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Home My WebLink AboutPermit Building 2019-10-28OREGON Web Address: www.springfield-or.gov Building Permit Residential 1 & 2 Fam Dwelling (New Only) Permit Number; 81 l-19-001728-DWL IVR Number: 811082201317 City of Springfield Development and Public Works 225 Fifth Street Springfield, OR 97477 54L-726-3753 Email Address: permitcenter@springfield or.gov SPRIN6TIELD b Permit Issued: October 28,2079 TYPE OF WORK Category of Construction: Single Family Dwelling Submitted Job Value: $L79,634.23 Descraption of Work: New Duplex (Parcel 1 - 1st Side) Type of Work: New ,OB SITE Worksite Address 1130 R ST Springfield, OR 97477 Parcel t70326140250t Owner: Address: RIVER HOUSING LLC 7O7O SW BAYLOR ST PORTLAND, OR97223 Business Name FINE QUALITY CONSTRUCTION INC - Primary License CCB License Number 279324 Phone 541-729-9734 PENDING I'TSPECTIONS Permits expire if work is not started within 180 Days of issuance or if work is suspended for 180 Oays or longer dePending on the issuing agen€y'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 other state or local law regulating construction or the performance of construction. ATTENTION: Oregon law requires you to follow rules adopted by the Oregon Utility Notification Center, Those rules are set forth in OAR 952-OO1-OO1O through OAR 952-001-OO9O. You may obtain copies of the rules by calling the Center at (5O3) 232-L987. All persons or entities performing work under this permit are required to be licensed unless exemPted by ORS 701'O10 (structural/Mechanical), ORs 479.540 (Electrical), and ORS 693.o1o-02O (Plumbing)' Pilnted on: 10/28/19 Page 1 of 4 C : \myReports/reports//production/0 1 STANDARD r LICENSED PROFESSIONAL INFORMATION Permit Number: 81 1-19-001728-DWL Inspection 2999 Final Mechanical 3999 Final Plumbing 4999 Final Electrical 1530 Exterior Shearwall 2300 Rough Mechanical 3170 Underfloor Plumbing 4500 Rough Electrical LOZO 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 3 130 Footing/Foundation Drains 3200 Sanitary Sewer 3300 Water Service 3400 Storm Sewer 3500 Rough Plumbing 4000 Temporary Power Service 4220 Electrical Service 1260 Framing 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 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 SCHEDULING INSPECTIONS 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. Sched ule or track i nspections at www. bui ld ing permits.oregon. gov Call or text the word "schedule" to 1-888-299-2821 use IVR number: 81 1082201317 Schedule using the Oregon ePermitting Inspection App, search "epermitting" in the app store Printed on: 10/28,/19 Page 2 of 4 C : \myReports/reports//production/01 STANDARD Permit Number: 81 1-19-OO1728-DWL Page 3 of 4 Fee Description Residential wiring Technology Fee Balance of minimum permit fees - mechanical Clothes dryer exhaust Range hood/other kitchen equipment Ventilation fan connected to single duct Plan Review - Major, City Single Family Residence - Baths Address assignment - each new or change requested externally, per each SDC: Improvement Cost - Local Wastewater 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 - Storm Drainage SDC: Improvement Cost - Storm Drainage SDC: Reimbursement Cost - Local Wastewater SDC: Reimbursement - Transportation SDC SDC: Improvement - Transportation SDC SDC: Reimbursement Cost - MWMC Regional Wastewater SDC SDC: Improvement Cost - MWMC Regional Wastewater SDC Fire SDC - New Res Construction Sq Ft fee - enter sq ftg Structural building permit fee Structural plan review fee Willamalane fees - Single Attached, per unit State of Oregon Surcharge - Elec (120lo of applicable fees) State of Oregon Surcharge - Mech (12olo of applicable fees) State of Oregon Surcharge - Bldg (l2o/o of applicable fees) State of Oregon Surcharge - Plumb (72o/o of applicable fees) Quantity 1636 1 1 2 1 3 L 2267.73 73.02 190.09 343.56 65.73 10 -329.22 22.82 536.16 778.4L 4603,5 190.06 36tL.72 135.93 1620.85 1636 Total Fees: Fee Amount $2s8.00 $ 180.48 $44,00 $ 13.00 $19.00 $26.00 $251.00 $613.00 $s4.00 $2,267,73 $73.02 $ 190.09 $343. s6 $65.73 $ 10.00 $-329.22 $22.82 $s36.16 $778.41 $4,603.50 $ 190.06 $3,61t.72 $ 13s,93 $ 1,620.85 $98.16 $1,413.10 $9 18. s2 $3,795.00 $30.96 $12,24 $ 169,57 $73.56 $22,089.95 1 Printed on: 10/28/19 Page 3 of 4 C i \myReports/reports//production/0 1 STANDARD PERMIT FEES VALUATION INFORMATION Permit Number: 81 1-19-001728-DWL Occupancy Type R-3 1&2family U Utility, misc. U Utility, misc. - ha lf rate Unit Amount 1,367.00 233.00 36.00 Page 4 of 4 Unit Cost $L22.46 $48.73 $24.37 Page 4 of 4 Job Value $t67,402.82 $ 1 1,3 54.09 $877.32 Construction Type VB VB VB Pnnted on: 10/28/19 Unit Sq Ft Sq Ft Sq Ft Tota! Job Value:$L79,634.23 C ; \myReports/reports//production/0 1 STANDARD Ctty or SpnwcFIELD, oREcoN $e=et- \ Structural Permit Application 225 Fiffh Street i Sprinefiel{ OR97477 IPH(541\72G3753 )FAX(541)12G3689 This permit is issued under OAR 91t-460-0030. Permits eryire if work is not started within 1t0 days of issuance or if'work is suspended for 180 days. .1l 7€ p\o*,.i5 6k DL -Jbs,rrc & R z.6k- -Tl-s 't3 ir Permitno.: 9- 11Zg -[ Date: I lZ4ltq This project has final land-use approval. Sigrature:Date: This project has DEQ approval. Sigpture:Dale: Zoningapprovalverified: [Yes ENo fl No fl Govemment E Commercial Job site address: i I 30 Residential Y Property is within flood plain:fly.s State: Or ZP: \7tCity: 5o,r roeC*,-d [.ot no.:Subdivision: d Re.ference:Taxlot:t Name:L Address: 7O?D S.t^:- \{Snqr-or City: P-trro*t.t State: Dr ZIP: Q} Fa:r:PhoneGo3\ L'T O- T toSO E-mail De.anu Q- C,.oe Pr6ps-u"1 t"E" C.2n this application: by me or a membo of my immediate family, ad is exeryt fiom licensing requirements uader ORS 701.010. Business narne: F} { prop€rty ownedfl This instatlation isbeiag made on Address: -?[-q [, L] a r^ S< City: $pr, *q{I.-q'-g Sate:Orf ZIP: t-){ Fax: .O E-mail: CCB lice,nse no.: Print name: CCB License#Name Phone Electical Plumbtug Rt ?iutr,nb\.ti Mechanicel ti'," ( elr.Y l,r&+i"q (a) Job desctiption: Occupaory Constuction tlpe: Square feec Cost per square foot: Other inforrnation: Type ofHeac }IrcrgrPrt}rz )-7A I new flateration I additioa (b) Formdation-oolyp€nrdt? f] yes E No (a) Permit fee (use valuation table): Total valuation:s l1'1: b3\ffi $ $(b) Investigative fee (equal to [2a]): $ (c) Reinspection ($ perhour): (number ofhours x fee per hour) $(d) Enter 12% srchage (-12 x l?a+Zt*.}c)\: $ffisqV;T Subtotal of fees obove (2a through 2@: (a) Plao review (65% x pemit fee [2a]): s(b) Fire and life safety (65% x permit fee [2a]): (c) Subtoal offees above (3a and 3b): (a) Seis;mic fee, l% (.01 x pemit fee [2a]): $ =n-TIr=F---... !ujt;i7ri-:-:' ::f, 7r1ffi,j#ai,.7*J r :, $ $(b) Tech fee, 5% (.05 x permit fe{2al+PR fee [3c) $f,OTAL fees and surcharges (2e+3cHa+t): l,asr edited 5-5-2019 BJones t'ty @*6& #,Iffi $qF s r rn nF*#&gStIl * rtl -"11 I \ ,: i:r i!.i r: rt r r ll*{!'tta"; lr o lnrlE*ri H xri$gls Ixt, j*ffi *r h*rt{,g6d6t {}&n sl*.$+{dlry",ftr**r* *rr rrstr*mfrlb*. f,rrs*ir *trir? ilrrr*h *r3 ltmtrJ rlE*r litr*ir *f'fue*c' tr lf rr*r* & r*rgrndd ftr ll* drp ]-i a !r 1 hrl*rrt: 'i,"rr1; r1q ,tr*l {'{ i i1.11 krd1. {e* di'!.;rj{,r *rt'ftirltf} r{rirr:5i **!i,i' 1 I' I a t*;{ :., rr.t 1r r.,,l.a x';: }<: !'*Ltij t 1 lr. irl t.l{ ill 1 It'/ rrl a; ksttt*t *f f*dtn. t{-r}.i:;.,.r,s .1! | I,0,} !.1,!,:t {;r *:tFI r,*' IFIS i .-l t\{,i '}r ! i: t l'I 'i i r - :- t l. ,.1,!, t a r; . ri' I ;..1 rii1tra:J I I ,:ol'r {t:,.t,{ [r]*strlrill Psrrr*ir imrti*m r', '-i.l! !, \?lt.!" ., ,, bSF*FTI*B+IT UEE D{'IL? , -@17 25 - Dr,$L l'.t-n;* t1,{p- e.l77O r-Bar.L rrt srurEri*r* \clhl*r .rl trr;:*rli;,rr fq,r rlrtr! | i l.!,li *r}t ] l:]ig '-..i,:.'..:, ,.. -_1,'.,.,,,., . i - .r.:,.;r **a- xrr t}l'ror:il;lqttii- nup Ic.r::/ril[,r{ 1i,.1:J r, r. r-, 'rt,lr.-i't,'{''t . . , ], t'?36=r l'r.-..: :543J,-i3.-(18, S j -,..i ;*_. _.. , ,1,!',t t"l r i:; rrr I I i' r.' 1" t.. i :, iii t:\ks\c.\r\c.. 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R\ r:-t-'Tcr:<.,.;- SPRINGFIETD OREGON www. sprin gfi eld-or. gov Worksite address: I 1 32 R ST, Springfield , OR 97477 Parcel; 170326140250'l Transaction Receipt 81 1 -19-001 730-DWL Receipt Number: 471832 Receipt Date:7129119 # City of Springfield Development and Public Works 225 Fifth Street Sprlngfield, OR 97477 54r-726-3753 permitcenter@sprin gfield-or. gov Fees Paid Transaction date 7129t19 Units 1.00 Ea Description Structural plan review fee Account code 224-00000425602-1 030 Fee amount $918.52 Paid amount $918.52 Payment Method: Credit card authorization: 04551 D Payer: Glen Remington Payment Amount:$918.52 Cashier: Toste Muniz Recelpt Total:9918.52 Printed: 7/29/19 2:31 pm Page 1 of 1 FIN_TransactionReceiptJ9r tr JOURNAL OR JOB NUMBER: NAMEORCOMPANY: I,OCATION: TAX I,OTNUMBER: DEVEI,OPMENT TYPE: NEW DWELLING UNITS IMPERVIOUS AREA I. STORM DRAINAGE DIRECT RUNOFFTO CITY STORM SYSTEM A. REIMBURSEMENT COST IMPERVIOUS S.F. CITY OF SPRINGFIELD SYSTEMS DEVELOPMENT WORKSHEET l9-001728-DWL RIVER HOUSING LT' I I30 R ST 1703261402501 Residence B. IMPROVEMENT COST I- rMPFRVrrxl.s.s.t. I 1ao1 fr ITEM 1 TOTAL. STORM DRAINAGE SIrc 2. SANITARY SEWER - CITY A. REIMBURSEMENT COST: NUMBEROFDFU'S 27 B. IMPROVEMENT COST: NLMBER OF DFU's 27 1781.27 B. IMPROVEMENTCOST: ADT TRIP RATE 9.57 COST PER S.F. $0.301 COST PER S.F. s0.437 COST PER DFU $170.50 COST PER DFU $83.99 NUMBER OF UNITS I NUMBER OFUNITS I COST PER FEU s I 35.93 COST PER FEU $ I,620.85 ADM. FEE RATE 5% AREADRAINING TO DRYWELL 0 $lJr4.s8 COST PER TRIP 19.86 COST PER TRIP s377.40 $3,801.78 $1,4603E s13,447,97 CHARGE $672.40 CHARGE $536.1 6 CHARGE $778.41 NEW TRIP FACTOR 1.00 NEW TRIP FACTOR 1.00 x x x x x x ITEM 2 TOTAL. CITY SANITARY SEWER SDC A. REIMBURSEMENT COST: ADT TRIP RATE 9.57 xx xx ITEM 3 TOTAL. TRANSPORTATION SDC 4. SANITARY SEWER. MWMC A. REIMBURSEMENT COST: NUMBER OF FEt-rs I B. IMPROVEMENT COST: NUMBER OF FEU's I x x x C. COMPLTANCE COST: (SEE MWMC ADMINISTRATI!'E FEE ITEM 4 TOTAL - MWMC SANITARY SEWER SI}C SUBTOTAL (ADD TTEMS I,2,3, & 4) 5. ADMINISTRATIVE FEE: SUBTOTAL 913,447.97 x TOTAL STORM ADMINISTRATION FEE TOTAL SEWER ADMINISTRATION FEE: TOTAL TRANSPORTATION ADMINISTRATION FEE: TOTALMWMC ADMINISTRATION FEE - I,OCAL 0 E71.23 0 I,OT SIZEI MAX $536.16 s22.82 $r0.00 343.56 $14,12037 I 091 t092 1093 I 094 1056 t079 1077 a ITJoo() trlFa(,ql NUMBER OF FEU's I COST PER FEU s22.82 PREPARED BY Steven Petersen DATE 9t3/2019 TOTAL SDC CIIARGES DRAINAGE FIXTURE UNIT CALCULATION TABLE NUMBER OFNEW FXTURES x UNIT EQUIVALENT = DRAINAGE FXTURE UNITS FOR CAI-CUI-A.TE ONLY THI NET ADDITIONAI NO. OF FIXTURES TINIT FIXTURE TYPE NEW OLD ALENT MISCELLANEOUS DFU TYPE 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 1979 *EDU $5.29 $5.19 $s.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 1 for Yes, 2 for No) BASE YEAR CREDIT FOR LAND (IF APPLICABLE) VALUE / IOOO $62.24 CREDIT RATE $5.29x CREDIT FOR IMPROVEMENT (IF AFTER ANNEXATION) VALUE / 1OOO CREDIT RATE $0.00 x $5.29 TOTAL MWNIC CREDIT$1.59 $1.45 $1.25 $1.09 $0.92 $0.72 $0.48 $0.28 $0.09 $0.05 BATHTUB 2 0 3 6 DRINKING FOUNTAIN 0 0 I 0 FLOORDRAIN 0 0 3 0 INTERCEPTORS FOR GREASE / OIL / SOLIDS / ETC.0 0 3 0 INTERCEPTORS FOR SAND / AUTO WASH / ETC.0 0 6 0 LATINDRY TUB 0 0 2 0 0 3 3CLOTHESWASHER i MOP SINK 1 CLOTHESWASHER- 3 ORMORE (EA)0 0 b 0 MOBILE HOME PARK TRAP (1 PERTRAILER)0 0 12 0 RECEPTOR FOR REFRIG / WATER STATION / ETC.0 0 1 0 RECEPTOR FOR COM. SINK / DISHWASHER / ETC 1 0 3 3 0 2 0SHOWER, SINGLE STALL 0 SHOWER, GANG (NUMBER OF HEADS)0 0 2 0 SINK: COMMERCIAL/RESIDENTIAL KITCHEN 1 0 3 3 SNK: COMMERCIAL BAR 0 0 2 0 SINK: WASH BASIN/DOUBLE LAVATORY 0 0 2 0 1 3SNK: SINGLE LAVATORY/RESIDENTIAL BAR 3 0 UzuNAL, STALL / WALL 0 0 5 0 TOILET, PUBLIC INSTALLATION 0 0 b 0 3 0 3 ITOILET, PRIVATE INSTALLATION 27 YEAR ANNEXED CREDIT RATE/$I,OOO ASSESSED VALUE BEFORE 1979 1979 1980 l98r 1982 1983 1984 l 985 1986 1987 I 988 r989 r990 1991 1992 1993 1994 1995 1996 1997 l 998 1999 2000 2001 JOURNALOR JOB NUMBER: NAME OR COMPANY: I,OCATION: TAX I,OT NUMBER: DEVEIf)PMENT TYPE: NEW DWEIIING UNITS IMPERVIOUS AREA I. STORM DRAINAGE DIRECT RUNOFFTO CITY STORM SYSTEM A. REMBURSEMENT COST IMPERVIOUS S.F,x 178t.27 COST PER S.F. s0.301 COST PER S.F. $0.437 COST PER DFU $ r 70.s0 COST PER DFU $83.99 NUMBER OF LINITS I NUMBER OF UNITS I COST PER FEU $ 135.93 COST PER FEU $ I,620.85 COST PER FEU s22.82 ADM. FEE RATE 5% AREA DRAINTNG TO DRYWELL 0 $6,871.23 COST PER TRIP 19.86 COST PER TRIP $377.40 CHARGE $688.86 CIIARGE $536.1 6 CHARGE $778.41 NEW TRIP FACTOR 1.00 NEW TRIP FACTOR 1.00 CITY OF SPRTNGFIELD SYSTEMS DEVELOPMENT WORKSHEET l9-001728-DWL RIVER Lta II32RST 170326140250t Residence B. IMPROVEMENTCOST l- u\,PERv'rolr's s-F. I t't9t.z1 x ITEM I TOTAL - STORM DRAINAGE SDC 2. SANITARY SEWER - CITY A, REIMBURSEMENT COST: NUMBER OF DFI,]'S 27 B. IMPROVEMENT COST: NUMBEROFDFI'-]'S 2"t x TTEM 2 TOTAL - CITY SAI.ITARY SEWER SDC 3. TRANSPORTATION A. REIMBURSEMENT COST: ADT TRIP RATE 9.57 x x x x B. IMPROVEMENT COST: ADT TRIP RATE 9.57 xx xx ITEM 3 TOTAL - TRANSPORTATION SDC A. REIMBURSEMENT COST: NUMBER OF FEU's I B. IMPROVEMENT COST: NUMBER OF FEU'S I C. COMPLTANCE COST: x x IF APPLICABLE (SEE REVERSE) MWMC ADMIN]STRATIVE FEE ITEM 4 TOTAL. MWMC SANITARY SEWER SDC SUBToTAL (ADD rTEMS t,2,3, & 4) 5. ADMINISTRATIVE FEE: SUBTOTAL 913,777.t9 TOTAI STORM ADMINISTRATION FEE TOTAI SEWER ADMINISTRATION FEE: TOTAL TRANSPORTATION ADMINISTRATION FEE: TOTAL MWMC ADMINISTRATION FEE. I-OCAL 0 LOT SIZEISIZE MAX 45o/o $s36.r6 73 s22.82 $6s.73 $89.48 $14,466,05 I 070 109 I 1092 1093 1094 l 055 1054 1056 at!o l, & rrlF2Ir! 3r4.5E t01.7E NUMBER OF FEU's I 7E9.60 ,777.19 Petersen DATE TOTAL SDC CHARGES x DRAINAGE FIXTURE UNIT CALCULATION TABLE NUMBER OF NEW FXTURES X UNIT EQUIVALENT: DRAINAGE FXTURE UNITS FOR CAITULATE ONLY THE NET NO. OF FIXTURES UNIT FIXTURE TYPE NEW OLD ALENT MISCELLANEOUS DFU TYPE NUMBER OF EDU'S TOTAL DRAINAGE FIXTURE UNITS tsa toa unit set at 167 MWMC CREDIT CALCULATION TABLE: BASED ON COUNTY ASSESSED VALUE 20 DRAINAGE FIXTURE LTNITS 0 2 2 1979 *EDU $5.29 $5.19 $s.12 $4.98 $4.80 $4.63 $4.40 $4.07 $3.67 $3.22 $2.73 $2.2s $1.80 IS LAND ELGIBLE FOR ANNEXATION CREDIT? (Enter I for Yes, 2 for No) IS IMPROVEMENT ELGIBLE FORANNEX. CREDIT? (Enter I for Yes, 2 for No) BASE YEAR cREDrr FOR LAND 0F 4LPI!E4E!D VALUE / lOOO $0.00 CREDIT RATE $5.29x CREDIT FOR IMPROVEMENT (IF AFTER ANNEXATION) VALUE/ 1OOO CREDITRATE $0.00 x $5.29 $1.59 $1.45 $1.25 $1.09 $0.92 $0.72 $0.48 $0.28 $0.09 $0.05 0 3 62BATHTUB 0 1 0DzuNKING FOI.NTAIN 0 0003FLOORDRAIN 0 3 0INTERCEPTORS FOR GREASE i OIL / SOLIDS / ETC.0 0006INTERCEPTORS FOR SAND / AUTO WASH / ETC. 0 2 00LAUNDRY TUB 1 0 3 3CLOTHESWASHER / MOP SINK 0006CLoTHESWASHER - 3 OR MORE (EA) 0 12 0MOBILE HOME PARK TRAP (1 PER TRAILER)0 0001RECEPTOR FOR REFRIG / WATER STATION / ETC. 0 3 3RECEPTOR FOR COM. SINK / DISHWASHER / ETC.I 0 0 2 0SHOWER, SINGLE STALL 2 000SHOWER, GANG (NUMBER OF HEADS) 1 0 3 3SINK: COMMERCIAL/RESIDENTIAL KITCHEN 0002SINK: COMMERCIAL BAR 0 2 00SINK: WASH BASIN/DOUBLE LAVATORY 3 0 1 3SINK: SINGLE LAVATORY/RESIDENTIAL BAR 0005UzuNAL, STALL / WALL 6 000TOILET, PUBLIC INSTALLATION 0 3 ITOILET. PRIVATE INSTALLATION 3 ASSESSED VALUE RATE/$1,000YEAR ANNEXED BEFORE 1979 1979 1980 l98l 1982 1983 1984 1985 1986 1987 I 988 0l 989 I 990 1991 1992 1993 t994 1995 I 996 1991 I 998 1999 2000 2001 TOTAL MWMC CREDIT ADDRESS: \\36 E- -(Trar*=Plon Review Checklist MAP & TAXTOT: 17-65- 24- l4 - OZSo I PERMIT *' a B E T a E afr E a E 8 E a Enter data into project log Check address on plans is correct Check to see if LDAP has been issued. LDAP Permit # lB- OOOZ?S - FLJ 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 orlTE\- lf sloped, will back deck meet setbacks lf a new home is being built at Mountaingate 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.lc rssou= 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)Lro Check that everything required to be engineered has engineering and that the stamp is current Check the tiuss 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 f rafter framing, check spans Check to see if anything over 4000lbs is bearing down on strip footings. lf so this needs to be enlarged. Check Hold Downs, highlight hold downs for the inspector Check Foundation Venting Check for propane tanks; look for setbacks, siesmic attachments, and protection of the tank. Make notes on plans with stepped foundations how far back they need to be from the edge of the cut and the uphill cut. Check header sizes Check footing sizes Make sure that if rebar is used that it has minimum cover depths. Ft -to laF.\l F{ Check energy code requirements sEG. Srrr-'T A6F ? + AIFD{,rc.\1\. c.\*Make sure that insulation called out meets the energy code and if not make note of the required R value. *On additions/remodels where existing conditions come into play, see code section N1101.3 & table N1101.2 Check tempered glazing (hazardous locations, windows in stairwell, within 24" of door, etc) Check bedrooms for egress (window sizes, make sure that garage door to house doesn't go into bedrooms)E at i.Lr il a Z E WabI E Z3e a rI E G E Et E tr E Ba a tr E la ls Check to see if there is a livint area above the Earage, if so, make note of 5/8" type X gyp board fire separation requirem""t S..fricf;;r-O&H3* Check for mechanical equipment protection (bollards) in the ga.age a tf DETACHED garage is bein8 built less than 3ftto existin8 structure it needs to have V2 gyp board on the interior walls , lfGarate is elevated, make sure columns supporting underfloor ofgarage are continousto footing (make note on plans) Check fire/sound separation assembly on 2 family dwellings il.;;;;.;;;;;;;;.1*.*" ""*1";a,liJ;ir"or oi "h.i,.iurir'"Ei,',r[ri",.i i.iini "nv.r'own on floor pran) Check wallbracing Check minimum room size Make sure that minimum bathroom fixture distances are met Check to make sure stairs meet code check roollng material (composition shingles, spanish tile, metal, etc.) Check for attic access and underfloor access on plans Check beam sizes Read over allthe general notes to make certain that nothint was missed and there are no conflicts IE new sFD or ADU, make sure that willamalane form is attached. Transfer all notes made by other work groups untllthere are two identical sets ofplans (jobsite and city set) lnclude standard attachments : Exterior Wa ll Envelope Self-Certification Form Moisture Content Acknowledgement Form High-Efficiency Lighting Systems Oregon Residential Specialty Code (ORSC) Noise Ordinance Notice Smoke Alarm Ventilation Requirements for Kitchens and Bathrooms Green Approyed plans Cover Sheet (Found under "Cover" in file cabinet) Make sure at on all new square footage, that a Fire SDC is charged Add all inspections and fees into Accela (including Willamalane fee and addressing fee) Stamp plans with the "Reviewed for Code Compliance" stamp, sign the approved by line and perforate Approve Building Review line in Accela & call or email application with'fees due and attach placard to jobsite set 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. E a axI B a 6 Plan check items/notes GITY OF SPRrNGrrEr,D, OREGON P5tI HGFI ELI> #22s FIFTH STREET SPRINGFIELD, OR97477 PH: (541)726-3753 FAX: (sa1) 726-3689 OREGOH Public Works and Development Supplemental Submittal Forrn Date: To Staff Member: From = -nl^ [L Gontact Phone Numberr s?-r t --?zt -1?=zr Permit Number/Journal Number:\q-OO1+)b,-DnIL- Project Address:Itao R E+ Description of Submittal Material: Sct+c a€+b^& 4r *lz o+<k u o I { lnstructions for G Staff: Accepted By: \ II #,#:'u'nMiTek' Re: 170825 MiTek USA, lnc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 91 6/676-1 900 Fax 916/676-1909 The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Willamette Truss. Pages or sheets covered by this seal: R51437966 thru R51437977 My license renewal date for the state of Oregon is June 30, 2019. IN 87022PE OREGON ER August 16,2017 Hemandez, Marcos IMPORTANT NOTE: Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibili$ of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. V \/ 170425 GE-1 VMllamette Truss, lndependene, OR - 97351, GABLE R51,137966 l 7.430 s Jul 25 lnc. 1-2.€4-2-12 1x4 J 10 1x4 ll 4-2-12 1-2-8 S€le = 1:20 5 4x4 4 5mF 1'1 - 1x45 13 14 2 -T Y 7 T- ]YLO 2x42x4 I 1x4 ll I 1x4 il SPACING 2-O-O Plates lncrease 1.15 Lumber lncrease 1.15 Rep Stress lncr YES Code lRC2012/TP12007 cst TC BC WB (Matrix) 0.10 0.03 0.07 DEFL Vert(LL) Vert(TL) Hoz(TL) in -0.00 -0.01 0.00 (loc) l/defl Ud7 nlr 120 7 nlr 1206 n/a nla LOADING (psfl TCLL 25.O TCDL 7.0BCLL 0.0 - BCDL 1O,O LUMBER TOP CHORD 2x4 DF No.1 G BOTCHORD 2x4 DF No.1 G OTHERS 2x4 DF Std G PI-ATES MT2O GRIP 2201195 BRACING TOP CHORD BOT CHORD Weight: 32 lb FT = 20o/o Structural wood sheathing directly applied or G0-0 oc purlins. Rigid ceiling directly applied o|I G.0-0 oc bracing. GIN 87022P, OR GON REACTIONS All bearings 8-5-8. (lb) - Max Hoz 2=-35(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 2, 6, 10, I Max Grav All reactions 250 lb or less at joint(s) 2, 6, 9, 10, I FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. r{oTEs 1 ) Unbalanced roof live loads have been considered for this design. 2) Wnd: ASCE 7-10; Vult=120mph (3-second gus0 V(1RC2012)=95mph; TCDL=4.2psf; BCDL=6.0pst h=25ft; B=4sft L=24ftieave=2ft:, Cat. ll; ExpC; enclosed; MWFRS (direclional) and C-C Corne(3) -1-2-8to 1-9-8, Exteno(2) 1-9-8to+2-12, Corne(3) 4-2-12107-2-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MVVFRS for reactions shotrrn; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard lndustry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1 . 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 2-G0 oc. 6) This truss has been designed for a 'l O.O psf bottom chord live load nonconcurrent 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-S0 wide will fit between the bottom chord and any other members. 8) A plate rating reduclion of 20% has been applied for the green lumber members. 9) Provide mechanical conneciion (by others) of truss to beanng plate capable of withstanding 1 00 lb uplift at ioint(s) 2, 6, 1 0, 8. 1O) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOADCASE(S) Standard ER EXPIRES: 06/30/201e August 16,2017 [WaAmXe - V.rtty dcaign prramatB and READ NOIES ON I/H/,S AND ,NCLUDED tfrTEt< REFERENCE PAGE lrtt-7fl3 av. 1ud3t2ar15 BEFORE USE. Design valid for u* only with MiTek@ @nnecto.s. This design is ba*d only upon pa6meteE shM, and is for an individual building @mponenl, nol a truas system. EhfoE u*, the building designe. must verify the appli€bility of dssign parametec and prcperly incorpoEte this design into the overall buildingdesign. Bracingindi€todistoprevontbucklingofindividualtrussreband/orchordmembeEonly. Additionaltempo€ryandpemanentb.aqng is akats requircd for stability and to pcvent @llaps with possible pffinal injury and property damage. For general guadan€ regarding lhe fabrietion, stoEge, delivery, eredion and bEqng of truss and lruss systems, *e ANSIITPII Quality Criteria, DSB{g and BCSI Building Compon.nt Safetylnfomation availablefromTrussPlatelnstitute,2l8N.LeeStrcot,Suite3l2,Alexandna,VA22314. r[i MiTek 7777 Greenbad( Lane , 6 1 A. H R51$7$7 lD:6YTt1AnX7 euS 16 VERTICAL SUPPORT OF FREE ENO OF CHORD IS REQUIRED. Page Scale = 1.14'044-0 1 -2-A 3 5oo lit 5 4 2x4 - -T+lol SPACING 2-O-O Plates lncrease '1.15 Lumber lncrease 1.15 Rep Stress lncr YES Ccde lRCzO12llPl2OO7 cst TC BC WB (Matrix) 0.25 0.14 0.00 DEFL Vert(LL) Vert(TL) Horz(TL) in (loc) l/defl 0.00 1 nh 0.01 'l nlt-0.00 3 n/a Ud 120 120 nla LOADING (pso TCLL TCDL BCLL BCDL PLATES MT2O GRIP 220t195 EXPi RES. 06/30/201e August 16,2017 25.O 7.0 0.0 ' 10.0 LUMBER TOP CHORD 2x4 DF No.1 G BOT CHORD 2x4 DF No.1 G BRACING TOP CHORD BOT CHORD Weight13lb Ft=2Oo/o Structural wood sheathing directly applied or +0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. blN 87022P|_ ORE R REACTIONS (lbtsize) 2=257t6-0-0 (min. 0-1-8), 4=40/6-0-0 (min. 0-1-8), 3=116/6-0-0 (min. 0-1-8) Max Hoz 2=8a(lC 12) Max Uplift2=-80(Lc 12), 3=-s6(LC 12) Max Grav 2=257(LC 1), 4=80(LC 3), 3=1 16(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or tess except when shown NOTES 1) Wnd: ASCE 7-10; Vult=120mph (3-second gust) V(1RC2012)=95mph; TCDL=4.2pst BCDL=6.0pst h=25ft; B=45fr; L=24ft; eave=2ft; Cat. ll; Exp C; enclosed; MWFRS (directional) and C-C Comer(3) -'l-2-8 to 1-9-8, Exterio(2) 1-9-8 to 4-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for membeB and forces & MVVFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Trussdesignedforwindloadsintheplaneofthetrussonly. Forstudsexposedtowind(normaltothetace),seeStandardlndustry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Gable requires continuous bottom chord bearing. 4) Gable studs spaced at 2-0-0 oc. 5) This truss has been designed for a 1 0.0 psf bottom chord live load nonconcunent with any other live loads. 6) * This truss has been designed icr a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1 00 lb uplift at joint(s) 2, 3. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ,$WaAmUe - veriry design p.ameb9 and READ NOrES ON THIS AND INCLUDED WTEK REFERENCE PAGE Mtl-7173 av. ,O/03m15 BEFORE USE. Design valid for use only with iriTek@ @nnecto6. This design is based only upon paEmeleB shoM, and is for an individual building @mponent, not a truss system. Before us, the building designe. must veriry the appli€bility of design paEmeters and propedy incorporate this design into th6 ovo€ll building design. Bracing indi€ted is to prevent buckling of indivadualtruss reb and/or chord members onty Additional tempoEry and pemanent braqng is always required for stabilily and to prevenl @llap* with possible personal anjury and prcperty damage. For geneEl guidan€ rcgarding the fabri€tion, storage, delivery, ereclion and bEcing of trusses and truss systems, se ANSrTph euatity Criteria, DSB€g and BCS| Buitding Component Safetylnfomation availablefrcmTrussPlatelnstitute,2'18N.LeeSteet,Sutte312,Alexandna,VA22314 n[iMiIek 772 Grgenback Lane Suite 109 Ciltus Heiohls CA 956'10 2 Job 170825 Truss GE-38 Ply 1 Job Refqil@ botionall R51437%8 lndependen@, OR 1-2-8 7.430 s Jul 25 2013 1612:22:21 20'17 lD:6yTt1 an-o Scale = 1:14.0 3 VERTICAL SUPPORT OF FREE END OF CHORD IS REQUIRED, 5oo llt 2 -TYoL 2x4 - 4 SPAC|NG 2-O-O Plates lncrease 1.15 Lumber lncrease 1.15 Rep Stress lncr YES Code lRC2012/TP12007 csr TC BC vvB (Matrix) 0.20 0.14 0.00 DEFL Vert(LL) Vert(TL) Hoz(TL) in (loc) 0.00 1 0.01 1 -0.00 3 l/defl nlt nh nla Ud 120 120 nla LOADING (pso TCLL TCDL BCLL BCDL PLATES MT2O GRIP 220t19525.O 7.0 0.0 ' '10.0 LUMBER TOP CHORD 2x4 DF No.1 G BOT CHORD 2x4 DF No.1 G BRACING TOP CHORD BOT CHORD Weight: 13lb FT =2Qo/o Structural wood sheathing directly applied or 4-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. 87 2PE OREGO REACTIONS (lbis,ize) 2=25716-0-0 (min. 0-1-8), 4=40/6-0-0 (min. 0-1-8), 3=116/6-0-0 (min. 0-1-8) MaxHo'z2=a4(LC 12) Max Uplift2=-80(LC 12), 3=-s6(LC 12) MaxGrau 2=257(LC 1), a=80(LC 3), 3=1 16(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown- NOTES 1) Wind: ASCE 7-10; Vult='l20mph (3-second gus0 V(1RC2012)=95mph; TCDL=4.2psi BCDL=6.0pst h=25ft; B=45ft; L=24ft; eave=4ft; Cat. Il; Exp C; enclosed; MWFRS (directional) and C-C Exterio(2) -1-2-8 to 1-9-8, lnterio(1) 'l-9-8 to +0-0 zone; cantilever left and nght exposed ; end vertical left and right exposed;C-C for members and forces & M\MRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss d$igned for wind loads in the plane of the truss only. For studs exposed to wind (normal to the fiace), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1 . 3) Gable requires continuous bottom chord bearing. 4) Gable studs spaced at 2-0-0 oc. 5) This truss has been designed for a 1 0.0 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 2-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reductlon of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1 00 lb uplift at joint(s) 2, 3. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used rn the analysls and design of this truss. LOAD CASE(S) Standard EXPIRES:06/301201e August 16,2017 \WaAXme - Vnity.hsign paramffi and READ ,VOfES OrV fHrS AND TNCLUDED ,f,TEK REFERENCE PAGE Mtt-7173 r.v. 1UO3/2O15 BEFORE USE- Design valid for use only with MiTek@ conneciors. This design is based only upon parametec shown, and is for an individual building @mponent, nol a truss system. Beforc use, the building designe. must venfy the appli@bility of design parameters and properly incorporate this design into lhe oveEll building design. Bracing indi€ted is to pcvent buckling of individual truss reb and/or chord membec only. Additional tempoEry and pemanenl braong is alweys required llor stability and to p@ent 6llap* with possible personal injury and prcperty damage. For general guidan@ regarding ihe fabrietion, storage, delivery, ercciion and bEcing of trusss and truss systems, se ANSI/TP|I Quality Criteria, DSB{g and BCSI Building Component Safetylnfomation availableftomTrussPlatelnsiitute,2lSN.LeeStEet,Suile3l2 Alexandna,VA22314 rli MiTek' 772 Greenback Lane Suite 109 Citnrs Heidhls CA CSIO .Truss Type I "o".,l 5 R51437969 Supported Gable 170E25 lD:6YTt1AnX7 s Jul 46-0 -1x4 ll5 1-2-8 Scale = 1121.545-0 12-A 4 5oo lit 1x4 | 3 12 't1 6 2 l+-I+l 7 2x4 I I1x42x4 10 1x4 1l 1x4 I OEFL Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 0.00 (loc) 7 7 b l/defl nh nlt nla Ud 120 120 nla SPACING 2-O.O Plates lncrease 1.15 Lumber lncrease 1.15 Rep Stress lncr YES Code lRC2012/TP12007 csl TC BC WB (NIatrix) 0.10 0.03 0.07 LOADING (psf) TCLL 25,O TCDL 7.OBCLL O.O " BCDL 1O,O LUMBER TOP CHORD 2x4 DF No.1 G BOT CHORD 2x4 DF No.1 G OTHERS 2x4 DF Std G PLATES MT2O GRIP 220t195 EXPIRES: 06i30/201e August 16,20'17 BRACING TOP CHORD BOT CHORD Weight: 34 lb FI = 2oo/o Structural wood sheathing directly applied or G0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. Gt 87 2PE OREG R REACTIONS All bearings $0-0. (lb) - Max Horz2=-37(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 2, 6, 10, I Max Grav All reaclions 250 lb or less at joint(s) 2, 6, 9 't0,8 FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=120mph (3-second gust) V(|RC2012)=95mph; TCDL=4.2pst BCDL=6.0psf; h=25ft; B=45ft L=24ft: eave=2ll; Cat. ll; Exp C; enclosed; MWFRS (directional) and C-C Corner(3) -1-2-8 to'l-9-8, Exterior(2) 1-9-8 to 4-6-0, Corne(3) 4-6-0 to 7-6-0 zone; cantilever left and right exposed , end vertical left and right exposed;C-C for members and forces & M\A/FRS for reactions shown; Lumber DOL=1 .60 plate gnp DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard lndustry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1 . 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 2-G0 oc. 6) This truss has been designed for a 1 0.0 psf bottom chord live load nonconcurrent with any other live loads. 7) - This truss has been designed ficr 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. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1 00 lb uplift at joint(s) 2, 6, 1 0, 8. 1 0) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 6. 1 'l) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAOCASE(S) Standard TSWaAXW1 - V.rity daaign paramaae3 and READ NCTqES ON fH,S AND TNCLUDED mrE < REFERENCE PAGE ,ttil-7a77 rev. lUOg/2O15 BEFORE USE- Design valid for use only with MiTek@ connectoE. Ihis design is based only upon parametec shom, and is fo. an individual building @mponent, not a truss system. Before u*, the building designer musl veriry the appli@bility of design paramelec and p.opedy incorporalE this design into the oveEll building design. Bracang indi€ted is to prevenl buckling of andividual truss reb and/or chord members only. Additional tempoEry and pemanenl bracing is always required for stability and to prevent @llapse with possable peenal injury and prcperty damage. For general guidane regarding the fabi€tion, slorage, delivery, erection and b€cing of trusses and ttuss systems, see ANSUTP|I eqality Criteria, DSB€g and BCSI Building ComponentSafetylnfomation availableftomTrussPlatelnstilute,2'lEN.LeeStEet,Suite312,Alexandna,VA22314. - r[i MiTek 7777 Greenback Lane Suite Citrus 109 Heiohts. CA 95610 4x4 = A. H 4? R51437970 OR lD:6yTt1AnX7. 20'13 19-0-0 2017 1 9-0-0 5.OO 7' 5x5 12 3x6 -- 18 -2A S€le = 1:66.7 rY 3x5 1'l 37363534 13 1410 3x6'- 6 4 41 40 38 to ,o5 I 7 17 20 3 42 43 2 22 23 3x5 3xs 31 30 29 2A 27 26 25 24 SPAC|NG 2-O-O Plates lncrease 1.15 Lumber lncrease 1 15 Rep Stress lncr YES Code lRC2012/TP12007 csr TC BC WB (Matrix) 0.08 0.04 0.14 DEFL Vert(LL) Vert(TL) Hotz(TL) in -0.00 0.00 0.0'l Ud 120 120 nla (loc)Udefl23 nl( 22 nlt 22 nla LOADING (psf) TCLL 25.O TCDL 7.0BCLL O,O - BCDL 1O.O LUMBER TOP CHORD 2x4 DF No.l G BOTCHORD 2x4 DF No.1 G OTHERS 2x4 DF Std G PLATES MT20 GRIP 2201195 BRACING TOP CHORD BOT CHORD Weight: 211 lb Ff = 2Ook Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. IN 87022PE OREGO REACTIONS All bearings 38-0-0. (lb) - Max Hoz 2=164(LC 11) Max Uplift All uplift 100 lb or less at ioint(s) 2, 22, 34, 35, 36, 37, 38, 39, 40, 41 , 31 , 30, 29, 28, 27 , 26, 25,24 Max Grav All reactions 250 lb or less at joint(s) 2,22,33,34, 35, 36, 37, 38, 39, 40, 4'l, 31,30, 29,28, 27, 26,25, 24 FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1 O-1 1 =-89 I 27 5, 1 1 -1 2=-1 O4l3 1 6, 12-1 3=-1 O4l3 1 8, 1 3-1 4=-89 I 27 8 NOTES 1 ) Unbalanced roof live loads have been considered for this design. 2) Wnd: ASCE 7-10; Vult=120mph (3-second gus0 V(|RC2012)=95mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=38ft; eave=2ft; Cat. ll; Exp C; enclosed; IIWFRS (directional) and C-C Corne(3) -1-2-Bto2-7-2, Exterio(2) 2-7-2lo 19-O-O, Comer(3) 1$0-0 to 23-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions sho\,n; Lumber DOL=1 .60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard lndustry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load non@ncurrent with any other live loads. 8) * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rec{angle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduclion of 20% has been applied for the green lumber members. 1 0) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1 00 lb uplifi at join(s) 2, 22, 34, 35, 36, 37, 38, 39,40,41, 31, 30, 29,28,27,26,25,24. 11) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard EXPIRES:06130i201e August 16,2017 tr$WaFrruxe - Vnity dasign paamdag aod REA,O NOTES oN rHtS AND INCLUDEO MrtEK REFERENCE PAGE M,r-71?3 rev. 1UO3/2Ors BEFORE USE- Oesign valid for use only with l,/tiTek@ @nnecto6. This design is bas6d only upon paEmelec shom, and is for an individual building @mponent, not a ttuas system. Before use, the building designer must veriry the appli€bility of design paramolers and p.opedy incorPorate this design into the overall building design. Bracing indi€ted is to prevent buckling ol individual truss reb and/or chord membe6 only. Additional tempoEry and pemanent bracing is aMats required for stability and to prevent @llapse with possible peGonal injury and prcpe.ty damage. For general guidane regarding lhe fabrietion, storage, delivery, erec{ion and bEcing of trusses and truss systems, see ANSlrTPll Quality Critoria, OSB-89 and BCSI Building Component Safetylnfomation availablefromTrussPlatelnstitule,218N.LeeStEet,Suite312,Alexandria,VA22314 n[iMilek 7777 Greenback Lane Suite '109 Citnrs Heidhls CA 9S1O 9 10 otv Plv 1 .lob Referen.e f ootional) R51437971 Truss Type COMMON Truss T-'t170425 Wllamette 7.430 s Jul 25 20'13 MiTek lndustnes,Page 1 lD:6yTt1Anx7-Fq6hSwR3m-Oz\ &kj-yhkq6cmRh42byFEkTMibblbPBNSiAtLmkhroWnFCE 1-244-2-124-2-121-2-8 Scale = 1:20.5 4x4 3 4 10 I 8 7 2 I t, 5oo [t 5 T- TLO 6 1x4 | 3x43x4 SPACING 2-O-O Plates lncrease 1 .'1 5 Lumber lncrease 'l .15 Rep Stress lncr YES Ccd,e lRC2012nP?oo7 csr TC BC \/B (Matrix) 0.19 0.14 0.08 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.02 0.01 (loc) 2-6 2n 4 l/defl >999 >999 nla Ud 240 180 nla LOADING (psf) TCLL 25.0 TCDL 7.0BCLL 0.0 - BCDL 10.0 LUMBER TOP CHORD 2x4 DF No.1 G BOTCHORD 2x4 DF No.1 GWEBS 2x4 DF Std G REACTIONS (lbisize\ 2=42A10-5-8 (min. 0-1 -B), 4=42810-5-8 (min. 0-1 -8) Max Hoz 2=-35(LC 10) Max Uplift2=-122(Lc 14, a=422(LC 12) FORCES (lb) - Max. Comp./Max. Ten. - All forc€s 250 (lb) or tess except when shown. PLATES MT20 GRIP 220t195 BRACING TOP CHORD BOT CHORD Weight 30 lb FT =20o/o Structural wood sheathing direcily applied or &0-0 oc purlins. Rigid ceiling directly applied or 1G0-0 oc bracing. IN 8 7 2PE OREG TOP CHORD BOT CHORD 2-3=4481 1 17 . 34=-448I I 17 2-6=-1 9/355, +6=-1 9/355 NOTES I ) Unbalanced roof lave loads have been considered for this design. 2) VMnd: ASCE 7-10; Vult=120mph (3-second gust) V(1RC2012)=95mph; TCDL=4.2psf; BCDL=6.Opst h=25ft; B=45ft; L=24ft; eave=4ft: Cat. ll; Exp C; enclosed; MWFRS (directional) and C-C Exterior(2) -1-2-8 to 1-9-8, lnterio(1) 1-g-81o4-2-'12, Exterior(2) 4-2-12 to 7-2-12 zone: cantilever left and right exposed ; end vertical left and right exposed;C-C for members and furces & MWFRS br reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load non@ncunent with any other live loads. 4) . This truss has been designed for a live load of zo.opsf on the bottom chord in all areas where a rectangle 3-so tall by 2-G0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber memberc. 6) Provide mechanical connection (by others) of truss to bearing plate capable of wlthstanding 1 O0 lb uptift at joint(s) except (jt=lb) 2=122,4=122. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard R EXPIRES: 06i30/20le August 16,2017 Awaamxe -wao&rign,,nmfrEqdREtDrvorEsorvrHrs ANorNcLUDEonfa<REFEREN,EpaGEfi,-ratgN.leto,,,rsEEF,REUsE- Design valid for us only with MiTEko conn€c{o6 Thrs desrgn rs ba*d only upon paEmeteB shoM, and is for an indivaduat building @mponont, not :.l}:?:fl *ll-.-::,-l!:.lY'11,:9 desrgner musl venrylhe appli€birii or de;gn pammeree ano popedv inorpo.ae u,s oesiln rntb the ovearrounorng oeslgn tr'acrng rndr€ted rs lo PGvmt buckling of individual truss wb and/or chord membsB only. Addition;l tsmpoEry an-d p6man6nt bracingis.always reguircd for slability and to prcvent @llap$ wilh possrble pemnal rnjury and prcpgrty damags. For genemiguraane Egarding thefabn€tion, storage, delivery, ercdion and becing of trusses and lruss sy$emj, se ANSI/Tp1 euality Crite;a, DsE{g rnd BCSI Building ComponentSafetv lnfomtion available fiom Truss Plate l;stitute, 218 N. Lee Stn;et, Suiie 312. nreran-o-irll vi z)irll"" -"'=" n[1Milek 7777 creenback Lane Job 170825 Wllamette Truss, lndependene, OR - 97351 MONOPITCH 2 R51137972 Scle = 1:9.9 -1 lndustries. lnc. Wed '16 12:22:24 2017 I o r2a 26-0 3 6 50012 o Y o 5 -I*'l 4 2x4 2-0-0 06-0 DEFL Vert(LL) Vert(TL) Hoz(TL) in (loc) -0.00 24 -0.00 24-0.00 3 l/defl >999 >999 r.la Ud 240 180 nla SPAC|NG 2-0-0 Plates lncrease 'l.15 Lumber Increase '1.15 Rep Stress lncr YES Code lRC2012/TP12007 csr TC BC WB (Matrix) 0.'10 0.04 0.00 LOADING (ps, TCLL 25,0 TCDL 7,0 BCLL O.O - BCDL ,10,0 LUMBER TOP CHORO 2x4 DF No.l G BOT CHORD 2x4 DF No.1 G REACTIONS (lb/size) 3=33/0-'8 (min. G1-8),2=212o-U8 (min. G1-8), 4=2zM*nanical Max Horz 2=59(LC 12) Max Uplift3=-16(LC 9), 2=-95(LC 12) Max Grav 3=33(LC 1),2=212(LC 1), a=a4(LC 3) Weight 9 lb FT = 20o/o Sfuctural wood sheathing directly applied or 2$-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. IN 87022PI_ ORE N E PI-ATES MT2O GRIP 2201195 EXPIRES: 06/30/201e August 16,2017 BRACING TOP CHORD BOT CHORD FORCES (lb) -Max.Comp./Max.Ten.-All forces250(lb) orlessexceptwhenshown. NOTES .1) Wind: ASCE 7-10; Vult=',l20mph (3-second gust) v(lRc2o12)=95mph; TCDL=4.2psi BCDL=6 opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. ll; ExpC; enctosed; MVVFRS(direc{ionil)andC-CExterio(2) -1-2-8lo1-9-8, lnterio(1)1-9-8to2-3-4zone; cantileverleftandright exposed ; end vertical leff and rigniexposed;C-C for members and forces & MVVFRS for reaclions sho\,\,n; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 1O.O psf bottom chord live load nonconcurrent with any other live loads. 3i ' This tuss has been deiigned icr a live load of 2o.opsf on the bottom chord in all areas where a rectangle 3-G0 tall by 2-G0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members' 5) Refer to girder(s) for truss to truss @nnections. O1 provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1 00 lb uplift at joint(s) 3, 2' zj Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. al "SemirlglO pitchbreaks including heels" Member end fxity model was used in the analysis and design of this truss. LOADCASE(S) Standard r[i MiTek Suile 109 \waamtte - v.rity .tesign a1dil.ae9 and REA1 NofEs oN fHls AND tNcLUoED ;g1EI< REFEREN6E PAGE nil'7'73 tov' 1gr0i12015 BEF9RE usE' Design valid for use ;nV with Milek@ @nneclors This design is based only upon paramete6 shoM' and is for an individual building @mponent, not " irii "v"t", Before ;$, th6 buitding a"itg""i.r"r ,."fy the appli€bilii of design parameters and properly in@rporate this design into the overall ;;[rg e;"ig" Bracing indi€ted is to"p-rcrEnioucrting ot noivrduit truss reb and/6r chord members only Additional tempoErv and pemanent braqng L "Gi" .q-rn"o fo, .EOrtity anO to pdvaniotlapse ;th possble pe.$nal injury and property damage For general guidan@ regarding the raoa*iion i'rorage,aetivery,ereaionandb6cingoftrussesandtrusssvstems'see^ .. ANsl/TPng.uilitycnb'i''DsB49andBcslBuildingcomPonent Safety fntomti-on availa6te frcm Truss Plate Institute,218 N Lee St-et, Suite 3'12. Alexandna, VA 22314 JOO lt:- 1 I A. H Job 170425 Truss T.3A Truss Type MONOPITCH lo" I' Plv 1 R51437973 l^h FlFferen.F ldnlionrl\ \A/illametteTruss, lndependene,2013 lndustries, lnc. Wed 16 12:22:24 lD:6yTtl 1-2-8 4{-0 Scale = 1:13 0 3 5.OO 12 l"Il' 6 C o 5 J Y1 3 2x4 4 DEFL Vert(LL) Vert(TL) Hoz(TL) in -0.0'l -0.03 -0.00 (loc) 24 24 3 l/defl >999 >999 nla Ud 240 180 nla SPACING 2-0-O Plates lncrease 1.15 Lumber lncrease 1 .1 5 Rep Stress lncr YES Code lRC2012/TP12007 cst TC BC WB (Matrix) 0.13 0.12 0.00 LOADING (psf) TCLL 25.0 TCDL 7,O BCLL O,O 'BCDL 1O.O LUMBER TOP CHORD 2x4 DF No.'l G BOT CHORD 2x4 DF No.1 G PLATES MT20 GRIP 220t195 EXPIfiES:06/30/20le August 16,2017 BRACING TOP CHORD BOT CHORD Weight: 13 b Ff = 2Oo/o Structural wood sheathing directly applied or 4-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. IN 870 2PE ORE REACTIONS (lb/size) 3=95/0-S8 (min. 0-1-8), 2=261/0-5-8 (min. G1-8),4=37lMechanical Max Hoz 2=81 (LC 12) Max Uplift 3=-4s(LC 12), 2=-90(LC 12) Max Grav 3=95(LC 1), 2=251(LC 1), a=7a(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-10; Vult=12omph (3-second gust) V(|RC2O12)=95mph; TCDL=4.2pst BCDL=6.0psi h=25ft: B=45ft; L=24ft; eave=4ft; Cat. ll; Exp C; enclosed; MVVFRS (direclional) and C-C Exterio(2) -1-2-8 to 1-9-8, Interior(l) 1-9-8 to $9-4 zone; cantilever lefi and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shor/n; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 1 O.O psf bottom chord live load nonconcunent with any other live loads. 3) * 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. 4) A plate rating redustion of 20% has been applied for the green lumber members. 5) Refer to girde(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. 7) Beveled plate or shim required to provide full bearing surface with truss chord at ioint(s) 3. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOADCASE(S) Standard $WAAnne - Verity .t.sign parffietag and READ NO!/ES ON THIS AND TNCLUOED MITEK REFERENCE PAGE ill-7173 w. 10/03/2015 BEFORE USE- Design valid for use only with MiTekO connedors. This design is based only upon paramete6 shM, and is for an individual building @mpon€nt, not a tru;s system. Before ;sB, the building designer must veritlhe appliebility of dgsign paEmeteE and propedy incorporate this design into the overall building Aesign. Bracing indi€ted is d prev;nt buckling of individual truss reb and/o. chord members oniy. Additional tempoEry and pemanent bracing is dwals req-uired for s6bitity and to pBent @llapse with possible peEonal injury and prcperty damage. For general guidan@ regarding the fabn€tion, sto6ge, delivery, ecction and bEcing of trus$s and truss systems, se ANSlrIPll quality Cnteria, DSB{g and BCSI Building Component Safety lnfolmtion avaalable from Truss Plate lnstitule, 218 N. Lee St€et, Suite 312, Alexandria, VA 22314. n[i MiTek 7777 Greenback Lane Suite 1 09 Cilh,. Heidhl< CA q$lO 170425 Wllamette Truss,7.430 s Jul 25 2013 1-2-A 4-0-0 lnc. Wed '1612:221242017 Pagel Sele = 1:13.0 s.oo F2 6 5 2 2x4 MONO TRUSS R51437974 5I dl 4 SPACING 2.0.0 Plates lncrease 1.'15 Lumber lncrease 1.15 Rep Stress lncr YES Code lRC2012/TP12007 csr TC BC WB OEFL Vert(LL) Vert(TL) Hotz(TL) in (loc) -0.01 24 -0.02 24-0.00 3 l/defl >999 >999 nla Ud 240 180 nla (Matrix) 0.13 0.11 0.00 LOADING (psO TCLL TCDL BCLL BCDL PLATES MT2O GRIP 220t'195 EXPIRES: 06/30/201e August 16,2017 25.0 7.O 0.0 ' 10.0 LUMBER TOP CHORD 2x4 DF No.1 G BOTCHORD 2x4 DF No.1 c BRACING TOP CHORD BOT CHORD Weight 13 b Ff = 2Oo/o Structural wood sheathing directly applied or +0-0 oc purlins. Rigid cdiling directly applied or 1G0-0 oc bracing. G IN 87022PE OREG E REACTIONS (lblsize) 2=2591G5-8 (min. 0-1-8),4=35/0-SA (min. G1-8), 3=95/G$8 (min. G1-B) Max Horz 2=8'l (LC 12) Max Uplift2=-g1(LC 12), 3=-45(LC 12) Max Grav 2=259(LC 1 ), 4=71 (LC 3), 3=95(LC 1 ) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (tb) or tess except when shown. NOTES 1) Wind: ASCE 7-10; Vult=120mph (3-second gust) V(1RC2012)=95mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. ll; Exp C; enclosed; MWFRS (directional) and C-C 6(terio(2) -1-2-8 to 'l-9-8, lnterior(1) 1-9-8 to 19{ zone; cantilever left and right exposed i end vertical left and right exposed;C-C for members and forces & M\A/FRS for reactions shoiln; Lumber DOL=I.60 plate gdp DOL=1.60 2) This fuss has been designed for a 'l 0.0 psf bottom chord live load nonconcunent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a reclangle 3-&O tall by 2-GO wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1OO lb uplifr at .ioint(s) 2, 3. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard I A. HE \waamxe -voitydetiglpaaaat BildREADrvorEso^rrHrs aND]N)LUDEDfrfExREFEREN)EpacEn,-fa73rcv.10/o3t2ol5BEFOREttSE, Design velid for us only with MiTeko @nnecloE. This design is based only upon parameteG shoM, and is for an individual buitding @mponent, not a truss system. Before u*, the building design€r must veriry the appli€bility of design parameters and prcperly in@rporate this design into the ovsElbuilding design. B.acang indl€ted is to prcvent buckling ot indavidualttuss reb and/;r chord membeE only Aiditional tempoary an-d pemananl braongis alMys equared for stability and to prevent @llap* Mth po$ible peenal injury and p.opgrty damage. ior general guidane rcgarding the labJt€tlo!, storage, detivery, ereclion and bEcing of truses and truss systems, see ANSt/Tptl eurtity Critori., DSB49 and BCSI Buitding Compon.ntSafety lnfomtion available frcm Truss ptate tnstitute, 218 N. Lee StEet, Suite 312, etexanoni. Vi Z2S-ja, --' - --" n[i MiTek 777 GBenbad Lane Suite 109 Citrus Heiohts CA gs10 ll": laty Ply,llJob q 3 Job 170425 Truss T-4 Truss Type I "orro, o,*o.* l Plv 2 R51437975 .lob Referen@ /ootidnal) Independen@, OR - 97351,Jul MiTek lndustnes. lnc Wed 16 12:22:25 ,_o_o 4xB /-6x8 | 1A-7 1€-8 2-9-9 6x8 i S€le = 1:16.9 5oo lit 7 8x8 - 2 3x5'- 8 3xg 3x5 -- 3x9 | 5 TI ldJI 6 4x8 :\ I 2-S-9 1A-7 1€€2-9-9 SPAC|NG 2-O-O Plates lncrease 1.15 Lumber lncrease 1.15 Rep Stress lncr NO Code lRC2012/TP12007 csr TC BC WB (Matrix) o.23 o.73 0.73 OEFL Vert(LL) Vert(TL) Hoz(TL) in -0.04 -0.1 0 0.03 (loc) 7 7 5 l/defl >999 >999 nla Ud 240 180 nla LoADING (psD TCLL TCDL BCLL BCDL FORCES (b) TOP CHORD BOT CHORD WEBS PI-ATES MT20 GRIP 220t195 EXPIRES:06/3012019 August 16,2017 25.0 7.O 0.0 - 10.0 LUMBER TOP CHORD 2x4 DF No.1 G BOT CHORD 2x6 DF No.2 GWEBS 2x4 DF Std G WEDGE Left: 2x4 DF Std, Right:2x4 DF Std REACTIONS (lb/size) 1=3546/0-5-8 (min. 0-1-15), 5=3546/0-5-8 (min. Gl-15) Max Hoz 1=28(LC 7) Max Uplift1=€13(LC 8), 5=-613(LC 8) Max Grav'l=3652(LC 15), s=3652(LC 15) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 1 -2=-61 441 1 035, 2-3=-47681823, 3-4=-47681823, 4-5=-61 44t 1 035 1 -8=-926/5603, 7-8=-92615603, 6-7=-926/5600, 5-6=-92615600 3-7=-577 13421 , +7=-14231259,4-6=-1 96/1 382, 2-7=-14221259, 2-8=-1 96/1 383 Weight: 88 lb FI = 20o/o Structural wood sheathing directly applied or 5-6-4 oc purlins. Rigid ceiling directly applied o|10-0-0 oc bracing. IN 87022PE OREG E! BRACING TOP CHORD BOT CHORD NOTES 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-G0 oc. Webs connected as follo/vs: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-'10; Vult=120mph (3-second gust) V(1RC2012)=95mph; TCDL=4.2psf BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. ll; Exp C; enclosed; MWFRS (direclional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) This truss has been designed for a 1 0.0 psf bottom chord live load nonconcurrent with any other live loads. 6) - This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction ol 2oo/o nas been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1 00 lb uplift at joint(s) except 0t=lb) 1 =61 3, 5=61 3. 9) Girder carries tie-in span(s): 38-G0 from 0-G0 to 9-0-0 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 1 ) Dead + Roof Live (balanced): Lumber lncrease=1 .1 5, Plate lncrease=1 .1 5 nri MiTek Suile 109 Ciltus Heiohts CA 95610 7777 Greenback Lane [waAmXA.V"ArydsignpaanetgandREAOr{OrESOrVrHrS ANDINCLUDEDTffTEl<REFERENCEPAGEM,T-7173rcv.1U03/2O15BEFOREUSE. Design valid for use only with MiTek@ @nnec{ors. This design is based only upon parameteE shoM, and is for an individual building @mponent, not a lruss system. Beforc use, the building designer must veriry the appli€bility of design paEmeteE and poperly in@rpocte this design into the overall building design. Bracing indi€ted is to prevent buckling of individual truss wb and/or chord membeE only. Additional tempoEry and pemanent bracing as always requiEd for stability and to prevent @llap$ with possible peMnal injury and property damage. For general guidan@ rcgarding the fabri€tion, storage, delivery, eredion and bEcing oftrusses and truss systems, see ANSt/TPtl Quatity Criteria, DSB-89 and BCSI Building Compon€nt Safety lnfoffition available f.om Truss Plate lnstitute, 2'18 N. Lee StEet, Suite 312, Alexandria, VA 22314. otv P 4x5 I Truss Type COMMON GIRDER otv 2 R5143797 5 Truss r-4 Job 170425 lD:6yTt'1 LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1 -3=-64, 3-5=-64, 1 -5=-766(F =-7 a6) 1$waetlxa - v"rity closign porans&,9 and READ NOnES ON THIS AND INCLUDED M1EK REFERENCE PAG,E Mtt-7173 rev. lty\3/2o1 5 BEFORE USE. Design valid for use only with lvliTeko conneclors. Thas design is based only upon pa.ameteE shoM, and is for an individual building @mponent, nol a truss sysiem. Before use the building designer musl verify the appli€bility of design paEmeters and properly incorporate this design into the overall building design. Bracing indi€ted is lo prevent buckling of individual truss reb and/or chord membeE only. Additional iempoEry and pemanent bracing is always required for stability and to prcvent @llapse wth possible peGonal injury and property damage. For general guidane regarding the fabri€tion, storage, delivery, erection and bEclng of trusses and truss syslems, see ANSUTPII euatity Criteria, DSB€g and BCSI Building ComponentSafety lnfolmtion available frcm Truss Plate lnstitute,2'18 N. Lee Street, Suite 312, Alexandria VA 22314 - r[i MiTek 7777 G€enback Lrne Suite 109 Cilrus Heiohis CA CSIO Job 170825 Truss Truss Type lotv l. Common Ply I R51437975 Job Reference (oDtional) VVillamette Truss, s oo lit lD:6yTtl ta'' 4x8 3xg = s Jul 25 2013 5-11-2 3x4 -- lnc. 6-1'1-10 s-',t1-2 o-t-5 6-1't-'10 -2-8 Scale = 1:67.2 10 5x5 6 17 18 3x6 '- 1.5x4 \\ 4 3x4 /- 20 7 3 3x6 -- g 1.5x4 // 9 16 io 2 11 r+ 5x6 3x4 = 21 22 12 3x4 - 5x6 9-10-1 o I 1q 9-1-15 9-10-'l SPAC|NG 2-O-O Plates lncrease 1.15 Lumber lncrease 1.15 Rep Stress lncr YES Code lRC2012/TP12007 cst TC BC v1/B (Matrix) 0.73 0.81 0.53 OEFL Vert(LL) Vert(TL) Hoz(TL) in (loc) -o.26 14-15 -o.72 2-15 0.19 1 0 l/defl >999 >625 nla Ud 240 180 nla LOADING (ps0 TCLL 25.0TCDL 7.0BCLL 0.0 - BCDL 'r0.0 LUMBER TOP CHORD 2x4 DF No.1 G BOTCHORD 2x4 DF No.1 GWEBS 2x4 DF Std G PLATES MT2O GRIP 220t195 BRACING TOP CHORD BOT CHORD WEBS Weight: '173 lb FT =20o/o Structural wood sheathing directly applied or 2-5-6 oc purlins. Rigid ceiling directly applied or 8-8-2 oc bracing. 1 Row at midpt 7-14,5-14 -GIN 87422P OR GON REACTIONS (lb/size) 2=1669/0-$8 (min. Gl-12), 10=1669/0-5-8 (min. 0-1-12) Max Hoz 2=164(LC 1 1) Max Uplift2=-336(LC 12), 10=-336(LC 12) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3357/681, 3-5=-30401622, 5-6=-21221529,6-7=-21221529,7-9=-30401622, 9-1 0=-3357/681 BOT CHORD 2-15=-52913010, 14-15=-38012468, 12-14=-39512468, 10-12=-54413010WEBS 6-14=-20711205,7-14=-7951249,7-12=-211568, 9-12=-390/200, 5-14=-7951249, 5-1 5=-21 I 567. 3-'l 5=-390/200 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wnd: ASCE 7-10; Vult=120mph (3-second gust) V(|RC2012)=95mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=38ft; eave=sft; Cat. ll; Exp C; enclosed; MVVFRS (directional) and C-C Exterio(2) -1-2-8 to 2-7-2,lnteriotll) 2-7-2lo 19-0-0, Exterior(2) 19-0-0 to 22-9-10 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MVVFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 1 0.0 psf bottom chord live load nonconcurrent with any other live loads. 4) - This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-&0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connec{ion (by others) of truss to bearing plate capable of withstanding 1 00 lb uplift at joint(s) except (iFlb) 2=336, 1 0=336. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOADCASE(S) Standard R EXPI RES: 06/30/201e August 16,2017 , A. HE WAAMU} . V"rity dqign paramaleg and READ NOIES ON fHrS AND INCLUDED MTTEK REFERENCE PAGE Mll-7173 rcv. 1UO3|2O15 BEFORE usE. Design valid for use only wth MiTek@ connectors. This design is based only upon parameteE shoM, and is for an individual building @mponent, not a truss system. Before us, the building designer musl veriry the appli€bility of design parametec and properly in@rporate this design inlo the overall building design. Bracing ndi€ted is to prevenl buckling of individuallruss reb and/or chord membe6 only Additional tempoEry and pemanent bEcing is always required for slability and to prevenl @llapse with possible personal injury and properly damage. For general guidane regarding the fabri€tion, storage, delivery, ereclion and b€cing of trusses and ltus systems, see ANSITTPI'I Quality Criteria, DSB{g and BCSI Building Component Safetylnfomation availablefrcmTrussPlatelnstitute,2lSN.LeeStreet,Suito3l2,Alexandria,VA22314 n[i MiTek 7777 Greenback Lane Suite '109 Citrus Heiohts. CA 95610 Truss Type COMMON otv 1' Plv 1 R51437977 .lot ReJerenc footional) 170825 VvillametteTruss, lndependen@,7.430 sJul 25 2013 lnc- Wed 1A 12:22:27 2017 lO:6yTtl 6-1 1-'10 6-1 -5 o-t-c 5-11-2 6-1 1-10 -2-A S€le = 'l:66.3 5x5 - 3fi'- 1.5x4 \\ 3 5.OO 12 3x4'-16 19 20 3x4 \\ b 3x6 -- 7 1.5x4 lz 2 18 I +o '14 3x4 =4xB 3xg = 11 3x4 - 215x6 5x6 9-10-1 9-'1 -15 9-1-15 Plate Ofbets (X,Y): [1 :S2-5, Edqel, [9:0-2-5,Edsel SPACING 2-0-0 Plate3 lncrease 1.15 Lumber lncrease 1.15 Rep Stress lncr YES Code lRC2012/TP12007 csr TC BC WB (Matrix) 1.00 0.82 0.53 OEFL Vert(LL) Vert(TL) Hoz(TL) in (loc) -0.26 13-14 -0.75 1-14 0.19 9 l/defl >999 >600 nla Ud 240 180 nla LOADING (pso TCLL 25,0TCDL 7.0 BCLL 0.0 - BCDL 10.0 LUMBER TOP CHORD 2x4 DF No.1 G BOTCHORD 2x4 DF No.1 GWEBS 2x4 DF Std G PLATES MT20 GRIP 2201195 BRACING TOP CHORD BOT CHORD WEBS Structural wood sheathing directly applied. Rigid ceiling directly applied or 8-+8 oc bracing. 1 Row at midpt 6-13, +13 Weight 17'l lb FI =2Oo/o 87022Pi_ OREG EXPIRES:06/30/201s August 16,2017 REACTIONS (lb/size) 1=1s75l0-5-8 (min. 0-1-11), 9=1671/0-5-8 (min. 0-1-13) lvlax Hoz 1=-163(LC 10) Max Uplift 1=-271(LC 12), 9=-338(LC 12) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-33621731,2-4=-3056/660, 4-5=-21261539, 5-6=-21261531,6-8=-3044/628, 8-9=-3362i684 BOT CHORD 1 J4=-585/3033, 1;}.1 4=-39212476, 1 1 -13=-405t2472, 9-1 1=-5541301 4WEBS 5-13=-21311208, 6-13=-7951248, 6-1 1=-21 1568,8-1 1 =-390/200, 4-1 3=-800/250, 4-1 4=-501 57 8. 2-1 4=4OZ 233 NOTES 1 ) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=120mph (3-second gust) V(|RC2012)=95mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=38ft; eave=sft; Cat. ll; Exp C; enclosed; IMWFRS (directional) and C-C Exterio(2) 0-2-121o 4-0-6,lnterior(1) 4-0-6 to 19.0-0, Exterio(2) 19-0-0 to 22-9-10 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=I.60 plate grip DOL=1.60 3) This truss has been designed for a 1 0.0 psf bottom chord live load nonconcunent with any other live loads. 4) " This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 'l0.0pst 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1 00 lb uplift at joint(s) except (jFlb) 1 =271 , 9=338. 7) "SemFrigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAO CASE(S) Standard , A. HE AV $waaruNe . v.riry dsigo paramebrs and REAO NOTES ON THts AND TNCLUDED IttTEX REFERENCE PAGE Mtt-7173 6v. 1 uO3/201 5 EEFORE USE. Design valid for uso only with MiTek@ conneclors. This design is ba$d only upon parameleE shoM, and is for an individual building omponent, not a truss syslem. Before use, the building designer must veriry the applicbility of design parameters and properly incorporate this design into the overall building design. Bracing indiqted is to prevent buckling of individualtruss reb and/or chord members only Additional tempoEry and pemanent braqng is always required for stability and to prevent @llap$ wth possible personal injury and prcperty damage. For gene€l guidan@ regarding the fabri€tion, storage, delivery, ecction and bEcing of trusses and truss systems, see ANSUTPII Ouality Crite,ia, DSB€g and BCSI Building ComponentSafety lnfo@tion available frcm Truss Plate lnstitute, 218 N. Lee Street, Suile 312, Atexandna, VA 223'14 - nii MiTek 7777 Greenback Lane Suite '109 Citnts H.i.ht< CA qSlO Truss T-5A Job 4 8 Symbols PLATE LOCATION AND ORIENTATION 1\;Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. O-1 ta 16 For 4 x 2 orientation, locate Plates 0- lrrd' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. 'Plate location details available in MiTek 20120 software or upon request. PLATE SIZE 4x4 The first dimension is the plate width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION lndicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING lndicates location where bearings (supports) occur. lcons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only, lndustry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction DSB-89: Design Standard for Bracing. BCSI: Building Component Safety lnformation, Guide to Good Practice for Handling, lnstalling & Bracing of Metal Plate Connected Wood Trusses. Numbering System | 6-4-8 t dimensions shown in ft-in-sixteenths JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWSE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHOROS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS, ESR-1 31 1, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. @ 2012 MiTek@ All Rights Reserved o i otoIo (LoF otoIo (LoF 3 4 58o (Drawings not to scale) 2 TOP CHORDS BOTTOM CHORDS 7 PRODUCT CODE APPROVALS ICC-ES Reports: A General Safety Notes Failure to Follow Could Cause Property Damage or Personal lnjury '1. Additional stability bracing for truss system, e.g. diagonal or x-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property olner and all olher interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face oftruss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Oesign assumes trusses will be suitably protected from the environment in accord with ANSI/TPI '1. 8. Unless otheMise noted, moisture content of lumber shall not exceed 1 9% at time of fabrication. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load defleclion. 1 1. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 1 2. Lumber used shall be of the species and size, and in all respects, equal to or better than thal specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otheMise noted. 1 5. Conneclions not shown are the responsibility of others. 1 6. Do not cut or alter truss member or plate without pnor approval of an engineer. 17. lnstall and load vertically unless indicated otherwise. 1 8. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consultwith prolect engineer before use. 1 9. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 9. MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 MiTek" II ,t, 1 WEBS u) IF LO F rt) F <.<. :.{) <. tl-)LO EJ !r <. r/')LN q. - <. , n t-F () F .:R 1 ) i ...\ 4 )E-4 I cn :\ I I I c. d) Irul ca F al F rr)c.l F o') F- ca F 1 I 1F t-) F (f)a.) F F {n F (r) F a')- PO *ry RPlO d Coe Const. Job # 170825 Duplex L,_____,