdXKtrTzTdrlH-Rry4XllonOOSCpcXgMrVWsujG3DM0sKlT-0Fl3yoF7b ,' A lylnl,^to-Verityd$lgnp.ranete/saadnFADNorESorrarsAr\/orN()lrDFDl4lrfKI1FFERETVCFPAGEutil-7,17)BFFonFUsE - Oerign valid tor uro onty $lh MaTek connectoB. Thi3 design a! based only upon paramelcrS 3hwn. and is tor an individual building cmponer{. Applrcability o? design pa.amcnte6 and p.opcr incorpolatlo ol component is responsibility ot building dcsigncr - not lruss dcsignat Eraclng strcln is lbr tatarai ruppon oiindisdual web m;md€6 onty. Addilional tenporary bracino to insure stability d!ring conslruc1ion is th. rcspoasibillily ol lhe ercdor. Addili;;al permanonl btachg ol the ovarail struclutc ls $e respon!tbility ot lhe building desiJocr. For geneElluidancc regardif,g tabric.tion, quelity aontrcl. slorage. d;[very, ercction and bracing, consull ANSlrTPll Qurlity Cntcrta, OEB{9 .nd BCSI1 Bulldlno Comporsnt Sattylnlom.tlon avarl.bl.116mTtussPlalelnstnde,S33DOnofrioOrive,Mrdison.W53Tl9. A theTRUSSco.tNc. lrruss rvpe --- lcomn ciroer ,l Homes 'TlN - -- --:Truss Type GASLE 8.oo llt 3xo rl -FF- I i'''8tuce Weche,l Custom Hom?s Job Referene (oplia4a0 3x6 ll 3x4 \ 10 1.5x4 ll 644 I 124 t4753 Sele = l:30.3 i,l i _! o1 7290 DIGE The Truss Co . Eugene. OR 97402 1-04 E.220 sMay2920l8MrTe(lndu3loes lnc MonAuq 13 13 38.172016 Pac 1 lO.ph3NBzlsReM6oCUNdXKtrTzTdiFIwlWSkFmOYiY?qzAi,3Mlh4RziTghlPYvMdmoq\ryoF?a _,,,, ."F--- .------.- 12-80 ----*--4++- &o{ r-046-G0 3x6 ll 5x8 6 3 N + 3x4 /z x I 13 ,lx54x5 14 1.5x4 ll t.5x4 ll 12 1.5x4 ll 1l 't.Sx4 ll in {.02 -0.04 0.01 (loc) 14 14 E Udefl >999 >999 nla Ud 360 240 nla DEFL. Verl(LL) Vert(CT) Hoz(CT) SPACING. z-GO Plste GripDOL 1.15 Lumber DOL 1.15 Rop Slress lncr YES Code lRC2015/TP12014 csl. TC BC WB Matrix-RH 0.13 0.33 0.1E LoADING (psf) TCLL 25.O (Roof Snow=25.0)TCOL E.O BCLL O,O LUitBER. TOP CHORD BOT CHORD VVEBS OTHERS 2x4 DF No.z 2x4 DF No.2 2x4 HFTSPF Stud/Std 2x4 HF/SPF Stud/Std PLATES MT2O GRIP 185/'148 RENEWS: 12131118 August 13,2018 BRAGING. TOP CHORD BOT CHORO Weight: 72 lb FT = 8% Slruduralwood shealhing direclly applied or GGo oc purlins. Rigid coiling direclly applied or l&G0 oc bracing. MiTek recomrnends that Slabilizers and raqui.ed cross bracing be installed during truss ereclion. in accordance with Stabilizer OREGON 7'1 6'82 REAcTloNs. (lb/size) 2=il11o-?-.8 (min. Gl-8), B=544/G3-8 (min. G1-8) Max Horz 2=94(LC 7) Max upm 2*80(LC 8),8-80(tC e) FORCES. (b) - Max. Comp./Max. Ten. - All ,orces 250 {lb) or less sxcept when shown. TOP CHORo 2-3:555157,34435177,+5=-4531106,54=-455/104,6.7436n7,7-8=-557156 BOT CHORO 2-lzl:101383. 1+14=-10/3E3, 12-13=-101382,11-12:10/384, 1Gl1:10i385, 8-10=-1 0/385 WEBS ?1?4?1308 NOTES. 1)Wnd: ASCE 7-10; Vult=l20mph ($second gust) Vasd=95mph: TCOL=4.Epsl: BCoL=4.2psf; h=25fl; Cal" ll: Exp B; Enclosed; MWFRS (envelope) gablo end zone; centilever letl and right exposed ; end verlicsl left and righl exposed; Lumber DOL=I.60 plato grip DOL=1.60 2) Truss designed for vrind loads in th6 plane of lhe truss only. For sluds exposed to wind (no.mal to the facc), seo Standard lndustry Gable End Details as applicablo, or consuit qualifisd building dosignsr as por ANSI/TPI 1. 3) TCLL: ASCE 7-1o',Pt-25.O psl (fla1 roo, snow); Calegory ll: Exp Bi Partially Exp.; Ct=1.10 4) This truss has been desiEned tor greater ol min roof live load of 1 6.0 psf or 't.00 limes flat roof load of 25.0 Psf on overhangs non-concunenl with other live loads. 5) Gable studs spaced al 'l-4-0 oc. 6) This truss has been designed lor a 10.0 psf botfom chord live load nonconcunent wilh any othor live loads. 7) ' This lruss has been designed lor a live load of zo.Opst on the botlom chord in all areas wher€ a roclangle 3-M tall by 2-G0 wide will n between the bonom chord and any olher members. 8) Provide mechanical conneclion (by others) of truss to bearing plate capable of withstanding 100 lb uplift at ioint(s) 2, 8. LOAD CASE(SI Standard I wenrutVe . vcr;ry da.igh panneters and R1AA NofEs o,H TX|S ANO ,^/ctUDE D MlrEx REFERENCE PAGE llll.?48 aeFARE usF. Ocslg^ valad aor ule onD *ilh MiTcl co.f,eclors. ThB design is ba5.d only upon paranetcri shwn, sFd is lor an individusl building componcnl. Appil;abilily ot design piramcnterr and proper in@rpo.afi;n of @mponenl ii tesponsibility oi buildinq de5igoEr - not tds6 deEigncr. BEcing 3hwn istbrUterorisupport'otfindividuatwebmim6crsonv. Addilhn.llemporarybracingloinsurollabilitydudngconslrudionislhor.tpmribilityofthc erector. Addil;;alprmanlntb,aciogoflheoverailstruclureisthcr.sponsibilityolthcburuilg-desigFor.Forgonoraliu'danccr6gardilg - -fabftation, quality mnlrc|, storagc, d;fivc.y. crcction and brac'ng. consult ANSITPiI Qu.ltty Cdl!ti., DSB.C9 lnd SCSll Bulldlng Comgonent Srtctyl^lornr$an ev.ilablclrmTru6sPl.telNlitule,5S3DonofiioDivq.M.dison'W53719. A theTRUSSco.rNc. 5 4 7 i?b r 1-0 r 7290 IhlTruss Co- LOAOING 1psf1rcLL 25.0 (Roof Snow=25.0)TCDL E,O BCLL O,O LUMBER. TOP CHORO BOT CHORO WEBS Eugen.. oR 97a02 .1.G0 I YPe .0-G0__.._ Ptv Bruce W€cied Cullom Homes i .--..-.JohAdeEn!e-1sp[ara0 8220 3 M.v2920l8 MrTeklndustries. l4c MonAuo l3 l3 36'82016 Page I lD pt 3NSzlsReM60CUNdxklrTzTi,4H-OE4nbn2J0osSTtvcnt-FHz5wlorUsa2blfvL MWoFTZ otv 14754174 1-0-0 6-G0 a.oo llt 2x4 DF No.2 2x4 0F No,2 2x4 HF/SPF Stud/Std - Max. Comp./Max, Ton. - All forces 250 (lb) or hss excepl when shown 2-3-588/88, H:588/88 2-6-131407 .6--131407 5 4x1 Sele = ,li29.1 : il Tol I I I I I IJ 1 E 6 1.5x4 ll 3x43x4 PLATES MTzO GRIP 185/148 BRACING- TOP CHORD BOT CHORD Weight: 4,4 lb FT = 8% Slruclural wood shealhing direclly applied or SGo oc purlins. Rigid ceiling direc{ly Bpplied or 1G0-0 oc bracinE. MiTsk recommends thal Stabilizers €nd required cross brscing be installed during truss erection, in accordance with Stabilizer OREGON 7lt 6,82 REACTIONS. (lb/size) 2=5461G!8 (mh.G1-8),4=$45/tr&8 (min.0'1'8) Max Horz 2:98(LC 6) Max Uplin 2:78(LC 8), a:78(LC 9) FORCES. (rb) TOP CHORD BOT CHORO NOTES. t) Wnd: ASCE 7-10; Vult='l20mph ($second gust) Vasd=gsmph; TCDL=4.8psf; BCDL=4.2P9f: h=25ft: Cat. ll; Exp B: Enclosed; MWFRS (envelope) gable end zone; cantilever lefl and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip OOL=1.60 2) iCLL: ASCE 7-10: Pf=25.0 pst (tlat roof snow): Categorv ll; Exp B; Partially ExP ; Ct=1 .1 0 3i This truss has been designed foi greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 Psf on overtlangs non-concunent with other live loads. 4) This lruss has been designod for a 10.0 psf bottom chord live load nonconcunent with any other live loads. S) . This truss has been designod for a live load of 2o.Opsf on the botlom chord in all araas where a roclangle $6'0 tall by 2-GO wide wil fd between the botlom chord and any other members. 6) provide mechanical connection (by others) of truss to bearing plats capable of wnhstanding 100 lb uplift at joint(s) 2' 4. LOAD CASE(S) Slandard RENEItS: 17131118 August 13,2018 A DEFL. Ven(LL) Vert(CT) Horz(CT) in 0.04 -0.06 0.o0 0oc) Ydefl Ud G9 >999 360 6-12 >999 2404 nla nla SPACING- 2-GO Plale Grip DOL 1,15 Lumber DOL 1.15 Rep Stress lncr YES Code lRC2015/TP12014 cst. TC BC WB Matrix-MSH 0.36 0.34 0.1 3 theTRUSSco. tttc. lTruss I lo2 l 2 3 4 1f,, wnelrvc consult d6signer. Symbols Numbering System A General Safety Notes Failure to Follow Could Cause Property Damage or Personal lnjury PLATE LOCATION AND ORIENTATION 1 .-._ t-..__ 0-a 6 Center plate on.ioint unless x, y ofEets are indicated. Dimensions are in tt-in-sixteenths. Appty plates to both sides of truss and fully embed teeth. I &.4-8 t dimensions shofln in ft-in-sixteenths (Drawings notto scale) TOP 8 BOTTOM CHORDS 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTEREO CLOCKwlSE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFTED BY END JOINT NUMBERS'LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1 31 1, ESR-1352, ER-s243, 96048, 9730, 95-43, 96-31, 9667A NER487, NER-561 951 1 0, 84-32, 96-67, ER-3907, 9432A O 2006 MiTek@ All Rights Reserved 1. Addilional stabitity bracing fortruss syst€m, e 9 diagonal orX-bracing, is always required. See BCSI1. 2. Truss bracing must be designed by an engin€er. For wide truss spacing. individual laleral braces themselves may require bracing, or aftemalive T, I, or Eliminalot bracing should be considered. 3. Neverexceedlhe slack materials on design loading shown and never inadequately braced lrusses. 4. Prcvide copies of this lruss design to the building designer, ereclion supervisor, prop€rty owner and all olher interested Parlies. 5. Cut membars to bear tighlly against each other. 6. Plac€ plates on each faca of 1rus3 at each ioint and embed fully. KnoE and wane at iolnt iocations are regulated by ANSI/TPl 1. 7. Oesign assumes trusses will be suitably prot€cled trom the environment in accrrd wilh ANSI/TPI 1. 8. Untess othelwise noled, moisture contenl of lumber shall not exeed 1 9% at time of labrication. 9. Unless expressly noted, this desagn is not apPlicable for use with fire retardanl, preservstive tteated, or green lumber. 10. Camber is a non-struclural consideraion and is the responsibility of truss fab.i:ator. General praclice is to camber for dead load detlection. 1 1. Plate type, size, orientation and location dimensions indiBted are mlnimum plating requiremenls. 1 2- Lumber used shaU b€ of the species and size' and in all respects. equal lo or better than thal speciried. 13, Top chords must be sheathed or purlins provided at spacing IndiEtBd on design. 14. Bottom chords require lateral bracing at 1 0 ft. spacing. or less. ,t no ceiling is installed. unless otherwise noled 1 5, Conneclions nol shorrn are tie resPonsibilily of olhers. 16. Oo not cut or atter lruss member or plale without Prior approval of an engineer. '17. lnslall and load vertically unless indicated oiherwise, 1E. Use ot oreen or treated lumber may pose unaccjPtable environitontal, health or performance risks. ConsuI wah project engineer before use. 19. Revisr/ all portions ot this dcsign (front. back, words and pictures) before use. Reviewing Pictures alone is not sullicient. 20. Oesign assum€s manufac,ture in accordane wilh ANSI/TPI 1 Quality Criteria. a2 4 For 4 x 2 orientation, locate Plates 0- ',,6" from outside edge of truss. This symbol indicates the required direction of slots in connector plates- 'Plate location details available in MiTek 20/20 soltware or upon request PLATE SIZE 4x4 The first dimension is the plate width measured perpendicular lo slots. Second dimension is the length parallel to slots. I] LATERAL BRACING LOCATION lndicated by symbol shown and/or by text in the bracing section ofthe output. Use T, I or Eliminator bracing if indicated. lndicates location where bearings (supports) occur. lcons vary but reaction section indicates joint number where bearings occur. lndustry Standards: ANSI/TPl1: National Design Specification for Metal Plate Connected Wood Truss Construction.DSB-89: Design Standard for Bracing,BCSIl: BuildingComponentSafetylnformation, Guide to Good Praclice for Handling, lnstalling & Bracing of Metal Plate Ccnnecled Wood Trusses. otr Io o-oF o E.oIo o-oF r BEARING I WEBS theTRUSSco. INC. t,r