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Home My WebLink AboutPermit Building 2019-12-02SPruNGTIELD Web Address: www.springfield-or. gov Building Permit Residential I & 2 Fam Dwelling (New Only) Permit Number: 81 1-19-002491-DWL IVR Number: 811085877854 City of Springfield Development and Public works 225 Fifth Street Springfield, OR97477 541-726-3753 Email Address : permitcenter@springfield-or. gov {& ORTGON Permit Issued: December 02,2OL9 Category of Construction: Single Family Dwelling Calculated Job Value: $26t,263.20 Descraption of Work: New SFD Lot 44 Type of Work: New Worksite Address 1016 LUPINE ST Springfield, OR 97477 Parcel 1703342108100 Owner: Address: DADY LLC 1953 GARDEN AVE EUGENE, OR 97403 Business Name ANSLOW & DEGENEAULT INC - Primary MARSHALLS INC C&RPLUMBINGLLC CITY WIDE ELECTRIC INC License ccB ccB ccB ccB License Number 49t69 25790 167015 202008 Phone 54t-444-OO70 54L-747-7445 54L-206-76Lt 54L-22t-2665 Permits expire lf work is not started wlthln 180 Days of issuance or if work is suspended for 180 Days or longer dependang on the lssuang agency's policy. All provisions of laws and ordinances governing this type of work will be complied with whether specified herein or not. Granting of a permit does not presume to give authority to violate or cancel the provisions of any oth€r state or local law regulating construction or the performance of construction. ATTENTION: Oregon law requires you to follow rules adopted by the Oregon Utiliw 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 (503) 232-t947, All persons or entities performing work under this permit are required to be licensed unless exempted by ORS 701'O1O (Structural/Mechanical), ORS 479.540 (Electrical), and ORS 593.010-O20 (Plumbing)' printed onr 1212/19 page 1 of 4 c:\myReports/reports//production/01 STANDARD Lr.',C TYPE OF WORK JOB SITE INFORMATION LICE NSED PROFESSIONAL INFORMATION PENDING INSPECTIONS Permit Number: 81 1-19-002491-DWL Inspection 2999 Final Mechanical 3999 Final Plumbing 4999 Final Electrical 1060 Driveway Approach 1065 Sidewalk 1530 Exterior Shearwall 2300 Rough Mechanical 3170 Underfloor Plumbing 4500 Rough Electrical tO2O Zoning/Setbacks 1090 Street Trees 1110 Footing 1120 Foundation 1160 UFER Ground 1220 Underfloor Framing/Post and Beam 1410 Underfloor Insulation 1430 Insulation Wall 1440 Insulation Ceiling 1520 Interior Shearwall 1999 Final Building 2250 Gas Piping/Pressure Test 3200 Sanitary Sewer 3300 Water Service 3400 Storm Sewer 3500 Rough Plumbing 3620 Backflow Device 3650 Shower Pan 4000 Temporary Power Service 4220 Electrical Service 1260 Framing Inspection Group 1_2 Famdwell 1_2 Famdwell 1_2 Famdwell 1_2 Famdwell 1_2 Famdwell 1_2 Famdwell 1_2 Famdwell 1_2 Famdwell 1_2 Famdwell 1_2 Famdwell 1_2 Famdwell 1_2 Famdwell 1_2 Famdwell 1_2 Famdwell 1_2 Famdwell 1_2 Famdwell 1_2 Famdwell 1_2 Famdwell 1_2 Famdwell 1_2 Famdwell 1_2 Famdwell 1_2 Famdwell 1_2 Famdwell 1_2 Famdwell 1_2 Famdwell 1_2 Famdwell 1_2 Famdwell 1_2 Famdwell 1_2 Famdwell 1_2 Famdwell Page 2 of 4 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 Various inspections are minimally required on each project and often dependent on the scope of work. Contact the issuing jurisdiction indicated on the permit to determine required inspections for this project. Schedule or track inspections at www.buildingpermits.oregon.gov Printedont 7212179 Page2of 4 C:\myReports/reports//prcduction/01 STANDARD SCHEDULING INSPECTIONS Permit Number: 81 1-19-002491-DWL Call or text the word "schedule" to 1-888-299-2821 use IVR number: 811085877854 Schedule using the Oregon ePermitting Inspection App, search "epermitting" in the app store Page 3 of 4 Fee Description Residential wiring Technology Fee Single Family Residence - Baths Address assignment - each new or change requested externally, per each SDC: Improvement Cost - MWMC Regional Wastewater 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: MWMC Credit - Regional Wastewater SDC SDC: Compliance Cost - MWMC Regional Wastewater SDC SDC: Reimbursement Cost - MWMC Regional Wastewater SDC SDC: Improvement - Transportation SDC SDC: Reimbursement Cost - Storm Drainage SDC: Improvement Cost - Storm Drainage SDC: Reimbursement Cost - Local Wastewater SDC: Improvement Cost - Local Wastewater SDC: Reimbursement - Transportation SDC Fire SDC - New Res Construction Sq Ft fee - enter sq ftg Structural plan review fee Structural building permit fee Willamalane fees - Single Family Detached, per unit State of Oregon Surcharge - Bldg (12olo 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 Sidewalk construction - permit, first 90 linear feet Quantity 2444 2 1 1620.85 74.23 190.09 318. 11 132.2t 10 -305.1 22.82 135,93 36t1.72 1078.48 L565.77 4262.5 2099.75 190,06 2444 1 1 1 Total Fees: Fee Amount $294.00 $207.37 $s21.00 $s4.00 $1,620.8s $74.23 $190.09 $318.11 $132.21 $10.00 $-30s.10 922.82 $ 13s.93 $3,6LL.72 $1,078.48 $L,565.77 $4,262.50 $2,O99.75 $ 190,06 $L46.64 $1,209.53 $1,860.82 $3,805.00 $223.30 $3s.28 $62.s2 $-42.00 $12s.00 $125.00 $23,634.88 1 Ptinted oni 1212/!9 Page 3 of 4 C:\myReports/reports//production/0 1 STANDARD PERMIT FEES VALUATION I1{FORMATION Permit Number: 81 1-19-OO2491-DWL Unit Cost $L22.46 $48.73 $24.37 Page 4 of 4 Job Value $219,938.16 $3t,577.04 $9,748.00 Construction Type VB VB VB Printed oni 72l2ll9 Occupancy Type R-3 1&2family U Utility, misc. U Utility, misc. - half rate Unit Amount 1,796.00 648.00 400.00 Page 4 of 4 Unit Sq Ft Sq Ft Sq Ft Total Job Value:$26L,263.2O C: \myReports/reports//production/01 STANDARD SPRINGFIETD #Transaction Receipt 81 1 -{ 9-002491-DWL IVR Number: 811085877854 Receipt Number: 473161 Receipt Date:1212119 City of Springfield Development and Public Works 225 Fifth Street Springfield, OR 97477 54t-726-3753 permitcenter@springfield-or. govOREGON www.springfield-or. gov Worksite address: 1016 LUPINE ST, Springfield, OR97477 Parcel: 1 7033421 081 00 Transaction Units date 1212119 1.00 Ea 12t2t19 2,444.00 SqFt 12t2t19 2.00 Oty 1212t19 12t2t19 't2t2t19 't2t2t19 12t2t19 12t2t19 't2t2t19 12t2119 12t2t19 12t2t19 Description Structural building permit fee Residential wiring Fees Paid Account code 1.00 Ea State of Oregon Surcharge - Elec (12o/o ot applicable fees) 1.00 Ea State of Oregon Surcharge - Plumb (12o/o of applicable fees) 1.00 Ea State of Oregon Surcharge - Bldg (12o/o ol applicable fees) 1,078.48 Amoun SDC: Reimbursement Cost - Storm Drainage 1,565.77 Amoun SDC: lmprovement Cost - Storm Drainage 4,262.50 Amoun SDC: Reimbursement Cost - Local Wastewater 2,099.75 Amoun SDC: lmprovement Cost - Local Wastewater 't90.06 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 224-00000- 425602- 1 030 224-00000-4261 02-1 033 821 -00000-21 5004-0000 82 1 -00000-21 5004-0000 821 -00000-21 5004-0000 61 7-00000-448029-8800 61 7-00000-448028-8800 61 I -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 Single Family Residence - Baths 224-00000- 425603-1 034 Fee amount $1,860.82 $294.00 $521.00 $35.28 $62.52 $223.30 $1 ,078.48 $1,565.77 $4,262.s0 $2,099.75 $190.06 $3,6',t1.72 $135.93 Paid amount $1,860.82 $294.00 $521.00 $35.28 $62.s2 $223.30 $1,078.48 $1,565.77 $4,262.50 $2,099.75 $190.06 $3,611.72 $135.93 $1,620.85 Printed: 1212/19 1:18 pm Page I ol 2 $1,620.8s F I N_Tra nsaction Receipt_pr 12t2t19 Transaction Receipt 8r I -19-002491 -DWL Receipt number: 47316'l Transaction Units date 1212119 22.82 Amount 12t2t19 -305.10 Amount 12t2t19 12t2t19 12t2t19 12t2t19 12t2119 12t2t19 1212t19 12t2t19 12t2t19 't2l2t't9 2,444.00 SqFt Fees Paid Account codeDescription SDC: Compliance Cost - MWMC Regional Wastewater SDC Curb cut and Sidewalk construction - multiple permit discount \Mllamalane fees - Single Family Detached, per unit Fire SDC - New Res Construction Sq Ft fee - enter sq ftg SDC: M\MtlC Credit - Regional Wastewater SDC 433-00000-448025-88 1 0 10.00 Amount SDC: Administrative Fee - MWMC Regional Wastewater SDC 61 1 -00000-426604-8800 132.21 Amount SDC: Total Storm Administration Fee 719-00000-426604-8800 318.11 Amount SDC: Total Sewer Administration Fee 719-00000-426604-8800 190.09 Amount SDC: Total Transportation Administration Fee 71 9-00000-426604-8800 74.23 Amount SDC: Total MWMC Administration Fee - Local 71 9-00000-426604-8800 1.00 Qty Curb cut fee - enter # of cuts 201 -00000-428060-1 069 1.00 Ea 201 -00000-428060-1 069 1.00 Ea Sidewalk construction - permit, first 90 linear feet 201 -00000-428060-1 069 1.00 Ea Address assignment - each new or change requested externally, per each 224 -00000- 425602-0000 12t2t't9 't.00 Automatic Technology Fee 204-00000-425605-0000 12t2t19 1.00 Qty 433-00000-426607-881 0 821 -00000-21 5023-0000 1 00-00000-424005-1 091 Fee amount $22.82 $(305.1 0) $10.00 $132.21 $31 8.1 1 $190.09 $74.23 $125.00 $(42.00) $125.00 $54.00 $207.37 $3,805.00 $146.64 Paid amount $22.82 $(305.1 0) $10.00 $132.21 $318.11 $190.09 $74.23 $125.00 $(42.00) $125.00 $s4.00 $207.37 $3,805.00 $146.64 Payment Method: Payment Method: Credit card authorization: 09572d Check number: 42933 Payer: ANSLOW & DEGENEAULT INC Payer: ANSLOW & DEGENEAULT INC Payment Amount: Payment Amount: $9,500.00 $12,925.35 Printed: 1212/'19 1 :18 pm Page 2 ot 2 Recelpt Total Fl N_Tra nsactionReceipt_pr Cashier: Katrina Anderson $22,425.35 !. c.t Structural Ferinit Application 225 Fifth Street o Springfietd, OR 97 477 r PH$41)726-37 s3 * F A,X(s4t)726_368g This permit is issued under OAR 918-460-0030. Permits expire if work is not started within suspended for 180 days. ffi 180 days of or if work is D)o**5 olFL \t- ^L{/* 5 Qarnw 6q0 q{ ' aol)'J ?' YOo sd+ C>rr*, &^r,'r,-"- I W* I frO "t*b[ Sdf DEPARTMENT USE ONLY Perrnitno.: fi_Ooltll l Oate: l[5 7 FEE SGHEDULE 1. Valuation information (a) Job description:9F0, Occupancy Construction r\, Square feet:I q square foot:,natl,Cost Other information: Type oflleat:a Energy Path:{a (b) Foundation-only permit?No ! addition n Yes new [alteration valuation table): $ $ Total valuation: 2.8 fees (a) Pemit fee Investigative fee to $ (c) Reinspection ($ per hour): (number ofhours x fee jrer hour)$ Enter 72To 72x $ 2d):(e) Subtotal offees above Qa s 3. PIan review fees $ ,(b) Fire and life safety x permit fee $ Subtotal offees above (3a and 3b)$ Seismic fee, l%6 x permit fee [2a]): 4.fees $ (b)fee,5o/o x permit $ (c) Continuing Education Fee 92.50 s2.s0 TOTAL fees and surcharges (2e+3 c+4a+4b+4c)$ APPROVALLOCAL G OVERNMENT This project has filal land-use approvai. Date: This project has DEQ approvaL Date: Zoning approval verifi ed:EYes nNo IxowithinISPropertyfloodYesplain:n Residential I Govemment I Commercial NFORMATIONJOBSITEI AND TIONLOCA Job site address:tu b ZE:Ll Subdivision:5 fK Lot no. Reference Taxlot: PROPE RTY OWNER n(l0wName:0.?.hun{autF(rAddress:f1q,) ah e/Eu State: 0 ZP:Y oo?oPhone:-&'i-Fax:0[}b 0'/?19s" [Bn4noa E rairi*tuulfoor$G requirements rmder ORS 201.010. me or a member ofmy ald is exempt from licensing or farm property owaed by GONTRACTOR I ON ns l0!v 0du ZP: Address:q Business name: abt E-mail:o 00 a Fax: r:r0 CCB iicense Print name:0h hE Signature: CCB License #Phoue Number Ury Wr VL {. WC . Electrical '7neA 0g 6vli.'Ltl.nat Plumbing c4 K 'rvba lb'+o l s w(o-'7 blt Mechanical 1\4arshcrtl',1 Healtnj N+I0 v q7 .ILt.-tl I h state: il R tl 1+ E-mail: ;i::-"'w:f,tbis application: city: e$qLhb State: 0 i< $luB-corqlf nACi6 R INFoRMAiioN (a) Plan review (65% x permit fee [2a]): Electrieal Fermrit A Ilcatlon 225 Fifth Street t Springfi eld, OR 97 47 1 oPH(s41)7 26 37 53 r FAX(54 1)726-3 589 LOCAL GOVERNMENT APFROVAL Zontn g approval verifi ed?EYes [uo CATEGORY OF CONSTRUCTIOI{ D Residential n Government flCommercial JOB:SITE INF ORIVIATION AND LOCATION Job site address: lOl6 L'vPlN€ - 0 5f Crty: 9Fruuee@O State: dA ZIP:17111 Reference: w< \lo5lrr?Y ?**r Taxlot.: DESCRIPTION OF WORK Iusrd 5W trc7Y19 fltJtilL bLA PROPERTY OWNER Name: Auf r,,zr^r 4 0, G6fWq lU c, Address: l'lrj Gn*Aa.l AUz ciry: @ (tq\f6 State: OL zfP:11q,o7 Phone:Slt q61 oo'?O Fax: E-mail: 6Otq0o1t e kOWt4Ct.Cob This installation is being made on residential or farm properly owned by me or a member of my immediatg family. Thls ^ -properfy-is not intended for sale, exchange, lease, or rent' OAR 47 9 .s 40(1) aJld 47 9 .560 (I). Sipature: CONTRACTOR INSTALLATION 6rrsia6gg lam€i ct(.I dta€AEC^u c Address: ?o 60S 1tl6t city: 5t(.ttJGf.il State: 0A zIP: 11'115 Phone t tl- 1.u 1-L65_Fax: E-mail: ccB ficense no.: L9LoOO BCDlicens'eno.: ClOol _. \. srgnrng supervrsor-s licenseno.: 5?ZS -S Frint name of Signature of signing supervisor: DEPARTMENT IJSE Oi{LY Permit ,",.,\1-QA2t{ q ( Date: \ tl;ln SPTINGFIELD This permit is issued under OAR 918-309-0000. Permits are uontransferable. Permits expire if work is not started within 180 days of issuance or ifwork is suspended for 180 days' FEE SCH EDUI-E Number of inspections per item ( )Ary.Cost Efl; Total cost R.esidential, per unit, service included 1,000 sq. ft. or less (4)$171.00 $ Each additional 500 sq. ft. orpoftion thereof $ 33.00 $ Limited energy (2)$ +t.oo $ Each manufactured home or modular dwelling service or feeder (2)$ et.oo $ Services or feeders: installation, alteration, relocation 200 amps or less (2)'$ 1oe.oo o 201to 400 amps (2)$120.00 $ 401 to 600 amps (2)$2o3.oo 601to 1,000 amps (2)$261.00 -$ Over 1,000 amps or voits (2)$599.00 $ Reconnect orny Q)$ 81.00 $ Temp orary services or feeders : instal lati ort alter atton, r e I o c ati on 200 amps or less (2)$ 81.00 $ 201to 400 amps (2)$ 111.00 $ 401to 600 ampp'(2)$1 62.00 $ Over 600 amps or 1,000 volts, see seryices or feeders section above Eranch circuits: new, alteration, extensionper panel a- Fee for bralch circuits with purchase of a service or feeder fee: Each branch circuit $ z.oo $ b. Fee for branch circuits without purchase ofa service or feeder feej First branch circuit (2)$ 81.00 $ Each additional branch circuit $ 7.00 $ Miscellaneous fees: service or feeder not incladed Each pump or irrigation circle (2)$ at.oo $ Each sign or outiine iighting (2)$ s3.00 Q Signal circuit or a limited-energy panel, alteration, or extension (2)$ ss,oo $ Each additional inspection: (1)$s3.oo $rc ENT USE (A) Entersubtotal ofabove fees (Minimum Permit Fee $93'00) $ @) Enter 12% surcharge (.12 x [A])s (C) Techrolory Fee (5% of [A])$ @) Continuing Education Fee $2.50 $z.so TOTAI fees and surcharges (A through D)r $ Last etlitetl 5-5-5-2017 BJones $ ADDRESS:IOIA' I 'ISNE S7, Plqn Review Checklisr t\ Enter data into project log Check address on plans is correct Check to see if LDAP has been issued. LDAP Permit # Read all comments from other work groups to see if anything needs to-be considered during structural review. Check Setbacks on Site Plan Check RLID to make sure taxlot matches what is shown on drawings, that topography lines are on the plans and that owner info matches Check to see if lot is sloped ofiffi{- lf sloped, will back deck meet setbacks lf a new home is being built ffiduntaingate or River Heights, check the subdivision books to see if a Geo-Tech report is req. Check soils to determine whether or not a Geotechnical evaluation should be required t (o r<$rlt;a lf property is on septic, check for proper setbacks from building to tank, distribution box, and leach field Make sure that property is not in Flood Hazard A affected property according to Mapspring (if it is we need 3 engineers surveys) Fto l5,stra 5, Check that everything required to be engineered has engineering and that the stamp is current Check the truss package and make sure it matches the plans (qty of trusses, type, attachements) - lf the numbering doesn't *match but the uplift and reactions look correct it is OK. Falls under field verify xMake sure that if there is HVAC equipment in the attic, the trusses were designed to support it Check overhang to make certain they don't project farther than allowed for fire separation I ft 6 inches lf rafter framing, check spans lf trusses or rafters are between 2/12 and 4/12 pitch, make not that duel layers of underlayment required. Less than 2/12 needs to be a membrane roof. C/tt- Check to see if anything over 4000lbs is bearing down on strip footings. lf so this needs to be enlarged. f,,.....r-, _:.r" : Check Hold Downs, highlight hold downs for the inspector Check Foundation Venting Check for propane tanks; look for setbacks, siesmic attachments, and protection of the tank. Make notes on plans with stepped foundations how far back they need to be from the edge of the cut and the uphillcut. Check header sizes Check footing sizes '.1 t t .' r l r' ti i Make sure that if rebar is used that it has minimum cover depths. Check energy code requirements. Additionalenergy measure selections : Envelope Enhancemen -b-Conservation Measure L *Make sure that insulation called out meets the energy code and if not make note of the required R value. ffi t B E T EI!,afi E ?t)CL trag E E ailu 6fi E IT PERMIT *: tar -aa2 Aar t - balL- -\a^2 26 f>J E E wF'-L w M G E T E E U E E E E E EI *On additions/remodels where existing conditions come into play, see code section N1101.3 & table N1101.2 Check tempered glazing (hazardous locations, windows in stairwell, within 24" of door, where a door would open into the glass,etc) Check bedrooms for egress (window sizes, make sure that garage door to house doesn't go into bedrooms) Check to see if there is a living area above the garage, if so, make note of 5/8" type X gyp board fire separation requirement. Check for mechanical equipment protection (bollards) in the garage r.\r E\-€\r\, { cou-l tD lf DETACH ED ga rage is being built less tha n 3ft to existing structu re it needs to have 112 gVp boa rd on the interior wa lls lf Garage is elevated, make sure columns supporting underfloor of garage are continous to footing (make note on plans) Check fire/sound separation assembly on 2 family dwellings Check for smoke alarms/Carbon Monoxide alarms (look on electrcial sheets if there aren't any shown on floor plan) Check wall bracing E xarra.r.'o Deste r-r Check minimum room size Make sure that minimum bathrooniffxture distances are met Check to make sure stairs meet code Check roofing material (composition shingles, Spanish tile, metal, etc.) Check for attic access and underfloor access on plans . r Check beam sizes Read over all the general notes to make certain that nothing was missed and there are no conflicts lF new SFD or ADU, make sure that Willamalane form is attached. Transfer all notes made by other work groups until there are two identical sets of plans (jobsite and city set) lnclude standard attachments : Exterior Wall Envelope Self-Certif ication Form (Not required for unheated detached structures) Moisture Content Acknowledgement Form High-Efficiencv Lightine Svstems Oreeon Residential Specialtv Code (ORSC) Noise Ordinance Notice Smoke Alarm Ventilation Requirements for Kitchens and Bathrooms Green Approved Plans Cover Sheet (Found under "Cover" in file cabinet) t on all new square footage, that a Fire SDC is cliaiged. ' Add all inspections and fees into Accela (including Willamalane fee and addressing fee) Stamp plans with the "Reviewed for Code Compliance" stamp, sign the approved by line and perforate Approve Building Review line in Accela & calloremailapplication with fees due and attach placard to jobsite set * Enter energy path data from Additonal Energy Measures Table N110L.Ll2l into Accela Make sure t :-' - i*e! R lt IIa B !' Signed electrical application received Print out the Fee Schedule and put it with the Willamalane Spreadsheet on the outside of the folder Put any inspection notes into Accela that need to be there before the plan is issued. Check off Project Log and enter today's date. Plan check items/notes rc,gsA,zlAn-- raseuc.B qglFre.€z? 4 sS6rtss alx.nft @ltz? LsLy E JOURNAL OR JOB NUMBER: NAME OR COMPANY: LOCATION: TAX LOT NUMBER: DEVEI-OPMENT TYPE: NEW DWELLING UNITS IMPERVIOUS AREA 1. STORMDRAINAGE DIRECT RLINOFF TO CITY STORM SYSTEM GITY OF SPRINGFIELD SYSTEMS DEVELOPMENT WORKSHEET l9-002491-DWL ANST,OW AND DEGENEAULT 1016 LUPINE ST I 703342 108 I 00 Residence A. REIMBI.iRSEMENT COST@ I 15R1.00 B. IMPROVEMENTCOST I IMPERffi | :sr:.oo x ITEM 1 TOTAL - STORM DRAINAGE SDC 2. SANITARY SEWER - CITY A. REIMBURSEMENT COST: NUMBEROFDFUs 25 x B. IMPROVEMENT COST: NTIMBEROFDFU'S 25 COST PER S.F. $0.30 l COST PER S.F. $0.437 COST PERDFU $ I 70.50 COST PER DFU $83.99 NUMBEROFUNITS I NUMBEROFUNITS 1 COST PERFEU $ r 35.93 COST PER FEU $1,620.8s COST PERFEU (r, e, ADM. FEE RATE 5% AREA DRAINING TO DRYWELL 0 $6,362.2s COST PER TRIP 19.86 COST PER TRIP 5377.40 $3,801.78 CHARGE $714.64 C}IARGE $1,078.48 C}IARGE $1,565.77 NEWTRIPFACTOR 1.00 NEW TRIP FACTOR 1.00 x ITEM 2 TOTAL - CITY SANITARY SEWER SDC A. REIMBTJRSEMENT COST: ADT TRIP RATE 9.s7 x x x xx xx B. IMPROVEMENTCOST: ADT TRIP RATE 9.57 ITEM 3 TOTAL - TRANSPORTATION SDC A, REIMBURSEMENT COST: NUMBER OFFEU's 1 B. IMPROVEMENT COST: NUMBEROFFEU's 1 C. COMPLIANCE COST: x x IF APPLICABLE ( SEE REVERSE) MWMC ADMINISTRATIVE FEE ITEM 4 TOTAL - MWMC SANITARY SEWER SDC SI,JBTOTAL (ADD ITEMS 1,2,3, & 4) 5. ADMINISTRATIVE FEE: SUBTOTAL $14,292.78 TOTAL STORM ADMINISTRATION FEE TOTAL SEWER ADMIMSTRATION FEE: TOTAL TRANSPORTATION ADMINISTRATION FEE: TOTALMWMC ADMINISTRATION FEE - LOCAL x 0 6534SZE1 MAX 45% $1,078.48 75 1a $22.82 ($3os.l0) $10.00 s74.23 $15,007.42 1070 1091 1092 1093 1094 I 054 I 056 a Eln QI IJ.]Fa 14 644.25 NUMBER OF FEU'S I 292.78 PREPARED Steven Petersen tu27t20t9 TOTAL SDC CHARGES x DRAINAGE FIXTURE UNIT CALCULATION TABLE NUMBER OF NEW FXTURES X TNIT EQUIVAIENT : DRAINAGE FIXTURE UNITS FOR CAI-CUI-ATE ONLY TTIE NET ADDITIONAL NO. OF FIXTURES I.INIT FIXTURE TYPE NEW OLD ALENT MISCELLANEOUS DFU ryPE NUMBER OF EDU'S TOTAL DRAINAGE FIXTURE UNITS lsa toa unit set at 167 MWMC CREDIT CALCULATION TABLE: BASED ON COUNTY ASSESSED VALUE 20 DRAINAGE FIXTURE UNITS 0 t979 *EDU $s.29 $5.19 $5.1 2 $4.98 $4.80 $4.63 $4.40 $4.07 $3.67 $3.22 $2.73 $2.25 $1.80 IS LAND ELGIBLE FOR ANNEXATION CREDIT? (Enter I for Yes, 2 for No) IS IMPROVEMENT ELGIBLE FOR ANNEX. CREDIT? (Enter I for Yes, 2 for No) BASE YEAR CREDIT FOR LAND (IF APPLICABLE) VALUE/ 1OOO $s7.68 CREDIT RATE $5.29x CREDIT FOR IMPROVEMENT (IF AFTER ANNEXATION) VALUE/ 1OOO CREDITRATE $0.00 x $5.29 TOTAL MWMC CREDIT$1.59 $1.4s $1.25 $1.09 $0.92 $0.72 $0.48 $0.28 $0.09 $0.05 BATHTUB 1 0 3 3 DRINKING FOUNTAIN 0 0 1 0 FLOOR DRAIN 0 0 3 0 INTERCEPTORS FOR GREASE / OIL / SOLIDS / ETC.0 0 3 0 0 0 6 0INTERCEPTORS FOR SAND / AUTO WASH / ETC. LAUNDRY TUB 1 0 2 2 0 3 3CLOTHESWASHER i MOP SINK 1 CLOTHESWASHER - 3 OR MORE (EA)0 0 6 0 MOBILE HOME PARK TRAP (I PER TRAILER)0 0 12 0 0 1 0RECEPTOR FOR REFRIG / WATER STATION / ETC.0 RECEPTOR FOR COM. SINK / DISHWASHER i ETC.1 0 3 3 SHOWER, SINGLE STALL 1 0 2 2 0 0 2 0SHOWER, GANG (NUMBER OF HEADS) SINK: COMMERCIAL/RESIDENTIAL KITCHEN 1 0 3 3 0 2 0SINK: COMMERCIAL BAR 0 0 0 2 0SINK: WASH BASIN/DOUBLE LAVATORY SINK: SINGLE LAVATORY/RESIDENTIAL BAR 3 0 1 3 0URINAL, STALL/WALL 0 0 5 0 0 b 0TOILET, PUBLIC INSTALLATION TOILET. PzuVATE INSTALLATION 2 0 3 6 25 YEAR ANNEXED CREDIT RA 1,000 ASSESSED VALUE BEFORE I979 1979 1980 l98l 1982 1983 1984 1985 1986 1987 I 988 01989 1990 l99l l01992 1993 t994 1995 1996 1997 1998 t999 2000 2001 SPRINGF!ELD ti Transaction Receipt 811-19-002491-DWL Receipt Number: 472893 Receipt Date: 11I5l19 City of Springfield Development and Public Works 225 Fifth Street Springfield, OR 97477 54t-726-3753 perm itcenter@spri n gfield-or. gov OREGON www. sp ringfi eld-or. gov Worksite address: 1016 LUPINE ST, Springfield, OR97477 Parcel: 1703342108100 Fees Paid Transaction date 11tst19 Units 1.00 Ea Description Structural plan review fee Account code 224-00000-425602-1 030 Fee amount $1,209.53 Paid amount $1,209.53 Payment Method Credit card authorization: 007459 Payer: ANSLOW & DEGENEAULT INC Payment Amount:$1,209.53 Cashier: Katrina Anderson Receipt Total:$1,209.53 Printed: 11/5/19 2:44 pm Page 1 of I Fl N_Tra nsaction Receipt_pr , I ( Anslow & DeGeneault, [nc. Signature Homes 1953 Garden Avenue Eugene, Oregon 97403 541-484-0010 CCB#49169 Fax687-0646 www.adhonres.com email : info@adhomes.com 11t11t2019 SUPPLEMENTAL INFORMATION Re: Permit #19-002491 DWL, 1016 Lupine Street, Springfield (Lot44 Osprey Park) Blackfield - Sarconi Residence Thayne, Since turning this in for permit, I noticed the truss designers used a 4' section of the wall between Owner Bed & Dining for bearing trusses A19, A20 & A21, the last of which is a girder truss with large load. This required adding a footing and cripple wall in the Foundation. Attached please find two copies of the following: Revisedsheets2&3 New truss layout and engineering. Changes by sheet to the plans are as follows: Sheet 2 - Added note re: point load from girder truss A21 at wall between Owner Bed & Dining, revised Window Schedule. Sheet 3 - Added footing SF2 under above bearing, and deleted two SF1 spread footings at ends of truss A21, as those reactions are now small potatoes. Deleted two pier pads as not needed for bearing due to new footing. Please let me know if you have any questions Regards, Gordon Anslow Anslow & DeGeneault, lnc crTY or sPRrNGrrEr,D, oREGON PRINGFIELE' €* 225 FIFTH STREET SPRINGFIELD, OR97477 PH:(54t1726-3753 FAX: (541) 726-3689 OREGON Public Works and Development Supplemental Subrnittal Forrn Date:ttl t0frq I To Staff Member r From:at) GontactPhoneNumben 5'-tl qe'( Oo?O Permit Number/Journal Number:\1 'oo Ln11 - D,lv Project Address:io (t" I -op,t)v * Description of Material:frio e lnstructions for Gity Staffr Accepted By: -a lnn."tn)e -Dt-- -%r e ENERGY EFFICIENCY TABLE NI101.1(2) ADDITIONAL MEASUHES For SI: I square foot = 0.093 m2, 1 walt per square foot = t0.8 Wm2. a' Appliances located \vithin tbe building thermal envelope shall have sealed combustion air iostalled. Combustion air shall be ducted directly from the outdoors. b. AIt ductjoints and searns sealed with listed mastic; tape is otly allowcd at appliance or equipment connections (for serviee aud replacement), Mect sealing criteria of PcrformancoTested Comforl Systenrs program adnrinistered by lhe Bonueville Power Administration @PA). o. Residential water heaters less than 55 gallon storagc volume, d. A total of 5 percent of an HVAC systetn's ductrvork shall be permitted to be located outside of rte conditioned space, Ducts located oulside the condilioned space shall havc insulation lnstalled as requlred in this code. e. Thsmaximunrvaultedceilingsurfaceareashallnotbegreaterthan50percentofthetotalheatedspacefloorareaunlcssvaultedareahasaU-factornogreater than U-0.026, f. Continuous air barrier. Additional rcquirement for sealing of all interior vertical wall covering to top plate framing. Sealing \yith foan gasket, caulk or other approved sealant lisled for sealing wall covering matedal to structural material (example: gypsum board Io 1vo0A stud framing). g. Tablo Nl 104.1(1) Standard base case design, Code UA shall be at least 8 percent less than the Proposed UA. Buildings with fenestration lcss rhan 15 percen1 of the lotal vertical wall area may adjust thc Code UA to have 15 percent of the wall area as feneslration. Hlgh etrloiency wallsI Exterior walls-U-O.M5lR-2I cavigr insularion + R-5 continuous Upgraded feslures a Exterior walls-U-0.057/R-23 intermediate or R-2 I advanced, Framed fl oon-U-0.0261R-38, and \Yindows-U-0.28 (averagc UA) Upgraded features 3 Exterior tvalls-U-0.0551R-23 interruediate or R-2t advanced, Flat ceilingc-U-0.017/R-60, and Framed fl oors-U-0.026/R-38 Super lnsulaled Wlndolvs ancl Attic OR Framed Floors 4 Windorvs-U-0.22 (Triple Pane Low-e), anrl FIat ceiling'-U-O.0171R-60 or Fram ed fl oon-U-O. 026/It-3 8 Air sealing home and ducts 5 and or ASHRAB 62.2, and Hlgh oIf lclency lhermal envelope UAC oo Iooo E co EoocG clIrI ooo6 LI oo oo @ Proposed UA is 87o lower than the code UA 5EE Aa!7LeFt t-O r^rc)trt_r,..:3r4taFi-l o Gas-fired furnace or boiler AFUB 947a, or Air source heat purnp HSPF 9,5/15,0 SEER cooling, or Ground source heat pump COP 3.5 or Energy Stariated High sfflclency HVAC systemB oucted HVAC systems r,]llhln condltloned space B A1l ducts ond air handlcrs contained wi&in building Cstntot be coutbitud wilh A{easure 5 Ductless hoal pump C Ductless hcat pump HSPF I0.0 in primary zone of dwelling High elficlency water heatef obo(!o = D Natural E!ectric gos/propane water healer lvith UEP 0.85 OR heat pump rvater heater Tier I Northern Climate Specification Product 2017 OBEGON RESIDENTIAL SPECIALTY CODE 435 I State of Oregon Building Codes Division Eletter Buildings for Oregon 1016 Lupine St 2017 ORSC Additional Measure 6 Calculator For demonstratrns compliance with AddtlisqalMeague 0 onlv. lf any assembly does not meet Table N1101.1(1), Table N1 104.1(1) must be used to demonstrate minimum code compliance first. Yellow fields require a value to be ertered itlielLrs aBplicable lJse the d ron down men II in fields with "SELECT ITEM" lF field is applicable. Permit #: Notes BUILD!NG COMPONENTS FIat ceilings Vaulted ceilings Conventional wood-framed walls Mixed or Other wall types Underfloor Slab edge & Underslab /nsulated Concrete f orm Walls BUILDING COMPONENTS Flat ceilings Vaulted ceilings Totalarea of ALL WallSurfaces 85o/o of Total wall area Windows=15% of Total wall area Underfloor Slab edge (enter lineal feet) Skylights Exterior Doors Doors with >2.5ft2 glazing Standard Base Case Proposed Alternative Sum 300.9741 1748 0.021 36.71 4B 0.033 1.58 1894 1609.9 0.059 94.98 284.1 0.300 85.23 1796 0.033 59.27 0.520 0.00 0 0.500 0.00 40 0.200 8.00 38 0.400 15.20 R-60, Advanced Framing (any)1748 0.015 26.22 R-38, Scissor truss 48 0.027 1.30 R-21, 0, Conventional framing 1698.5 0.063 107.01 SEE Walls Overall U-Factor Tab 0 0.000 0.00 R-30, Underfloor 1796 0.033 59.27 SELECT ITEIVI n 0.000 0.00 0 0.00 Windows from Window Tab Skylights from Skylight Tab Exterior Doors from Door Tab Doors with >2.5f( glazing Sum PASS or FAIL: 273.3995 PASS Building Codes Division I Department of Gonsumer and Business Services r State of Oregon 1535 Edgewater St. NW, Salem, OR 97304 I P.O. Box 14470, Salem, OR 97309-0404 503-373-0205 | Fax: 503-378-2322 r bcd.oregon.gov -9.2% 56.23195.5 0.288 5 0.300 1.50 40 0.300 12.00 JO 0.260 9.BB Last updated. 1013012019 TOTAL WINDOW, DOOR AND SKYLIGHT (input on Window, door and wall tabs) @ ?roj.# 4165 I tsLACKFIE REV. FROM #4140 & #4160 ll 9HEARWALL9 ecale'.110" = 1'-O" approx, ?rojecu ELACKFI ELD-9ARCO N I REg. lo caiionz I PRI N GFIELD, OR date: 1012012019 ?roj, #41Oo HAL PFEIFER PE, LLC Coneultlng Engineer Building Deeign ro = (541) 6bg-4257 ?O Box 5472O Eu gene, OR 97405 rq = to = 4p{y lr. ocl 2 t 2lll3 r EXPTRES 12131130 LID-SARCONI RE9I WlH W1 DENCE HTI HWl H HTI W1W1 ro = * .f, = + = \f, = tfj = $ = HH w2 H w2 H R/qI R/Ur | =UOfZl strap from beam to wall. - = MgT27 etrap from beamto wall, 9ack wl 2Xflat bloaking if required. Faeten eirap wl full nailing. Loaat e inside or outside, ?ofial shear wall not required, w2 w2 w2 w2 ? 9HEARWALLg acale. 1lO" =1'-O" approx, ?rojech BLACKFI ELD-9ARCONI RE5. loaation; 9PRI NGFI ELD, OR data 1ol2bl2o19 ?roj, #4165 HAL PFEIFER PE, LLC Consultlng Engineer buildingDeoign (541) 603-4257 7O 1ox 5072b Eugene, OR 97405 roj , # 4165 I BLACKFIELD-9ARCONI REg. o1y 1t14, ocT 2 I 20tr EXPTRES 12t31t20 R/W = REINFORCED WINDOW (ineide or ouheide) Use 9T22 stra? @ sill &header (4 per window) Center on king etud. Dloakbehind strap wlZXflat ao reQd. FaElen sNra?s M full nailing. Teao nails may be usedin lieu of catalog naile. Otrap atheader only, when speaified @ doorways W1 & W2: 112" CDX o17116" OgB, Od @ 5" edges I 12" interiora naillng, blocking io required, Nailing inapeobionie required, 112" XlO" anahor bolta @ 2' ola, HTl4 wl eglgld ea. en*, where shown. W5 &W4z 112" CDX or7116" O5g, Od @ 6" edges I 12" interiore nailing, Olocklngie required. Nailing inepeation ie required. 112'X10" anahorbalts @ 4' ola, H =HTT4 anahor (min.) ro 4Xor(2)2Xatudewt O5Tb16 NOTES: Use b?112-9 waEhers with anchor bolts. Splice double top platee a minimum 6'-0" wl 1Od @ 5" ol a (slaggered) for 5 ft. eaah aide of each joint. theathinq to lap Nhe following horizontal framing lointe: b otto m plate to rim-joiat, Top plateto rim-joiet. 9otlom plate to mudslll Rim-joietto mudeill. rRoJ. #4165 t lHE BLACKFIELD-9ARCONI REg. (reviaed #4140 &,4160) HAL PFEIFER PE, LLC ?O 1OX5O72O EUGENE, OR g74O5 (541) 60g-4257 sEIsMIC CATECORY D 2014 095C I A9CE7-10 5de =213 Fa gs V=(1.21detR)W wall ldentlfraation # lenqth of ehear wall l,rlbutary weight of loadlng total ahear on wall unlt ahear per ft. of wall wall material (v) natltng (v) anohorbolto reld (net v) ahear wall height dl otance b etween anahora wall ratlo reaction ab anahor dead load at reaolulon faotored dead load (,6 . .Z x ,65) net reaation aN ena anahorage vertiaal dead load along wall ! ft, DLV ueG1>> o_ 1,29de I R = w L W .7V=Wtxf v=YlL gEE WIND gEE WIND gEE WND H L' HlL' R=V(HiL) DLO oLo x,47 R net gEE WIND 1.20 o.70 o.62 6.50 4fi5 21 25,505,57 1,O95.47 9EE WIND 9EE WIND gEE WIND 21 =Fa =9a =213 Fa 9s (plywood walle) Z2 31J60.29 2,512.60 9EE WINP gEE WIND gEE WIND 22 miec. floor walle lntlwalls roof unlt vtt. nla o,10 6,60 5.60 15.15 24 2b,425j0 2,292,20 gEE WIND gEE WIND gEE WND 24 alea nla nla 1,182,0O 1,139.0O 5,O92.OO total wt, a.oo o,oo 7,oo1.20 6,264,50 40,597,96 54,665.66 ze 26,23b.86 2,11D,OO gEE WIND gEE WND 9EE WIND Z3 o ot1y1O16, ocT 2 0 2019 EXPIRES 12131120 gEE WIND gEE WIND 5EE WIND gEE WIND PROJ. #4165 I lHE BLACKFIELD-9ARCONI REg.(revioed #4140 & 4160) HAL PFEIFER PE, LLC ?AfiOX5A728 WIND 10?5F I il?OSUREb 201+ O99C I A9CE 7-10 ?s=gx Kt x lw xpeSo wall ldentiliaation # lenqth of ehear wall Nrlbutary area of wlnd loadlng total ahear on wall unll ahear per ft, of wall verhaal dead load along wall t ft, dead load faatore* fot +rirtian net unlr, ahear per f!, of wall wall materlal (v) nailins (v) an oh orb olts r e{ d (n et v) ehear wall helght. dlstance b elw een anaho ra wall ratio reaculon at anchor d,ead load at reaction faatored deadload net reaoilon at end anchorage EU6ENE, OR 97408 1,OO 1,OO 1.OO 1b,oo (541) ao3-4.257 1.OO 1.OO 1,OA fi.ao W L A V=pXA v=VlL DLV DLVX,SX.6 net v H L' HIL' R=V(H/L) DLO DLO X ,60 R ne? M 21,00 399.OO 7,102,OO 529.45 w2 18.oo 363,OO 6,034.OO 363.OO w5 94,90 506.OO 5,5c8,OO 157.82 1.00 roa 1.OO 10,0o w4 46.70 289,0O 5,202,OA 115,A3 g= Kt= lw= p55O= ?a= 1,OO 1.OO 1.OO 1b.oo fi.oo 10,oo 10.oo 10.oo 167.OO 50.12 279.33 CDXorO90 od@gu ilZx1AAA'a@2' w1 9.40 19.9O o.49 3,497.97 1,OO2.40 601.49 2,096,40 HTT4 min. 3sT016 as shown 156.e6 46,97 316,O3 CDXorO99 od@3" llZx1OAO'a@2' w2 o.oo 10.oa o,59 5,859.28 939.33 565.60 3,269.68 HTT4 mtn, 95T916 ae ahown 269,44 oo.o4 76,9b CDXorO99 bd@a, 1l2x1OA9'e@4' w3 10,10 31.90 0.52 1,743.91 1,616.bO 970.13 773.70 1l2x1OAg's@4' wt CI?1t2-6 295.74 80.72 25,11 CDXorO9b &a@6, 1l2x1OA9's@4' w4 9,OO 49,70 o,21 1,O71.95 1,774,44 1,O64.66 6,69 1l2x1OA0's@4 wl Afi2-3 lolts t,lt.{D o rD x-rtr ocT 21 20tr EXPIRES 1A31DO no\et 16ga x 1'112" sa'?'f 'lee Ynay be used in lieu of Od nalls @ 07% of the rc1d. epacln1 ltbl, z1o6.z,(1)J5HE/rHtN6:,1l2"cDXo, tated7116'osg ahtg. atllz', ogb aidlngwt 16t, olc studsnoiei fetotltw1erided mln1imL,ri 4' olc anahq bolt apaaing ANCHOR9OLT=1/Z"X1O"A.9]9tltLL=Zx6?,T,Uf tZil(OZO)x1.35=Tbb#tbotrlaiuplatet eource=ZO1ZNDl ANCHOR BpLT = 112,,X1O, A.blg T = 95O# fi.bg) = 1,Z6Di (tbt.1ZOgZ) '07112'5 orQ?Q/A-g waah4,ra, ^ net, = Bin.eq, Fa=4Ob#x1.5bxb =4,3i10# >Z,OOO# tSe.o.r.r C-a.r-c. =, C*L.{-uLnrr1,h'JS fr*\ tB{-.^6r4ff &.* *5&&e,+-l l KBSI l0 ib * 9Y,,Sfrudft Fr@, * ,/q RBI .e- [O' v &.0 *y K64"L4rr"ltt P RJlef- i."is*S\fl t'* ,0 " 6\^tKFb '?,r3$ Pt* hg pt* rU$ bx Lt pt IFH I GA^e.fd' E r.hll.. H*t#*L t?- t '?e l[,9ar$s 4 \'?* &p luS gu*17,l Pt-s. It*&)l- fAtl.*r a,ilDF $*ra A i,5.q Lg li:-#: ff EGfr ni* [A Ut-T :b.!Iti-''$#ir.H:-r li. uCir:f 'j,=, C i.'{ -, ;i4t1g RF l0 ,S l,t-" P {- "L(rS rur 165 rvp wt' hl,fL!*.'$; e"| L- Anslow & DeGeneault, lnc. Gordon Anslow Gordon Anslow ASD 2018 lnternational Building Code 2018 NDS DATE VITRUVIUS BUILD: CUSTOMER: PROJECT LOCATION: LEVEL: LOCATION: TYPE: MATERIAL: 11t1t2019 StruCalc Anslow & DeGeneault, lnc. COTVPANY: DESIGNED BY: REVIEWED BY: D} 97477 Roof RB1 ROOF BEAM SOLID SAWN LOADING: CODE: NDS: Douglas Fir-Larch No.2 (l) 5.5 X 9.5 DRY n00r BMMPR|IPTBTITS Start(ft) 0 End(ft): 10 Pitch: 0/12 Actual Length(ft): 10 Area Ix Iy (in,) (in') (ir,') 52.2s 392.96 131.71 BSW 0b/f0 11.92 Lams G 0.5 Kcr Creep Factor SIBT]IGIII PI||PTRIITS Fb (psi)Ft (psi)Fv (psi)Fc (psi)FcI(psi)E (psi) xl03 Emin (psi) x10' Base Values Adjusted Values 875 87s 425 42s 110 170 600 625 62s 1 300 1 300 470 470600 C1 Ui Bending Adjustment Factors Ctu : 1.05 Cr : 1 BTIMIIAIA Span Length Unbraced Length Top Bottom Beam End Elev. Diff CL(Top) Cl(Bottom) CL(Left) CL(Right) 10 0 10 0 0.995 0.999 0.999 P[SS-rA[ Bending Stress Y (psi) Shear Stress Y (psi) Deflection (in) Bearing Stress (psi) PASS/TAIL PASS PASS PASS PASS MAGNITUDE 801 63 0.1 9s 115 STRENGTH 875 170 0.5 62s LOCATTON (ft) 5 0 5 10 LOAD COMBO DURATION FACTOR CD D+L 1 D+L - ^^ 1 ^^_--- . - Deau J- Live - D+L 1-- . nmGrmils Y axis DEAD v-(rbD LIVE M-0b-ft) LIVE ROOF SNOW WIND + WI}ID - SEISMIC + SEISMIC - ICE RAIN EARTH A 885 B 885 Reaction Location 1325 1325 0 0 0 o 0 0 o 0 0 0 0 0 0 0 0 0 0 0 10AD ltsr Type Left Magnitude Right Magnitude Load Start (ft)Load End (ft)Load Type Direction 10 10 10 Uniform (lb/ft) Unifonn (lb/ft) Self Weight (lb/ft) 265 16s 11.92 265 16s 11.92 Y Y Y 0 0 0 Llve Dead Dead iloTls mffi I 1 i 1 7 Anslow & DeGeneault, lnc. Gordon Anslow Gordon Anslow ASD 2018 International Building Code 2018 NDS DATE VITRUVIUS BUILD: CUSTOMER PROJECT LOCATION: LEVEL LOCATION TYPE MATERIAL StruCalc Anslow & DeGeneault, lnc. COMPANY: DESIGNED BY: REVIEWED BY: 1t1t2019 b t41l ) 9 Roof R82 ROOF BEAM SOLID SAWN LOADING: CODE: NDS: DRYDouglas Fir-Larch No.2 (1) s.s x s.s ROOTBTAM BTAMPNOPENilIS Start(ft) 0 End(ft): 6 Pitch: 0/12 Actual Length(ft): 6 Area Ix Iy (in,) (in') (in') 30.2s 76.26 76.26 BSW 0b/ft) Lams U 0.5 Kcr Creep Factor I6.9 Pn0Pmil$ Fb (psi)Ft (psi)Fv (psi)Fc (psi)Fc I (psi)E (psi) xl03 Emin (psi) x10' Base Values Adjusted Values 750 750 475 475 170 170 700 625 62s 1 300 I 300 470 470700 Cu C1 Ct Bending Adjustrnent Factors Cru = 1.05 Cr = I BMMllIIA Span Lenglh Unbraced Leng1h Top Bottom Beam End Elev. Diff CL(Top) Cl(Bottom) CL(Left) CL(Right) 6 0 6 0 0.999 0.998 0.998 PASS-IAil Bending Stress Y (psi) Shear Stress Y (psi) Deflection (in) Bearing Stress (psi) PASS/FAIL PASS PASS PASS PASS MAGNITTJDE 646 49 0.098 52 STRENGTH 7s0 170 0.3 62s LOCATTON (ft) 3 6 3 0 LOAD COMBO DURATION FACTOR CD D+L I D+L --- - I ---- . I-leao + Live D+L I nE[Gil0lts Y axis DEAD v-(b0 LIVE M-(b-ft) LIVE ROOF SNOW WIND + WIND - SEISMIC + SEISMIC - lCE rtA,N EARTH A 396 B 396 Reaction Location 600 600 0 0 (r C (' q 0 0 0 0 0 0 0 0 0 0 0 0 A 10A0 usr Type Left Magnitude Right Magnitude Load Start (ft)Load [nd (ft)Direction B Uniform (lb/ft) Uniform (lb/ft) self weisht (lb/ft) 200 125 6.9 200 t2s 6.9 0 0 0 6 6 6 Live Dead Dead Y Y Y lt0I[s MFf, 1 1 1 I I 1 1 1 1 I I I Load Type I DATE VITRUVIUS BUILD: CUSTOMER: PROJECT LOCATION: LEVEL: LOCATION: TYPE: IVIATERIAL: Anslow & DeGeneault, Inc. Gordon Anslow Gordon Anslow ASD 2018 lnternational Building Code 2018 NDS 11t1t2019 StruCalc Anslow & DeGeneault, lnc COMPANY: DESIGNED BY: REVIEWED BY: #5 97477 Roof 1FH1 ROOF BEAM SOLID SAWN LOADING: CODE: NDS: Douglas Fir-Larch No. 1 (1)3.sX11.2s DRY B00lBEIM u[08[]ll BrAmPn0pmilts Start(ft) 0 End(ft): 16.25 Area (in') 39.3 8 Pitch: 0/12 Actual Length(ft): 16.25 Ix Iy (in') (in') 41s.28 40.2 BSW 0b/ft) 8.98 Lams G Kcr Creep Factor 0.5 SIREIIGII PNllPMilE Fb (psi)Ft (psi)Fv (psi)Fc (psi)Fcl (psi)E (psi) xl0' Emin (psi) x10' Base Values Adjusted Values I 000 1 100 675 675 180 180 1 500 1500 1700 1 700 620 620 625 625 1 1 1 1.1 Crrt UT ui Bending Adjustment Factors Cr, : 1 Cr : 1 BMMDAII Span Length Unbraced Length Top Bottom Beam End Elev. Diff CL(Top) Cl(Bottom) CL(Left) CL(Right) 16.25 0 16.25 0 0.966 0.999 0.999 PASS.IAIl Bending Stress Y (psi) Shear Stress Y (psi) Deflection (in) Bearing Stress (psi) PASS/FA]L PASS PASS PASS PASS MAGNITUDE t+o 43 0.289 92 STRENGTH 1 100 180 0.542 625 LOCATTON (ft) 8.12 0 8.12 0 LOAD COMBO DURATION FACTOR CD D+L 1 D+L 1 Li"e D+L 1 BTAGIIllIIS Y axis DEAD v-(rb0 LIVE M-(b-ft) LIVE ROOF SNOW WIND + WIND - SEISMIC + SEISMIC -ICE rtAiN - EARTH 413 6 tl Reaction Location i 056 1 0s6 0 0 0 0 {- 1- -(r 0 0 0 0 0 0 0 0 0 0 0 B Type Left Magnitude Right Magnitude Load Start (ft)Load End (ft)Load Type Direction Uniform (lb/ft) Uniform (lb/ft) Self Weight (lb/ft) 130 130 8.98 130 130 8.9 8 0 0 0 16.25 0 16.25 Live Live Dead Y Y Y ilofts mffit 1 1 1 1 I 1 1 1 1 1 1 1 1 a -T6l-€s, a-L-C-3, TSE Engineering Re: J1048601 Anslow & DeGeneault Tri-State Engineering, lnc, 12810 NE 178th Street Suite 218 Woodinville, WA 98072 425.481.6601 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: 113052685 tlwIl3052743 My license renewal date for the state of Oregon is December 31,2020. 11822pE OREGON 1t16t82 November 12,2019 Terry Powell The seal on these drawings indicate acceptance of professional engineering responsibiii-] st lely forthe truss components shown. The suitability and use of this component for any particular building is dee , - responsibility of the building designer, per ANSVTPI 1. lffi;"-ll,i'IJ,," ",.",l;" l- & DeGeneault I 1 3052685J104860'l Job 1 o.oo [ir 5x8 /z 11-84 17-104 34 lD:k3LUOtiN6gDRRheUEkdxY'1 30-1-1224-O-O 8x12 = 3x6 = 2x4 ll 42-54 Scale = 1:85.9 2x4 ll 3xB I 2x4 ll 5x8 \\ 10 40 11 15 50 51 14 sz sa ,o 4x8 = 2x4 ll NATLED 4xs llNAILEO NAILED NAILED NAILED 7 JJ 11 Weight 259 lb F-f = 20o/o Structuralwood sheathing direcdy applied or M11 oc purlins, except 2-G0 oc purlins (3.1-9 ma.): 3-11. Rigid ceiling directly applied or t4-8 oc bracing. 'I Row at midpt 11-15 PLATES MT2O GRIP 2201195 RENEWS: 12t31t2o November 12,2019 12 rd,d rz lg 23 ll ls 46 22 q qa 21 20 4919 sxe ll 2x4 ll 4xlo = q^6 J'4 ll +ra .. NAILED NAILED NAILED NAILED NAILEo NAILED NAILED NAILED NAILED NAILED 18 4x8: 17 i6 zx4 ll45. = 30-1-12 LOAOING (ps0 TCLL 25.0 (Roof SnoF25.0)TCDL 8.0BCLL 0.0 ' LUMBER- TOP CHORD 2x4 DF No.2'Except' 3-6,9-1'l: 2x4 DF No.1&Btr BOTCHORD 2x6 DF No.2WEBS 2x4 DF Stud WEDGE Left: 2x4 DF Stud , Right 2x4 DF Stud BRACING- TOP CHORD BOT CHORD WEBS REACTIONS. All bearings GS8. (lb)- MaHoz2=47(1C10) MqUplift All uplifr100lborlessatjoint(s)except2=-350(LC10), 12=-165(1C11), 15=-353(LCO), 19:7251LC4 MuGrav Allreactions250lbo.lessatjoint(s)except2=1667(LC291,12= 2(LC29),15=1938(LC28),19=2678(1C28) FORCES, (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-24A01613,3-4=-2335/691, 4-5=-23351691, ,7=-336n19,7-A=-336fi19,8-10=-'1321610, 1 0-1 1=-'1 32y6 10,'l1-12=-1in D44 BOT CHORD 2-23=-52312122,22-23=-52912118,20-22-1 98/487, 1 9-20=-1 981486, 1a-19:1793147 6, 1 7-18=-353/458, 15-17=-353/458. 1415=-155/851, 12-14=-149la6o WEBS 3-23=012A6,11-14=01357,1 l-15=-1368/319, U22=-2491426. 1u.15=-4311255, +22=-852391, A-15=-a141299, ,22=-51A2O7O, &1 8=-70311'l 9, 5-18=-2741'14O1,7-1A=-4381 165, 5-19=-3186/887 NOIES- 1) VMnd: ASCE 7-10; Vult=120mph (3-second gust) Vasd=gsmph: TCDL=4.8psf; BCDL=4.2psi h=25ft; Cat. ll; Exp B; Enclosed; MVVFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate Srjp DOL='1.60 2) TCLL ASCE 7-10: PE25.0 psf (flat roof snow); Category ll; Exp B; Partially Exp.: Ct-1.'10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min r@f live load of '16.0 psf or 1.00 times ffat r@f load of 25.0 psf on overhangs non-concurent with other live loads. 5) Pjovideidequate drainEg-e fo'p6{ent water ponding. 6) Thia LJs -16 been designed for a 10,0 psf bofJE lhard live load nonconcurent with any other livs loads. 7) ' This truss has been desdned for€ live loadof 20.0psf-n the bottom chord in all areas where a rectangle 3-6-0 tall by 2-G0 wide will fit between the bottom clold?ildtny other mar,Derf; - 8) P-rcJiCe-mechani@l connection (bi others) of trils: t, he-?ring plate capable of withstanding 350 lb uplift at joint 2, 165 lb uplitt at joint 12, 353 lb uplift at joint 15 and 725 Ib uplifr atjoint 19. 9) Gapl;el Fulin representation does not depict the size J the orientatjon of the purlin along lhe top and/or bottom chord. '1 0) -NAILE'D" indicates 3-10d (0.1a8a3") or 3-12d (0.148'13.25") toenai,s per NDS guidlines. 1 1 ) Ha-no-e(s) or other con-n-ciio; de-"ice(s) shall be provided sufficient to support concentrated load(s) 41 1 lb down and 244 lb up at 5-8-8, 2 1 1 lb down and '125 5JF-":a-C..12,199lbdownand130 lbupatJ0-G12, 175lbdownand132 lbupal 12-G12,175lbdownandl33lbupat 14-O-'l2,175lbd,wnand135lb EpatrA0-12, 175lbdH.dc136lbupaF18-J-12,r€1 lbdownandl39lbupat20-012, 199lbdownand130 lbupat3T-11-4,and211 lbdomandl25 lblr[at 5911-4,and411]bdolrnand244lf upa!4-]Sontopchord. Thedesign/selectionof suchconnectondevice(s)istheresponsibilityof others. 1 2) 5 :h: l-oAD cAsE(Sfsectio-n,loads applied tn t5e-f1c? of the truss are noted as front (F) or back (B). Lolo cesr'isr stanaara 'l) Dead + Sdbw (balanced):'LumberYncrease='1.15, Plate lncrease=1.15 U;iior-m-Loads(plD - - - --: :--:--- - - J-rt 1-3=-66,3-11=-66, 11-13=-66,242>-1: - SPACING- 2-0-0 Plate Grjp DOL 1.15 Lumber DOL '1.15 Rep Stress lncr NO Code lRC2015/TP12014 csl. BC wts iratrix-MSH 0.86 0.70 DEFL. Vert(LL) Vert(CT) Hoz(CT) in (loc) -o.11 22-23 -o.17 22-23 0.03 19 Udefl >999 nla Ud 240 nla 7116t82 OBEGON Continued on page 2 I w*wna-u*trytredgnp@ze?adRgDNoTEsoNTH\,ANDtNcLUDmilITEKREFERENCEqAGEM|FTIT!BEFOREUSE Design valid for use only with MiTek connecto.s. This design is based only upon parameters shown, and is for an individual buildlng component. Appli€bility of design paramenters and proper in@rporation ofcomponent is responsibility ofbuilding designer- not truss designer. Bracing shoM is for laleral support of individual web members only. Addilional temporary braciog to insure slability during construction is the responsibillity of the eredor. Additiooalpermaneotbracingoflheoverall9rudureislheresponsibililyofthebuildingdesigner.Forgeneralguidanceregardinq fabri@tion, qualily conlrol, storage, delivery, eredion and bracing, consult ANSUTPI1 OualityCdt6ria, DSB{g and BCSI1 Brilding Comporent Sahy lnbmsdon available frcm Truss Plate lnstitute, 583 D'Onofrio Drive, Madison, Wl 53719. A theTRUSSco.ruc. 2 Fi ltruss rype lcalifornia Girder I lory lPtyl,l 113052685 1 048601 Job 1GR & DeGeneault Reference {ootional) LOAD CASE(S) Standard Concentrated Loads (lb) 4s=-46(F) 50:a0(F) 51=-41(F) 52:40(n 53='25(F) 5a=-27 (F) responsibility of Compomnt l,4adison.53719. A theTRUSSco.tNc. This l^,I;:; Io'v l"Y lAnslow & DeGeneaulth I 1l I I lJob Reference (opttonat) I I 3052686J 1 048601 Job ifornia Type The Trus Co., Eugene. OR 97402 -i1-3{ 7+12 14-1-'tO 20-8-9 48-0-0 4e-3{ 8.320 s Oct lD:k3LUOtiN6gDRRheUEkdxYl yqaKf-vpqLcoBm4?8lcBl 27-3-7133-10-6r40-5-4 1-3-o' o.oo Fz 4x5 /z 6-6-14 66-14 34 3x6 = 66-14 6-6-14 6 6-14 4x6= l 10 qo 11 -I=ol Sele = 1:85.8 sxg // 4 2x4 ll JX5 -SxB :\3x10 = 3x6 = 2x4 ll 37 B 387 {{ 4x5 :\ aa 2 13.l IB 4x8 ll 23 2xa ll LOADING (psD TCLL 25.O (Roof SnoF25.0) TCDL 8.0 BCLL O O LUMBER. TOP CHORD 2x4 DF No.2 tExcept* 'l-4,1'1-14: 2x4 DF No.1&Btr BOTCHORD 2x4DFNo2 WEBS 2x4 DF Stud'Except' 1 1 -17,+22,9-19,6-22,6-1 9: 2x4 DF No.2SLIDER Left 2x6 DF No.2 - 2-G0, Right 2x6 DF No.2 -H 24-O 22 2'l 3x10 = 2x4 ll 19 3xB = Weight 228Ib FI =2Oo/o Structural wood sheathing directly applied or 3-3-12 oc purlins, except 2-0-0 oc puriins (2-2-0 max.): 4-11. Rigid ceiling directly applied or SGo oc bracing. 15 2xa ll 4xB ll PLATES MT2O GRIP 220t19s RENEIaJS: 12t31t2o November 12,2019 17 3x5 18 3x6 16 BRACING. TOP CHORD BOT CHORD REACTIONS. All bearings G38 except 0tslength) 2=G5-8, '13=0-98, 1 7=1S1 1-0, 19=1 5-1 1-0. (lb) - Mil Hoz 2=-61(LC 11) MaUplifr All upliftl00lborlessat.ioint(s)16excepl2=-211(1C10), 13:176(1C11), 17=-160(LCA, 19:170(1C,14),20=-300(LC6) MaGrav All reactions250lborlessatjoint(s)16except2=1265(LC29), 13=1O77(LC29),17=1O17[A2$,'19=774(LC2A\, 20=1690(LC 28), 20=1257(Lc 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) orless exceptwhen shown. TOP CHORD 2-4=-'13761309, 4-5=-1043/303, 5-6=-104s/303, S8=-2171370,8-9=-217t370, 9-1 1=-469/281. 11-13=-1Oo2t24O BOT CHORD 2-23=-23911244,22-23=-24011238,20-22=-5051275,19-20=-5o5t275, 17-'19=-142t472,16-1 7=- 1 171899, 1 5-16=-1 171899, 131 5=-1 16/905WEBS 1 1-17=-593/96, 9-17=-6271159, 5-22=-8141227, 919=-5231169, &22=-314h717,8-19=-5A0164, 6-20=-1591/354, 6-19=-50/279 NOTES- 1) Wnd: ASCE 7-10; Vult='l20mph (lsecond gust) Vasd=gsmph: TCDL=4.8pst BCDL=4.2psf; h=25ft; Cat. ll; Exp B: Enclosed; MV\FRS (envetope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber OOL=1.60 plate grip DOL='1.60 2) TCLL ASCE 7-10; PE25.0 psf (ffat roof snow); Category ll; Exp B; Partially Exp.: Ct=1.10 3) Unbalanced snry loads have been considered forthis design. 4) This truss has been designed for greater of min r@f live load ol 16.0 psf or 1.00 times fiat roof load of 25.0 psf on overhangs non-@ncurent with other live toaos 5) P;oje:cjrJate drainage to prev-entwater po.d;rg. - 6) This ttuss has been designed for a10-0 psf b-ttom chor, live load nonconcurent with any other live loads. 7) ' ltreYsss lias been dtsEreq lDr: live load ol20.0pgf on the bottom chord in all areas where a rectangle 36-0 tall by 2-O-O wide will fit between the bottom clio'd3nt any other members. 8) Provide mechanical connectjon (by others) of truss to baring plate capable of withstanding 1 00 lb uplift at joint(s) 16 except (jHtb) 2=211, 13--176, j7=160, 1t=;7J,j9=100. 9) Graphicd purlin representation @ds not depict the size or the ori€ntation ofthe purlin along the top ancuor bottom chord. 10) Ha'ngier(s) or other con-n3ct'@i delice(s) shall be provided sumcient to support concentrated load(s) '1 17 lb down and 86 lb up at 7-8-8, 1 13 lb down and 60 lbp-eL'9O{Z,106 lb dryn and 64 lb up at 1L0- 12,J5 lb down and 64 lb up at 14-0-12, 70 lb down and 64 lb up at 16-0-12, 70 lb down and 64 lb up at '&0-1;,70lbdownand$;l;!pat 2G0-laansll3lidownand60lbupat 37-11-4,and117lbdownand86lbupat 4O-3-Sontopchord. The design/sdlef,tion of sudl cdhnect6n device(5 is thgrEsponsibility of others. LOAD CASEIS) Standard 1 ) Dead + Snow (balanced): Lumber I nqease=1.1 r, ,late lncrease= 1.1 5 Uniform l-Gds (plD Vert 1 -4=-oo, C 1I =--68,1 :- i 4=-66, t-4-28-=: { - C-L'erLa:arLoads (lb) ' - - VerF4=-18 11=-1i F_53r1---46 33:36 40= 4tl SPAC|NG- 2-0-0 Plate Grip DOL 1.15 Lumber DOL '1.15 Rep Stress lncr YES Code lRC2015/TP12014 cst. TC WB lu atrix- l\.4 S H 0.93 0.64 0.55 DEFL. Vert(LL) Vert(CT) Hoz(CT) in (loc) -0.12 1t30 -0.16 1$300.03 2 l/defl >999 >873 nla Ud 360 240 nla 7t16t82 A WARNING. Vdfi/ .K,IqO PADfrCa,S AAd I1:ilD NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE N11.7173 BEFORE USE. Design valid for use only with MiTek conneclors. This design is based only upon parameters shown, and is for an individual building component. Ap-pli€bility of design-paEmenters and proper incorporation ofcomponent is responsibility of buitding designer - not truss designe; Bracing shownisforlateralsupportofindividualwebmembersonly. Additionaltemporarybracingtoinsuiestabilityduringconsrudionistheiesponsibillitiofthe erector. Additionalpermsnenlbracingoftheoverallslruclureistheresponsibilityofthebuildingdesigner.forqeneralguidancereqardino fab-riction. qualily control, slorage, delivery, eredion and bracing, consulr ANSl/fPll Qu;lity Crft6-r16, DSd€g sd BCSII Bultding Comporent Salbty lnbmElion available frcm I russ Plale Instilute, 583 D'Onolrio Drive, l\4adison, W' 53719. A theTRUSSco.mc. I & DeGeneault tl30s26871 048601 Type oR 97402 2x4 :\ MiTek 38-54 4-9-13 o.oo Fz EO5 Scale = 1:85.8 SxB /z 4xg =3x5 = 2g 22 3xO = JX5 - 2x4 ll 387 2x4 ll 10 la 'tt 3xg = $6= 5x8 :\3x6 37 11 14 tu{{ 2x4 /z 12 4x5 /z 4x5 :\ 133 24 3x5 21 20 4xB = '1s 2x4 ll 3x5 4xs ll4x8 ll LOADING (pso TCLL 25.O (Roof SnoF25.0)TCDL 8.0 BCLL O.O LUMBER- TOP CHORD 2x4 DF No.2 BOTCHORD 2x4 DF No.2 WEBS 2x4 DF Stud'Except' 1 1-18,U22,9-1A,6-2O,9-20: 2x4 DF No.2 SLIDER Left 2x6 DF No.2 -H 2-G0, Right 2x6 DF No.2 -fl 2'O'o BRACING- TOP CHORD BOT CHORD WEBS Weight 251 lb FT = 20% Structural wood sheathing directly applied or 4-B-15 oc purlins, except 2-G,0 oc pudins (4-'l'l-2 mq.):5-11. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 6-20, 920 OfiEQON 7t16t82 PLATES MT2O GRIP 2201195 R!NEW$:12t31t2t November 12,2019 REACTIONS. (lb/size) 2=709/0-5-8, 14=958/0-+8, 20=2498/0-S'8 Ma Hoz 2=-76(LC 1 1) Ma Uplift 2=-1 63(LC 1 0), 1 4=-140(LC 1 1 ), 2o=- 47 8(LC 7) Ma GEv 2=1093(LC 31), 14=1 197(LC 29),2o=3217(LC 281 FORCES. (lb) - Ma. Comp./l\4a. Ten. - All forces 250 (lb) or less exceptwhen shom. TOP CHORD 2-4--12151250,4-5---9241195,6-7--16911239, 7-S=-169/1239, 910=-115611A2' 1.1-1'15611A2, 1 1-12=-1243h7 8, 12- 1 4=-1 51 9l2og BOTCHORD 2-24=-22411146,22-24=:l1ol7/1,19'20=-1641375,1A-19=:1U137\1418=-7511109,1+16=-114112 i WEBS +24=-5191165, 5-24:171358, 11-16=-71344, 12-16=-5011148, 11-18=-4a5h4o,5-22=-7531102, 1o- 18=€98/145, 6-22=-271578,9-1a=-15711 1 01, 6-20=-1665/332,7-20=-6091157,9-20=-21091277 NOTES- .l) Wnd: ASCE 7-10; Vults'12omph (3-second gust) Vasd=gsmph; TCDL=4.8psf; BCDL=4.2psi h=25ft; Cat. ll; Exp B; Enclosed; MVVFRS (envelope) gable end zone: cantilever left and rjght exposed ; end verti€l left and right exposed: Lumber DoL=1.60 plate srip DoL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow): Category ll; Exp B; Partially Exp.; Ct=1-10 3) Unbalanced snw loads have been considered for this design. 4i This truss has been designed for greater of min root live load of '16.0 psf or 1.OO times flat r@f load of 25.0 psf on overhangs non-concurent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This Uuss has been designed for a 1O.O psf bottom chord live load nonconcurent with any other live loads. 7') * This truss has been designed for a live load of2o.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-G0 wide will fit between the bottom chord and any other members. B) provide mechanical connection (by others) of truss to bearing plate capable of withstanding '1 00 lb uplift at joint(s) except 0t=lb) 2=1A3, 14=140,20=478. 9) Graphical purlin representation does not depict the size or the orientation ofthe purlin along the top and/or bottom cho.d. t-01 Hange4sj or otner @nnection device(s) shall be provided sufficient to support concentrated load(s) 120 lb down and 86 lb up at 9-8-8, 119 lb doM and 60 lb'up./- l)-o-t2,121 tbdtrnand64lbupat 14-G12,83lbdownand64lbupat 1&Gl2,TOlbdownand64lbupat 18-0-12,and70lbdomand64 lbupat - 2b-O-1 2, and 120 lb dom and 86 lb up at 3&$8 on top chord. The design/selection of such connection device(s) is tile responsibility of others. LOAD CASE(S) Standard 'l) Dead + Snw (balan@d): Lumber lncEase=1.15, Plate lnc.ease=1.15 Uniform Loads (plo Vert 1-5=66, 5-11=66, 1 1-15=-66, 25-29=-14 ConcentEted Loads (lb) verr 5=-21 1'l=-21 33=-53 34=-51 36=-13 Matix-MSH TC BC WE} 0.85 0.49 0.68 DEFL. Vert(LL) Vert(CO Hoz(CT) in (loc) -0.11 t&31 -0.19 1S31 0.04 14 l/defl >999 >999 nla Ud 240 nla SPAC|NG- 2-O-O Plate Gdp DOL 1.15 Lumber DOL 1.15 Rep Stress lncr YES Code lRC2015/TP12014 7[ WannNe - V*ty d6bn paan6e,g aod READ NOTES ON mE AND IN1LUDED MTTEK REFERENCE PAGE Mll7173 BEFORE UAE Design valid for use only with MiTek connectors. This design is based only upon parameters showo, and is for an individual building component. ApDticability of design p;ramenters and proper incorporatian ol componeit is responsibility ot building designer - not truss designer. Bracing shown ii%ii"Giii irp-priitlnoiuiorui*"u .,i.ti",s onty: Addhionat reniporary braci;g to insure slability.during consrudion is the responsibillitv ol the erector. Additibi.alpermanentbracingoftheoverailstructureistheiespoislbililvofthebuitdinodesioner'Forqeneralorridancereoardino fabriotion. quatity conlrol, storage, detivery, eredion and bfacing, colsult. ' - -ellturfti ouiriity cr'ite'ria, Dsd-89 ad BCsll Bdldng comPomrd Si-Otv in-diristoi ivaiiable frbrir Truss Flale Inslitute. 583 D'OnofIio Drive, Madison, wl 53719' A theTRUSSco.ntc. I 4 2 I I russ ho, I lTruss Type lcatitornia lotv lr J'1048601 Job lAn',1""slow & DeGeneault I 1 3052688 Plv The Truss Co., Eugene, OR 97402 8-320 s Oct 36-5-4 42-54 5-6-12 Scale = 1:85.8 SxB /z o.oo Fz zx4 ll 6". '10x10 = 7 5x8 r\ 10 16 3x5 = 3x6 2x4 ll 9 3xS /z 4 5 23 38 3x5 :\ 11 4x5 // 3 4x5 :\ 12 ,6 1314 leo 3x6 = 19 '18 17 3x10 = 40 4x8 ll 24 2x4 ll LOADING (pso TCLL 25.0 (Roof SnoF25.0)TCDL 8.0BCLL 0.0 - LUMBER- TOPCHORD 2x4DFNo.2 BOTCHORD 2x4DFNo.2VVEBS 2x4 DF Stud'Except' '|G1a,U21,7 -18,7-2'l: 2x4 DF No.2SLIDER Left 2x6 DF No.2 -H 2-S0, Right 2x6 DF No.z -H 2-0-0 21 2x4 ll 4xB ll3x53x4 // 2x4 ll 4x8 .10 BRAGING. TOP CHORD BOT CHORD WEBS Weight 267 lb FI = 20% Structural wood sheathing directly applied or 2-2-0 oc purlins, except 2-0-0 oc purlins (5-2-5 max.); 5-10. Rigid ceiling direcuy applied or 4-1 1-3 oc bracing.'lRowatmidpt'10-18,5-21,7-20 PLATES MT2O GRIP 2201195 RENEYIIS: 12t31t20 November 12,2019 REACTIONS. (lb/size) 2=733/0-5-8, 20=242610-5-8, 1 3=992/0-5-8 Mry Hoz 2=90(1C.10) Ma Uplift2=-170(LC 10), 20=-s79(LC 7), 13=-169(LC 11) lra Grav 2='1'135(LC 29),20=2960(LC 28), 1s=1303(LC 29) FORCES. (b) TOP CHORD iril. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 2-4=-1275t243, 4-5=-A3A2M, 5-6=01379,6-7=01379,7-9=-9511 1 96, 9-10=-951/1 96, 10-11=-11631202, 11-'13=-15451242 2-24=-232t1223,2124=-2321223,21-23=-102610,20-21=-14891259,19-20=-s941130,18-19=-394/.130, 16-1 8=-77 11025, 1 5- 16=-14 1/'1460, 13-15=-1411 1460 4-23=-738h76, 5-23=-2814il, 10-16=-251433, 1 1-'16=-705/161, 10-'18=-658/98, 5-21=-1MShs9, 9-1a=-7471159,6-21=-740/206,7-18=-14911308,7-21=-335t1787,7-20=-3162142o BOT CHORD WEBS NOTES" 1) Wnd: ASCE 7-10; Vult='l20mph (3-second gust) Vasd=gsmph; TCDL=4.8psf; BCDL=4.2psi h=25t Cat. ll; Exp B; Enclosed; MVVFRS (envetope) gabte end zone; cantilever left and right exposed ; end vertical leff and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf:25.0 psf (flat rcof sn8); Category ll; Exp B; Partially Exp.: Cts1.lO 3) Unbalanced snw loads have been considered forthis design. 4) This truss has been designed for greater of min r@f live load of'16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurent with other live loads. 5) Provide adequate drainage to preEnt water ponding. 6) ThiStrussnes been desdfiddTo} t10.0 psf bottom chord live load nonconcunent with any olher live loads. 7) 'TljsJrls: Eas been designed for-a live load o:2s.CEf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-O-o wide will fit between the bottom chord and any other meriers, wiu BCDL = :opsl 8) Fovie:rccranical @mEciq t)f othErs) of iross to Eearing plate capable of withstanding 100 lb uplift at joint(s) except 0t=lb) 2= 170, 20=379, 13=169. 9) GTaohical purlin representation doEs not depi.ctlhg ize qr the orientation ofthe purlin along the top and/or bottom chord. 1O) H;nde(s) or other @nnection device(s1 snaTi 5e-pivi[a sufiicient to support concenkated load(s) 99 lb down and 79 lb up at 't 1-&8, 125 lb doM and 60 tb :F3a .AAJ2, 133 lb dwn and 64 lb up at 1&G12, 9; lb down and 64 lb up at 18-0-12, and 70 lb down and 64 lb up at 2GG12, and 99 lb down and 79 lb upsl 3&98 on top chord. {he d6Bn/selection of such connection device(s) ls the responsibility of olhers. LoAgrSeEjsJ Standard'- - 'l) DJad + lnow (balanced):.,1-?A{ lncrease=1r15,qrlate bcrease= 1.15 Uniioril L@ss (plO verr 1-s=-66, 5-10=-68:to-re=-oo, zs-zs=-raC6nEe-nfagdloads(b) : - - - - - Vert,6=-24 33=-59 34=-63 -1 31, I5:O-2- 12.0-'l - 121. l7 :o-.;- 12.0-3- 4 11 O:O-2-1 2.O-1 - I 21. I 1 3:o-4 - SPACING- 2-O-O Plate Grip DOL 1.15 Lumber DOL '1.15 Rep Stress lncr YES Code lRC201s/TP12014 cst. TC 0.80 BC 0.52 wE] 0.85 Matdx-MSH DEFL. Vert(LL) Vert(CT) Hoz(CT) in (loc) -0.08'15-16 -0.13 15-16 0.05 13 Udefl >999 >999 nla Ud 360 240 nla 1t16t82 A Designva,,lid for use only wilh MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Ap.plicability of design.paEmenters and proper incorpoialion ofcomponent is responsibility of build;ng designe. - not lruss desiqne; Braiing shownis for laleral suppod of individual web members only. Addition€l temporary bracing ro insuie stabiliy-durindconstudion is $e ;esponsibillii of theereclor' Additionalpermanentbracingollheoverallslrudureistheresponsibilityofthebuildingdeiigner.iorgeneralguidancereqardino fab.rication, quality control, storage, d_el;very. eredion and bracing, consutr ANSfiFll Quiatity Crito-ria, DStr8S md BC$li Bur'lding ComporentSriBty lnbmaton available from Truss PIate Institute, 583 D'Onofilo Drive, l\4adison, Wt 53/j9. A theTRUSSco.ruc. B36 2 Job ITG hou llruss lype lcalifornia I Io,, It', Anslow & DeGeneaulth I rl I I lJob Reference (optionat) J1048601 I 1 3052689 Eugene. OR 97402 8.320 s ocl 29 20'19 MiTek Industries. lnc. Mon Nov 11 17:12:57 2019 Pagel lD:k3LUOtiN6gDRRheUEkdxYl yqaKf-gMJNlXHnBS99aPvyBZne6LoNas4sc3C5l slYmgyKBa4 5$-12 o- I t-o 43 Scale = 1:E8.3 o.oo Fz 5x8 26 25 2x4 ll B 5x8: 1110 6 12 3x6 /z 5 27 2x4 ll 3x6 \\ 13 144 4x5 lz 41 4x5 :\ to 4x8 ll ,,IT 153 2 2442 4421 3x6 = 20 19 '18 2x4 ll4x84xs ll DEFL. in (loc) Vert(LL) -0.09 1&19 Vert(CT) -0.15'l&19 Hoz(CT) 0.05 16 l/defi >999 >999 nla Ud 360 240 nla SPACING- 2-O-O Plats Grip DOL 1.15 Lumber DOL 1.15 Rep Stress lncr YES Code lRC201s/TP12014 csr. TC BC WB lilatrix-MSH 0.78 0.51 0.76 2064 LOADING (psf) TCLL 25.0 (Roof SnoF25.0)TCDL 8.0 BCLL 0.0 ' LUMBER. TOPCHORD 2x4 DF No-2'ExcePt' 7-9,91 1: 2x4 DF No. l&Btr BOTCHORD 2x4 DF No.2 WEBS 2x4 DF Stud'Except' 7 -25,11-20,11-22,7-23,1G23: 2x4 DF No.2 SLIDER Lefr2x6 DF No.2-H 2-Go, Right2xB DF No.2-H2-Go BRACING- TOP CHORD BOT CHORD WEBS Weight 284 lb FT = 2oah Structural wood sheathing directly applied or 4-3-10 oc purlins, except 2-0-0 oc purlins (&G0 max.): 7-11. Rigid eiling direcUy applied or &0-0 oc bracing. l Rryatmidpt 11-22,7-23,1G23 PLATES t\.4T20 GRIP 220t195 REIUF$IS: 12131120 November 12,2019 REACTIONS. (lb/size) 2=605/G5-8, 16=94 1/GS8, 23=2635/0-5-8 Ma Hou 2=104(LC l0) Md Uplift2=-142(LC 10), 16=-174(LC 11),23=-348(LC 7) Ma Grav 2=951 (LC 29), 16=1 253(LC 29), 23=291 1 (LC 28\ FORCES. (lb) - Md. Comp./Max. Ten. - AII lorces 250 (lb) or less except when shown TOP CHORD 24=-117911a7, 4-6=-5951147,6-7=-2531185, 7-8=-1 1/1059, 8-'l 0=-1'l11 059, 1 0-1'l=-415/163' f -12-A20226, 12-14:'1 1 51 121 4, 1 +1 6=-17 27 1248 BOTCHORD2-27=-1%]9gA,26-27=-196/998,2t26:8114O6,22-23=-1221445,2G22=-33n23,19-20=-431908, 1 B-19=-145/1465.'16-18-145/ 1465 WEBS 6i26=411416,6-25=-A271182,7-25=-1371afi,11-2o=-119ft52, 12-20=-823/1.64,12-19=-38/385, 11-22=-9AA128,7-23=-15671229, 1O-22=4AAO7, A-23=-827t207,10-23'-172Ak91, +26-7711'155, 14-19=$921147 NOTES- 1) Wnd: ASCE 7-10; Vutt=120mph (3-second gust) Vasd=gsmph; TCDL=4.8psf; BCDL=4.2pst h=25ft; Cat. ll; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DoL=1.60 plate grip DoL=1.60 2) TCLL: ASCE 7-10: PE25.o psf (flat roof snow); Category ll: Exp B; Partially Exp.; Ct=1 1 0 3) Unbalanced snow loads have been considered for this design. 4i lhis truss has been designed for greater of min roof live load of 16.0 psf or 1.OO times flat roof load of 25.0 psf on overhangs non-@ncurent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) All plates are 3x5 MT20 uoless otheNise indicated. 7) Ihis truss has been designed for a 10-O psf bottom chord live load nonconcurent with any other live loads. 8j . This truss has been deiigned for a live load of2o.Opst on the bottom chord in all areas where a rectangle 36-0 tall by 2-00 wide will fit between the boftom chord and any other members, with BCDL = 7.0psf- 9) provide mechanicat connecdon (by others) of truss to bearing plate capable olwithstanding 1Oo lb uplifr atjoint(s) excepi (it=lb) 2=142, 16.174,23=U8. 1O) Graphical purlin representation does not depict the size or the orientation of the purlin along the top ancl/or bottom chord. l.tiHange(s)orotheiconnrctiondevice(s)shattbeprovidedsufficienttosupportconcentratedload(s)l00lbdownandT9lbupat 1$&8,131lbdownand60lb' ,p ai td-OtZ, 143 tb down and 64 lb up at 18-0-12, and 108 lb down and 64 lb up at 2O-G12, and 100 Ib down and 79 lb up at 34-3-8 on top chord The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber lncrease=1.15, Plate lncrease=1 15 Unifom Loads (pl0 Vert 1-7-66, 7-1 1=66, 11-17=-66,28.32:14 Concentrated Loads (lb) Vert: 7=-1 11:1 37=-65 38=-73 39:-38 7116182 OBEgON A theTRUSSco. tllc. connectoas. Madison, I 048601 rnia & DeGeneault I 1 3052690 The Truss Co., Eugene, OR 97402 5-6-12 4x5 /z 8.320 s lD:k3LUOtiN69DRRheUEkdxYl 32-54 36-5-4 6-0-0 o.oo Fz 6-0-0 5-6-12 Scale = 1:87.7 40 2x4 ll r8 45 23 :4xB : 3x6 = I 192 5xB :\ 11 6 3x6 :\ 13 I 38 t4 lr 4xs 44 15 \\d 37 4x8 ll 2A 2xa ll LOADING (psO TCLL 25.0 (Roof SnoF25.0)TCDL 8,0BCLL O-O LUMBER- TOP CHORD 2x4 DF No.2 BOTCHORD 2x4DFNo.2WEBS 2x4 DF No.2'Except' d27,12-19,4-28,+27,1418,14-19: 2x4 DF StudSLIDER Left 2x6 DF No.2 -H 2-G0, Rlght 2x6 DF No.2 -H 2-0-0 2 17Yt9 27 26 1 3xO = 25 24 3x6 4746 12 Weight 291 lb Fr = 2ook Structural wood sheathing directly applied or 4-4-12 oc purlins, except 2-0-0 oc purlins (6-0-0 max.);7-11. Rigid ceiling directly applied or +0-0 oc bracing. lRowatmidpt 11-22,7-23,*23,10-23 18 2x4 ll 4x8 ll PLATES MT2O GRIP 220t195 RENEWS: 12t31t20 November 12,2019 21 20 3x6 19 BRACING. TOP CHORD BOT CHORD WEBS REACTIONS. (lb/size) 2=613/0-5-8, 16=895/0-98, 23=26&/0-5-8 Ma Hoz 2=-118(LC 11) Mil Uplift2=-137(LC 10), 16=-179(LC 11),23=-311(LC 10) Ma Grav 2=847(LC 291, 16=1142(LC 29),23=3006(LC 29) FORCES. (lb) - Max. Comp./lrax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-10981178,4-6=-6131138,6-7=-78134'1, 7-8=0/1 151, 8-10=0/'l 1 51, 10-1 1=-1s8i/337,1't-i2=-619121o, I 2-1 4=-1 1 401225, I 4-16=- 1651 1257 BOT CHORD 2-2a=-2o2193a,27-2A=-2021938,2u27=-811429,2U25=-267t2o9,22-23=-3371240,21-22=ot447. 19-2'l=-3'l lg%, 18-'19=-1 53/1403, 16-1 8=-153/1403VVEBS 6-27=-2A142A,6-25=-9511183,7-25=-1171854, 11-21=-1101842,12-21=-92U175,12-19=-251397, +27=-7331151,14-'19=658/143,11-22=-1157/142,7-23=-1609t225,1622=-6911036,8-23=-67i1,t63, '10"23=-14351149 NOTES- 1) Wnd: ASCE 7-10: Vults120mph (3-second gust) Vasd=gsmph; TCDL=4.8psi BCDL=4.2psf; h=25ft; Cat. ll; Exp B: Enclosed; MWFRS (envetope) gabte end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; PE25.0 psf (flat roof snow); Category ll; Exp B; Partially Exp.; Ct=1.'10 3) [Jnbalanced snow loads have been considered for this design. 4) This truss has been desbned for3reater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurent with other live loale - 5) 6) 7) 8) rrovidsadequate dEinage td prqent water ponding. All-platds?r? 3x5 irT2O,,nless otheMise indidtEf - 5i -ljahJs been derEn:Uy j 1O.O psf Solom cLoid live load nonconcurent with any other live loads. '-This trss has been designed fo a live load of 20.0psfon the bottom chord ln all areas where a rectangle $$O tall by 2-0-O wide will fit between the bottom choro and any other members, with BCDL ={.up!t- - - 9) PNijje mechani€l connection (by othe6) of kuss to bEaring plate capable ofwithstanding 1OO lb uplift atjoint(s) except 0t=lb) 2=137, 16=179,23=311. 1o),GrapEal purlin represgntatiooCres not depict the size or the orientation ofthe purlin along the top ancyor bottom chord. 11)lidrder(s)orothercca)nectiandwice(s)shallbeprovidedsufficientlosupportconcentratedload(s)llolbdownandTglbupat 1t&8,136lbdownand60lb uq al 1 8-o-1 2. and 1 4SitdownEnd 64 lb up at 2O-G1 2, and 1 1 o tb down and 79 lb up at 32-3-8 on top chord. The design/selection of such conneclion a6vicE(sJ E the responsibilitv of others. wll- LOAOCASE(S) Stand6id r! 1) EeEd+'Snow (balanced): Lumber lncease=l.rqHre!ncrease=1.15 Uniform L-oeds (pl0 \.?rt f -i66, 7.J i=66 , !1-17=-66,2d-i3=-14 s@ccdraled Loads (19- -' - - - _ - _V_errr7:11 .11=-1139-7040=-75 -_ -._ - 2 5-7-8 4-( SPAC|NG- 2-O-O Plate Grip DOL 1.15 Lumber DOL 1 15 Rep Stress lncr YES Code lRC2015/TP12014 cst. WB OEFL. Vert(LL) Vert(CT) Hoz(CT) in (loc) -0.0918-19 -0.14 1&190.04 16 Udefl >999 >999 nla Ud 360 240 n/a Matrix-MSH o.71 0.60 0.80 OfiEGON 1t'|6t82 A WARNINA - UqTT &'JgN PffiTPUB ANd RgD NOTES ON THE AND INCLIJDED MITEKREFERENCE PAGE MII.7{N BEFORE USE Design valid forlse only with MiTek mnneclors. This design is based only upon pa.amelers shown, and is foran individual building component. Ap_plicability of design_paramenters and proper incorporation ofcomponent is responsibility of building designer - not lruss designei Braiing shownisforlateralsuppodofindividualwebmembe.sonly. Additionalt€mporarybracingtoinsu;estabiliyZurind'construdionisthe;esponsibillitiofthe erector. Additional permanent bracing of lhe overall dructure is the responsibiiity of the building deligner. -For qeneral ouidance reoardino fabri€tion, qualily conlrol, storage, delivery, erection and bracing, consuir ANSffFll Ou;llty Cdt6;., DSd89 and BCSI1 Brlldn0 CompomrnSslbty lnbmalion available from Truss Plate lnstilute, 583 D Onofrio Drive, Madison, Wl 53719. A theTRUSSco.rxc. 1 5x8 = 7 5 hoz I Hffi,li'J1 048601 Job ff::::Il 3052691 PIy 1 loDtional) DeGeneault The Truss Co.. Eugene, OR 97402 s Oct 29 lD:k3LUOtiNOgDRRheU 1 7-1 0-15 30-5{ 0-2:7 6x14 \\ 6-1-1 3x4 \\ o-1-12 5xB :\ Scale = 1:85.6 2x4 ll o.oo It7-B7 '106 1A' '152 4140 3x6 // 4x5 /z 3 4xB ll 4 2x4 ll 3x6 r\ 11 16 2x4 ll 4x5 :\ 12 34 38 dl rN 24 39 22 20 4xg = '18 17 4xB ll LOADING (ps0 TCLL 25,0 (Roof SnoF25.0)TCDL 8.0 BCLL O,O ' LUMBER- TOP CHORD 2x4 DF No.2 BoTCHORD 2x4 DF No.2 WEBS 2x4 DF No.2'Except' &24JG17,4-25,4-24,'12-16,12-17 : 2x4 oF Stud SLIDER Lefi 2x6 DF No.2 -H 2-0-0, Right 2x6 DF No.2 -H 2-O-o REACTIONS. (lb/size) 2=674/0-5-8, 14=1 008/0-5-8, 21 =2607 IO'5.A lra Hoz 2=133(LC 10) ira Uplifi2=138(LC 10), 14=-198(LC 11),21=-285(LC 10) Mil Grav 2=827(LC 31\, 14=1208(lC 29), 21=3162(LC 29) FORCES. (b) TOP CHORD BOT CHORD WEBS BRACING- TOP CHORD Weight 292 lb FT = 2O'/o Structural wood sheathing directly applied or 3-9-5 oc purlins, except 2-G0 oc purlins (6-0-0 mil.): 7-9. Rigid ceiling direcuy applied or 10-G0 oc bracing, Except: G0-0 oc brecing:21-22 4-'l 1 -7 oc becingt 20-2'1. lRowatmidpt d22,10-19,5-2O,A-20 2 Rows at 1/3 pts 7-21 PLATES MT2O GRIP 2201195 RENlVir*: 12131t20 November 12,2019 BOT CHORD WEBS Max. Comp./lrax. Ten. - All forces 250 (lb) or less except when shown. 2-4=-rcA8n79,4-6=-6911142,6-7='121583, 7-8=-'l 16/457, 8-9=-11614.57,9-10=-7431225' 'lO-12=- 13A6267, 12-1 4=-'l 8OA 1292 2-25=-2161925,24-25=-2161925,22-24=-92533,21-22=-4361209,20-21=-'14191257 ' 1920=0/533, 17 -19=-7 1n 15A, 1&1 7=-183/1554, 14-16=-1 8311 554 6-24=-141400,6-22=-11091211,7-22=-108/807,9-19:95i856,1G19=-1051/205,10:17=-121348, 4-24=-60A1142, 12-17=-522t133, *20=-14291152,8-20='8151176,7-20=-19A1'726,7-21=-3144/304 NOTES- 1) Vvind: ASCE 7-10; Vult=12omph (3-second gust) Vasd=95mph; TCDL=4.8psf; BCDL=4.2pst h=25ft: Cat. Il; Exp B; Enclosed; MV\ERS (envelope) gable end zone: cantilever left and right exposed ; end vertical left and right exposed; Lumber DoL=1.60 plate srip DoL=1.60 2) TCLL; ASCE 7-10; Pts25.o psf (flat roof snow); Category ll; Exp B: Partiallv Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4j lhis truss has been designed for greater of min r@f live load of 16.0 psf or 1.OO times flat roof load of 25.0 psf on overhangs non-concurent with other live loads. 5) Provide adequate drainage to preventwater ponding. 6) All plates are 3x5 MT2o unless otheMise indicated. 7) Thii truss has been designed for a 1O.O psf bottom chord live load nonconcurent with any other live loads. Bi * This truss has been designed for a live load of2o.opsf on the bottom chord in all areas where a rectangle 3$-0 tall by 2-0-0 wide will flt between the bottom chord and any other members, with BCDL = 7.0psf. 9) provide mechanical connectjon (by others) of truss to bearing plate capable ofwithstanding .loO lb uplift at joint(s) except 0t=lb) 2=13a, 14=198,21=245. 1 O) craphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 1 1 i Hange(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 205 lb down and 79 lb up al 17-104, and 1 38 lb down and' OO fU uj it 2O-O-1 2, and 205 lb down and 79 lb up at 30-3-8 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balan@d): Lumber lncrease= 1.15, Plate lncrease=1.1 5 Uniform Loads (pl0 Vert 1-7=-66, 7-9=-66, 9-15=-66, 26-30=-14 Concentrated Loads (lb) Vert 7=-106 9=-106 35=-71 14:0-4-1 3.0-0-91, l2o:o-2-12,o- DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) -0.12 16-17 -0.18 16-170.05 14 l/defl >999 >999 nla Ud 360 240 nla SPACING- 2-O-O Plate Grip DOL 1.15 Lumber DOL '1.15 Rep Stress lncr YES Code lRC20'15/TP12014 csl. TC BC WB Matrix-MSH 0.85 0.68 0.90 OEEGON 1trBtB? A theTRUSSco.INc. WAENTNG -Vert| desiga pdane&;o aod READ NOIES ON THIS AND TNCLUDED MfiEK REFERENCE PAGE Mlt-718 AEFORE UsE- for an and F;|;:iffi,, lo', 1", lAnslow & DeGeneaulth i 1l I I lJob Referenco (optronar) 113052692J '1 048601 Job Mon lD:k3LUOtiN6gDRRheUEkdxYl19-8-8 3G18r1-3-0r 5€-12 t 11412 t 17412 17+8 191G15 24G0 r 2&1-1 2H-8 3GE4 3&t4 t 42-*4 ' 4ru 4910' 1.3-0 | 5+12 | 6{-0 | 6+0 0-1t12 G2t7 4-1-1 | 4.1-1 G2!7 0-1112 64-0 | 6+0 | 56-12 13.01 24,O 240 Scale = 1;85.6 o.oo F7- sx'16 \\ 26 2s 24 3x4 l\ 2x4 ll I 23 43 4xa = 5x8 = 11 12 3x6 lz 39 40 3x6 \\ 4',| 14 d 4x5 /z 4x5 \\ 2 18'v$t.t 29 2x4 ll 222A42 20 3x6 44 19 '18 2xa ll 4x8 ll axe ll LOADING (psf) TCLL 25.O (Roof SnoF25.0)TCDL 8.0BCLL O.O LUMBER. TOP CHORD 2x4 DF No.2 BOTCHORD 2x4DFNo-2 WEBS 2x4 DF No.2'Except' d24,12-19,+29+28,'1418,14-19: 2x4 DF StudSLIDER Len 2x6 DF No.2 -H 2-G0, Right 2x6 DF No.2 -H 2-0-0 BRACING. TOP CHORD BOT CHORD WEBS Weight 346|b FT =20% StructuEl wood shealhing directly applied or 4-Gl oc purlins, except 2-G0 oc purlins (AGo max.): &10. Rigid ceiling dir@tly applied or S2-11 oc bracing. 1 Rryatmidpt 6-26,12-21,7-25,923,11-22,1023 2 Rows at 1l3 pts &24 OSEGON 1116t82 PLATES t\4T20 GRIP 2201'195 RENEWS: 12t31tzo November 12,2019 REACTIONS. (lb/size) 2=656/0-5-8, 16=982Gr8, 24=262510-5-8 Md Hoe 2=-147(LC 11) Mq Uplifl 2=-1 34(LC 1 0),'l 6=-200(LC 1'l), 24=-27 8(LC'lO) Ma Grav 2=789(LC 31), 16=1158(LC 29),24=3328(LC 29) FORCES. (lb) - Mil. Comp./Md. Ten. - All fores 250 (lb) or less except when shown. TOP CHORD 24:101Afi0, 4S:63oh31, c7=-471574,7-8=Ol7'13,8-9=-2'11445,9-1o=-21t445, '10-1'l=-46-11249, 1 1 -12:7 6A232,'12- 1 4=- 134,,27 O, 1,4- 16=-17 191297 BOT CHORD 2-29=-2231856,2u29=-223ft56,2&2A=-961493,2'26=-3951214,24-25=496n24,2s24=-1034D41, 22-23=OE3a, 21-22=01546, 1*21=-731 1 124,1&19=-1A7 11480, 16-18=-187 h 48o WEBS 6-28=-16/365, c26=-1o21n13,7-26=-109lA77, 11-21--'1o3t733,12-21=-10c6,1200, 12-19=-12U2, +2a=-5371145, 14-19=43911U, &2*-21211024,7-25-1367n$, 1c22=-204n243, +23=-543/115, 1 1-22-1 155t223, 10-23--1 4961169, 8-23=-166/1 556, &24:295t265 NOTES. 1) Wnd:ASCE 7-10; Vult=120mph (lsecond gust) Vasd=gsmph; TCDL=4.8psfi BCDL=4.2psi h=25ft: Cat. ll; Exp B; Enctosed: MWFRS (envetope) gable end zone; €ntilever left and rjght exposed ; end vertiel lefl and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL ASCE 7-10; Pts25.0 psf (flat roof snow); Category ll; Exp B; Partally Exp.: Ct=1.10 3) Unbalanced snw loads have been considered for this design. 4) This Euss has been des:aned for3reater of min r@f live load of 16.0 psf or 1.00 times flat r@f load of 25.0 ps, on overhangs non-@ncurent with other live loJ-. - - - 5) ProvidE adequate drainage to praent water ponding. 6) Alfpi'atESaie 3x5 MT2O ,,nless otheMise indidaGo: - 7) ltjsir-$ his been a3slqe! rrri 10.o psf6q[om Qo'rd live load nonconcurent with any other live loads. 8) - This ;uss has been designed ft' a live load of20.0psf on the bottom chord in all areas where a rectangle 3€-O tall by 2-O-O wide will fit between th€ bottom chold and any other members, with BCDL -7$FSE - - 9) 3r:,fd3 gg;hani€l @nnection (by others) of truss to b-?aring plate capable of withstanding 1OO lb uplifr at ioint(s) except (jt=lb) 2='tU, 16=200,24=278. 10; Grapgcal purlin repreq;ntatiqp Joes not depict the size or the orienlation of the purlin along the top ancyor bottom chord. 11)l€;ger(s)orotherMnectind.vice(s)shallbeprovidedsufficienttosupportconcentratedload(s)22SlbdomandTglbupat 19.10.4,and22Blbdownand 79 lb up at 2&18 on tEtrchord The desigr/selection of such connection device(s) is the responsibility of otheE.- J--'-Y - ! -;!vLOAS 3AS(5) Stand4id : 1) Dead + Sn@ (balaned): LMier lncrease=1.15, Plate lncrease=1.15 dfifdtt[ Loads (plD VeJ: 1-8=€6, & 10=-66, 10-'17=-66:3o-j4=-14 ConcentEted Loads (lb)- - _ - -vert 8=-129 $!:,2u _ r3- SPAC|NG- 2-O-O Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress lncr YES Code lRC20'15/TP12014 csl. TC BC WB Matrix-MSH 0.72 0.67 0.90 DEFL. Vert(LL) Vert(CT) Hoz(CI) in (loc) -0.13 18-19 -0.18 18-190.05 16 Ydefl >999 >999 nla Ud JOU 240 nla $ W*NWE . VAITY &dg| PAM*TS EOd RE^D NOTES ON THIS AND INCLIJDED MI1EK REFERENCE PAGE MIL717| BEFORE USt- Design valid for use only with MiTek conneclors. This desjgn is based only upon parameters shown, and as for an individuat building component. Applicability of design paramenlers and proper incorpolalion oicomponent is responsibilily ol buiiding designer - nol truss desionei Braiing shownisforlateralsupportofindividualwebmembersonly. Add;tionallemporarybracingtoinsuledabitity-durindconstuctionislhe;esponsibiiliiy;fihe ereclor. Additional pernanent bracing of lhe overall stuclure is the responsibility of lhe building designer. ior general ouidance reoardino Iab.riclion, quality contol, srorage, delivery, eredion and bracing, consu[ ANS4fFll Ou;lity Crilo-ria, [9d80 and BCSI1 Bu]Hing CompoEnrSatulylntomEtion availablefromTrussPlatelnstitute,5S3D'OnofrioDrive, I!4adison.Wl5J/'19. A theTRUSSco.rNc. 7 6 4 1 048601 alifornia Type & DeGeneault I 1 3052693 11 lD:k3LUOtiN6gDRRheUEkdxYl 4-1-12 5x5 \\ 41 21 42 20 8.320 s Od 29 2019 6-0-0 4-3-0 _on 5-6-12 5xB = I Scale = 1:85.6 15-^ ri o.oo llz 3x6 /z 7 10 113xd // s36 6 3x6 :\ 12 4 13 4x5 /z 2 1 22 Weight 312 lb Fr = 20% Structural wood sheathing directly applied or 2-1 1-8 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 8-9. Rigid ceiling directly applied or &0-0 oc bracing. lRowatmidpt 6-24,7-24,4-22,9-21,10-21,11-20 17 2xa ll 4x10 ll PLATES GRIP MT20 2201195 REN:YrB: 12t3'tt2o November 12,2019 '19 '- 18 4x6 ll 27 xA ll LoADING (pso TCLL 25.0 (Roof SnoF25.0)TCDL 8.0 BCLL O.O LUMBER- TOP CHORD 2x4 DF No.2 BOTCHORD 2x4 DF No.2 WEBS 2x4 DF No.2'Except* &26,11-18,4-27,4-26,13.17,'13-18: 2x4 DF Stud SLIDER Left 2x6 DF No.2 -H 2-G0, Right 2x6 DF No.2 -H 2-o-o 25 40 23 4xa BRACING. TOP CHORD BOT CHORD WEBS REACTIONS. All bearings 9-S0 except (jt=length) 2=0-58, 15=0-5-8, 23=0-$8. (lb) - Ma Hoz 2=-162(tC s3) MaUplifr All uplift'100 lborlessatjoint(s)2,23except26=-101(lC10),24=-179(LC10), 15=-212(1C11) MqGrav Allreactions25olborlessatjoint(s)except2=492(1C31),26=638(LC31),26=a64(LC1),24=2106(1C29),15=1418(1C29), 23=831(LC 29) FORCES. (lb) - Ma. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-346t80,4-6=ot38'1, 6-7=0fl02, 8-9=-5211237,9-10=-7041244, 10-11=-12591257, 11'13=-19101293, 13-1s=-22041319 BOT CHORD 2-27=-1511366,26-27=-1511366,23-24='4971246,22-23:4971246,20-21=01983, 19-20=-9411626, '17-1 8=-206i1 90.1, 15- 17=-20611901 WEBS 6-26=-3141125,6-24=-4201112,7-24=-18591155,7-22=-78h107, V22=-17251190,8-21=-1a2h419, 10-21=-11681241, 1O-2O=-9Arn1, l-20.-927h97, 11-18=-12132A, 4-26=-537 11s9, '13-1A=-3261135 NOTES- 1) Vvind: ASCE 7-10; Vult=12omph (3-second gust) Vasd=gsmph; TCDL=4.8psi BCDL=4.2psf: h=25ft; Cat. ll: Exp B; Enclosed: NIWFRS (envelope) gable end zone: cantilever Ieft and right exposed i end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1 60 2) TCLL: ASCE 7-10; Ptr25.0 psf (flat roof snow); Category ll; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) All plates are 3x5 MT20 unless otheMise indicated. 7) This truss has been designed for a 1O.O psf bottom chord live load nonconcurent with any other live loads. B) . This truss has been designed for a live load of2o.Opsfon the bottom chord in all areas where a rectangle 3-G0 tall by 2-0-0 wide will flt between the bottom chord and any other members, with BCDL = 7.0psf. 9) provide mecaanical connection (by others) of truss to bearing plate capable of withstanding 1OO lb uplift at joint(s) 2, 23 except (t=lb) 26=1 01, 24=179, 15=212. 1 0) craphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. ,l 1) Hange(s) or other connection device(s) shall be provided sufficient to support concentrated Ioad(s) 220 lb down and 75 Ib up at 21-8-8, and 220 lb down and 75 lb up at 26-0-7 on top chord. The design/selection of such connection device(s) is the resPonsibility of others. LOAo CASE(S) Standard 1) Dead + Snow (balanced): Lumber lncrease=1.'15, Plate lncrease=1.15 Uniform Loads (plD Vert 1-8=-66, 8-9=-66, 9-16=-66, 28-32=-14 Con@ntrated Loads (lb) Vett a=-121 38=-121 cst. TC WB DEFL. in (loc) Vert(LL) -0.15 17-18 Vert(CT) -O.22 17-1a Hoz(CT) 0.06 15 l/defl >s99 >999 n/a Ud 360 240 nla Nlatrix-MSH 0.68 0.87 0.89 SPAC|NG- 2-0-O PlateGrip DOL 1.15 Lumber DOL 1.15 Rep Stress lncr YES Code lRC201s/TP12014 OfiEQON 1tr.6t82 A theTRUSSco.tNc. [;; lary IPryl,l 1 4x5 \\ 14 is for an erectof,dructure isthe fabricalion, quality Sahy lnlomalion Madison, back Base & DeGeneault I 1 3052694I 048601 '10 The Truss co.,8.320 s ID: 1-6-12 34 48-0-0 5-6-12 4-2-0 4-2-A O-1 6-0-0 S€le = 1:84.0 o.oo lil 5X5 - BRACING- TOP CHORD BOT CHORD WEBS 5x5 107 4x5 /z 11 3x6 \ 12 3x6 /z 13 4xS /z 4x5 :\ 14 2 T: lq, 3B 22 4x5 = 40 20 41 19 18 42fi 2x4 ll 24 4xo ll 5f,-12 LOADING (ps0 TCLL 25.0 (Roof SnoF25.0)TCDL 8.0 BCLL O.O LUMBER. TOPCHORD 2x4DFNo.2 BOTCHORD 2x4 DF No.1&BtrWEBS 2x4 DF No.2'Except* 6-24,11-'17,4-25,4-24,1316,13-17: 2x4 DF StudSLIDER Len 2x6 DF No.2 -H 2-0-0, Right 2xO DF No.2 -H 2-o-o 21 16 2x4 ll 6x8 ll PLATES MT2O GRIP 220t195 RENEWS: 1213112O November 12.2019 3x8 REACTIONS. (lb/size) 2=305/0-5-A, 24=223A/O-5-A, 15='1380/0-5-7 Max Hoz 2=174(LC 10) Md Uplift2=-64(LC 1O),24=-260(LC 10), 15=-207(LC 11) Ma Grav 2=377(LC 31), 24=3061(LC 29), 15=1738(LC 29) FORCES. (lb)-Max.Comp./Max.Ten.-Allforces250(lb)orlessexceptwhenshown. TOP CHORD 4-6=-38r/65, 6-7=-1 0A4/1a2,7-8=-1263/243, A-9=-12931274,9-'10=-1 586/283, 10-11=-2154129A, 1 1 -'13=-27 41 1334, 13-1 5=-2977 t358 BOT CHORD 22-24=-553t192,21-22=-22n60,20-21=OhO13, 19-20=-14117a5, 17-19=-14812395, 16-'17=-2591257A, 15-16=-25912578WEBS 6-24=-26961238,6-22=-72J1494,7-22=-1300196,7-21=-171660, 10-20=-11761242, a-21=-54115a, a-2o=-131n92,9-20=-641400,10-19=-96/692,'11-19=-BB0/194,11-17=-Bl31o,+24=-5761'162, 13-'17=-2701126 NOTES. 1) Wind: ASCE 7-10; Vult='120mph (3-second gust) Vasd=95mph: TCDL=4.8psi BCDL=4.2psf; h=25ft; CaL ll; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; PE25.0 psf (flat roof snow); Category ll; Exp Bi Partially Exp.i Ct=1.10 3) LJnbalanced snow loads have been considered for this design. 4) This truss has been des€ned for{reater of mln roof live Ioad of 16.0 psf or 1.00 times flat roof load of 25.0 psi on overhangs non-concurent with other live loads. - - - 5) ProvtdE adcquate drainage to pr&ent water ponding 6) AlipiaGiaie 3x5 MT2o-rnless o:Ieuise inaiiai6d - -4 :-l;sJ-s- lls been d6ip'J L)H 10.0 psf bclom eord live load nonconcurent with any other live loads. 8) -This russ has been designed fq a live load of 20.0psf on the bottom chord ln all areas where a rectangle 3-6-0 tall by 2-G0 wide will fit between the bottom ch-orE and any other members, with BCDL =7:()tisf ' - 9) gr-lvJ., Eqihanical connection (by others) of truss to d.aring plate capable of withstanding 1 OO lb uplift at joint(s) 2 except 0t=lb) 24=260,15=207. 10;Grapi;cal purlin repres-ntatio abes not depict the size or the orientation ofthe purlin along the top and/or bottom chord. a -----g - ! -'J.e ';- Weight 310 lb Fr = 20% Structural wood sheathing directly applied, except 2-0-0 oc purlins (5-6-0 ma.): &9. Rigid ceiling directly applied or G0-0 oc bracing. lRowatmidpt 6-24,7-22,10-20,*21,11-19 ofiESON 1116t82 SPACING- 2-O-O Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress lncr YES Code lRC2015/TP12014 CSI. IL BC WB Makix-MSH 0.98 0.89 0.68 DEFL. Vert(LL) Vert(CT) Hoz(CT) in (loc) -0.20 16-17 -0.29't6-17 0.08 15 l/defl >999 >999 nla Ud 240 nla A.WARNINE. V6Nil &.Igo NED,*E aN RBD NOTES ON THIS AND INCLUDED MITEKREFERENCE PAGE NII.7{N BEFOfrE USE Design valid for use only with Milek connectors. This design is based only upon parameters shown, and is for an individual building component. Ap-plicability of design_par€menters and proper incorporation of component is responsability of building designer - not lruss designer. Bracing shown is for lateral suppod of individual web members only. Additional temporary bracing to insure stability during constudion is the iesponsibillii of the erector. Additionalpermanentbracingoftheoverallsrudureistheresponsibililyotthebuildingdesigner.Forqeneratquidancereoardino fab-ri€tio_n, quality control, storage, dalivery, ereclion and bracing, consutt ANSlrfFll Qu;lity Crite"ria, DSE89 and BCSI1 BuIdlnO CompomntSatulylnhmation availablefrbmTrussPlatelnstitule,583D'0nofr;oDrive, lUadison,W,53719. A theTRUSSco.rxc. 1 6 4 Job lTruss n,, lTruss Tvpe lPisgyback F' l- ' n::::: DeGeneault J1048601 Base t13052695 fooiionel\ 8.320 s Oct 29 201 I MiTek lndustries, lnc- l\,,lon Nov 1 1 17:13:1 1 2019 Page 1 lD:k3LUOtiN6gDRRheUEkdxYl yqaKf-F299EJSZulwAFZ_f?V1 wglNj_W9uPqgF1 BHEsyKBZs 5.-6-12 6-0-0 6-0-0 o.oo lrz Scale = 1:84.0 5x5= I 5x5 7 4',1 20 42 3x8 = 10 4x5 /z 3x6 /z 36 37 ll 3x6:\ 35 12 13 2x4 ll PLATES MT2O GRIP 2201195 N 4 4xS /z 4x5 \\ 14 15 1+ 2x4 ll 24 39 4x6 ll LOADING (psf) TCLL 25.0 (Roof SnoF25.0) TCDL 8,0 BCLL O.O LUMBER- TOPCHORD 2x4 DF No.2 BOTCHORD 2x4 DF No.1&Btr WEBS 2x4 DF No.2 *Except" 6-25,11-'17,4-26,4-25,13-16,13-17: 2x4 DF Stud SLIDER Left 2x6 DF No.2 -H 2-G0, Right 2x6 DF No.2 -H 2-0-0 25 u, = 4x5 23 40 21-11-O2 2'l 19 18 43 JXO - 17 6x8 ll BRACING. TOP CHORD BOT CHORD WEBS Weioht 310 lb FT = 2Ola Structural wood sheathing directly applied, except 2-0-0 oc purlins (5-6-5 max.): 8-9. Rigid ceiling direcUy applied or 6-0-0 oc bracing. lRowatmidpt 6-25,7-22,1G20,8-21,11-19 OSEGON 7t1$182 REACTIONS. All bearings 1 1 -1 1-8 except (it=length) 1 s=Mechanical, 24=0-3-8. (lb) - Max Hoz 2=174(LC 14) MaUplift All upliftl00lborlessatjoint(s)2,24except25=-240(1c10), 15=-203(1C11),26=-176(LC27) l\.4acrav Allreactions250 lborlessatjoint(s)26except2=351(LC31),25=2793(LC29),15=17311LC29),24=492(LC35),2=312(LC1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 4-6=-36/801, G7=-9771167,7-A=-12451233, 8-9=-12791266, 9- 1 0=-15721275, 10'11=-21391289, 1 1 - 1 3= -27 27 132 5,'l 3- 1 5= -296 4 I 3 51 BOT CHORD 24-2s=-s8s1215,22-24=-5851215,21-22=-22n35,20'21=01999, 19-20=-611772, 17-19=-14112342, 16- 17 = -25212567, 1 5-1 6=-25212567 WEBS 6-2s=-27os1236,6-22=-8711906, 7-22=-13231107,7-21=-27$aa, 1o-2o=-1177t243, *21=-s63159, a-2j=-136n98,9-20=-60/391,1G'19=-96/693,11-19=-880/194,11-17=-91310,+26=-261275, 4-2s=-67 61 165, 13-1 7 = -27 t h27 NOTES- -1) Wtnd: ASCE 7-10: Vult=120mph (3-se@nd gust) Vasd=gsmph; TCDL=4.8psf; BCDL=4.2psf; h=25ft Cat. ll; Exp B; Enclosed: IVWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL='1.60 2) TCLL: ASCE 7-10; Pts25.0 psf (flat roof snow); Category ll; Exp B; Partially Exp.; Ct=1.1 0 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concunent with other live loeds 5) Provide adequate drainage to preventwater ponding. 6) All plates are 3x5 MT20 unless otheMise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. B) . This truss has been designed for a live load of 2o.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.opsf. 9) Refer to girde(s) for fuss to truss connections. 1 O) Provide mechanical connection (by others) of truss to bearjng plate capable of withstanding I 00 Ib uplift at joint(s) 2, 24, 2 except 0t=lb) 25=240, 1 5=203, 26=176. 1 1 ) Graphical purlin representatt'on does not depict the size or the orientation of the purlin along the top and/or bottom chord. REN!'tS: 12131120 November 12,2019 CSI. wts lvlatrix-MSH 0.98 0.89 0.69 DEFL. Ven(LL) Vert(CT) Hoz(CT) in (loc) -o.20 16-17 -o.29 1G.17 0.08 15 l/defl >999 >999 nla Ud 240 nla SPAC|NG- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress lncr YES Code lRC2015/TP12014 tr$ Wanvnte - VoAy destgn patuneter and READ NOTES ON THIS AND INCLUDED MfiEK REFERENCE PAGE t4ll'7473 BEFoRE ttsE Deslgn vatid tor use only with MiTek coonectors. This design is based only upon parameiers shown, and is foran individual building component- Aoolicabilitv of desion o'aramenters and oroper incomorat6n of componeit is responsibility of building designer- not {russ designer. Bracing shown ;i%ii"re-,ii*pfrin""flndiviauatwebmerdersonty: Additionaltemporarybraciigloinsureslabilityduringconstruclionislheresponsibillityofthe erecror. naaiiii:irat permanent bracing ofthe overail struclure is the iesponsibilily oflhc hilildino desioner. For oeneral ouidancc rcnardino fabrication. ouatirv conlrot, storaoe, detivery, eredion and bracinq, consutr -nils@ti ouiiity cruti, osdss ana gcsl1 Building compoEnt sittv inOii*oi avaiiable fftrir Truss Ptale lnstitute, 583 D'0nof.io Drive, N'ladison, wl 537 19. A theTRUSSco,txc. 2 Job lp,tz I lTruss Type leissyoack lo'v l"'v lAnslow & DeGeneaultlz I 1l I I lJob Reference (optional) J'1048601 Base I 1 3052696 -il-3-q 5-6-12 +6-q r-6-12 17$-1? flj]:3 21-11-0 8.320 s oct 29 201 9 [4iTek lnduskies, lnc. [4on Nov'l I l7: j 3:13 201 I Page l lD:k3LUOtiN6gDRRheUEkdxYl yqaKf-CRHQf?TpQNAuVtSl Tw3OmjT5gJRsMNilXSjLdOJkyKBZq 26-1-0 | 30-3-8 30-54 36-5-4 , 42-54 | 48-0-0 ,ffi-s-12 6-0-0 0-1112 4-2-B 4-2-0 4-2-a 0-1\12 6-0-0 uut1 4x6 :\ 12 Scale = 1:83.6 o.oo llz 5x5 I 5x5 107 37 134 4x6 /z 6 5 N 4xd /z 3 4x6 :\ 14 2 T;$l 2x4 ll 24 22 sx6 WB : 40 20 41 191842fi 5x6 !\ts = 39 21 '16 2x4 ll 8x8 ll 8x8 ll -6-12 LoADING (pso TCLL 25.O (Roof SnoF25.0) TCDL 8,0 BCLL O.O LUMBER. TOPCHORD 2x4 DF No.2*Except' 1-5,12-15:2x4 OF 24OOF 2.OE BOT CHORD 2x4 DF 24OOF 2.OE WEBS 2x4 DF No.2*Except* 6-24,11-'17,4-25,4-24,1 9 16,1&17: 2x4 DF Stud OTHERS 2x4 DFStud SLIDER Left 2x6 DF No.2 -H 2-&0, Riqht 2xO DF No.2 -H2-6-0 21-11-0 26-1-0 30-5-4 BRACING- TOP CHORD BOT CHORD WEBS Weight 314 lb Fr = 20o/a Structural wood sheathing directly applied or 2-2-0 oc purlins, except 2-0-0 oc purlins (3-8-14 max.): 8-9. Rigid ceiling directly applied or 10-G.0 oc bracing. lRowatmidpt 6-22,8-20,7-21,10-20,11-19 oSEOON 7116t82 PLATES IVT2O GRIP 220t195 RENEWS: 12t31t2o November 12,2019 REACTIONS. (lblstze) 2=2O0/.|O-5-8, 15=191g/Mechanical Mu{oz 2=174(LC 14) Mq Uplift2=-262(LC 10), 15=-238(LC 11) Ma crav 2=2560(LC 29), 1s=2475(LC 29) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-43571413, 4-6=-425A1395,6-7:371 8/362, 7-8=-3'166/349, &9=-2698/333, 9-1 0=-3.168/349, '10-1 1 =-3719/363, 11 -13=-42631397, 13j15=-437 1 1417 BOT CHORD 2-25=-46237A4,24-25=-46213784,22-24=-s601s759,21-22=-22813183,20-21=-12512695, 1920=-1 15/31 84, 17-19=-2058763, 1ts-17=-31013799, 15-16=-31 0/3799WEBS 6-24=-5t277,6-22:A311191, 8-20=-301/31 A,7-22=-93/655,7-21=-11431241,8-21=-'18411099, 9-20=-10811103, 10-20=-11371241, 1 0-1 9=-93/651, 1 1 -1 9=-836/1 91, 11-'17=-61278 NOTES- 1) \Mnd: ASCE 7-10; Vult=120mph (3-second gusi) Vasd=gsmph; TCDL=4.8pst BCDL=4.2psf; h=25ft; Cat. Il; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vedical left and right exposed; Lumber DOL=1.60 plate grjp DOL=1.60 2) TCLL: ASCE 7-10; Ptr25.0 psf (flat roof snow)i Category ll; Exp B; Partially Exp.; Ct=1.1 0 3) Unbalanced snw loads,have bq,1n considered for this design. 4) Tl"sJ-s- I'as been d,*J#; dtsgreater of min roof live load of 16.0 psf or '1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live rcads. - 5) P6v'id6 a-dEquate drainage to preventwater p-on?ihgi _ 6) -\l-p,r'-x- a-e 3x5 MT30JeJqi.,eheNise indiarted. - 7) -:his f-ss has been designed fo€ 10.0 psf bottom chord live load nonconcurrent with any other live loads. B) * rhE truss has been designed tor a live lod sfzL:opsa on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom 4hor4 .n4:ny other members, with BCDL = 7.0pst - 9) :lefer i,,) girder(s) ior tru6 to try$ connections. 1 0) l'.iriide mechanical lonnesiioniby others) of truss to bearing plate capable of withstanding 1 00 lb uplift at joint(s) except (t=lb) 2=262, 15=238. 11) Graohical pudin represlilatlontoes not depict the_size or the orientation of the purlin along the top and/or bottom chord. : ---- SPACING- 2-O.O Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress lncr YES Code lRC2015/TP12014 cst. WB lvlatrix-MSH 0.84 0.87 0.48 in (loc) -0.34 21-22 -0.52 21-22 o.2't 15 l/defl >s99 nla Ud 240 nla Vert(CT) Hoz(CI) DEFL. Vert(LL) ifu WENIINA . V*Tg dEiig' P?ANCbB dO'! REA,D NOTES ON THIS }ND INCLUDED MITEK REFEREI.ICE PAGE MIL7473 BEFORE USE Design valid for use only with lrilek connedors. Ihis desjgn is based only upon parameters shown, and is for an individual building component. Applicability of design_paramenters and proper incorporation ofcomponent is responsibility of building designer- not truss designe; Braiing shown is for lateral support of individual web members only. Additional temporary bracing to insuie $ability aurindconstruction is the ;esponsibilliiy of rhe ereclor. Additionalpermanentbracingoftheoverallslructureistheresponsjbililyoflhebuildingdesigner.Foraeneralguidancereqardina fab-rication, qualiry control, storage, de,ivery, eredion and bracing, consutt ANSffFll QuialityCril6-da, DSdSS and BCSI1 Bdldino CompomnfSabtylnfomalion avarlablefrcmTrussPlatelnsitute,583D'0notioDrive,Madison,Wt537l9. A theTRUSSco. nrc. [,;F;ffi,"l;'' [', ,n:::::I 1 3052697J I 048601 Job foolional) DeGeneault The Truss Co., Eugene, OR 97402 8.320 29 Scale = 1;85.4 o.oo llz sx9 // 21 5x6 \\ 37 38 41 20 3x8 = 107 4x6 /z 11 4x6 r\ 12 134 4xB /z 3 4x6 :\ 14 15 o 1[ 25 2x4 ll 24 8x10 ll LOADING (ps0 TCLL 25.0 (Roof SnoF25.0)TCDL 8,0 BCLL O,O LUMBER- TOPCHORD 2x4 DF No.2'Except* 1-5,12-15:2x4 DF 24OOF 2.OE BOTCHORD 2x4 DF 24ooF 2.oE WEBS 2x4 DF No.2'Except* 6-24,'l 1-17,4-25,4-24,13-16,13-17: 2x4 DF Stud SLIDER Left 2x6 DF No.2 -H 2-&0, Risht 2x6 DF No.2 -H 2-&0 40 23 22 3xB MT18HS = 19 18 42 3xg lMTlEHS = 17 16 2x4 ll 8x'10 = PLATES GRIP MT20 220t195 MT18HS 220h95 BRACING- TOP CHORD BOT CHORD WEBS Weight 312 lb FT = 2oo/o Structural wood sheathing directly applied or 1-10-'13 oc purlins, except 2-0-0 oc purlins (2-8-9 ma.): 8-9. Rigid ceiling directly applied or 10-0-0 oc bracing, Except; 2-2-O oc brccing: 2-25,15-16. lRowatmidpt 6-22,7-21,a-2o,1G20,11-19 ofiEqoN 7t1\182 REACTIONS. (lblsize\ 2=2'l*l0-5-8,'15=2066/Mechanical Ma Hoz 2=170(LC 14) Ma Uplift2=-325(LC 10), 1s=-301(LC 11) MilGtav 2=2742(LC 29), 15=2658(LC 29) FORCES. (lb) - Ma. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-47021533, 4-6=-46321527, $7=-49931497,7-8:355014a2, A-9=-3080/455, 9-10=-3555/486, 1 Sl 1=-4088/498, 11-13=-4637 152a, 13-15=-4VA$37 BOT CHORD 2-25=-562140A5,2+25=-56i,40A5,22-24=-47414A94,21-22=-34313517,20-21=-2561310A, 1g2e'2351351'l, 17-19=-32314096, 16.17=-41414102, 15-16=-41414102 WEBS 6-24=-'101277,6-22=-8331194,7-22=-981651,7-2'l=-996/236, 8-21=-1 81/977, A-20=-s4Ol2OA' 9-20=-1 09i 1 1 56, 1020=-10941243, 1 0-.1 9=-98/653, 1 1 -1 9=-845/1 95, 11-17=-111279 NOTES. 1) W,ind: ASCE 7-'10; Vult=12omph (3-second gust) Vasd=gsmph: TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. ll; Exp B: Enclosed; MWFRS (envelope) gable end zone: cantilever left and right exposed ; end verti€l left and right exposed: Lumber DOL=1.60 plate Srip DOL= 1.60 2) TCLL ASCE 7-10i PE25.0 psf(flat roofsnow); Category ll; Exp B; Partially Exp.; Ct=1'10 3) Unbalanced snow loads have been considered for this design. 4i This buss has been designed for greater of min roof live load of 16.0 psf or 1.OO times flat roof load of 25.0 psf on overhangs non-concurent with other live loads. 5) Prcvide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otheMise indi€ted. 7) All plates are 3x5 MT20 unless otheNise indicated. 8) This truss has been designed for a 1O.O psf bottom chord live load nonconcunent with any other live loads. 9i * This truss has been designed for a live load of2o.Opsf on the bottom chord in all areas where a rectangle 1&0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.0pst 10) Refer to girder(s) for truss to truss conneciions. 1 1 ) provide mechanical connection (by othere) of truss to bearing plate capable oi withstanding 1 00 lb uplift at joint(s) except (jElb) 2=325, 1 5=301. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 1 3i Hange(s) or otherconnection device(s) shatl be provided sufficient to support concentrated load(s) 220 lb down and 75 lb up at 21-8-8, and 1 47 lb down and' 59 lb up at 24-0-0, and I 94 lb down and 83 lb up at 26-0-7 on top chord. The design/setection of such connection devi@(s) is the responsibility of others- LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber lncrease=1.15, Plate lncrease=1.15 Uniform Loads (plO VerL 1-8=-m, 8-9=66, 9-15=-66, 26-30=-14 Concentrated Loads (lb) Vert: 8=-12'1 37=-82 38=-95 RENEWS'12t31120 November 12,2019 cst. TC 0.93 BC 0.95 wB 0.45 Matrix-MSH DEFL. Vert(LL) Vert(CT) Hoz(CT) in (loc) -o.42 21-22 -0.56 21-220.22 15 Udefl >999 >999 nla ud 360 240 nla SPAC|NG- 2-O-O Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress lncr YES Code lRC201s/TP12014 tr$ WmUne - Uortty d6ign paane*lnaod READ NOTES ON Tllts AND TNCLIJDED MTTEK REFERENCE PACE tl,l-7173 BEFoRE UsE. Design valid for use only with MiTek connedors. This design is based only upon parameters shown, and is foran lndividual building component Aoolicabilitv of desion Daramenters and proper incoroorari6n of compone;t is responsibility of building designer - not truss designer. Blacing shown ;"i;; bkr;i ;tp"1";lnoiriauar *"u ,,imti",s ontyi ndditionat temporary bracirig to insrjre slability during_constuction is.lhe responsibillity of the "r"aoi. nJairl[iii p"rmanent bracing ofthe overail stucture is the iesponsibility ol the building designer. For genelal guidance regarding. .. - fabrication. oualitv control, storaqe, del;very, ered;on and bracinq, consult /NSqIlll Ofalily Cril6h8' DSE39 and BCSII Buildino Compomnt G-tetv inidiriat'iiri -- jviiialte rrtri tiuss Ftate lnsritute, 583 D'0notrio Drive' Madison, wl 537 1 9. A theTRUSSco.tuc. 6 5 2 Job Trruss h,. lrruss rype lcalifornia I lo,v lP'v lAnh I rlIILot slow & DeGeneault Jl 048601 I1 3052698 Reference (oplional) The Truss Co., 19-10-15 8.320 s oct 29 201 I M,Tek lndustries, Inc. l\4on Nov 1 1 17:1 3:1 8 2019 Page'l lD:k3LUOtiN6gDRRheUEkdxYl yqaKi-YO4JijxyFvoAbe0?vTZTmAwAK6FlfsBsdLgjyKBzl 3G5-4 sx8 MTlBHS 7 4 2x4 ll o-2-7 5x8: 8ea 2x4 ll I 2-1-12 4'l 6-G0 6-G.0 42 5-G12 Scale = 1:85.4 5xB o.oo lrl 7 11 45 22 46 3xB = 20 19 47 3xB MT18HS = 5x8 MT18HS r\ 14 '17 2x4 ll 12 37 43 5x6 4x8 :\ '15 2 16 o44 25 24 2z 3xB [4T18HS = 21 18 8x10 = 8x10 = 11-6-12 LoADING (ps0 TCLL 25.0 (Roof SnoF25.0) TCDL 8.0 BCLL 0.0 LUMBER- TOP CHORD 2x4 DF No.1&Btr *Except* 8-10: 2x4 DF No.2, 1-5,1116:2x4 DF 24OOF 2.OE BOTCHORD 2x4 DF 24OOF 2.OE WEBS 2x4 DF No.2'Except* 6-26,'12-18,4-27,4-26,1 4-17 j +1a: 2x4 DF StudSLIDER Lefr2xB DF SS-H 3-0-0, Right2x6 DF No.2-H2-6-0 12 1 9-8-8 24-O-O 28-3-8 30-54 PLATES MT2O MT18HS GRIP 2201195 220t195 BRACING- TOP CHORD BOT CHORD WEBS Weight 337 lb FT = 20oh Structural wood sheathing directly applied, except 2-0-0 oc pudins (3-0-0 max.): 8-10. Rigid ceiling directly applied or 10-G0 oc bracing, Except: 2-2-O oc bracing: 16-17 . 1 Rowatmidpt 6-24,12-20,7-23,*22,11-21 REACTIONS. (lblsize) 2=224OlO-5-8, 16=2 l48/Mechanical Ma Hoz 2=155(LC 14) Md Uplift2=-358(LC 10), 16=-336(LC 11) N4ry Grav 2=2825(LC 29), 16=2733(lC 29) FORCES. (lb)-[rax.Comp./Max.Ten.-Allforces250(lb)orlessexceptwhenshown. TOP CHORD 2-4=-4878159a, 4-6=-47711596,6-7=-41511ffi7,7-a=-3764158o, 8-9=-s4as1527,9-10=-34851527, 1t)-1 1 =-37501 544, 1 1 -12=-4137 157't, 12-1 4=47621600, I 4-16=-4867 1602 BOT CHORD 2-27=-60414250,2G27=-604142so,24-26=-52214189,2U24=-38913555,22-23=-35013376,21-22=-29713363, 20-21 =-298/3542, 1a-2o=-3aa141a2, 17-1A=-47 1 14236, 1617=-47 114236WEBS 6-26=-141280,6-24=-90A1202,7-24=-1031659, 1 1-20=-1 03/660, 12-20=-9161203, 12-18=-161281, 8-23=-2131902,7-23=-81An3O, 1G21=-2131903,9-22=-5491'153, 11-21=-a191231, 10-22=-1231549, A-22=-13015'19 NOTES. 1) \Mnd: ASCE 7-10; Vult=120mph (3-second gust) Vasd=gsmph; TCDL=4.8psf; BCDL=4.2psi h=25f( Cat. lli Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf:25.0 psf (flat roof snow); Category lli Exp B; Partially Exp.: Ct=1.10 3) Unbalanced snow load.-have bqln considered for this design. 4) T-itlt!$ 'as been c!!g.kl {-greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurent with other live roads.- 5) Piovide Edequate drain.ge to pFvent wa16r p-orld-ngi. _6)-\': f --- ,-€ MT20 F.:!sJ!--las- otheNise irJicat+. 7)lll pl*s are 3x5 MT20 unless qheMise indicated. 8) Ttristruss has been designed for a 10.0 pslndttoE mord live load nonconcurent with any other live loads. 9)- ThG t|s. has been designed for a live load ol 2o.opFf on lhe bottom chord in all areas where a rectangle 3-6-0 tall by 2-O-o wide will fit between the bottom -;hord Jnd any other mc-abers-v-lh BCDL = 7.0psf. 10) ..*r to girder(s) foFtruss d tr6s connections. 1 1) Provide mechanical cdnr,tbctior|1by others) of truss to bearing plate capable of withstanding 1 00 lb uplift at joint(s) except (t=lb) 2=358, 16=336. 12\ GrEp'riBdfpurlin repreqentcioq does not d:p-rc:the-sF-e or the orientation of the purlin along the top and/or bottom chord. 13):a,rgeilorotherqnnq:tionJvice(s)sl-allbe.rovidedsufficienttosupportconcentratedload(s)22SlbdownandTglbupat 19-8-8,146lbdownand60lb upat22-0-12,158DdowFald64lbupat24-0-0,and146lbdownand60lbupat25-11-4,and188lbdownand86lbupat28-gsontopchord.The - @sgn/selection of such connection devic<g E nsrEsponsibility of others. Lono ceesis; stanaar- 1);EaJ r Snow (balanGo?:?br,:FJ lncrease-1-1!,?kt. lncrease=1.15 Uniform I-oads (plf) -. - - - Vit: 1-8=46. tl3=-66-10-16=-66, r8-\2=:1zr C-rJLrlated Loads (5) Vert 8=-129 1(+E€€--88 39=-79 40=-79 RENEWS: 12t31t20 November 12,2019 SPACING- 2-O-O Plate Grip DOL 1.'15 Lumber DOL 1.15 Rep Stress lncr YES Code IRC201s/TP12014 Makix-[.4SH csr. IL WB 0.98 0.99 0.35 l/defl >999 >999 nla ud 240 nla illil82 oSEAON .4.WARNINC. UEdO fuIgn pdanEleE aQd READ NOTES ON THIg AND INCLUDED MITEKREFERENCE PAGE NI'.71N aEFoRE TA$E Design valid for use only with MiTek conneclors. This design is based only upon parameters shown, and is for an individual buitdjng component. Ap,plicability ol design_pa6menlers and proper incorporation ofcomponent is responsibility of building designer - not truss designea Bracing shown is for lateral suppod of individual web members only. Addilional temporary bracinO to insure slability during construdion is the iesponsibiilili of the erector. Addilional pelmanent blacing of the overall structure ls lhe responsibi,ity of the building designer. For qeneral quidance reqardinq fab_ricatio_n, quality conlrol, storage, delivery. eredion and bracing, consult ANSffFll Oullity Crila-riE, DSB:89 and Bcsll Bur"Hing ComporentSsfttylnfumalion avai,ablefrbmTrussPlatelnstitute,583D'OnofrioDrive,Madison,Wl53Tl9. A theTRUSSco.rxc. 5 DEFL. in (loc) Ven(LL) -o.4'l 20 Vert(CT) -0.55 18-20 Hoz(CT) O.zs 16 Job lTruss hrs I lTruss Type lcatirornia lo,, l1 J 104860'1 Ply & DeGeneault 1 l1 3052699 The Truss Co., Eugene, oR 97402 8.320 s Oct 29 20 1 I MiTek lnduslries, lnc. l\4on Nov 1 1 17t13:21 2019 Pase 1 lD:k3LUOtiN6gDRRheUEkdxYl yqaKf-zzmSKkaqxqAIS5labcDG4PoSuYS9EtadYbzpbHyKBZi 31-0-0 5-6-12 5x6 // 31 8x10 = 5-7-0 o.oo lrz 5x8 MT18HS /z 5-10-0 6-1-1 6-1-1 34 37 38 5-7-4 4-1-1 !10-3 0-&.8 zl 2o 3xa ll 6x12 = S@le = 1:92.5 6xB /z 7 6x84x4 B 3x5 /z a1 )i25 23 3x5 = 3xg MT18HS : 3X5 - 3x5 \\ 3x8 MT18HS :\ '10 11 3x5 lz 5 4x5 :\ '12 18 3x5 = 40 2\4 ll t.oo ltz 14 ls ldlq 42 17 9x10 MT18HS =2x4 ll ,, 6x8 10x14MT18HS:\ LOADING (psf) TCLL 25.0 (Roof SnoF25.0)TCDL 8,0 BCLL O,O ' LUMBER- TOP CHORD 2x4 DF 2400F 2.0E'Except* t7:2x4 DF No.1&Btr,7-9:2xO DF No.2 BOTCHORD 2x4 DF No.2"Except' 2-24:2x4 DF 24OOF 2.0E, 17-19: 2x4 DF No.1&BtrWEBS 2x4 DF No.2'Except* 1O-1AJ3-17,4-26,6-25,+25,12-1a,12-17: 2x4 DF Stud, 14-16: 2x6 DF No.2 14-17:2x4 DF No.1&Btr SLIDER Left 2x8 DF SS -H 3-0-0 REACTIONS. (lblsize\ 2=23a2l1-5-8, 16=246410-5-8 MdHoz 2=127(LC 14) N4a Uplift 2=-413(LC 10), 16=-437(LC 1 1) MuGtav 2=2974(LC 29), 16=3076(LC 29) PLATES MT2O MI18HS GRIP 220t195 220t195 - Max. Comp./[,lax. Ten. - All forces 250 (lb) or less except when shown. 2-4=-5156n03, +6=-4958fi1o,6-7=4357/688, 7-8=-4134/695, a-9=-42871727,9-10=-4953n73, 10-12=-5977 laso, 12-13=-829111 1sa, 1914=-8399/1099, 14-16=-32181467 2-26=-66314488,2r26=-6631448a,23-25=-59214358,22-23=-473137a0,9-19=-11711329,18-19=-593/5261 '17 -18=-7 4416041, 16-'17=-107 n7 I 7-23=-1031764,7-22=-2OglA72, 8-22=-111il29o, 10-19=-12781214, 1O-18=-46n15,6-25=-211276, 19-22=-s1713938,8.19=-2191326,6-23=-A31P11,4-25=-2561154,12-18=-966/188,12-17=-24511752, 14-17=-830/6696 Weight 301 b Fr = 2oah Structural wood sheathing directly applied, except end verticals, and 2-G0 oc purlins (3-3-13 max.):7-9. Rigid ceiling directly applied or 2-2-0 oc bracing. Except: '10-0-0 oc bracing: '19-21 '1 Row at midpt 8-22, '10-19, 8-19, &23 OSEQON rlr6E2 BRACING- TOP CHORD BOT CHORD WEBS FORcES. (rb) TOP CHORD BOT CHORD WEBS NOTES. 1) Wind: ASCE 7-10; Vult=120mph (3-second gust) Vasd=gsmph; TCDL=4.8psi BCDL=4.2psi h=25ft; Cat. ll; Exp Bi Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL='1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pt25.0 psf (flat roof snow); Category ll; Exp Bi Partially Exp.; Ct=1.10 3) L,nbalanced snow loads have been considered for this design. 4) This fuss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurent with other live loads. 5) Provide adequate drainage to preventwater ponding. 6) All plates are MT20 plates unless otheMise indicated. 7) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads. 8) 'This truss has been designed for a live load of2o.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the boltom chord and any other members, with BCDL = 7.opsf. 9)Bearingatjoint(s)l6considersparalleltogEinvalueusingANSl/TPl langletograinformula. Buildingdesignershouldverirycapacityofbearingsurtace. 1O) Provide mechanical connectjon (by others) oftruss to bearing plate capable ofwilhstanding 100 lb uplift atjoint(s) except 0t=lb) 2=413, 16=437. 1.1) Graphical purlin representation does not depict the size or the orientation of the purlin along the top ancyor bottom chord. 1 2) Hange(s) or other connection device(s) shall be provided sutficient to support concentrated load(s) 205 lb down and 79 lb up at 1 7-1 1 -1 0, 14'l lb down and 60 lbupat 2GO-12, l54lbdownand64lbupal 22-0-12,14Olbdownand64lbupat 24-0-0, 154lbdownand64 lbupat 25-11-4,and141 lbdownand60lb upat27-11-4,and444lbdownand175lbupat 3O-GTontopchord. Thedesign/selectionofsuchconnectiondevice(s)istheresponsibilityofothers. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase= 1.1 5, Plate lncrease=1.'15 Uniform Loads (pl0 Vert: 1-7=-66, 7-9=-66, 9-14=-66, 1+1s=-66,21-27=-'14,20-21=-14,17-19='14, 1c17=-14 / RENEWS: 12t31tzo November 12,2019 SPAC|NG- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress lncr YES Code lRC201s/TPI2014 csr. TC BC WB l\4 atrix-lvlS H 0.95 0.97 o.92 DEFL. Vert(LL) Vert(CT) Hoz(CT) in (loc)-0.58 20 -0.76 18-190.42 16 l/defl >993 >7s1 nla Ud 360 240 nla Continued on page 2 ifu WenNttA - V*ry d6sha panmc.bs aod RE/,D NOTES ON THIS AND INCLUDED MITEK REFERENCE PAAE Mil-7173 BEFORE USE Design valid for use only with Milek conneclors. This design is based only upon parameters shown, and is for an individual building component. Applicability ofdesign p'aramenters and proper incorporation ofconponent is responsibility of building designer- not truss designer. Bracing shNn is'fbrlateraisupport-ofindividualwebmem6ersonly. Additionatleniporarybracingtoinsureslabililyduringconstruclionis.theresponsibillityofthe erector. Addiiionalpermanentbracingoflheoverailstruclureislheresponsibilityoflhebuildingdesigner.Forgeneralguidaneregarding.-. -fabrication. oualitv conlrol. storaoe. d;liverv. ereclion and bracinq, consult ANSUTPH Ouality Crilslia, DS&89 ffd BCSII Building Compomnt Safutylnbtafo; avaiiablefr-orhTrussFlatelnstitule,583DOno{rioDr;ve,Madison,WI53719 A theTRUSSco.iNc. 4 3 2 Job fTr6s F,u Itruss lcati Type ifornia lo'v l"v lAnslow & DeGeneaultt, | / I | ' I lLou Rererence (opttonat) J 1 048601 I 1 3052699 MiTek lnduslries, lnc.2 LOAD CASE(S) Standard Concentrated Loads (lb) Verf 8=-70 32=-106 33=-7534=-8437=-A4 38=-75 39=-345 aw ;- --t--; i[ waanua - u*tty d*stgn paaheb$ aod RF^D NoTEs oN THls AND IN2LUDED MITX REFEEENCE PAGE Mtt-71?3 BEFORE USE Design valid for use only with l\4iTek connedors. This design is based only upon parameters shown. and is lor an individual buildinq component. Applicability ofdesign paramenters and prope. incorporation ofcomponent is responsibiiity of building designer- not truss designer. Bracing shown is for lateral suppon of individual web members only. Additional temporary bracing 10 insure stability during construction is the iesponsibiili, of the erector. Addilional permanenl bracing ofthe overall slructure is lhe responsibility ofthe buildino desiqner. For oeneral qujdance reoardino ,abrication, quality @ntrol, storage, d;livery, eredion and bracing, consulr ANSl/fFll Ou;lilyCdlo"ria, DSd89 snd Bcsll Bdldino Compomnt S8frty lnfumslion available kbm Truss Plate lnstitule, 583 D'OnoIrio Drive, Madison, Wl 53719. A theTRUSSco.rxc. E;lcrti I lot, l'', lAnslow & DeGeneaultIr | 1l | | lJob Reference (ootronat) 113052700J1048601 Job Type ifornia lD:k3LU 1$'10-15 32-7-4 5-4-12 6-G0 5-11-15 5-11-54-O-O o.oo FI 6xB /z 9-10-7 3x4 ll 4x4 = 4xO = ge 8 gg +O g 4110 42 5-2-10 Scale = 1:97.6 7 37 6x10:\ 11 46 lt 11 3xS /z 4xE /z 6 3x5 :\ 1U 3xS /z 35' 316 :\ 5x8 MT18HS WEI :\ 47 13 18 4x8 lz 8x10: 14 2 16 r,il4 29 2a 27 26 4a 3xg MT18HS = 5x6 \l/B = # 3x5 3xa ll 6x10 = 3xlo MT18HS = 19 4xS 17 9x22 MT18HS --,0,,nt9,4fu" -- 25 7xB 23 21 22 30 2x4 ll 15-4-12 21-1-9 LOADING (psf) TCLL 25.0 (Roof SnoF25.0)TCDL 8.0 BCLL O.O LUMEER. TOP CHORD 2xo DF No.2'Except* s7: 2x4 DF No.2, 11-14,1-5i 2x4 DF 24ooF 2.oE, '14'16:2x4 DF No.1 &Btr BOTCHORD 2x4 DF No.2*Except' 2-28,22-26,1&21:2x4 OF 24ooF 2.O8,21-24: 2x4 DF No.1&Btr WEBS 2x4 DF Stud'Except* 7-27,7-25,925,2+25,8-24,11-24. 2x4 DF No.2, 15-17: 2xO DF No.2 PLATES GRIP t T20 2201195[,T18HS 220t195 BRACING- TOP CHORD BOT CHORD WEBS Weight 312 lb F l =2oah StructuEl wood sheathing directly applied, except end verticals, and 2-G0 oc purlins (2-2-O max.)t 7-11. Rigid ceiling dirtrtly applied or 2-2-0 oc bracing. Except: 10-0-0 oc bEcing: 23-24 lRowatmidpt 8-25,12-20,13-19 OSEGON OTHERS SLIDER 15-18:2x4 DF No.1&Btr 2x4 DF No.2 Left 2x6 DF No.2 -H 2-GO REACTIONS. (lb/size) 2=2356/0-5-A, 17=247710-5-8 Ma Hoz 2='113(LC 14) Mq Uplift2=439(LC 10), 17=-466(LC 11) Ma Grav 2=2973(LC 29), 17=3130(LC 29) FORCES, (lb) - Max. Comp./Max. Ten. - AII forces 250 (lb) or less except when shown. TOP CHORD 2-4=-5094n4A, +6:4823fi63,6-7='$70n63,7-8=-4382n94, &-10=-5152/883, 10-11=-5173/447, 1 1-'12=-5317 1872, 12-13=-6s88/955, 13-15=-A607 h220,1s-17=-3226/489 BOT CHORD 2-30=-69114412,29-30=-69114412,27-29=-6261422A,2127=-55013845,23-24=0D62' 1G24=-744n46, 20-24=-57 8l 4s43, 19-20=-731 15642, 18-19=-102Afi 4a1, 17 -18=-42$79 WEBS 6-27=-6821192,7-27=-1221671,7-25='25011'151,8-25=-15141330,24-25=-55914258, A-24=-1a5h249, 11-24*21711oal,11-2o:69fia5,12-20=-11971208,12-19=-141511,1$19=-1882/304,13'14=-9711072, 1 5- 1 8=-969/6997, 4-29=-342117I NOTES. 1) Wind: ASCE 7-10; Vult=120mph (3-second gust) Vasd=gsmph; TCDL=4.8psf; BCDl=4.2psi h=25ft; CaL Il; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate Srip DOL= 1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Calegory lli Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.OO times flat roof load of 25.0 psf on overhangs non-concurent with other live loads. 5) Provide adequate drainage to preventwater ponding. 6) All plates are MT20 plates unless otheMise indicted. 7) The Fabri@tion Tolerance atjoint 18 = 0% 8) This truss has been designed for a 1O.O psf bottom chord live load nonconcurent with any other live loads. g) . This truss has been deaigned for a live load of2o.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-G0 wide will fit between the bottom chord and any other members, with BCDL = 7.0psf. 1O)Bearingatj;int(s)lTconsidersparallettograinvalueusingANSl/TPllangletograinfomula. Buildingdesignershouldverii/capacityofbearingsurface. 1 1) provide michanical @nnection (by others) of truss to bearing plate capable of withstanding '100 lb uplift atjoint(s) except (it=lb) 2=439, 1 7=466. 12) Graphical purlin representation does not depict the size or the orienlation of the purlin along the top and/or bottom chord. i3i Hange(s) or other connection device(s) shall be provided sufflcient to support concentrated load(s) 110 lb down and 79 lb up at 15-1'1-10, 136 lb down and 60 tbutat 1&O-12, 149lbdownand64lbupal 2O-O-12, '125lbdownand64 lbupat22-0-12,76lbdownand64lbupat 24-G0, 125lbdownand64lbupat 2$i1-4,149lbdownand64lbupat27-11-4,313lbdownand114lbupat29-11-4,and213lbdownand84lbupat30-t12,and131lbdownand87lbup at 32-0-7 on top chord. The design/selection of such connection device(s) is the responsibility of olhe.s. LOAD CASE(S) Standard /:t:6182 RENEYUS: 1213112O November 12,2019 SPACING- 2-UO Plate Grlp DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code lRC2015/TP12014 CSI. TC wts DEFL. Vert(LL) Vert(CT) Hoz(CT) in -0.70 -1.06 o.43 (loc) Udefl Ud 22 >815 360 22 >542 240 17 nla nla Matrix-MSH '1.00 0.98 0.97 Continued on page 2 i$ WenNWA - V*tA d6bn paan&R aN RHD NOTES ON Tlltg AND TNCLIIDED MITEK REFERENCE PAGE Mll-7473 BEFoRE UsE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and isforan individual building @mponent. Applicabitity of design piramenters and proper ircorporali;n of compone;t ia responsibility ol building.designer - not truss designer. Bracing shown i"%i iir"rui srpponLf individuat web mem6eis ontyi Additional temporary braci;g lo insure slability duling construction is.the responsibillity of the ur""toi- nJaitiiiuf p"rmanent bracing ofthe overail struoure is the iespo'nsibi'ily;flhF h"ildinn desioner. For oeneral auidancp rFnardinn fabricarion. ouatirv controt. sroraae, detrvery, ereciion and bracinq, consulr ' -lur*siiitt- riu?ii crilsiia. DsdSs and gcsll Bullding comporenr *futy i;h;ia;; - ivaiiable fr"om truss Plate lnstilute, 583 D'0nofrio orive, N4ddison, WI 53719. A theTRUSSco. tttc. 3 hro I lirmiioe lCalifornia lory lPvl,l & DeGeneault 1130s2700J'1048601 Job I s Oct 29 Mon Nov f i 17'.13'.25 2019 2 LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber lncrease=1.15, Plate lncrease=1.15 Uniform Loads (plO Ven: 1-7=-66,7-11=-66, 1 1-'15=-66, 1 5-1 6=-66, 2&31=-14,22-23.-14, 1&24=-14,17-14=-U Concenkated Loads (lb) verf 36=-1 1 37=-70 3A=-79 39=-55 41=-6 42=-55 43=-79 44=-243 45=-143 46=-32 : Ja.t?t A.WARNINC . UqIA &dgi pshnab6 d6d READ NOTES ON THIS AND INCLI]DED M'TEK REFERENCE PACE U11.7173 BEFaRE usE. Designvalid for use only with lViTek connedors. This design is based only upon parameters shown, and is for an individual building component. Ap-pli€bility ofdesign-paramenters and proper incorporalion of componenl is responsibility oi building designer - nottruss designei Braiing shownisforlaleralsupponofindividualwebmembersonly. Additionaltemporarybracingtoinsurestabilityduringconstrudionistheiesponsibillitofthe erecior. Addilionalpermanentbracngoftheoverallstructureistheresponstbilityofthebuildinqdesiqner.Forqeneralauidancereoardino fabi€tion, quality conlrol, storage, ddljvery, eredion and bracinq, colsutt ANSIrfpll Ou;litycrib-ria, DS*89 and BCSI1 Bultding CompomntSablylnbmalion availablefrbmlrussPlalelnsrirute.5S3D'0nofrioDrive,[,^adison,WI537l9. A theTRUSSco. rr.rc. Job [,;Fi,ffi,, lo', lt', lAnslow & DeGeneaulth | 1l I I l.iob Rererence /oorionar) J1 048601 113052701 The Truss Co., Eugene, OR 97402 8.320 s Oct 29 20 1 9 [,4lTek lndustries, lnc. l\4on Nov I 'l 17:13'.27 2019 Page 1 lD:k3LUOtiN69DRRheUEkdxYlyqaKf-nTTjboebTgxvAoCjxsKgKg2TTyBjecpwx\ /0SowyKBZc 1&10-15 1 3-8-8 6-G0 5-1-15 39- 4-11-5 0-1-12 0-2-7 2-G0 4-10-14 38 3xa ll 40 't0 11 sx12 MT18HS \\ 14 15 43 Scale = 1:90.3 o.oo Fz 6xB 3xo3xB= 7 zxt ll 4 4x6 /z 30 2x4 ll 27 44 8xB ll LOADING (ps0 TCLL 25,0 (Roof SnoF25.0)TCDL B.O BCLL O.O LUMBER- TOP CHORD 2x4 DF No.2'Except* 5-7: 2x4 DF No.1&Btr, 1-5:2x4 oF 24ooF 2.oE BOT CHORD 2x4 DF No.2'Except' 2-27: u4DF 24ooF 2.0E, 11-24: 2x4 DF Stud, 19-22: 2x4 DF No.1&Btr WEBS 2x4 DF Stud'Except* 7-28j2-22,7-26,9-26,22-25,9-22:2x4 DF No.2, 16-'18: 2x6 DF No.2 16-19: 2x4 DF No.1&Btr SLIDER Left 2x6 DF No.2 -H 2-G0 {{, 4x6 /z 3x5 /z 5 3x5 lz 29 28 26 4xB 12 3x5 :\ 13 21 3xS = 20 N 3"' 12 l6 17 13 IB 45 2s 24 23 19 TxtoMTlaHS = 18 8x14 r\ 4.oo 112 44-6-A 48-0-0 4x6 3xa ll6x8 6x10 = PLATES t\4T20 MT18HS GRIP 220t195 220t195 BRACING. TOP CHORD Weight 299 lb F-l = 20ok Structural wood sheathing directly applied, except end verticals, and 2-0-0 oc purlins (2-2-O mu.):7-12. Rigid ceiling direcuy applied or2-2-0 oc bracing. Except: 10-G0 oc bracing:22-24 1 Row at midpt $.26 BOT CHORD WEBS REACTIONS. (lblsize) 2=214110-5-8,'18=213410-5'8 [ra Hoz 2=99(LC 52) N4il Uplift2=-41g(LC 10), 18=-405(LC 11) lila Grav 2=2730(LC 29), 1B=2714(LC 29) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-4504nf, 4-6=-4fi5n20,6-7=-3822ns8,7-e=-3944fi73, 8-9=-3944n73,9-11=-44aota14, 11-12=-44941815, 12-13.-44441750, 13-14=-5382826, 14-16=-721211030, 16-1A=-27a41426 BOT CHORD 2-30=-643/3903, 2S30=-643/3903, 28-29=-57013608, 2&28=-53513418,25-26=-63714M7, 11-22=-613hs1 21 -22=-47 5l 357 5, 20-21 =-627 I 47 s8, 19-20=-A601 6234, 1 8-'1 9=-61/509 WEBS 6-29=-441276,6-28=-5a2188,7-2A=1581656, 12-22=-25611327, 12-2'l=-Ufi11, 14-1 9=-80/896, 13-21=-10621185, +29=-4141198,13-20=-191482,14-20=-1527 1242,1e1 9=-81 9/5889, 9-25=-693/163, 8-26=-6241173,7-26=-23711248, *26=-389187,22'25='61113926,9-22=-551677 NOTES. 1) VMnd: ASCE 7- 10; Vult=12Omph (3-second gust) Vasd=gsmph; TCDL=4.8psi BCDL=4.2psf; h=25ft; Cat. Il; Exp B; Enclosed; MWFRS (enveloPe) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; PE25.0 psf (flat roof snow); Category ll; Exp Bi Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.OO times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) Ail plates are MT20 plates unless olheMise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) . Ihis truss has been designed for a live load of 2o.Opsion the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.0pst 9) Bearing atjoint(s) 18 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should veriry capacity of bearing surface. 1 O) Provide mechanical @nnection (by others) of lruss to bearing plate capable of withstanding 1 00 lb uplift at joint(s) except (t=lb) 2=4.1 9, 1 8=405. 1 1) craphical purlin representation does not depict the size or the orientation ofthe purlin along the top and/or bottom chord 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 100 lb down and 79 lb up at 13-8-8, 127 lb down and 60 lb up"i '10-O-t2, 143tbdNnand64lbupat 18-0-12, 1'l0lbdownand64 lbupal 2Go-12,71lbdoMand64 lbupal 22-G12,70lbdownandillbupat 24-0-0,71lbdownand64lbupat 2S11-4, 1'lOlbdownand64lbupat 27-.1'1-4,63lbdownand34 lbupat 29-11-4,and 103lbdownand49 lbupat 30-5-12, and 99 lb down and 79 lb up at 34-3-8 on top chord. The deslgn/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber lncrease=1.15, Plate lncrease=1.15 Uniform Loads (plD Ved: 1-7=-66,7-12=-66, 12-16=-66, 16:17=-66,24-31=-14,23-24'--14, 1s22='14,18- 19=-14 T1q.t82 RENEWS:12t31t2o November 12,2019 DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) l/defl Ud-0.59 23 >967 360-0.84 23 >681 240 0.39 18 nla nla SPAC|NG- 2-O-O Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Slress Incr YES Code lRC201s/TP12014 Matrix-MSH cst. TC WE} 0.95 0.96 0.81 Continued on page 2 1$ WeAUtlrc-VdtydestgopeanclsnandRHDNOTESONTHISAND\NCLUDEDMmKREFERENCEPAGEMII-7173BEFoREUsE Design valid for use only with MiTekconneclors. This design is based only upon parameters shown, and is foran individual building component. Appticability of design piramenters and proper incorporati6n ofcomponeil is responsibility of building designer- nol truss designer. Bracing shown l.i'oi iuGrui "rpporioiindividuat web mertjers only. Addhional temporary braciig to insu:re stability during_construdion is.the responsibillity of lhe erector. AdditionalpermanentbracingoftheoverailstruclureistheiesponsibililyofthFhrrildinndcsioner.Foroeneralouidanceregaldinq tabricetion- ouatirv controt. storaoe. detrveru. ereclion and bracinq, consult ANSlrfFll Ou;lifyCrtts-Iia, DSE89 8nd BCSII Bullding Compomnt Safury lnbmiarioi avaiiable f6rh Truss Plate lnstitule, 583 D'Onofrio Drive, I\.4adison, Wl 53719. A theTRUSSco.wc. .lob H;l;:; Type lQty lPlyl,l ow & DeGeneault Jl 048601 ifornia I 113052701 8.320 s oct29 2019 MiTek lnduslries, lnc- l\4on Nov 11 17:13.282019 Page2 lD:k3LUOtiN6gDRRheUEkdxYl yqaKf-GKh5oTfDu_3moAnwvarvttaeCMXyN33f9AmhLNyKBZb LOAD CASE(S) Standard Concentrated Loads (lb) verf 7=-1 10=-40 36=-61 37=-73 38=-40 39=-1 4O=-1 42=-33 a --;-a, a;;a ifu WAANWO.U*TY&,.bOPANMEbAEOdEHONOTESOilTHISANDINCLI'DEDMITEKREFERENCEPAAEHil.T4TSBEFOREUSE Designvalid for use only with MiTek connectors. This design is-based only upon paramele.s shown, and is for an individual building component. Ap-plicability of design_paramenters and proper incorpoJalion ofcomponent is responsibility of buildang designer - not truss designe; Braiing shown is for lateral suppon of jndividual web members only. Additional temporary bracing to insuie stability aurind'consrudion is the ;esponsibillii of the erector. AddilionalpermanentbracingoftheoverallslrudLreistheresponsibilityoflhebuildingdesigner.Forqeneralquidancereoardino' fab.rication, qual;ly conrol, storage, d_elivery, eredion and bracing. consult ANSUTPI1 A[8lity CrilsiiE, D.Str8g 6nd BCSII Bu]ldiDg CompomntSatutylntomalion availablefromTrussPlarelnstitule,5S3D'OnokioDrive,Madison,Wl53Tl9. A theTRUSSco.rNc. Job lTruss h,u llruss lype lcatifornia I loly lt', lAnslow & DeGeneaultIr I tl I I IJob Reference aootionat) J 1 048601 113052702 The Co.,8.320 s Oct 29 201 I M;Tek lndustries, lnc. l\ron Nov 1 1 17:1 3:30 2019 Page 1 lD:k3LUOtiN6gDRRheUEkdxYl yqaKf-CiprDpgUQbJTl Uxlc?tNylg0oAC0ffiydUFoPFyKBZZ 1 1-10-15 5-6-12 o.oo Il7- 5-10-7 0-2-7 24 37 23 2x4 ll t't 6 sz 33 6x10 = 10 Scale = l:87.2 13 14 6-G0 6-2-10 7-G0 3xB = 3xB 347ss8 6x8 5 3x4 ll 9so lt 11- 3x6 \\ 113x5 /z 4 2x4 124x6 /z 3 17 JXC - I$Ig16 6x10 MT'l8HS .-- 15 8x12:\ t.oo ltz 2x4 ll 4x6 22 4xg 2'l 8x8 ll zo19 3x4 ll 8x10 =8xs Tl 3x5 17-9-6 24-O-0 LOADING (ps0 TCLL 25.0 (Roof SnoF25.0) TCDL 8.0 BCLL O.O' LUMBER. TOP CHORD 2x4 DF 24ooF 2.oE BOT CHORD 2x4 DF No.2'Except* 2-231 2x4 oF 24OOF 2.0E, 9-20: 2x4 DF Stud, 1&1 8: 2x4 DF No.'l&Btr WEBS 2x4 DF Stud *Except* 10-1A,122,7-22,18-21,7-1at2\4DF No.2,13-15:2x6 DF No.2, 13-16:2x4 DF No.1&Btr SLIDER Left 2xo DF No.2 -H 2-&0 PLATES MT2O MT18HS GRIP 2201195 220t195 BRACING. TOP CHORD BOT CHORD WEBS Rigid ceiling directly applied or 2-2-0 oc bracing. Except: 10-0-0 oc bracing: 18-20 1 Row at midpt 7-22 Structural wood sheathing directly and 2-G0 oc purlins (2-B-8 max.): Weight 268 lb FI = 2oo/o applied or 2-2-0 oc purlins, except end verticals, 5-10. -hl 6,82 REACTIONS. (lblsize) 2=211olo-s-8, 15=2091/0-5-8 Ma Hoz 2=85(LC 14) Ma Uprift2=-446(LC 10), 15=-418(LC 11) Ma Grav 2=2642(LC 29r, 15=25971LC 29) FORCES. (lb) - Max. Comp./Mil. Ten. - All fores 250 (lb) or less except when shown. TOP CHORD 2-4=-4220t76, 4-5=-3894183, 5-6=-4656 1917, O7=-46561917,7-9=-5491999,9-1 0=-5529/999, '1 0-1 1=-4550/81 0, 1 1- 12=-6507/ 1'114, 12-13=-6584ho46, 13-'l 5=-26421443 BOT CHORD 2-25=-67713657,24-25=-67713657,22-24=-619/347A,21-22=-A2515037,20-21=-35B30,9-18=-7421202, 1 7-1 8=-556/4108, 16-17=-6A7 14410, 15-16=-a41525 WEBS 4-24=-4411324,5-24=-46/378,1G18=-390/1864,10-17=-50/670,1'l-16=-258/'1735,13-16=-80715321, 11-17=-7851174,7-21=-69,,185, d22=-736120A, $22=-3211'1676,7-22=-5371106, 1A-21=-Ao114764, 7-18=-68/597 NOTES- 1) W,ind: ASCE 7-10; Vult=12omph (3,second gust) Vasd=gsmph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. ll; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever Ieft and right exposed ; end verti€l left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; PF25.0 psf (flat roof snow); Category ll; Exp B; Partially Exp.; Cc1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 tjmes flat roof load of 25.0 psf on overhangs non-@ncurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otheNise indicated. 7) This tuss has been designed for a 10.0 psJ bottom chord live load nonconcurent with any other live loads. 8) 'This truss has been designed for a live load of2o.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.opsf. 9)Bearingatioint(s) l5considersparalleltograinvalueusingANSl/TPl langletograintomula. Buildingdesignershouldverirycapacityofbearjngsurface. 1 o) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1 00 lb uplift at joint(s) except 0t=lb) 2=446, 1 5=41 8. 1 1) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 1 2) Hanger(s) or other connection device(si shall be provided sufflcient to support concentrated load(s) 99 lb down and 79 lb up at 1 1 -8-8, 1 21 lb down and 60 lb up at 14-0-12,125 Ib down and 64 Ib up at 16-G12, 94 lb down and 64 lb up at 18-0-12, 70 lb down and 64 lb up at 20-0-12, 70 lb down and 64 lb up at 22-0-12,70 lb down and 64 Ib up at 24-0-0, 70 lb down and 64 lb up at 25-1 1-4, 70 lb down and 64 lb up at 27-1 1-4, 85 lb down and 64 lb up at 29-1'l-4, and 105 lb dwn and 64 lb up at 3G5-12, and 71 lb down and 61 lb up at 3G3-8 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber lncrease=1.15, Plate lncrease=1.15 Uniform Loads (plD Vert 1-5=-66, 5-1 0=-66, 10-13=-66, 13-14=-66,20-26=-14, 19-20=-14,lGl 8=14, 15-16=-14 s RENEW$: 12t31t2o November 12,2019 SPAC|NG- 2-0-0 Plate Grip DOL '1.15 Lumber DOL 1.15 Rep Stress lncr YES Code lRC2015/TP12014 cst. IU WB Matrix-MSH 0.80 0.99 0.92 DEFL. Vert(LL) Vert(CT) Hoz(CT) in (loc)-0.58 19-0.83 190.37 't5 l/defl >986 >693 nla Ud 360 240 nla Continued on page 2 1$ WlAUne - UXty destgn paaneeJs atd Rs/,D NoTEs ON fHfS AND INCLUDED MI\EK REFERENCE PABE Mll-7173 BEFORE usE Design valid for use only with lvliTek conneciors. This design is based only upon parameters shown, and is for an individual bujlding component. Applicability of design p;ramenters and proper incorporation of compooent is responsibility of building.designer - not truss designer' Br-acing shown ijfbrlatereisupporiofindividualwebm;mbersonly. Additionaltemporarybracingtoinsurestabililyduring_constructionis.the.esponsibillilyofthe erector. AdditiL;alpermanentbracingottheoveraitstructureistheiesponsibilityofthFhrildinndPsinnPr Forneneralouidan.FrFnardinn fabrication oualitvcontrot.sroraoe.detrveN.eredionandbracinq,consurt --l,tltu'iiltiouliitycrita"rii,osdssanagcstlBuildingcompomnr Ssfutylnb;msdoi avaiiablefrbriTrussFlatelnstilute,583D'0noIrioDrive,[,4adison,Wl53719. A theTRUSSco.twc. 2 & DeGeneault 113052702 I lruss hre I lTruss Type lcatifornia lQty lPlyl,lJ'1048601 Job 1 97 402 LOAD CASE(S) Standard Concentrated Loads (lb) vert 9=-49 6=-24 30=-55 31=-55 a aia;; - - J: - ;! - - J --;- aa 33a!;c ; ic a;13a;;a $ W4ANWO- Vortgddlgn paanetci aN READ NOIES ON THISAND INCLUDED MffEKREFERENCE PAGE tulll-7{n BEFORE US51 Design valid for use only with MiTek connedors. This design is based only upon parameters shown, and is for an individual building componenl. Applicabilily ofdesign paramenters and proper incoryoration of component is responsibillty of building designer- not truss designe.. Bracing shown isforlateralsuppodofindividualwebmembersonly. Additionallemporarybracingtoinsurestabilityduringconstruclionistheresponsibillityotlhe ereclor. Additional permanent bracing oflhe overall stucture is the responsibility ofthe building designer. For general guidance regarding fabricalion. qualily control, slorage, delivery, eredion and brac,nq, consult ANSUTPII OuElity Crit6ria, DSB-89 and BCSI1 Buildiho Compomnl Safttylnfumat'on availablef(omTrussPlatelnstitLte,583DOnofrioDrive,Madison,Wl 53719. A theTRUSSco.wc. Job [rn lTruss Tyoe lCalifornia loty lptyl,l & DeGeneault J1 048601 1 113052703 8.320 s Oct 29 201 I MiTek lndustries, lnc. Mon Nov'l 1 17:13:33 20 1I Page 1 lD: k3LU OtiN6gDRRheUEkdxYl yqaKf-cHU_r.iMjWh2uxftlTQ4axl U PN J_21 GPJSTS0ayKBZW 3&5-4 o.oo FI 5xg 4-5-9 4-9-12 go35 4-9-12 7-O-0 42 = 3x6 2x4 ll '10 43 44 11 o-1-12 12 5x8 :\ Scale = 1:87.1 '14 15 2x4 ll 27 26 3x6 = 4xB = 10x'14 = 377 38 4x5 {{ 2x4:\ 4 3x5 :\ 3x8 = 18 4x5 = 17 7x8 = 4.oo 112 PLATES MT2O GRIP 2201195 4x5 lz 3 I,i 14 28 3X5 - 25 24 2x4 ll 3x4 ll 4x10 = 22 21 3x4 ll 16 8x12 \\4x8 ll 9-6-12 LOADING (pso TCLL 25.O (Roof SnoF25.0)TCDL 8,0 BCLL O,O ' LUMBER. TOP CHORD 2x4 DF No.2 BOTCHORD 2x4 DF No.2'Except' 10-22:2x4 DF Stud WEBS 2x4 DF Stud *Except* 14-16:2x6 DF No.2 SLIDER Left 2x6 DF No.2 -H 2-&0 REACTIONS. (lb/size) 2=3820-5-8,'16=11'18/0-5-8, 25=2712n-5-A MuHoz 2=71(LC 52) [ru Uplift2=-126(LC 48), 16=-189(LC 11),25=-560(LC 10) [ra Grav 2=754(LC 31), 16=1423(LC 29), 25=3460(LC 28) BRACING. TOP CHORD BOT CHORD WEBS Welght 276 lb FT = 20% Structural wood sheathing directly applied, except end verticals, and 2-0-0 oc purlins (3-1G15 max.):5-12. Rigid ceiling directly applied or 31 1-3 oc bracing. Except: 10-0-0 oc bracing: 20-22 1 Rowatmidpt 5-26,7-25 FORCES. (b) TOP CHORD BOT CHORD WEBS Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 2-4=-646125A, 4-5=-22A1410,5-6=-711993,6-7=-711993, 7-8=-3991230, a-1o=-164o1298, 10-11=-20761321, 1 1- 12=-207 61321, 12- 13=-201 o t262, 13-1 4=-3302J 423, 1 4-1 6=-1397 h 92 2-28=-2061596 , 26-28=-3521139 , 25-26=-21341398, 24-25=-1OgBl221 , 23-24=-10981221 , 1O-20=-9Ooh77 , 19-20=-21 3/1653, 18-19=-'135/'1785, 17 -14=-339t2846 4-28=-6311150,5-28=-121438, s-26=-11791169, &26=-566/158, 8-2s--15411277,20'23=-1 90/367, B-20=-191l1639,12-1A=-21380,13-18=-13411238,13-17=01415,7-26=-318h676,7-23=-31812120, 1 1 -19=-563h27, 12-19=-3s8/389, 1 0-1 9=-66/558, 1 4-1,7 =-34912A16, 7 -25=-34291s75 NOTES- 1) Wnd: ASCE 7-10; Vult=12Omph (3-se@nd gust) Vasd=gsmph; TCDL=4.8psf: BCDL=4.2psl h=25ft; Cat. ll; Exp B; Enclosed; MV\FRS (envelope) gable end zone; cantileve. left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate srip DOL='1.60 2) TCLL: ASCE 7-10; PE25.0 psf (flat roof snow); Category ll; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof Iive load of 16.0 psf o. 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. 7) . This truss has been designed for a live load of 2o.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will flt between the bottom chord and any other members. 8)Bearingatjoint(s)l6considersparallettograinvalueusingANSlffPllangletograinformula. Buildingdesignershouldverirycapacityofbearingsurface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1 00 lb uplift at joint(s) except (jt=lb) 2=126, 16=1 89, 25=560. 1O) craphical purlin representation does not depict the size or the orientation ofthe purlin along the top and/or botlom chord. 1 1 ) Hanger(s) or other connection device(s) shal I be provided sufflcient to suppod concentrated load(s) 120 lb down and 86 lb up at 9-8-8. 1 1 5 lb doM and 60 lb upat'|2-u112,11'l lbdownand64lbupatl4-O-12,77lbdownand64 lbupat16-0-12,70lbdownand64lbupat 18-0-12,70lbdownand64lbupat 20-0-12,70lbdownand64 lbupat 22-0-12,70lbdawtand64lbupat24-0-0,70lbdownand64lbupat25-11-4,70lbdownandillbupat27-11-4,70lb down and 64 lb up at 29-1 '1 -4, and 70 lb down and 64 lb up at 30-5-1 2, and 1 61 Ib down and 42 lb up at 38-3-8 on top chord. The desigr/selectjon of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber lncrease=1.15, Plate lncrease=1.15 Uniform Loads (plD Vert: 'l-5=-66, 5-12=-66, 12-14=-66, -14-'15=-66,22-29=-14,21-22=-14, '17-20=-14, 16-17=-14 ConcentEted Loads (lb) Vert 5=-21 12=-62 33-44 34=-41 36=-7 -\^ RENEIryS: 12t3'ttzo November 12,2019 SPAC|NG- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress lncr YES Code lRC2015/TP12014 cst. TC 0.98 BC 0.65 wB 0.94 Matrix-IMSH DEFL. Vert(LL) Vert(CT) Hoz(CT) (loc) 21 2'l l/defl >999 nla ud 360 240 nla in -0.19 -0.28 0.11 ofiEqoN ;,i6182 1$ WlAttnA-Vuigd*IgnpaamebnandRgDNOTESONTHISANDINCLUDEDM|TEKREFEBENCEPAGEMII-7{73BEFOREUSE Design valid tor use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicabilityofdesign p;ramenters and proper incorporati;n ofcomponent is Iesponsibility ofbuilding designer- not truss designer. Bracing shown is'fbrlateraisupporiofindividualwebmerbersonly. Addilionallemporarybracingloinsureslabilityduring,construdionis.lheresponsibillityofthe erector. Addli;;al permanent bracing oflhe overail struclure is the respons.bilily of tha hrr;ldinn desioner. For oeneral ouidance lega,ding . febricarion duatitvcontrot.storaoe.detiverv.eredionandbracinq.consult ANSI/TFIIAuialilyCrit6"ria,DSESgsndBCSl'lBuildingCompomnt Safury lnbt8tioi avaiiable fr-orir Truss Plate lnstitute, 583 D onoflio Drive, Madison, Wl 53719. A theTRUSSco.txc. -fl.,3-q +9-13 | 9-A12 9-10115 14-4-8 | 19-2-4 t 24GO 31-0-0 , 33-7-8 , 3&'1-1 3&3,8 4+6-8 , 4&0-0 49-3-0t-}or 4-9-13 5 6 9 I420 I l;:iJ1048601 .lob Type ifornia orv lt', lAnslow & DeGeneault1 1 1l I lrou n"ru,ence (ootional) t13052704 8.320 s Oct 29 2019 lD:k3LUOtiN6gDRRheUEkdxYl yqaKf-1 t\ron 17:1 3:36 40-5-4 10x10 = 3x6 = 3x6 = 3x6: 2x4 ll 22 2i sxa ll 7xA = 19 3x8 = 7-G0 3-10-10 4-1-4 o-1-12 12 sx8 \\ Scale = 1:87.3 o.oo Fz 5xB MT'l8HS = 4 28 2xa ll 2x4 ll 366 38 739 A +,t $ 9+n 4s fi 11 Ir J+l{l {l lla 4xS lz 3x5 :\ 13 '18 3x5 = 17 6x6 -- t.oo l'rz r2 14 tSlq 27 26 zs 24 AvA :3x6 = 2x4 ll 3x4 ll 4x1O = 16 8x10:\ax8 ll 7-6-12 13.0-8 17-6-0 24-0-O PlateOffsets(x,Y)- [2:0-5-5,Edge],[4:0-4-0,0-1-8],[6:0-3-12,0-3-0],I8:0-1-12,0-l-81,[12:0-2-12,G.'t-121,116:G4-12,G2-4],116:0-2-1 ,0-1-81 U7 :G2-12,G13-ol, [20:0-s-8,0-4-12], [23:0-4-0,0-1-1 127:O-2-O LOADING (psD TCLL 25,O (Roof Snow25.0)TCDL 8.0BCLL O.O LUMBER- TOPCHORD 2x4DFNo.2 BOT CHORD 2x4 DF No.2'Except* 9-22: 2x4 DF StudWEBS 2x4 DF Stud *Except" 14-16:2xO DF No.2SLIDER Left2x6 DF No.2 -H 2-6-0 PLATES MT2O MT18HS GRIP 220t195 220t195 BRACING- TOP CHORD BOT CHORD WEBS Weight 254 lb FI = 2Oo/. Structural wood sheathing directly applied, except end ve.ticals, and 2-0-0 oc purlins (2-11-13 max.): 4-12. Rigid ceiling directly applied or 3B-0 oc bracing. Except: 1G0-0 oc bracing: 20-22 1 Row at midpt 6-25 ofiEooN 1116t82 REACTIONS. (lblsize\ 2=44410-5-8, 16=1 106/0-5-8, 25=2559/0-5-8 Ma Hoz 2=59(LC 9) Md Uplifi2=-139(LC 10), 16=-172(Lc 11),2s=-591(LC 6) Ma Grav 2=839(LC 31), 16=1340(LC 29),25=3as8(LC 28) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-5721241, 4-5=-981882, 5-6=-98/882, Ga=-4791215, 8.9=-22oa13a3,9-11=-2741t394, 1'l-12=-27 411394, 12-13=-2300n97, 13-14=-2925/348, 14-16=-1345hA7 BOT CHORD 2-28=-1681517,27-24=-1721510,25-27=-25101458,24-25=-1691813,23-24=-16911313, 9-20=-858/181, 19-20=-34412247, 18-19=-189/2076, 17 -14=-26312485 WEBS 4-28=01262, 4-27=-9711134, 5-27=-639h83, $23=-1462130a,20-23=-1151433, 8-20=-28312199, 12-1a=-51s4a,13.18=-851/148,1s17=-4/374,11-19=-663/140,14-'17=-25'112357,G27=-337/2a43, 6-23=-427 12483, 9-19=-131 157 1, 12-19=-1V n7O, 6-25=-s327 l59o NOTTS. 1):,Mnd: :SCE 7-10i Vult='120mph:3-second gust) Vasd=gsmph; TCDL=4.8psl BCDL=4.2psi h=25ft; Cat. ll: Exp B; Enclosed; MWFRS (envelope) gable end zcarq €ntiever left and right exposed ; end vdt;d Lft and right exposed; Lumber DOL=1.60 plate grjp DOL= 1.60 2) TCLIj ASCE 7-10; PF25.0 psf (fEt roof snw): Cateady ll; Exp Bi Partially Exp.; Ct=1.10 s) jtitltiqiei snow loaEslrivE 6e!n considereE for this design. 4) Tt-slruss has been designed for greater of:ri-f ?a,flvt load of 16.0 psf or 1.00 tmes flat roof load of 25.0 psf on overhangs non-@ncurent with other live loads. 5) ?Dv'IdE SdEquate drainage to prevent water ponding. - 6) -At:pl?6s are MT20 p$t6s ugle-siothemise indicated. 7) This truss has been desi)ed fori 10.0 psf bottom chord live load nonconcurent with any other live loads. 8) - rhE lGrhas been designed for a live load df 2o.Gpsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom -chor4 EM any other reltEelt: -slaeaingitJoinqsll6aonirdEip:ralleltogiainvalu6usingANSl/TPllangletograinformula. Buildingdesignershouldverirycapacityofbearingsurface. 1 0; f{que mechanical connection (by others},cj tf:,s,:o)earing plate capable of withstanding 1 00 Ib uplift at joint(s) except 0t=lb) 2=1 39, 16=172, 25=591. 1 1) Graphi@l-purlin representation does not dEpict tl* size or the orientation ot the purlin along the top and/or bottom chord. 1 2) H angey'sJor other com$tion device(s) shafbe provided sufficient to suppod concentEted load(s) 'l 1 7 lb down and 86 lb up at 7-8-8, 'l 05 lb down and 60 lb -tpJL1G0-12,96|bJC,Y3:RJ54lbupalJZ-.-?.J;?lbdownand64lbupat 14-0-12,70lbdownand64 lbupat 1&0-12,70lbdownand64 lbupat 18-0-12,69lbdomand63 lbqrat 20-0-i2,695downand63lbupat 22-0-12,69lbdownand63lbupat 24-0-0,69lbdownand63 lbupat 2S11-4,69|b - @wran(r63 lb up at 27:11-4, ?nd 69 lb doM€nd.ii, lb up at 29- 1 1-4, and 57 lb down and 58 lb up at 30-5-12 on top chord. The design/selectjon of such- .onnqctio-n device(s\ is'tlTe resEonsibility of others. LOADCASE(S) Stanoai - '- 1) Dead + Snow (balanced): Lumber lncrease=1.15, Plate lncrease=1.15 Uniform Loads (plD Vert 1-4=-66, 4-12=-66, 12-14=-66, 14-15=-66,22-29=-14,21-22=:14, 17-20=-14,16-17=-14 RENEWS: 12131120 November 12,2019 SPAC|NG- 2-O-O Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress lncr YES Code lRC201s/TP12014 Matrix-MSH CSI. TC BC WB 0.98 0.83 0.83 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.25 o.11 (loc) l/defl Ud 21 >999 360 2'1 >998 24016 nla n/a Continued on page 2 1$ WemnA-UoTtTdesighpaEDeBaodREADNOTESONTHISAND|N1LUDEDMITEKREFEREN1EPAGEMIt-7473BEF1REuSE Design valid for use only with N4iTek connedors. This design is based only upon paramelers shown, and is for an individual building component. Appli6bility of design paramenters and proper incorporation ofcomponent is responsibility of building designer - not truss designer. Bracing shown isforlateralsuppodofindividualwebmembersonly. Additionaltemporarybracingtoinsurestabilityduringconstrudionistheaesponsibillitiofthe erector. Addil;onalpermanentbracingoftheoverallstuctureislheresponsibilityofthebuildingdesigner.Forgeoeralguidanceregarding fabrication, quality control, storage, delivery, erection and bracinq, consult ANSYTPII Quality Cdbria, DSB4g and BCSII Buildino CompoEnt Safutylnfomalion availablefrbmTrussPlalelnstitule,5S3D'OnofrioDrive, lVadison,Wl 53719. A theTRUSSco.nrc. JOD lllN lrruss ryPE J1048601 lnzo lcatitorniaII Io', lo', lAnslow & DeGeneaultIr I 1l I I lJob Reference (optronat) 113052704 5 LOAD CASE(S) Standard Concentrated Loads (lb) vert 4=-18 33=-39 34-2635=-2 ^^-a a 1^^^a^ theTRUSSco.lttc. A [4adison, This parameters and shown ofthe E;"*ll,ill*," o,,0". lolv lr I J1 048601 Job & DeGeneault 113052705 The Truss Co., Eugene, OR 97402 8.320 s Oct 29 2019 MiTek lD: k3LUOtiN6gDRRheUEkdxY'l yqaKf-cYoPQfwl 44,6-8 5-4-12 o.oo F7- 6xB /z 5-2-11 5-2-11 *2-11 1-1'1-4 Scale = 1:87.4 uq ll 8x10 = 4x6 = zxc ll 1o t1 4xB = 12 so 20 2x4 ll 2xa ll 4x6 5x10 =5x6 6x6 :\ '13 3x5:\ JI dl ,/l4"i-I 1dJ 3 36 4 39 40 41 42 743 45 B 47 s1 s2 31 53 s4 30 ss so 5z zg28 z7 sg sg 28 oo 61 25 62 ar 24 g1 4xs ll 2x4 ll 4x8 = 4x6 = 3x4 \\ sxlo = NATLED 4,5 = gxo ll 5x10 = NAILED NAILED NAILED NAILED NAILED NAILEDNAILED NAILED NAILED 14 4x6 :\ 12 l+l+19 18 sx6 = 3xg = a.oo lrz PLATES MT2O GRIP 220t195 RENEWS: 12t31t2o November 12,2019 21 3x8 ='17 3x4 il LOADING (ps0 TCLL 25.0 (Roof SnoF25.0)TCDL 8.0 BCLL O.O LUMBER. TOPCHORD 2x6 DFNo.2*Except* 1-3,1316: 2x4 DF No.2 BOT CHORD 2x4 DF No.2'Except' 2-29,2129: 2x6, DF No.2, S24: 2x4 DF StudWEBS 2x4 DF Stud tExcept' 15-17:2xO DF No.2 WEDGE Left: 2x4 DF Stud BRACING. TOP CHORD Weight: 581 lb Ff = 2Oak Structural wood sheathing directly applied or SGo oc purlins, except end vertiGls, and 2-00 oc pudins (&G0 max.): },13. Rigid ceiling directly applied or t5-2 oc bracing. Except: 10-0-0 oc bEcing: 22-24 BOT CHORD REACTf ONS. (lb/size) 2=391/0-5-8, 17=138210-5-8, 27=5468/0-5-8 Ma Hoz 2=48(LC 9) Ma Uplift 2=-106(LC 'to), 17=-251(tC 6't,27=-16s9(LC 4Ma Grav 2=736(LC 31), 17=1457(lC 291,27=5867(LC 28) FORCES. (lb) - Max. Comp./Max. Ten. - AII forces 250 (lb) or less except when shown. TOP CHORO 2-3=-655/19 1, 3-4=-313116'14, 4-5=-3'1311614, 5-7=-4931275'1,7-8=-4es/2751, &9=-5304/1 385, 9-10=-5774h271, 10-12=-5774h271, '12-13=-31,121583, 13-14=-U27t638,14-15=-3839/677, 1117=-14991277 BOT CHORD 2-31=-1471486,30-31 =- l 53/476, 28-30=-466511122,27-28=-466511122,26-27=-7613t1957, 25-26=-56511590,24-25=-1031356,22-24=-228h063,9-22=-6381228,21-22=-135515422,20-21=-91414927, 19-20=-91414927, 18- 19=-55013322, 17 -18=-7 01442WEBS 3-31=0t343,22-25;-47411265,8-22=-8631416s,9-21=-43011029, 1G21=-5241106, 12-21=-3sol971,'- - - - 12-19=-z04Lvais,:3-'19=-21911199,1+19=-487t92,'14-18=-481442,8-26=-500111267,3-3)=-17oa37o, 7-26=-565/3 1 0, 4-:Jo=-658/334, 5-26=-1 6'1 5/5600, 5-30=-865/35'l 5 , 5-28=-4411195, 'l 5-1 8=-4932968,- ' ' -' 527=-5693/'1619 - NO,ES- - 1) 2-Plylruss to be connected together with 1 06 (U. T3i"xy) nails as follows: To^ rhT.csjlonnected as follows: 2x4 - '1 r@ at O-gO +, 2x6 - 2 rows staggered at G-9-0 oc. Dottomjhords connectedas fobJs: 2x6 - 2 rows staggered at 0-9-0 oc,2x4 - 'l row at Gg-O oc. W6rconnected as forcws: :x4 --1 row at 0-9-0 oc. 2) All load_s aF considered Eqllally alplied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been L.ovideJ to distribute onl: la{ls-noted as (F)_.i (3), unl3ss otheMise indicated. 3) Wi-d'AS;E 7-10; Vulirl2cmph O-second grst) V-sj=gsmph; TCDL=4.8pst BCDL=4.2psl h=2sft; Cat. ll; Exp B: Enclosed; MWFRS (envetope) gabte end zone; cantjlever left ana rightB)posed ; end vertical left and right exposed: Lumber DOL=1.60 plate grip DOL='1.60 4) rcLL: AS-CE 7-10: Pf=25.0 psf (flat roof sno!):'Caegbr, It; Exp B; parriaily Exp.; Ct=1.10 5) UnbalanceC-snow loads have been considere{C.ihis design. 6) This trusslas been desi!f,ed forjreater of min roof live load of'16.0 psfor 1.oO times flat roof load of 25.0 ps, on overhangs non-concurent with other liveIodlf - 7l ElgvtJe_4$uate drainage to prevent waterloidin!. -8) T,his truss l'-ls been desicn:d for3 10.O psf bottoh choid live load nonconcutrent with any other live loads. 9) 'Tili-td$ has been dosignal fo-a live load of 2o.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-Go wide wifl fit between the bottom chord and any other merfbErr - 10)Bearingatioint(s)lTconsidersparalleltograinvalueusingANSl/TPl langletograinfomula. Buildingdesignershouldverjfycapacityofbearingsurface. 'l 1 ) Prcvide mechanical connection (by others) of Auss to bearing plale capable of withstanding I OO lb uptift at joint(s) except (t=lb) 2=1 06, ,t7=25,1, i7=165g. 12) Graphi€l purlin representatjon does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13) Use USP HUS26 (Wth 14-16d nails into Gjrder & 6-16d nails into Truss) or equivalent al 30-4-6 from the left end to connect truss(es) to back face of bottom chord. Cj],,[[,"XIji,JI'6!", where hanser is in contact with lumbel SPAC|NG- 2-O-O Plate Gip DOL 1.1s Lumber DOL 1.15 Rep Stress lncr NO Code lRC201s/TP12014 csr. TC BC WB DEFL. Vert(LL) Vert(Cr) Hoz(CT) in (loc) -0.38 23 0.10 17 l/defl >999 >945 nla Ud 240 nla Matrix-MSH 0.46 0.60 0.94 ill6t82 A WARNING. V*IU dsbo paan&T aod RBD TIOTES ON THIS AND INCL.TDED NITEKREFEEET',CE PAaE Mil.747g BEF1RE usE Designvalid foruse only with MiTek connectors. This desjgn is based only upon parameters shown, and is tor an individual building component.Aprli@bility of design.paGmenlers and proper incorporation of componerit i; responsibitity of buitding designer - nor truiiaeii!nei araiing sho*nis for latelal suppon of individual web members only. Additional temporary bracing to insuie stability -during"consruaion is the ;esponsibiilii of lheeredor. Additional pemanent bracing of the overall slrudure is the responsibiiity ol Ihe buitdinq de!ioner. ior qeneral quidance reoardinofabrication, quality control, storage, detivery, eredron and bracing, consutt ANSl/fFll Auahy Crit6-ri., Dsd-gg ed BCSII Bdldino CompomrtSafutylnbmiadoi avaiiablefrimTrussPlateInsrirure,583D6noirioDiive,Madison,Wt53719. A theTRUSSco.rrc. I H;"-[,i,il,,, o,"",.lo', lt', lAnslow & DeGeneault l,, | 2 lroo*",","n"",o,,,on", 113052705J1 048601 Job The Truss Co., Eugene, OR 97402 NOTES- 1 5) "NAILED" indi€tes 3-10d (0. 148'x3") or 3-'12d (0.148'\3.25") toe-nails per NDS guidlines. top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate lncrease=1.15 uniform Loads (plf) Vert 1-3=-66, 3-13=-66, 13-15=-66, 15-18=-66,2+32=-14,23-24=-14, 18-22=-14, 17-18=-14 Concentrated Loads (lb) s6=-46(B) 57=-46(B) 58-40(B) 5e=-41(B) 60=-41(B) 61=-a1(B) 62=-a1(B) 63:41(B) 64=46(8) aa 1fu WanNtNA-Uurtrydesignpa@ncbiandRBDNo'rESONTH\SA\IDINCLUDEDMTTEKREFERENCEPAGEMItsTIT3BEFoREUsE- Design valid for use only with Milek cooneclors. This design is based only upon pa.amete6 shown, and iS {or an individual.building component. Applicability of desiqn p;ramenters and proper incorporatian of component is responsibility of building designer- not truss designer' BEcing shown is fbr taterai suppon"ot'individual web m;mders only. Addirional temporary bracing to insuie stability during construdion is the IesPonsibil,ity of the erector. Additio;al permanent bracing ofthe overail structure is the responsibility of the buildioq designer. For general guidan@ regarding. .- - fabricaUon. oualhv control. sloraoe. delivery. eredion and braci4q, consult ANSrrFII Ouiality Cdto-ria, DSE89 and BCSI1 Bur-lding Comporern Safuty lnfuilratioi avaiiable f6m Truss Plate lnstitute, 583 D 0nofrio Drive, Madison, wl 53719. A theTRUSSco.INc. ^a lT.6 larcr lrruss rvpe IGABLE lot, l"', lAnslow & DeGeneaultIr | 1l I I Uob Reference (optional) 113052706J 1 048601 ID:k3LUOtiN6gDRRheUEkdxYl yqaKf-ZxBArLyH 16-A-12 17-5-B 1 8-8-8 5-34 5x8 Scale = 1:37.9 3x4 /z 5 3x4 :\ o.oo Fz 4x12 /z 3x4 // 25 3x4 r\ 26 3x10 /z 3 '15 6x14 -- 14 5x5 = 4x12:\ 12 5x5 = 7 3x10 :\ 82 ,- Ts 1,,5 l9ld lo$13 3xB 3x4 '11 1 6x'14 -- 4.oo FT 3x4 : LOAoING (psD TCLL 25.O (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 * 7.O LUMBER- TOPCHORD 2x4DFNo.2 BOT CHORD 2x4 DF No.2 *Except* 2-15,8-11:2x6 DF No.2 WEBS 2x4 DFStud OTHERS 2x4 DF Stud BRACING. TOP CHORD BOT CHORD Weight 116lb Fr =21oh Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or A0-0 oc bracing, Except: '10-0-0 oc bracing: 1t14,12-13. PLATES MT2O GRIP 2201195 RENEWS: 12131120 November 12,2019 REACTIONS. (lb/size) 15=781/0-5-8, 11=781/0-5-8 Max Hoz 15=69(LC 10) Ma Uplift 15=-123(LC 10), 11=-124(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less exceptwhen shown. TOP CHORD 2-3=-1091432,3-4=-720196, 4-5=-640n5, U6=-641187,6-7=-721157,7-8=-1071421 BOTCHORD 2-16=-3691129,15-16=-369/129,13-14=-1131679,12-13=-2516A1,1O-11=-359h27,a-11=-359h27 WEBS 5-13=01251,7-12=-581544,7-'11=-917h28,3-14=-751546,3-15=-9291162 NOTES. 1) Wnd: ASCE 7-10; Vult=120mph (3-second gust) Vasd=95mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. ll; Exp B; Enclosed; IVWFRS (envelope) gable end zone; cantilever left and rlght exposed ; end vertical left and right exposed: Lumber DOL='1.60 plate grip DOL=1.60 2)Trussdesignedforwindloadsintheplaneofthetrussonly. Forstudsexposedtowind(normaltotheface),seeStandardlndustryGableEndDetailsas applicable, or consult qualified building designer as perANSI/TPl 1. 3) TCLti ASCE 7-10; Pts25.0 psf (flat roof snow); Category ll; Exp B; Partially Exp.; Ct= 1.1 0 4) Unbalanced snow loads have been considered for this design. 5) This kuss_hes been desiEned_fq Ereater of min roof live Ioad of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live laads. - 6) Allgl-tc rr: 1.5x4 MT20 unless otheMise indial6j.- 7) Gable studs spaced at 1-a-0 oc. 8) Thi-s fu:s-hes been designEo'fdr tr 10.0 psf botom ch'ord live load nonconcurent with any other live loads. 9) ' T:iltruss has been designed for a live loart oj ?prfslon the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 1 O) ]]D;@ rrschanical connectio! (by others) of truss to learing plate capable of withstanding 1 OO lb uplift at joint(s) except (il=lb) 15=123, 11=124. in (1oc) -0.02 12-13 -o.o4 12-13 0.02 11 l/defl >999 >999 nla Ud 360 240 nla DEFL. Vert(LL) Vert(CT) HoE(CT) SPAC|NG- 2-O-O Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress lncr YES Code 1RC2015ffP12014 csr. TC BC WB Matrix-SH 0.16 o.24 0.18 7116t82 ;;L;:: $ weaNwa-vat5,d$tgnpaanebiaDdRBDNoTEsoNTHI|ANDIN1LIIDEDUITEKREFERENCEPAGEMil-TnBEFOREUSE Design valid for use only with Milek connedors. This design is based only upon parameters shown, and is for an individual building component. Applicability ofdesign paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for laleral support of individual web members only. Additional temporary bracing to insure slabilily during construction is the iesponslbillit, of the eledor. Additional permanenl bracing of the overall stucture is the responsibility ol lhe building designer. For general guidance reoarding fabricalion, quality control, slorage, delivery, ereci:on and bracing, consult ANSUTPI1 OuslityCrtfgria, DSB-89 and BCSII Building CompomntSafulylnfrmalion availablefrcmTrussPlatelnstilute,583D'OnokioDrive,Madison,Wl 53719. A theTRUSSco.rNc. 4 ,i a;ca ;Y'J a33i;;:3., a aa 048601 lrruss t" I lruss lype lRoof Soecial I lo'v lt', lAnslow & DeGeneaultle I 1l I I lr"o Reference (optionat) 113052707 Eugene, OR 97402 8.320 s Oct 29 2019 lrilek ID: k3LU OtiN6gD R RheU EkdxYl yqaKf-1 7 iY 2l,yv?I CD 3x4 :\ 2019 I o.oo Fz 1-4-12 1 -3-0 Scale = 1:34.8 4x4 = 5 23 3x4 /z 3x4 /z 3 12 5x5 = 3x4 :\ 7 11 6x14 -- IBlg 8 ,T4 14 5x5 = 13 3x8 -- lc 6x14 --10 3x4 = +.oo lz 3x4 't -9-7 LOADING (psD TCLL 25,0 (Roof SnoF25.0)TCDL 8.0 BCLL O.O LUMBER. TOPCHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2'Except* 2-15,8-11:2xo DF No.2 WEBS 2x4 DF Stud 8-8-12 1+O-O 6-0-12 11 7-5-8 PLATES MT2O GRIP 2201195 BRACING. TOP CHORD BOT CHORD Weight 88 lb FI -2Oo Structural wood sheathing directly applied or 5-1 1-6 oc purlins. Rigid ceiling directly applied or &0-0 oc bracing. REACTIONS. (lb/size) 15=786/0-5-8, 11=786/0-5-8 Ma Hoz 15=71(LC 10) Ma Uplift 15=-116(LC 10),'11=-116(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-56/255, 3-4=-9861152, 4-5=-7241As, 5-6=-7241100,6-7=-9851104 BOTCHORD 15-16=-260198, 13-14=-1631892, 12-13=-52,491 WEBS $13=0/301, 6-13=-38Ah27,7-12=-10AA36,7-11=-728182, +13=-389/153, 11 4=-1371849,3-15=-7321107 NOTES- 1) V1/ind: ASCE 7-10; Vult=120mph (3-second gust) Vasd=gsmph; TCDL=4.8pst BCDL=4.2psf; h=25ft; CaL ll; Exp B; Enclosed; MVVFRS (envelope) gable end zone; cantilever lett and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate Srip DOL=1.60 2) TCLL: ASCE 7-1 0; Pt25.0 psf (flat roof snow)i Category lli Exp Bi Partially Exp.; Ct= i.1 0 3) Linbalanced snw loads have been considered for this design. 4) This truss has been designed for greaier of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concuffent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of20.0psf on the bottom chord in all areas where a rectangle 16-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding '1 00 lb uplift at joint(s) except (it=lb) 15='1 16, I 1=1 16. OREQON ) RENEWS:12t31tzo November 12,2019 ?,,- 6,182 SPACING- 2-GO Plate Grip DOL 1.15 Lumber DOL '1.15 Rep Stress lncr YES Code lRC2015/TP12014 cst. rc BC WB M atrix- [/] SH 0.36 0.26 o.2a in (loc) -o.o2 12-13 -0.05 12-130.03 '11 l/defl >999 >999 nla Ud 240 nla Vert(CT) Hou (CT) DEFL. Vert(LL) 7$ Wl,F/'tWA - Vurtty d6lgn paamee,9 dnd READ NOTES ON THIS AND INCLLIDED MffEK REFERENCE PAGE Mll-7173 BEFORE USE- Design valid for use only with MiTek connedors. This design is based only upon paramete,s shown, and is for an individual building component. Applicability of design p;ramenters and proper incorporation ofcomponent is responsibility of building designer - not truss designer. Braclng shown ijfbrtateralsuppoioflndividualwebm;m6ersonly. Additionaltemporarybracingloinsurestabilityduringconstrudionistheresponsibillityofthe ereaor. Additibnal permanent bracing of the overail srudure is lhe responsibil;ty of lhe building.designer. For gens?l-S!r-danc.e_rgggld.!g. _ fabrication. oualilv @ntrol. storaoe. d6livery. erection and bracinq consull ANSYTPII Ouality Crit6lia, DSB49 6nd BCSII Building Compomnt SEfutylnhtafrofi avaiiablefr-omTrussPlatelnsl;lute,583D'OnofrioDrive, lVadison'Wl 53/19 A theTRUSSco. ntc. 4 2 .aa1a Job lJi"ll,;dl [, [::::":::":,""""''1 048601 SPECIAL t1 3052708 The Truss co.,8.320 s Oct 29 2019 [4iTek lnduslies, lnc.Nov 17'.13.54 2019 ID:k3LUOtiN69DRRheUEkdxYl yqaKf-VKGwFozxmzL4wAmw0'1 1-3-0 -9- 1-9-7 J-5-6 s.oo Fz Scale = 1:32.9 4x4 = 5 17 18 3x4 /z 4 3x4 :\ 6 3x4 /z 3 3x5 \\ 7 2 d 11 5x5 = 10 3x8 = BRACING. TOP CHORD BOT CHORD 5x5 1r o o 12 6x14'- N 3x4 = LOADING (psf) TCLL 25,O (Roof SnoF25.0) TCDL 8,0 BCLL O.O LUMBER- TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2.Except' 2-12tUADF No.zWEBS 2x4 DF Stud'Except' 7-812x4 DF No.2 n.oo lT 8 3x4 ll 17-5-B PLATES M'120 GRlP 220t195 RENEWS: 1213112O November 12,2019 Weighf 85 lb Fr = 20% Structural wood sheathing directly applied or 4-9-2 oc purlins, except end vertiqls. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 1 1-12. REACTIONS. (lblsize) 12=84OlO-5-8, B=633/Mechanical Md HoE 12=76(LC 14) lva Uplift 12=-'11g(LC 10),8=-86(LC 11) FORCES. (lb)-Max.Comp./lvlax.Ten.-Allforces250(lb)orlessexceptwhenshown. TOP CHORD 2-3=-551254,3-+-1o9sl'158, 4-5=-8431'l'10,5-6=-a41no7,6-7=-16371221,7-8=-6241101 BOT CHORD 12-13=-25'1197, 10-1 1 =-169/988, g1o=-177h395 WEBS 5-10=-21357,6-1o=-7a612o4,6-9=01260,7-9=-16111328, $10=-366/1 53, 3-11=-1411897,3-12=-796111'l NOTES- 1) \ 4nd: ASCE 7-10; Vult=120mph (3-second gust) Vasd=gsmph; TCDL=4.8pst BCDL=4.2psf; h=25ft; Cat. ll; Exp Bi Enclosed: iTWFRS (envelope) gable end zone; cantilever left and rlght exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate Srip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category ll: Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snw loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurent with other live loads. 5) This truss has been desiqned for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) 'Tji: t,]:sjas been {eligrgd$ a live load of2o.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-O-O wide wilt fit between the bottom lhordatdanyothermembers. - 7) Rqerte tirser(s) for truss to truss connections - - - 8) Provtle mechanical coii{ection (Ey others) d truss to-bEaring plate capable of withslanding 1 00 lb uplift at joint(s) 8 except 0t=lb) 1 2=1 1 9. -;.'a c9 3 3; Ia;e a() e.!a;Ji 14-0-0 SPACING- 2.O.O Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress lncr YES Code IRC201s/TP12014 [Iatrix-MSH CSI. TC 0.40BC 0.34wB o.44 in (loc) -0.05 9-10 -0.10 9-100.06 8 l/defl >999 >999 nla Ud 360 240 nla DEFL. Vert(LL) Vert(CT) Hoz(CT) 7116t82 $ wenttmo-Uary&sbnpa?nc*]tiaDdREADNotEsONfHlsetowcLubeaumfREFERENcEPAaEMI-TlnBEF1REalsE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is ior an individual building component. Applicability ofdesign paramenters and proper incorporation ol component is responsibility of building designer- not truss designer. Bracing shown isforlate.alsupportofindividualwebmembersonly. Additionaltemporarybracingtoinsuresabilityduringconstruclionistheresponsibillityofthe eredor. Additlonal permanenl bracing of lhe overall slruclure is the responsibilily of lhe building designer. For general guidance reqardiog fabri€tion, quality control, storage, delivery, eredion and bracing, consult ANSUTPI I Ouality Cdt€ria, DSB89 and BCSII Building Compomnt SaEtylnbmation avai,able from Truss Plale lnstitute,583 D'Onolrio Drive, Madison WI53719. A theTRUSSco.ruc. a Ito l lTruss Type lnoor sercrnr-lrJ1 048601 Job lAnslow & DeGeneault llou Rererence (optionat) 113052709 PIy 1 97402 8.320 s Oct 29 Milek lnduslries, lnc. ID:k3LU 3-5-8 4x4 Scale = 1:36.3 3x4 /z 3 u*,0 goof- o.oo lil 3x4 /z sx' = 3x4 \\ 6 5x5 = l.Sxe ll 9 i.sx4 I I 1t le 22 3x5 :\ 7 2 $ 3xB N lI 3xa Il 3xa ll 1 SO-4 LOADING (psD TCLL 25O (Roof SnoF25.0)TCDL 8.0BCLL 0.0 r LUMBER. TOPCHORD 2x4DFNo.2 BOTCHORD 2x4 DF No.2.Except* 2-13:2x6 DF No 2 WEBS 2x4 DF Slud *Except' 7-8:2x4 DF No.2 PLATES MT2O GRIP 2201195 BRACING- TOP CHORD BOT CHORD Weight 89lb FT =2oqo Structural wood sheathlng directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 1G&0 oc bracing, Except: 6-0-0 oc bracing: 12-13. REACTIONS. AII bearings 14-6-4 except 0t=length) 13=0-t8, 13=&5-8, 8=Mechanical, 9=0-3-8. (lb) - Ma Hoz 13=76(LC 14) MaUpliff Allupliftl00lborlessatjoint(s)2, 13, 10,8. 11except12=-112(1C10) MaGrav Allreactions2S0lborlessatjoint(s)2,13,13,8,9,2except12=414(LC17),10=430(LC18),11=369(LCl) FORCES. (lb) - Max. Comp./Max. Ten. - AII forces 250 (lb) or less except when shown. WEBS 5-11=-27il50,6-1O=-3a2128, 4-12=-3731139 NOTES. 1) Vlrnd: ASCE 7-10: Vult='120mph (3-second gust) Vasd=gsmph; TCDL=4.8psf; BCDL=4.2ps[ h=25ft; Cat. ll; Exp B; Enclosed; MWFRS (envelope) gable end zonei cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL='1.60 2) TCLL ASCE 7-10; Pf=25.0 psf (flat roof snow); Category ll; Exp B; Partially Exp.; Ct=l.1 0 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. 6) 'This truss has been designed for a live load of2o.opsfon the bottom chord in all areas where a rectangle +6-0 tall by 2-G0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Bearing at.ioint(s) 2, 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Prcvide mechanical connection (by otheE) of truss to bearing plate capable of withstanding 1 00 lb uplift at joint(s) 2, 13, '10, 8, 'l'1, 2 except (t=lb) 12=1 12. 10) Beveled plate or shim required to provide full bearing surface with truss chord atjoint(s) 9. 7t1it82 RENEWS: 12131120 November 12,2019 SPACING. 2.0-O Plate Gnp DOL 1.15 Lumber DOL 1.15 Rep Stress lncr YES Code lRC20'1s/TP12014 csl. BC O.17wB 0.08 lV atrix- N,lS H DEFL. Vert(LL) Vert(CT) H orz(CT) in (loc) -o.o1 11-12 -0.02 11-120.00 B l/defl >999 nla Ud 240 nla '3t-N tr$ WlAnne -Unsrykighpahm&EandR^DNOTESONTH\SAND\NCLUDEDMTTEKREFERENCEPAGEMIqTITSBEFOREUSE Design valid for use only with [,4iTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporalion of componenl is responsibility of building designe.- not truss designer. Bracing shwn isforlateraisupportofindividualwebmembersonly. Additionaltemporarybracjngtoinsurestabilityduringconstructionistheresponsibillityofthe erector. Additionalpermanentbracingoflheoverallstructureistheresponsibililyofthebuildingdesigner.Forgeneralguidanc-e.egarding._ fabri@tion, quatily iontrot. storaqe, d;tivery, erecrion and bracinq, consult ANSIfiPII Oulity Cdbda, DSB-89 end BGll Building Comporent Safuiylnfumialion availablefrbmTrussPlalelnstilute,5S3D'OnofrioDrive,t4adison,Wl53/19. A theTRUSSco.tNc. 4 5 3x4= B --'' 12 11 10 U Job l;;'ll""?[0""',' lotv lptvl,l low & DeGeneault 104860'1 1 t13052710 8.320 s Oct lD:k3LUOtiNogDRRheUEkdxYl 1-11-13 MiTekThe Truss Co., Eugene, OR 97402 3x5 /z 2-5-10 4x4 Scale = 'l:33.6 o.oo Fz 3x4 lz 13 3x4 Il 5 3 3x4 ll 6 7 2 4xB ,T- lt l+ lol Jql I 11 5x5 = '10 3x8 = BRACING. TOP CHORD BOT CHORD I 3x4 ll PLATES MT2O GRIP 2201195 RENEWS:12t31t2o November 12,2019 4xB ll 3xa ll n.oo ltz LoADING (psf) TCLL 25.O (Roof SnoF25.0)TCDL 8.0 BCLL O,O * LUMBER- TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 *Except* 6-8: 2x4 DF Stud WEBS 2x4 DF Stud REACTIONS. (lb/size) 7=689/[iechanical,'12=788/G5-8 Ma Hoz 12=64(LC 10) Mq UpliftT=-89(LC 11), 12=-115(LC 10) Weight 86 lb FI = 2oak Structural wood sheathing directly applied or 3-.10-9 oc purlins, except end verticals. Rigid ceiling directly applied or'10-G0 oc bracing, Except: 6-0-0 oc bracing: 1 1-12. FORCES. (rb) TOP CHORD BOT CHORD WEBS Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 2-3=-17851266, !4=-985/1 1 1, 4-5=-959/1 31, 5-6=-22631274,6-7=-19821223,2-12=-7791146 10- 1 1 = -257 h s2o, s 1 o= -7 th'l 96, 7 -8='39 1327 3-11=-111267,3-10=-7481225,+10=-291537,2-11=-19911462,s-9=-116/999,5-10='50A1142,7-9='12011327 NOTES- 1) Wind: ASCE 7-1Oi Vult=12omph (3-second gust) Vasd=gsmph; TCDL=4.8psf: BCDL=4.2psi h=25ft; Cat. lli Exp B; Enclosed: MVVFRS (envelope) gable end zone; cantilever left and righi exposed : end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10i Pf:25.0 psf (flat roof snow); Category ll; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed to. greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with olher live loads. 5) This truss has been designed for : 10.0 psf bottom chord live load nonconcurent with any other llve loads. 6) * Tiieh{$ nas been ddsg.ki{-a live load of20.0psf on the bottom chord in all areas where a rectangle 3-S0 tall by 2-0-0 wide will fit between the bottom ciord ffd any other members. " 7) Releito'gTrde(s) for trus:lo truslconnections: - - - , 8)Ee:ri:Eajaint(s)12€r:ide:rrcalleltograir-valueJsingANSl/TPllangletograinformula. Buildingdesignershouldverifycapacityofbearingsurface. 9) F--ovid€,mechanical connection (tt others) of truss to bearing plate capable ofwithstanding 1 00 lb uplift at joint(s) 7 except (jt=lb) 12='l'15. - - i;33 : a e I -;:? iti'a it -a a :ia!JJ-; SPACING- 2-O-O Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress lncr YES Code lRC201s/TP12014 cst. ,U BC WB Matrix-MSH 0.39 0.87 0.49 DEFL, Vert(LL) Vert(CT) Hoz(CT) in -0.10 -0.18 o.12 Udeff >999 >999 Bla Ud 360 240 ola (loc) 9-10 9-10 7 7t16t82 ofiEaoNJL t;-a;6 - 1 $ WnmWA - V*ttt d6igi pann.*,s aod RilD NOTES ON TH\S AND INCLUDED MTTEK REFERENCE PAGE MIt-7173 BEFORE uSF. Design valid for use only with MiTek connectors. This design is based only upon paramelers shown, and is for an individual building component. Applicabiliiy ofdesign paramenters and proper incorporalion of component is responsibility of building designer- nottruss designer. Bracing shown isforlateralsupponofindividualwebmembersonly. Additionaltemporarybracingtoinsurestabilityduringconstructionislheresponsibillityofthe erector. Addit;onalpermanentbracingoftheoverallslruclureislheresponsibililyoflhebuildingdesigner.Forgeneralguidanc€regarding fabrlcation, qualiry control, storage, delivery, eredion and bracing, consult ANSUTPI1 Quality Cdlsria, DSEgg and BCSII Bulldlng Compomnt Sefuiy Inbmahn available fr-om Truss Plate lnstitule, 583 D'Onolrio Drive, Madison, Wl 53719. A theTRUSSco.nrc. 4 lcrcE I I I russ lype lcaarr I lo', lo', lAnslow & DeGeneaulth I 1l I I lJob Reference (oDtionat) t13052711j'1048601 Job The Truss Co., Eugene, OR 97402 7-'t1-8 15 1.sx4 ll 0-9-0 7x10 MT18HS ll '18 1.5x4 ll Scale = 1:34.2 7 I6 o.oo FZ- 22 21 1.5x4 ll 1.5x4 ll 5 104 '11 3 12j q 13 T; ld 1.sx4 ll 19 1.5x4 ll 17 1.5x4 ll 16 1.5x4 ll 14 1.5x4 ll 3x8 1'1-0 ['l 1:0-5-2,0-1-0], [12:G3-s,Edge],Plate (x,r- LOADING (psO TCLL 25.0 (Roof SnoF25.0) TCDL 8.0 BCLL O.O LUMBER- TOPCHORD 2x4 DF No.2 BOTCHORD 2x4DFNo.2 WEBS 2x4 DF Stud OTHERS 2x4 DFStud WEDGE Left: 2x4 DF Stud , Right 2x4 DF Stud [3:0-5-2,0-1-0], [4:G5-2,G1-0], [5:0-S2,0-1-0], PLATES GRIP MT20 22A195 MT18HS 2201',195 BRACING. TOP CHORD BOT CHORD Weight 103 lb Fr =20% Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling direcuy applied or 10-G0 oc bracing. REACTIONS. (lb/size) 2=686/0-5-8, 12=686/GS8 Ma Hoz 2=60(LC 14) Ma Uplifl2:s8(LC 10), 12=-98(LC 11) FORCES- (lb) - Ma. Comp./Mu- Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 23=-A3519O,3-4=-7 1106,4-5=-7611116,t6=-7211127,6-7=-$9A142,7-a=-69{,1135,8-9=-721h21, 9-10-761/1 10, 10-1 1-79199, 1'l-'12=-A36lA2 BOT CHORD 2-22=-561697,21-22=-5416a7,20-21=-54/6A7, 1C2O=-541687,18-19=-541687, 17-1A=-541644, 16-17=-54/688, 15-16=-541688,'l+15=-541688, 12-14=-55/698 NOTES. i) Wnd: ASCE 7-10; Vutt='12omph (3-se@nd gust) Vasd=gsmph; TCDL=4.8pst BCDL=4.2pst h=25ft CaL ll; Exp B; Enclosed: MVVFRS (envelope) gable end zone; cantilever left and right exposed ; end vertj€l left and right exposedi Lumber DOL=1'60 plate Srip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (nomal to the fa@), see Standard lndustry Gable End Details as applicable, or @nsult qualified building designer as perANSl/TPl 1. 3) TCLLi ASCE 7-10; Pt25.O psf (flal roof snow); Category ll; Exp B; Partially Exp-i Ct=1.10 4) Unbalanced snow loads have been @nsidered for this design. 5j This truss has been designed for greater of min roof live load of 16.0 psf o|l.OO times flat roof load of 25.0 psf on overhangs non-concurent with other live loads. 6) All plates are MT20 unless otheMise indicated. 7) All plates are 3x6 8) Gable studs spaced at 1-4-0 oc. 9) This Auss has been designed for a 1O.O psf bottom chord Iive load nonconcurent with any other live loads. 1b) . This truss has been d;signed for a live load of 2o.Ops, on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 1 1) provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1 00 lb uplift at joint(s) 2, 12. OfiEGON 1lt6t82 RENEI4/S: 12t31t20 November 12,2019 / cst. TC BC WB Matrix-SH 0.20 0.34 (loc) Ydefl Ud 21 >999 360 21 >999 240 12 nla nla DEFL. Ven(LL) Vert(CT) Hoz(CT) in -0.06 -0.09 0.00 SPACING- 2-O-O Plate Grip DOL 1.15 Lumber DOL '1.15 Rep Stress lncr YES Code IRC2015/TP12014 $ WnAUWe-VatrybdgnpannesaNRgDNO\ESONTH\SANDlNCUnm\IilTEKREFERENCEPAGEMll'ilnBtrOREllSE Desian valid for use only with l\4iTek connedors. This design is based only upon parameters shown, and is for an individual building component. Aopltabitity ofdesign piramenlers and proper in@rporati6n ofcomponent is responsibility of building designer- not truss designer' Bracing shown i"'t'oi iirerui "rppon-ot individual web m6m6ers only: Additional Iemporary bracing to insure stabilhy during construclion is.the responsibillity of the e;ector. Addiii;;al permanent bracing of the overail stucture is the responsibility of the building-de-signer. For genqal guidancc renard;nd fahrierion. ouatirv controt. sroraoe. delivery. eredion and bracinq, consurr ' -fiisiffti Ouiilty cribia, Dsdso ind Bcsll BdHng compomnl Saftty lnbmigdoi avaiiable f6m Truss Flale lnslilute, 583 D'Onofrio DIive, Madison, Wl 53719. A theTRUSSco.txc. 2 tl aia^^^ lob lcz I llruss lype lcorron I F' l"' , n::::: DeGeneault J'1048601 113052712 footional) The Truss Co.. Eugone, oR 97402 8.320 s Oct 29 2019 MiTek lndustries, lnc. Mon Nov 11'17:13:59 2019 Page 1 lD:k3LUOtiN6gDRRheUEkdxYl yqaKf{H3pJk1 gbVzMoxftpauAdPM_1 sD?8F1 DlVmqx4yKB26 7-11-8 7-11-A 16 , 4x4 :\ PLATES MT2O GRIP 220t195 Weight 60 lb FT = 20% Structural wood sheathing directly applied or 5-0-4 oc purlins. Rigid ceiling directly applied or 10-G0 oc bracing. oSEqoN 7tl6'82 Scale = 1:alo.4 RENEWS:1213112O November 12,2019 4\5 o.oo III- 15 4x4 // 2 J dIq T; 1d 1.sx4 ll 3x8 3xs ll LOADING (ps0 TCLL 25.0 (RooI SnoF25.0)TCDL 8.0BCLL O,O LUMBER. TOPCHORD 2x4DFNo.2 BOTCHORD 2x4 DF No.2WEBS 2x4 DF Stud SLIDER Lefr 2xo DF No.2 -H 2-G0, Right 2x6 DF N o.2 -H 2-O-O REACTIONS. (lb/size) 1=637/G5-7,5=637/0-5-8 Md Hoz 1=-57(LC 1 l) Ma Uplifr 1=-82(LC 10),5=-82(LC 11) FORCES. (lb) - Max. Comp./lvax. Ten. - All forces 250 (lb) or less except when shown. 1-3=-731 1121, 3-5=-731 1121 1-6=-ill654, 5-6=-54/654 3-6=0/289 BRACING. TOP CHORD BOT CHORD NOTES. '1) Wind: ASCE 7-'10; Vult=120mph (3-second gust) Vasd=gsmphl TCDL=4.8pst BCDL=4.2psl h=2sft; Cat. ll; Exp B; Enclosed; MWFRS (envelope) gabte end zone: cantilever left and right exposed : end verti€l left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL ASCE 7-10; Pf=25.0 psf (ffat roof snow); Category ll; Exp B; Partially Exp.: Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a .10.0 psf boltom chord live load nonconcurent with any other live loads. 5) 'This truss has been designed for a live load of20.0psf on th€ bottom chord in all areas where a rectangle 3-&O tall by 2-O-O wide will lit between the bottom chord and any other members. 6) Provide mechanical conrectjon (t'/ others) of truss to bearing plate capable ofwithstanding 100 lb uplift atjoint(s) 1, 5. TOP CHORD BOT CHORD WEBS c J a - r;C - ;t - - J --43 ; s0 SPAC|NG- 2-O-O Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress lncr YES Code lRC201s/TP12014 cst. TC WB [.4 atrix-M S H 0.71 0.53 0.09 DEFL. Vert(LL) Vert(CI Hou(CT) in (loc) -0.12 6-13 -0.17 6-'130.04 1 Udetl >999 >999 nla Ud 240 nla I w,attwo-V*ttltulgn pann.*,c andREAD NoTEs oN THtsANo tNcLuDED MITEKREFEREN1EPAGEMTI-7{B BEFoRE UsE Design valid for use only with Milek @nneclors. This design is based only upon parameters shown, and is for an individual building componenl. Appli6bility ofdesign paramenters and proper incorporation ofcomponent is responsibility of building designer- not truss designer. B.acing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construdion is the responsibillity of the erector. Additional permanent bracing of the overall strudure is lhe responsibility of lhe buildllg.designer. For genejal glldanc-e-rqqeld.!g- .- _ fabriction. oualitv control. storaoe. d6liverv. eredion and bracino. consult /NSyTPll Ouality Clit6rls, [5889 sd BCSI1 Building Compomnt Ssfrtylnbdaloi avaiiablefr-omTrussFjateloslilde,583D'onofrioDrive,Madison,WI53719. A theTRUSSco. iNc. 3 5 FL=Ilffi..rorortedGabte TT104860'l 1130527131 Reference loolional) & DeGeneault The Truss Co-, Eugene,Mon Nov 1 2019 lD:k3LUOriN6gDRRheUEkdxYl 5-6-0 17 5-6-0 Scale = '1:22.6 4x4 o.oo III 18 20 4 4x4 /z 3 9 4x4 :\ 10 J 1 11 l- 16 '1s 14 13 123x6 ll LOADING (psf) TCLL 25.0 (Roof Snow25.0) TCDL 8.0 BCLL O,O' LUMBER. TOPCHORD 2x4 DF No.2 BOTCHORD 2x4 DF No.2OTHERS 2x4 DF Stud SLIDER Left 2x4 DF Stud -H 1-7-0, Right 2x4 DF Stud -H 1-7-0 3x6 ll ' 11-0-0 ' 1 1-0-0 PLATES [,4T20 GRIP 2201195 BRACING- TOP CHORD BOT CHORD Weight 57 lb Ff = 21o/o Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-G0 oc bracing. REACTIONS. All bearings 11-0-0. (lb) - lMa Hoz 2=48(LC 10) [,la Uplift All uplift 100 lb or less at joint(s) 2, 10, 16, 17, 18, 14, 13, 12 Mry Grav All reactions 250 lb or less at joint(s) 2, 10, 15,'16, 17, 18, I 4, 13, 12 FORCES. (b) - Ma. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES. 1) Wnd: ASCE 7-10; Vult=120mph (3-second gust) Vasd=gsmph; TCDL=4.8psf; BCDL=4.2psf: h=25ft: Cat. Il: Exp B; Enclosedi MVVFRS (envelope) gable end zone; cantilever left and right exposed : end vertical left and right exposed; Lumber DOL=1.60 plate Srip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Slandard lndustry Gable End Details as applicable, or consult qualified building designer as perANSI/TPl 1. 3) TCLL: ASCE 7-10; PE25.0 psf (flat roof snow); Category ll; Exp B; Partially Exp.: Ct=1.10 4) Unbalanced snw loads have been considered for this design. 5) This buss has been designed for greater of min roof live load of 16.0 psF or 1.00 times flat roof load of25.0 psf on overhangs non-concunent with other live loads 6) All plates are 1.5x4 MT20 unless othemise indicated. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at l-+0 oc. 9) This lruss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. 10) 'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 1 1) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1 00 lb uplift at joint(s) 2, 10, 16, 17, 18, 14,13,12. F I ofiEsoN -146t82I SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code lRC201s/TPl20'14 cst. TC BC WB Matrix-SH 0.09 0.o2 o.o2 DEFL. Vert(LL) Ve.t(CT) Hoz(CT) in (loc) 0.00 11 0.00 100.00 10 l/defl Ud nk 'l2O nlr 90 nla nla tr$ WeAttnO-U"Agdes|gnpaBdEbEsDdRAITNOTESONTHISAND|NCLIJDEDMITEKREFERENCEPAGETII|-7L?SBEFOREUSE Design vatid for use only with MiTek connedors. This design is based only upon parameters shoM, and is for an individual building component. Applicabilityofdesign p'aramenters and proper incorporation of component is responsibility ot building designer- not truss designer. Bracing sh@n is'forlateraisupport-ofindividualwebm;mbersonly. Additionalteniporarybrac,ngtoinsurestabilityduringconstruclionistheresponsibillityolthe erector. Additional permanent bracing ol lhe overall stucture is tne responsibilily of the building designer. For general guidance,regarding. _ _ fabriction. oualitv control. storaqe. ditivery, erection and bracinq, consult /NSffFll Ourdity Criteiia, DSB49 End BCSI1 Buildinq Compomnt SiCty tnthiatoi avaiiable 16rh Truss Flate lnstitute, 583 D'0nofrio Drive, Madison, Wl 53719. A theTRUSSco.tNc. 6 7 8 2 RENEWS: 12t31t2o November 12,2019 I I russ lozcn I lIruss Type lCommon Girder latY l,t lEl[ns o* a ueGeneault r30s2714 I Z l;ou n"t","n"" toption"tt '1048601 Co., Eugene, OR 97402 Inc. Mon Nov 1 1 l7:14:02 ID:k3LUOtiN6gDRRheUEkdxYl yqaKf-Gskyxl3YtQLxtPN 5-6-0 56-0 '1 1-0-0 14 THD28 Scale = 1:-19.8 o.oo liz' 6x12 /z 6x12:\ 4 2 15 5 dl 16 17 THD28 7 10x10 = BRACING. TOP CHORD BOT CHORD 6 :xe ll THD283x10 ll THD2B 8x8 LOADING (psO TCLL 25,O (Roof Snow=25.0)TCDL 8.0 BCLL O.O LUMBER. TOPCHORD 2x4DFNo.2 BOTCHORD 2xBDFSS WEBS 2x4 DF No.2 *Except' 2-8,4-6:2x4 DF Stud Welght: 153 lb Fr = 2Oa/o Structural wood sheathing directly applied or 5-3-2 oc purlins. Rigid ceiling directly applied or 10-G0 oc bracing. OfiEGON 7t1Gt82 PLATES MT2O GRIP 220t195 RENEIaJS: 12t31t2o November 12,2019 REACTIONS. (lblsize) 1=773710-5-8, 5=4981/0-5-8 Max Hoz 1 =34(LC 28) Max Uplift'1=-864(LC 10), 5=-539(LC 10) FORCES- (lb) - Max. Comp./ldax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1 -2=- 29I1OO9, 2-3=-7 17 nOO3, t4=-1 1 487 11 192, 4-5=-849sl9os BOT CHORD 1 -8=-91 9/86 14, 7 -8=-897 1 8429, 6-7 =-7 9 1 17 377,,6=-807 17 52O WEBS 3-7=-553/5310, 2-8=-33'112733,2-7=-26AA302, 4-6=-27612149,4-7=-49715025 NOTES- 1) 2-ply truss to be connected together with 1 0d (0.1 31 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-4-0 oc. Bottom chords connected as follows: 2xB - 2 rows staggered at 0-3-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 2-8 2x4 - 2 rows staggered at 0-2-0 oc. 2) All loads are considered equally applied to all plies, except jf noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otheMise indicaied. 3) Wnd: ASCE 7-10; Vult=120mph (3-second gust) Vasd=gsmph; TCDL=4.8pst BCDL=4.2psfi h=25ft; Cat. lli Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and ;ght exp6ed ; end vertical left and right exposed: Lumber DOL=1.60 plate grip DOL='1.60 4) TCIL: ASOtr 7-10; Pfz$?sf iflat roof snow)i Category ll; Exp B; Partially Exp.; Ct=1.10 5) Unharanc4d-snw loads have bee:h conslderedjq rhic design. 6) This truss has been desicned for : 10.0 psf bttom cho.J live load nonconcurent with any other live loads. 7) ',T-ietr$ nas been crgJd j&a live load d 20.0tif on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom mord ad any other members. - 8) Pro-viAe mechanlcal connection (by others) oYtfirs-s'rob{aring plate capable ofwithstanding 100 lb uplift atjoint(s) except (jt=lb) 1=864, 5=539. 9) Cr:o5icrllJrlin representation does not depict the sizeJr the orientation ofthe purlin along the top and/or botlom chord. 10)Jse t-t;P THD28 (Wlth a8-1-6drails into Girder & 16-10d x 1-112 nails lnto Truss) or equivalent spaced at 2-0-0 oc max. starting al G8-12 from the left end to &-/-r to connect trussles) tdfror[ face of bottom chord. 11)Fix atlrelholes where EaEger is'in contact wilh lumher. _ : -jtjLOAE C,ASE{9) Standail ; . . 1) Dead + Snow (balancdu): LufitEr lncrease=1.15, Plate lncrease=1.15 Llnilor'm-Loads(ptf) : - -: - - ved_ 1-2=-66, 2-3=66, 3-4=-66, 7-8=-1j - ConcentriJed Loads (lb) -' - -'1/ert 11=-272\F'l fi'--2644(F) 17=-z.drtlr, 7F-2461(F) 19=-1717(F) cst. BC WB lVatrix MSH 4.47 o.73 0.64 DEFL. Vert(LL) Vert(CT) Hoz(CT) in -0.09 -0.13 0.02 (loc) 7 7-a 5 l/defl >999 >999 nla Ud 360 240 ^la SPAC|NG- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code lRC201s/TP12014 --Ct 1s weaNwa-uattydslgnpBamebnildR^DN1TE,oNTHtsANDIN2LUDE. MITEKREFERENCEPAGEMtt-7173BEFO7EUSE Design valid for use only with MiTek connectors. This design is based only upon paramelers shown, and is for an individual building component. Applicability of design paramenters and prope. incorporation ofcomponent is responsibilily of building designer- nottruss designer. Eracing shown isforlateralsuppodofindividualwebmembe.sonly. Additionaltemporarybracingtoinsureslabilityduringconsiructionistheresponsibillityofthe erector. Addirionalpermanentbracingofiheoverallsrudureisthe-esponsibilityoill.ebuildingdesjgner.Forgeneralguidanceregarding fabrication, quality control, slorage, delivery, ereclion and bracino, consult ANSyTPII Ouality CritElia, DSB-89 sd BCSI1 Buildng Compomnt Safulylnfumstion availablefrbmTrussPlalelnstilute,533DOnofrioDrive,Madison,Wl53/19. A theTRUSSco,rxc. Job 3 I 18 Job ]Truss irrce llruss lype lcneLr I lo', l"', lAnslow & DeGeneaulth I 1l I I lJob Reference tootionat) i 1 048601 113052715 8.320 s Oct 29 2019 Milek lndustries, ln6. Mon Nov 11 17:14:03 2019 Page'1 lD:k3LUOtiN6gDRRheUEkdxYl yqaKf-k3lK854BekToVYye2Qz6nFXpZff144WpD7k14ryKBZ2 1 -3-O 6-3.0 Scale = l:25 7 5x8 Sx4 \\3x4 // o.oo lrz 3x4 \\ 20 3x4 // 4 2 OJ 4 4x4 :\ 5 - ^^ ^ ^ lB 3x8 ll sx8 ll 4x4 /z LOADING (ps0 TCLL 25.O (Roof Soow=25.0)TCDL 8.0 BCLL 0.0 . LUMBER. TOPCHORD 2x4DFNo.2 BOT CHORD 2x4 DF No.2WEBS 2x4 DFStud OTHERS 2x4 DF Stud WEDGE Left: 2x4 DF Stud , Right 2x4 DF Stud PLATES MT2O GRIP 2201195 BRACING. TOP CHORD BOT CHORD Weight 74 lb Fr = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-G0 oc bracing. REACTIONS. (lblsize) 2=577/0-5-4,4=577n-5-8 Mq Hoz 2=-51(LC 15) Md Uplift2=-94(LC 10), 4=-s4(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-609fia,3-4=-60gl73 BOTCHORD 2-6=-191471, +6=-191472 NOTES- 1) W,ind: ASCE 7-'10; Vult=l2Omph (3-second gust) Vasd=gsmph; TCDL=4.8psi BCDL=4.2psf; h=25ft CaL ll; Exp B; Enclosed; M\,VFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and rightexposed; Lumber DOL=1.60 plate Srip DOL=1.60 2) Truss designed for wind toads in the plane of the truss only. For studs exposed to wind (nomal to the face), see Standard lndustry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPl 1. 3) TCLL: ASCE 7-10; Ptr25.0 psf (flat roof snow); Category ll; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurentwith other live loads. 6) All plates are 1.5x4 MT20 unless otheMise indicated. 7) Gable studs spaced at 1-4-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 9) * This truss has been designed for a live load of2o.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 1 O) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1 00 lb uplift at joint(s) 2, 4. RENEWS: 12t3112o November 12,2019 n 6 SPAC|NG- 2-O-O Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress lncr YES Code lRC201s/TP12014 cst. TC BC WB Matrix-SH 0.17 0.06 in (loc) lldefl Ud -0.02 4-6 >999 360 -0.03 4€ >999 2400.01 4 nla nla DEFL. Ved(LL) Vert(CT) Horz(CO titt82 tr$ W*tltNO-U"rtty&s?npaan*smdREADNOTESONTHTSANDINCLUDEDMTTEKREFERENCEPAGEMII-7473BEFOREUSE Design valid for use only with l\,,liTek conneclors. This design is based only upon parameters shown, and is for an individual bullding component. Applicability ofdesign p;ramenters and proper incorporation of component is responsibility of building designer - nol kuss designer. Br.,acing shown isfbrlateraisupport-ofindividualwebmimtjersonly. Additionalieniporarybracingtoinsureslabilityduring,construdionis.theresponsibillityofthe erector. Additio;al permanent bracing of the overail strudure is the responsibility of the building designer. For gener?l_Sgr-danc.e_lgg?ldllq, - tabricarion. ouatitv ionrrot. storsoe. d;livery. erection and bracino, consull ANSITPII Ouiality Cdbrie, DSB49 8nd BCSI1 Building Comporent Sahty Infumialioi avaiiable ffum Truss Plate ,nslilule, 583 D'Onofrio Drive, Madison, Wl 53719. A theTRUSSco.rsc. 6-3-0 13-9-0 3 :1:'ai^a Job li* E2 lTruss Type lcovrnlror'r t l- ,, ff:::"::eGeneau'|tJ1 048601 t13052716 -1-3-0 12-6-O 6-3-0 Scale = 1:24.9 4x4 3 o.oo Fz 14 d 4 6 1.sx4 ll 3x4 3x4 = LOADING (psD TCLL 25.O (Roof TCDL SnoF25.0) 8.0 0.0BCLL Weight 44 lb Fl = 20o/o Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-G0 oc bracing. PLATES MT2O GRIP 220t195 RENEWS: 12t31t2o November 12,2019 LUMBER- TOP CHORD 2x4 DF No.2 BOTCHORD 2x4DFNo.2 WEBS 2x4 DF Stud BRACING- TOP CHORD BOT CHORD REACTIONS. (lb/size) 2=583/0-5-8, 4=583/0-5-8 [,4a HoE 2=-53(LC 1 1) [Ia Uplift 2=-89(LC 10), 4=-89(LC I 1) FORCES. (lb) - Md. Comp./Ma. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-6A2a9,3-4=-6A2lag BOTCHORD 2-6=-291531, 4-6=-291531 NOTES- 1) Vvind: ASCE 7-10: Vult=120mph ('second gust) Vasd=gsmph: TCDL=4.8psi BCDL=4.2pst h=25ft; Cat. ll; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed : end vertical Ieft and right exposed; Lumber DOL='1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-'10; Pts25.0 psf (flat roof snow); Category ll; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This fuss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcutrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psI on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit behfleen the bottom chord and any other merbers- _ 7) PrC/iJLri-hanical ccrric:j-r-(L/ others) oftruss to bearing plate capable ofwithstanding 100 lb upliftatjoint(s) 2,4. ;3-; SPACING. 2-GO Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress lncr YES Code 1RC201sfiP12014 Matrix-MSH cst. WB 0.46 0.32 0.07 DEFL, Vert(LL) Vert(CT) Hoz(CT) in (loc) -0.04 6-12 -0.07 6-12 0.01 2 l/defl >999 >999 nla Ud 360 240 n/a 7t16'82 $ w*Nwa - V*tty destgn paanetus md RgD NoIEs oN THts AND IN1LIDED MIqEK REFEREN?E PAGE lrtl7l?3 BEFoRE UsE Design valid for use only with MiTek connedors. This design is based only upon paramelers shown, and is for an individual building component. Applicabilily ofdesign paramenters and proper incorporalion of component is responsibility ofbuilding designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additiona! temporary bracing to insure stability during construdion is the responsibillity of the erector. Additionalpermanentbracingoftheoverallskuclureislheresponsibilityofthebuildingdesigner.Forgeneralguidanceregarding fabrication, quality control, storaqe, delivery, eredion and bracinq, consult ANSUTPII Quality Criforia, DSE89 and BGll Buildino Comporent Safrty lnbmiadon avarlable fr-om Truss Plate lnsl:tule. 583 D'Onotio Drive. Maoison, Wl 53719. A theTRUSSco.rNc. 4 5 2 lo'' l"'' lAnslow & DeGeneaultIt I il I I lJob Reference (optionat) 1048601 113052717 The lruss Co., Eugene, OR 97402 Mon Nov 4tO5 2019 lD:k3LU o.oo Fz 6-3-0 6-3-0 4x4 2 6-3-0 12-6-0 Scale = 1:23.6 12 11 J 'd4 'I- l: 4 1.5x4 Il 3x4 =3x4 Plate Offsets (X,YJ- 11 :Ct 1 -7,O-1 -81, 12:0-2-0,0-2-41, 13: 0- 1 -7,0- 1 -81 LOADING (psD TCLL 25.0 (Roof SnoF25.0) TCDL 8.0 BCLL O.O Weight 40 lb Ff = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 1GG0 oc bracing. PLATES MT2O GRIP 2201195 RENEWS: 12t3112o November 12,2019 LU IlIBER- TOP CHORD 2x4 DF No.2 BOTCHORD 2x4 DF No.2 WEBS 2x4 DF Stud BRACING. TOP CHORD BOT CHORD REACTIONS. (lb/size) .1=500/0-5-8, 3=500/0-5-8 Ma Hoz 1=-44(LC 11) N4q Uplift 1=-65(LC 10), 3=-6s(Lc 11) FORCES. (lb) - Ma. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1-2=-705194,2-3=-705194 BOT CHORD 1-4=-42553, 3-4=-421553 NOTES. 1) Wnd: ASCE 7-10; Vult=120mph (3-se@nd gust) Vasd=gsmph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. ll: Exp B; Enclosed; M\^FRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed: Lumber DOL=1.60 plate Srip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category ll; Exp B; Partially Exp.; Ct=1.1 0 3) Unbalanced snM loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20-0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-G0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connectjon (by others) of truss to bearing plate capable of withstanding 1 00 lb uplift at joint(s) 1, 3. SPAC|NG- 2-O-O Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Slress lncr YES Code lRC2015/TP12014 cst. TC Wts Matrix-N4SH 0.45 0.07 DEFL. Vert(LL) Vert(CT) Hoz(CT) in (loc) -0.05 4-10 -0.o7 4-100.01 1 l/defl >999 >999 nla Ud 360 240 nla 7l16t\2 1, u 7$ WemWe - U*ttyd€sigo tr,amcurc aod RHD NOTES ONTHJSAND INCLUDEO MInEKREFERENCE PAGE t4t!-7473 BtrORE USF. Design valid for use only with l\4iTekconnectors. This design is based only upon parameters shown, and isfor an individual building comPonent. Applacability of design paramenlers and proper incorporation of component is responsibility of building designer- notlruss designer. Bracing shown ;stbrlaterelsupporiofindividualwebmembersonly. Additionaltenporarybracingtoinsurestabilityduringconsrudionis.theresponsibillityofthe eretor. Additi6nalpermanentbracingoftheoverallskuclureistheresponsibilityofthe-buildjng.de_signer.Forgentral_guidancerggal-d]ng._ -fabrication. oualitv control. storaqe. dilivery. erection and bracinq, consult ANSUTPI1 Ouality Cribda, DSB49 and BCSI1 Building Compomnt Ssfutylnfumatioi avaiiabtefr-omTrussplatelnslitute,583D'OnoflioDrive,Madison,wl53Tlg A theTRUSSco.INc. lTruss l=' llruss lype lcovvrott I Job 12' RAISED CEILINC 4/12 VAULT 5MO{0 FF,aUYUU5p zi.tQUUEs'^6 zi ilt -o(JqZoo*?ZNo --.1 ULtlac29< z. IOO' AVa-)adu)F=t4 OF^[zvUU,OI-- <iiLJ>UO+d<[9ooo -o3N =t-i*@taaf-^E.Y o>-aau-^(,!?ar i'Fi e2 g[ E3 3I r/? l.i lr )3 11-m{0 r/9 /24il {0 l5-m{0 21-m{0 -.i3 EP- ic96:gBEeI -9odi6 :E 6 gE E' Ti,9 E qE Y !! "-: Es;€"'6'=3o*9;;s;H63J X Pg F< qo; c 6 = L ==GoC o)rn o)o od =ooC 0)oco =ot'- oo Ga EoE o 6 oEF 0)o a o .C @ o @ @ o- =o : I ROOF NOTES: COMPOSITION ROOF ROOF PITCH:6/12 OVERHANG:1-03-00 ToP CHORD LIVE LOAD:25 psf TOP CHORD DEAD LOAD:8 psf BOTTOIV CHORD DEAD LOAD:7 psf WIND LOAD & EXPOSURE: Vull 120 mph - Exp. B TRUSS TO PUTE CONNECTION BY OTHERS LAYOUT NOT TO SCALE oENERAL NOTES I TH]S DRAWNG PROVIDES TRUSS DIMENSIONS AND LMATbNS ONLY AND SHALLALWAYS AE USED IN CONJUNCIION WiH APPROVED ARCHITECTUAL AND SIRUCTURAL DRAWNGS 2 THE GENERAL CONIRATOR SHALL VERIFYALL OIMENSIONS IN WRIIING AND BE RESPONSIALE FOF REPORTING ANY DISCREPANCIES TOTHE MANUFACIURER PRIOR TO FABRICATION. TRUSSES ARE EXIREMELY FLEXIBLE UNTIL ALL FORMS OF BRACING ARE IN PUCE AND FASTENEO- FOR ERECTION ANO SRACING RECOMMENDATIONS, SEE TNE ENCLOSED ACSLBl & ACSLB3 BEFORE INSTALLING TRUSSES, REFER TO INOIVIOUAL ENGINEERED TRUSS ORAWNGS, LOCATE THE TOPANO MTTOM CHORDS, AND PUCE TRUSSES ACCOROINGLY, BRACE INOICATEO ON TAE ENCINEEREO IRUSS ORAWINGS IS MANDITORY AND PERMANENT, FOLLOW PROJECT ENGINEERS / OESIGNERS INSTRUCTION ON TIE DOWNS, NAILING AND OVERALL SWAY BRACING. OO NOI CUT, DRILL, OR ALTER TRUSSES IN ANY WAYWIHOUTM EN AUTHORIATION FROM THE TRUSSCO & BUILDING SUPPLY, THE CONTRACTOR ASSUMES SOLE RESPONSIBILITY OF ANY ALIERATION OF ATRUSS WITHOUT WRINEN APPROVAL FROM THE IRUSSCO & BUILOING SUPPLY, SUPERIMPOSED LOAOS: A, NO MATERIAL SBALL BE STOFEO ON A TRUSS SYSTEM UNTIL ALL PEFMANENT BRACING Hre BEEN COMPLETELY INSTALLEO. B, CONCENTRATEO & UNIFORM LOAOS OUE TO CONSTRUCTION AND]OR OCCUPANCY SHALL NOT EXCEEO THOSE SPECIFIED BY THE TRUSS OESIGNER N TO MIGHT AND LOCATION, C, LOADS SNALL NOT BE S!SPENDED FROM THE rcNOM CHORDS OFTRUSSES UNLESSTBE TRUSSES HAVE BEEN OESIGNEOTO SAFELY CARRYTHE APPLIED LOAO 1. SEE ACSFB1 SUMMARY SBEET FOR HANOLING INSTALLING, RESTRAINING AND TEMrcRARY BRACING REOUIR€MENTS, FOR PERMANENT Bfi ACING REOUIREMENTS o oN 6d g i"6n tl Es -1:!!E-ia; !1: d ir:: Iitl U