Loading...
HomeMy WebLinkAboutPermit Building 2020-01-09 (2)SPRINGFIELD, y ._ OREGON Web Address: www.springfield-or.gov Permit Issued: January 09, 2020 Building Permit Residential i & 2 Fam Dwelling (New Only) Permit Number: 811-19-001732-DWL IVR Number: 811056230783 Category of Construction: Single Family Dwelling Submitted Job Value: $179,634.23 Description of Work: New Duplex (Parcel 3 - 2nd Side) Worksite Address Parcel 1144 R ST 1703261402501 Springfield, OR 97477 Business Name License FINE QUALITY CONSTRUCTION CCB INC - Primary Inspection 6300 On-site Stormwater Facility 6301 On-site Stormwater Facility -Dig Out/Piping 6302 On -Site Stormwater Facility -Soil and Plantings 6303 Final On -Site Stormwater Facility Type of Work: New City of Springfield Development and Public Works 225 Fifth Street Springfield, OR 97477 541-726-3753 Email Address: permitcenter@springfield-or.gov Owner: RIVER HOUSING LLC Address: 7070 SW BAYLOR ST PORTLAND, OR 97223 License Number Phone 219324 541-729-9734 Inspection Group Public Works Public Works Public Works Public Works Inspection Status Pending Pending Pending Pending 1999 Final Building 1_2 Famdwell 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 Call or text the word "schedule" to 1-888-299-2821 use IVR number: 811056230783 Schedule using the Oregon ePermitting Inspection App, search "epermitting" in the app store Permits expire if work is not started within 180 Days of issuance or if work is suspended for 180 Days or longer depending on the issuing agency's policy. All provisions of laws and ordinances governing this type of work will be complied 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 952-001-0010 through OAR 952-001-0090. You may obtain copies of the rules by calling the Center at (503) 232-1987. All persons or entities performing work under this permit are required to be licensed unless exempted by ORS 701.010 (Structural/ Mechanical), ORS 479.340 (Electrical), and ORS 693.010-020 (Plumbing). Printed on: 1/9/20 Page 1 of 2 C:\myReports/reports//production/01 STANDARD Permit Number: 811-19-001732-DWL Page 2 of 2 Fee Description Quantity Fee Amount Residential wiring 1636 $258.00 Technology Fee $180.48 Balance of minimum permit fees - mechanical $31.00 Clothes dryer exhaust 1 $13.00 Range hood/other kitchen equipment 1 $19.00 Ventilation fan connected to single duct 3 $39.00 Plan Review - Major, City 1 $251.00 Single Family Residence - Baths 3 $613.00 Address assignment - each new or change requested externally, per each 1 $54.00 SDC: Total Storm Administration Fee 51.64 $51.64 SDC: Total Sewer Administration Fee 343.56 $343.56 SDC: Total Transportation Administration Fee 190.09 $190.09 SDC: Total MWMC Administration Fee - Local 89.48 $89.48 SDC: Administrative Fee - MWMC Regional Wastewater SDC 10 $10.00 SDC: Improvement Cost - MWMC Regional Wastewater SDC 1620.85 $1,620.85 SDC: Reimbursement Cost - MWMC Regional Wastewater SDC 135.93 $135.93 SDC: Improvement - Transportation SDC 3611.72 $3,611.72 SDC: Reimbursement - Transportation SDC 190.06 $190.06 SDC: Improvement Cost - Local Wastewater 2267.73 $2,267.73 SDC: Reimbursement Cost - Local Wastewater 4603.5 $4,603.50 SDC: Improvement Cost - Storm Drainage 611.58 $611.58 SDC: Reimbursement Cost - Storm Drainage 421.25 $421.25 SDC: Compliance Cost - MWMC Regional Wastewater SDC 22.82 $22.82 Fire SDC - New Res Construction Sq Ft fee - enter sq ftg 1636 $98.16 Structural plan review fee $918.52 Structural building permit fee $1,413.10 Willamalane fees - Single Attached, per unit 1 $3,795.00 State of Oregon Surcharge - Plumb (12% of applicable fees) $73.56 State of Oregon Surcharge - Elec (12% of applicable fees) $30.96 State of Oregon Surcharge - Bldg (12% of applicable fees) $169.57 State of Oregon Surcharge - Mech (12% of applicable fees) $12.24 Total Fees: $22,139.80 Printed on: 1/9/20 Page 2 of 2 C:\myReports/reports//production/01 STANDARD SPRINGFIELD OREGON Web Address: www.springfield-or.gov Building Permit Residential 1 & 2 Fam Dwelling (New Only) Permit Number: 811-19-001731-DWL IVR Number: 811095116143 Permit Issued: January 09, 2020 TYPE OF WORK Category of Construction: Single Family Dwelling Submitted Job Value: $179,634.23 Type of Work: New City of Springfield Development and Public Works 225 Fifth Street Springfield, OR 97477 541-726-3753 Email Address: permitcenter@springfield-or.gov Description of Work: New Duplex (Parcel 3 - 1st Side) ]OB SITE INFORMATION Worksite Address Parcel Owner: RIVER HOUSING LLC 1142 R ST 1703261402501 Address: 7070 SW BAYLOR ST Springfield, OR 97477 PORTLAND, OR 97223 LICENSED PROFESSIONAL INFORMATION Business Name FINE QUALITY CONSTRUCTION INC - Primary License License Number Phone CCB 219324 541-729-9734 PENDING INSPECTIONS Permits expire if work is not started within 180 Days of issuance or if work is suspended for 180 Days or longer depending on the issuing agency's policy. All provisions of laws and ordinances governing this type of work will be complied 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 952-001-0010 through OAR 952-001-0090. You may obtain copies of the rules by calling the Center at (503) 232-1987. All persons or entities performing work under this permit are required to be licensed unless exempted by ORS 701.010 (Structural/ Mechanical), ORS 479.540 (Electrical), and ORS 693.010-020 (Plumbing). Printed on: 1/9/20 Page 1 of 4 C:\myReports/reports//production/OS STANDARD Permit Number: 811-19-001731-DWL Page 2 of 4 Inspection Inspection Group Inspection Status 2999 Final Mechanical 1_2 Famdwell Pending 3999 Final Plumbing 1_2 Famdwell Pending 4999 Final Electrical 1_2 Famdwell Pending 6300 On-site Stormwater Facility Public Works Pending 6301 On-site Stormwater Facility -Dig Out/Piping Public Works Pending 6302 On -Site Stormwater Facility -Soil and Public Works Pending Plantings 6303 Final On -Site Stormwater Facility Public Works Pending 1530 Exterior Shearwall 1_2 Famdwell Pending 1260 Framing 1_2 Famdwell Pending 2300 Rough Mechanical 1_2 Famdwell Pending 3170 Underfloor Plumbing 1_2 Famdwell Pending 4500 Rough Electrical 1_2 Famdwell Pending 1020 Zoning/Setbacks 1_2 Famdwell Pending 1090 Street Trees 1_2 Famdwell Pending 1110 Footing 1_2 Famdwell Pending 1120 Foundation 1_2 Famdwell Pending 1160 UFER Ground 1_2 Famdwell Pending 1220 Underfloor Framing/Post and Beam 1_2 Famdwell Pending 1410 Underfloor Insulation 1_2 Famdwell Pending 1430 Insulation Wall 1_2 Famdwell Pending 1440 Insulation Ceiling 1_2 Famdwell Pending 1520 Interior Shearwall 1_2 Famdwell Pending 1999 Final Building 1_2 Famdwell Pending 3200 Sanitary Sewer 1_2 Famdwell Pending 3300 Water Service 1_2 Famdwell Pending 3400 Storm Sewer 1_2 Famdwell Pending 3500 Rough Plumbing 1_2 Famdwell Pending 4000 Temporary Power Service 1_2 Famdwell Pending 4220 Electrical Service 1_2 Famdwell Pending 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. Schedule or track inspections at www.buildingpermits.oregon.gov Call or text the word "schedule" to 1-888-299-2821 use IVR number: 811095116143 Printed on: 1/9/20 Page 2 of 4 C:\myReports/reports//production/01 STANDARD Permit Number: 811-19-001731-DWL Page 3 of 4 Schedule using the Oregon ePermitting Inspection App, search "epermitting" in the app store PERMIT FEES Fee Description Quantity Fee Amount Residential wiring 1636 $258.00 Technology Fee $180.48 Balance of minimum permit fees - mechanical $31.00 Clothes dryer exhaust 1 $13.00 Range hood/other kitchen equipment 1 $19.00 Ventilation fan connected to single duct 2 $26.00 Ventilation fan connected to single duct 1 $13.00 Plan Review - Major, City 1 $251.00 Single Family Residence - Baths 3 $613.00 Address assignment - each new or change requested externally, per each 1 $54.00 SDC: Reimbursement - Transportation SDC 190.06 $190.06 SDC: Total MWMC Administration Fee - Local 89.48 $89.48 SDC: Total Transportation Administration Fee 190.09 $190.09 SDC: Total Sewer Administration Fee 343.56 $343.56 SDC: Total Storm Administration Fee 51.64 $51.64 SDC: Administrative Fee - MWMC Regional Wastewater SDC 10 $10.00 SDC: Compliance Cost - MWMC Regional Wastewater SDC 22.82 $22.82 SDC: Improvement Cost - MWMC Regional Wastewater SDC 1620.85 $1,620.85 SDC: Reimbursement Cost - Storm Drainage 421.25 $421.25 SDC: Improvement Cost - Storm Drainage 611.58 $611.58 SDC: Reimbursement Cost - Local Wastewater 4603.5 $4,603.50 SDC: Improvement Cost - Local Wastewater 2267.73 $2,267.73 SDC: Improvement - Transportation SDC 3611.72 $3,611.72 SDC: Reimbursement Cost - MWMC Regional Wastewater SDC 135.93 $135.93 Fire SDC - New Res Construction Sq Ft fee - enter sq ftg 1636 $98.16 Structural plan review fee $918.52 Structural building permit fee $1,413.10 Willamalane fees - Single Attached, per unit 1 $3,795.00 State of Oregon Surcharge - Mech (12% of applicable fees) $12.24 State of Oregon Surcharge - Bldg (12% of applicable fees) $169.57 State of Oregon Surcharge - Elec (12% of applicable fees) $30.96 State of Oregon Surcharge - Plumb (12% of applicable fees) $73.56 Total Fees: $22,139.80 VALUATION INFORMATION Printed on: 1/9/20 Page 3 of 4 C:\myReports/reports//production/01 STANDARD Permit Number: 811-19-001731-DWL Page 4 of 4 Construction Type Occupancy Type Unit Amount Unit Unit Cost Job Value VB R-3 1 & 2 family 1,367.00 Sq Ft $122.46 $167,402.82 VB U Utility, misc. 233.00 Sq Ft $48.73 $11,354.09 VB U Utility, misc. - 36.00 Sq Ft $24.37 $877.32 half rate Total Job Value: $179,634.23 Printed on: 1/9/20 Page 4 of 4 C:\myReports/reports//production/01 STANDARD P4,rL-C�L-- 3 Structural Permit Application CITY OF OREGON 225 Fifth Street ♦ Springfield, OR 97477 ♦ PH(541)726-3753 ♦ FAX(541)726-3689 SPRINGFIELD OftEG�N DEPARTINENT;USE OMLY Permit no.: 19- 1-73 Z. - Date: -] Z9 f This permit is issued under OAR 918460-0030. Permits expire if work is not started within 180 days of issuance or if work is suspended for 180 days. LOCi4La11ERNIIIIENT APPRONAI. j Mechanical This project has final land -use appro *]RACT ft -IN ORNMI OW. . val. Signature: Date: This project has DEQ approval. Signature: Date: Zoning approval verified: ❑ Yes ❑ No Property is within flood plain: ❑ Yes ❑ No CATS CQRY OF = CbNS3RtCTaON [Ej Residential ❑ Government ❑ Commercial J©B SITE INFORINFATION►dD LCAN10 Y Job site address: 'fir e n, i City: State: CD r^ ZIP: 7 Subdivision: Lot no.: Reference: Taxlot: PROPERTY OWNER Name: S ir-) Lt I- Address:p'] t'� S . W > • J�. Lor City: State: C>r ZIP: 9 Phone..r cj 0 - ? L, 5 J I Fax: - - E-mail: DecN 9, Gn sy Pr e-yk cZ e M Building Owner or Owner's ager thorizing this application: Sign here: . _ ❑ This installation is being made on resid warm property owned by me or a member of my immediate family, and is exempt from licensing requirements under ORS 701.010. C N,*RAC R 4jf ,�ALt 4TlObl - , rC Business name: FJ t.1 U L�'T Ot S 3 f �CTIv Address: "I S;-� City: Sr, W �.Q,LL1 State: 01' ZIP: 97Ll Pho --Hl-- 9 - Fax: - - E-mail: i G -O CCB license no.: Print name. " i nJ Signature *]RACT ft -IN ORNMI OW. . Name CCB License # Phone Electrical Occupancy Plumbing Square feet: Last edited 5-5-2019 Wones Z-1 W, FEE .SCKEDt1LE 1 �, 8�1[il�lQIIlIIfOr_ lllatiOII �• � - (a) Job description: Wex. J Occupancy Construction type: Square feet: Cost per square foot: Other information: Type of Heat: Energy Path: Z I A ❑ new ❑alteration ❑ addition (b) Foundation -only permit? ❑ Yes ❑ No Total valuation: �2. BST ,,•;` ,. �.' ..� �� �.�..�vF�.. -': � �.:` (a) Permit fee (use valuation table): $ (b) Investigative fee (equal to [2a]): $ (c) Reinspection ($ per hour): (number of hours x fee per hour) $ (d) Enter 12% surcharge (.12 x [2a+2b+2c]): $ (e) Subtotal of fees above (2a through 2d): $ _ (a) Plan review (65% x permit fee [2a]): $ (b) Fire and life safety (65% x permit fee [2a]): $ (c) Subtotal of fees above (3a and 3b): $ 41VTiscellan�ousfees �- . (a) Seismic fee, 1%(.01 x permit fee [2a]): $ (b) Tech fee, 5% (.05 x permit fee[2a]+PR fee [3c]) $ DOTAL fees and surcharges (2e+3c+4a+b): $ II= �vV ^" �41A L 01 Structural Permit Application CITY OF •• OREGON 225 Fifth Street ♦ Springfield, OR 97477 ♦ PH(541)726-3753 ♦ FAX(541)726-3689 SPRINGFIELD 6REGON Permit no.: Date: -7 This permit is issued under OAR 918460-0030. Permits expire if work is not started within 180 days of issuance or if work is suspended for 180 days. O�CO►i, �COERl+1�II1E17 1�►3YAL This project has final land -use approval. Signature: Date: This project has DEQ approval. Signature: Date: Zoning approval verified: ❑ Yes ❑ No Property is within flood plain: ❑ Yes ❑ No Name Residential ❑ Government ❑ Commercial .i�B..3• i 1�FlAAiQ%'��10M� M.. Job site address: V) I L4gA Q-) City: S v J,0,1I a.L, d State: d r ZIP: ` 7 Subdivision: Lot no.: Reference: Taxlot: 7'ir�'QWNER yR yt Name: 1 Y G^r S l tv aT- • 1. Address: ©'� S . W , A,� Lor City: Q Y i 1a,., ' State: C>r- ZIP: q Phone.G C-) - `7 (� 5 Fax: - - E-mail: a cs. N @., Go t-� Building Owner or Owner's ag thorizing this application: Sign here: ❑ This installation is being made on resid arm property owned by me or a member of my immediate family, and is exempt from licensing requirements under ORS 701.010. z � r iN C R Yi 0�1 S � Business name: F5 ti 1p- u Ca L-vr C,ot-5-rro\GT'1v Address: L.9 L, Li City: S r: war-C,c1 State: Or ZIP: 9-) Phon 'S V -[ - Fax: - - E-mail: F1 grv, CCB license no.: Print name: I rJ - Sign mm (a) Job description: t jex--) DU Name CCB License # Phone Electrical Other information: Type of Heat: Plumbing ❑ new ❑alteration ❑ addition (b) Foundation -only permit? ❑ Yes ❑ No Last edited 5-5-2019 BJones -T, a3 7A ivnecnamcat f►Od (a) Job description: t jex--) DU Occupancy Construction type: Square feet: Cost per square foot: Other information: Type of Heat: Energy Path: Z I A ❑ new ❑alteration ❑ addition (b) Foundation -only permit? ❑ Yes ❑ No Total valuation: $ 1 (a) Permit fee (use valuation table): $ (b) Investigative fee (equal to [2a]): $ (c) Reinspection ($ per hour): (number of hours x fee per hour) $ (d) Enter 12% surcharge (.12 x [2a+2b+2c]): $ (e) Subtotal of fees above (2a through 2d): $ (a) Plan review (65% x permit fee [2a]): $ ' (b) Fire and life safety (65% x permit fee [2a]): $ (c) Subtotal of fees above (3a and 3b): $ .: -- .. u. � FO%'11xta�� ;' ..y .§Y � -zs PLr ....... W n, tl< ::.F.. Y' w Y.. n.._S • J &: (a) Seismic fee, 1% (01 x permit fee [2a]): $ (b) Tech fee, 5% (.05 x permit fee[2a]+PR fee [3c]) $ DOTAL fees and surcharges (2e+3c+4a+b): $ Cannot k L Structural Permit Application 225 Fifth Street ♦ Springfield, OR 97477 ♦ PH(541)726-3753 ♦ FAX(541)726-3689 SPRINGFIELD. 6REGON [IEP�1RT�lAENT U�E�3!N;LY Permit no.: Date: 7 Z9 1 This permit is issued under OAR 918-460-0030. Permits expire if work is not started within 180 days of issuance or if work is suspended for 180 days. �OCAt;�ON�R;t�ME1�73'$ ;i'►1P1;31��►i� This project has final land -use approval. Signature: Date: This project has DEQ approval. Signature: Date: Zoning approval verified: ❑ Yes ❑ No Property is within flood plain: ❑ Yes ❑ No OR OF 'COII1STR[C(N ® Residential ❑ Government ❑ Commercial .h n <1�B�I102#pID4Tt�N. . Job site address: City: Jr v j w � -(�I Q L d State: C] Y ZIP: Subdivision: 1 Lot no.: Reference: Taxlot: - • s � : tx i�RDP,.ER�f-�1111N� - �.: ' Name: R VV &r- ~j of ' s i N L ,1, Address: 7 ©-7 D S. W A i -o r City: r i LA+3 State: C>,- ZIP: q Phone{SG3 0 - '7 6 5 0 Fax: - - E-mail: Q ck N e, Cory .CQ /r Building Owner or Owner's ag thorizing this application: Sign here: ❑ This installation is being made on resi arm property owned by me or a member of my immediate family, and is exempt from licensing requirements under ORS *STXU- JA Business name: E) +d b•!a �i"r C oN S3 r�GT�v Address: 6 City: r Wc1 State: 0cf ZIP: 9 7 Pho 1A I- - 5 Fax: - - E-mail: gN. CCB license no.: Print name: y rJ Signator Last edited 5-5-2019 BJones Z-7 a3 719 Mechanical Name CCB License # Phone Electrical Occupancy Plumbing Square feet: Last edited 5-5-2019 BJones Z-7 a3 719 Mechanical t , 777 1 Vaivatson,orima%nZ� 4 (a) Job description: jJex-J' �DU �-R— Occupancy Construction type: Square feet: Cost per square foot: Other information: Type of Heat: Energy Path: 2 / A ❑ new []alteration ❑ addition (b) Foundation -only permit? ❑ Yes ❑ No Total valuation: $ ��••�� ppy,,.�9y, .3 y+'�. +iia. �"+ � 4. (a) Permit fee (use valuation table): I $ (b) Investigative fee (equal to [2a]): $ (c) Reinspection ($ per hour): (number of hours x fee per hour) $ (d) Enter 12% surcharge (.12 x [2a+2b+2c]): $ (e) Subtotal of fees above (2a through 2d): $ (a) Plan review (65% x permit fee [2a]): $ (b) Fire and life safety (65% x permit fee [2a]): $ (c) Subtotal of fees above (3a and 3b): $ A4-Cdl TM Yt"° f- [L�5'I� $��f^'!kf � :i Y' .... i, f Fs.. i e4. • 9.. . v"v-.: (a) Seismic fee, 1% (.01 x permit fee [2a]): $ (b) Tech fee, 5% (.05 x permit fee[2a]+PR fee [3c]) $ DOTAL fees and surcharges (2e+3c+4a+b): $ 'A ply � , � �L ` ��. �� (3L-C>c d V--- i lS L Structural Permit Application SPRINGFIELDCITY �r,�Y OF i • ' +DItEPermit no.: 225 Fifth Street ♦ Springfield, OR 97477 ♦ PH(541)726-3753 ♦ FAX(541)726-3689 GON -101 Date: -7 2-9 1 This permit is issued under OAR 918460-0030. Permits expire if work is not started within 180 days of issuance or if work is suspended for 180 days. Name CCB License # Phone Electrical Plumbing Last edited 5-5-2019 BJones SAI 719 Mechanical This project has final land -use approval. Signature: This project has DEQ approval. Signature: Date: Date: Zoning approval verified: ❑ Yes ❑ No Property is within flood plain: ❑ Yes ❑ No Crfi CSlil" Ofi11+CC�I Residential ❑ Govemment ❑ Commercial Job site address: 11 L4Q - IF, 1-r o� City: S v .� �� Q,t, d State: C!'_> r • ZIP: 7 Subdivision: I Lot no.: Reference: Taxlot: a ` Name: R \Ye,r -1 s ),-1 >_ , 1, Address: 7 c) -7,D S . W , City: -ri LP, -, State: C) -r- ZIP: cl Phone-Gui 0- '16,5 2 Fax: - - E-mail: ea. N e, C,o r Rr e -y ie,5 h'\ Building Owner or Owner's ag I thorizing this application: Sign here: ❑ This installation is being made on resid arm property owned by me or a member of my immediate family, and is exempt from licensing requirements under ORS 701.010. a Wy -W1'4z Business name: U.� L� ► C �t�S1'r�C ��v Address:. Lfl City: State: (of ZIP: 9 7 Pho j- `3 Fax: - - E-mail: i'oM CCB license no.: Print name: N i r`1 Signature - Name CCB License # Phone Electrical Plumbing Last edited 5-5-2019 BJones SAI 719 Mechanical (a) Job description: WQ,�_J �DU ' e Occupancy Construction type. Square feet: Cost per square foot: Other information: Type of Heat: Energy Path: Z /-A ❑ new []alteration ❑ addition (b) Foundation -only permit? ❑ Yes ❑ No Total valuation: $ (a) Pemzit fee (use valuation table): $ (b) Investigative fee (equal to [2a]): (c) Reinspection ($ per hour): (number of hours x fee per hour) $ $ (d) Enter 12% surcharge (.12 x [2a+2b+2c]): $ (e) Subtotal of fees above (2a through 2d): $ - (a) Plan review (65% x permit fee [2a]): $ (b) Fire and life safety (65% x permit fee [2a]): $ (c) Subtotal of fees above (3a and 3b): $ l s ato + >: d:a�ira'.nx ��. �.,�1TE`4 SYv`..v2'r-( (a) Seismic fee, 1% (.01 x permit fee [2a]): $ (b) Tech fee, 5% (.05 x permit fee[2a]+PR fee [3c]) $ TOTAL fees and surcharges (2e+3c+4a+b): $ fk **bL - 1�11141 4V�rNl r441��R (3iQc d ►L i C S L Electrical Permit A plicatlonDEPARTMENT USE ONLY srarto�re9k� -, r. �, 225 Fifth Street* Springfield, OR97477*Pg(1)726;3753,#FAX(541)7I6r3699 Date: t 13 This perrtut is asued under ()AR 918409-0000. Ferning are nontransferable. Permits expire if work is not started within 180 days of issuance or if work Wsuspeladed for ISO days, verged? ❑ Yes Ll No EGORY.OF CONST.RUCTtOt4 i <ictverntxtent j -- El CoinM4 Job site address: )�' ` t" =-i City;, State: iP. '" " R.efercttce: 'Taxlot.: -- — _--- _ OESCRJPTtON OF WORK FES SCHEDULE Ai r of 11 itisi Cost ` Total , _ . (i Qty. est. Cast --� imidentlal, per unit, service included; PROPERTY OWNER Nath®; Cyr Address: [D-7 U _ S city: v ' s a l ."stag: ..,r !'ZIP;F—Pv O. iz e-6 4 )1 f . o - Fax., _ This irttrtz -.tion is being; made an reaideratial yr farm property OWned by its or a member 4f my immediate fami.l) 'Chis Property�is not. ntonded for sale„ exchange, lease, or rent. OA.R. 479.540{ l) and 479.560(1),. ^CONTRACTOR INSTALLATION Business name. ,[ W_4 E s c., lr„ t tE: Address: City: 3 ' Stmt. Q Z1012?6 1'hone&;� :..471 Fax: - E-mail:Gpna4- CCB license no.; lit 0 (icextse na.; Signing supercisor's license no.: Print name. of signing; supervisor; Tca' c:l Signature of signing supervisor; t I Ll z /?-00 1-731 11Nq f? 19—oto )---�-3Z Last edited 71112,19 Wones 1,000 sq. A- or less (4) S1$6.00 $ 11ach additional 560 sq. ft. or por0an thermf $. 5,36:00 $ Li:mited.energy (2) $ S44.00 S Each maimfas:tured .!iniac or m dula.r dwellrns service or fooder (2)) $ $89.00 S Services or feeders-. instollation, alrer7arion, refacurcor€ 200 amps or less (2) 5112:00 $ 201 to 400 amps 0j 5131.00 $. 401 to 600 maps (2) $ 601 to LOW amps (2) $285.119 $ Ovur 1,400 amps or volts (2) $654M $ Recount only (2) S89.t10 $ 'em"tary services or feeders; ins ullatipaa, altetviiaarr, relocation 200 amps or less (2) $89..00 S 201- to 400 amps (2) $122.0.0 $ 401 to 500 amps (2) Dyert00omps or 1,000 volts, sec services or feeders section above Branch circuits, rt�st, aalteratirrrr; extension Per poijet a. Pec far branch circuits with purchor a of a service or feeder fee: Each brunch circuit Sl1.00 $ 0. Fee for branch cimtrrts without purchase ofe service or feeder lbe: First branoh.circuit. (21) $39.00 $ Each addaitiona.!'branch vircciit W 58,00 Miscellaneous fees $PtVIr:u ear {eCalct nit tirGlital8dl Each punip or irrigation circle (2)� S$9.00 S Each sigh or outhao lighting (2) $BA:Qtr $ Signal circuit or a limited-cnergy panel, attantion, or extension (2) 584:00 - 5 Eaeb a itiion4t ira�g—Odd me"} SiGM S D ARTMENT USE (A) .Enter,,ubtotal of abovsr fees S (Minirttorn Perniftree sloz.00) (B) E.ntor 12 Vo surchme 4; iM )r [Aj) (C) Technolugy Pee (Mv of [A]) $ TOTAL fees and surcharges (Ar through D): $ Electrical Permit Application I CI TY OF SPRING.F1 FoLD9 OREGON j I Penrift no.: 225 Fifth $treetsSpr@ti$ old,OR97477*PRI¢r,41)72b•3753*FAX( 1)726-3689 WkwN This permit is issued under QA. t 918-309-0090. Permits art ttantrart Fera lt'. Fermits expire if weak is not storted`witbin 160 days of. issuance or itwork is susreudt3d for 18U days, I t L4 2. S -t /'?-OD -73 1 11NL4 c,+• 19-00)1-32- Last etfited 71112i1f9 ajones 1tta4t �firtslr z �t r 1 .. . CQ41t° eft... t'09t Residential, per tutit, serviceinrluded: I,00D sq. P. or Deus (4)' S#.OS.tid S Lacer additional 5001 sq. A. or portlnti $36A g36 $thereof Lirnifed cmergy (z) 144;00 $ gacl3 manufacturedhome or modular dwelling service or foedj (2) 199.90 S Servlm or feetter s; InstafiWom 4rho rtion, rd"a..rion 200 &rtrps or ices 0211 MOD ±i 201. to 400 anrps (2) 5.331,00 $ 401 to 600 amps (2) 601 to l ,0i1@ amps (2) $05,00 $ Over 1,000 arnps or volts (2) �b54,g9 RccoMeet onty (2) 389.99 $ Tetnp4r mT services or feedem, M#allatigrg AWM#011, relaralfon 200 amps or leas (2) 201 to 400 a'nt's (2)' 5322.I1t) $ 401 to 600 amps (Z) 5I77.00 Over 600 amps or .1,00 volts, sec services or feeders Section above flrauelt cireults: trete:. alteratjion; Ytcnsr'vtr per tc�1 a. Foe -for branch cu -nits with purchase of a aervio or feeder fee: Each branch circuit S&M $ h. peer for bmhch Circuits without pumbase of ii sa ice or fonder fee: Fust branch circuit. (2) 3ft9.00 $ Each, additional branch circuit _ SfI.00 141lsecllaneous tees., scrvke dr,fwder not encluded Laeh p0tnp or i:tr,gatinil circle (2) 589.90 S E -,h sign or outline ligii*w (2) Signal circuit or it limitcdwcnergy panel, alterati© or extensipn (2) S89.tW $ JEW addition; e :;{l) 5t62.t►o $ DEPARTMENT M, (A) .Entersubtotalofabove tees $ (mittirttum Permit P". S1:07 00) (8) Ebtor I No surcharge (12 x [A)) $ (C) Techoology Fce. (Mri Of [Rj) $ To i`AL frees and Surcharges (>;, through )$ JOURNAL OR JOB NUMBER: NAME OR COMPANY: LOCATION: TAX LOT NUMBER: DEVELOPMENT TYPE: NEW DWELLING UNITS IMPERVIOUS AREA CITY OF SPRINGFIELD SYSTEMS DEVELOPMENT WORKSHEET 19-001731-DWL & 19-001732-DWL River Housing LLC 1142 & 1144 R St. 0 Residence BUILDING SIZE (SF) -7--F1834 LOT SIZE MAX 45% 1 37% 1 MAX C 1. STORM DRAINAGE 1054 A. REIMBURSEMENT COST: 1055 _ $22.82 DIRECT RUNOFF TO CITY STORM SYSTEM x COST PER FEU _ $10.00 1 $135.93 B. IMPROVEMENT COST: NUMBER OF FEU s x A. REIMBURSEMENT COST 1 AREA DRAINING TO 1 $1,620.85 :77d C. COMPLJANCE COST: IMPERVIOUS S.F. x COST PER S.F. x DRYWELL CHARGE 1 $22.82 1399.50 MWMC ADMINISTRATIVE FEE $0.301 = 0 $421.25 721.25 B. IMPROVEMENT COST IMPERVIOUS S.F. x COST PER S.F. CHARGE 1399.50 $0.437 = 0 $611.58 r $611.58 ITEM 1 TOTAL - STORM DRAINAGE SDC $1,032.83 2. SANITARY SEWER - CITY A. REIMBURSEMENT COST: NUMBER OF DFVs x COST PER DFU 27 $170.50 = $4,603.50 B. IMPROVEMENT COST: NUMBER OF DFU's x COST PER DFU 27 583.99 = $2,267.73 ITEM 2 TOTAL - CITY SANITARY SEWER SDC = $6,871.23 A O U P4 1091 1092 3. TRANSPORTATION A. REIMBURSEMENT COST: ADT TRIP RATE x NUMBER OF UNITS x COST PER TRIP x NEW TRIP FACTOR 9.57 1 19.86 1.00 = $190.06 1093 B. IMPROVEMENT COST: ADT TRIP RATEx NUMBER OF UNITS x COST PER TRIP x NEW TRIP FACTOR 9.57 1 $377.40 1.00 = $3,611.72 1094 ITEM 3 TOTAL - TRANSPORTATION SDC = $3,801.78 4. SANITARY SEWER - MWMC 1054 A. REIMBURSEMENT COST: 1055 _ $22.82 NUMBER OF FEVs x COST PER FEU _ $10.00 1 $135.93 B. IMPROVEMENT COST: NUMBER OF FEU s x I COST PER FEU 1 1 $1,620.85 :77d C. COMPLJANCE COST: NUMBER OF FEU's x COST PER FEU 1 1 $22.82 MWMC CREDIT IF APPLICABLE (SEE REVERSE) MWMC ADMINISTRATIVE FEE ITEM 4 TOTAL - MWMC SANITARY SEWER SDC _ 1 $1,789.60 SUBTOTAL (ADD ITEMS 1, 2, 3, & 4) _ 1 $13,495.44 5. ADMINISTRATIVE FEE: SUBTOTAL x I ADM. FEE RATE = CHARGE $13,495.44 5% $674.78 TOTAL STORM ADMINISTRATION FEE TOTAL SEWER ADMINISTRATION FEE: TOTAL TRANSPORTATION ADMINISTRATION FEE: TOTAL MWMC ADMINISTRATION FEE - LOCAL TOTAL SDC CHARGES PREPARED BY Steven Petersen DATE 11/18/2019 _ $135.93 1054 _ $1,620.85 1055 _ $22.82 _ $0.00 1054 _ $10.00 1056 $51.64 343.56 $190.09 $89.48 $14,170.22 ublic Works Engineering 25 Fifth Street pringfield, Oregon 97477 hone: (541) 736-1037 (541)726-5931 ax: (541)736-1021 ;Ingle Family Dwelling (Short Form) :,and and Drainage Alteration PERMIT ��teermit Issned ?ERNIIT NUMBER g 0 -.19) Oo� 5 — - . BUILDING PERMIT Site Address�-�e-T— Springfield, Oregon Subdivision _ Lot Assessor's Map 7 g.%��I T. Lot (DZ O 7- (::�Z-er4 Re,M) H 3-rcN Applicant Name: R ty e,,- )4e�..s i ^�cr l - ddress: Z)S i TT City: 'Po V cj State: C)r Zip:7 as Phone: 541 -S -Pi- '931'F -Mail Owner Name: S r -b M Address: City: _ State: Zip: Phone: Email Contractor Name: YON 5 ) N �_ _Address:��� t-� s ' City: ,r)�) Q. State: �w Zip: 9?' (j 4R_ Phone��'i b7o2i gl3mai1 i' ► e- p� �-LC �� r� +� �L . C R-, 7aq,973L� Mobile Phone: I! f -13 Li — FIELD CONDITION CHECK -OFF: DRALNAGEWAY OR SWALE ❑ YES ® NO * HILLSIDE DEVELOPMENT ❑ 'YES C9 NO 0' WETLAND ❑YES 0 NO • FLOOD PLAINT ❑ YES ER NO i DISTURBANCE ONE ACRE OR GREATER ❑ YES ® NO This permit will not be valid until the site has passed an initial inspection. Any earthwork conducted prior to the issuance of a LDAP placard is a violation of this permit and is subject to enforcement action. A placard validating earthwork will be presented when a City Inspector determines that the appropriate measures are correctly installed. Call (541)726-5849 to schedule your inspection. This permit and placard must remain on-site at all times until a LDAP final inspection has occurred. The placard is to be displayed in a location that is readable from the street and is to be removed only by the City of Springfield upon final inspection. DRAINAGE FIXTURE UNIT (DFU) CALCULATION TABLE NUMBER OF NEW FIXTURES x UNIT EQUIVALENT = DRAINAGE FIXTURE UNITS (NOTE: FOR REMODELS, CALCULATE ONLY THE NET ADDITIONAL FIXTURES FIXTURE TYPE NO. OF FIXTURES UNIT NEW OLD EQUIVALENT DRAINAGE FIXTURE UNITS BATHTUB 2 0 3 = 6 DRINKING FOUNTAIN 0 0 1 = 0 FLOOR DRAIN 0 0 3 = 0 INTERCEPTORS FOR GREASE / OIL / SOLIDS / ETC. 0 0 3 = 0 INTERCEPTORS FOR SAND / AUTO WASH / ETC. 0 0 6 = 0 LAUNDRY TUB 0 0 2 = 0 CLOTHESWASHER / MOP SINK 1 0 3 = 3 CLOTHESWASHER - 3 OR MORE (EA) 0 0 6 = 0 MOBILE HOME PARK TRAP ( 1 PER TRAILER) 0 0 12 = 0 RECEPTOR FOR REFRIG / WATER STATION / ETC. 0 0 1 = 0 RECEPTOR FOR COM. SINK / DISHWASHER / ETC. 1 0 3 = 3 SHOWER, SINGLE STALL 0 0 2 = 0 SHOWER, GANG (NUMBER OF HEADS) 0 0 2 = 0 SINK: COMMERCIAL/RESIDENTIAL KITCHEN 1 0 3 = 3 SINK: COMMERCIAL BAR 0 0 2 = 0 SINK: WASH BASIN/DOUBLE LAVATORY 0 0 2 = 0 5INK: SINGLE LAVATORY/RESIDENTIAL BAR 3 0 1 = 3 URINAL_. STALL / WALL 0 0 5 = 0 TOILET, PUBLIC INSTALLATION' 0 0 6 1= 0 TOILET, PRIVATE INSTALLATION 3 0 3 = 9 MISCELLANEOUS DFU TYPE NUMBER OF EDU'S 20 = TOTAL DRAINAGE FIXTURE UNITS *EDU (Equivalent Dwelling Unit) is a discharge equivalent to a single family dwelling unit (20 DFU s) set at 167 gallons per day 0 27 MWMC CREDIT CALCULATION TABLE: BASED ON COUNTY ASSESSED VALUE YEAR ANNEXED CREDIT RATE/$1,000 ASSESSED VALUE $5.29 $5.29 $5.19 $5.12 $4.98 $4.80 $4.63 $4.40 $4.07 $3.67 $3.22 $2.73 $2.25 $1.80 $1.59 $1.45 $1.25 $1.09 $0.92 $0.72 $0.48 $0.28 $0.09 $0.05 IS LAND ELGIBLE FOR ANNEXATION CREDIT? 2 (Enter 1 for Yes, 2 for No) IS IMPROVEMENT ELGIBLE FOR ANNEX. CREDIT? 2 (Enter 1 for Yes, 2 for No) BASE YEAR 1979 CREDIT FOR LAND (IF APPLICABLE) VALUE / 1000 CREDIT RATE $0.00 x $5.29 = $0.00 CREDIT FOR IMPROVEMENT (IF AFTER ANNEXATION) VALUE/ 1000 CREDIT RATE $0.00 x $5.29 = 0 TOTAL MWMC CREDIT = $0.00 BEFORE 1979 1979 1980 1981 1982 1983 1984 1985 1986 1987 1988 1989 1990 1991 1992 1993 1994 1995 1996 1997 1998 1999 2000 2001 225 FIFTH STREET SPRINGFIELD, OR 97477 PH: (541)726-3753 FAX: (541) 726-3689 Public Works and Develo mento Supplemental Submittal Form Date : Lj j 5i'itINGF1kIL.L3 - mAliESaA�+i To Staff Member: i r) R F1 Y -- From : C; L2A,-) RE,lh j N -'x'<),ND Contact Phone Number: rJ y 1 g 3a� Permit Number/Journal Number: Project Address:- 1°�-�0(�3l Description of Submittal Material: - - Hi Katrina, The city issued us a permit on 1130 and 1132 R street with the these changes: 1: Change the roof to a Hip roof for solar setbacks 2: Move the building back 6 feet because eve's were to close to rain garden. These are. the changes from the original plans submitted. I put this on the attached supplemental form. Let me know if there is anything else I need to provide. Thank you, Glen Instructions for City Staff: Pt- t7ce, ,s -C"r u� N ev M►1 Accepted By: T Ki ] (D \ ( £ k � � 0 k ul -M k M ■ CL k A 0 M -4 w E A: \ k J � i a p CD C Q Q 2\0 ® CLIRtLa g f - §�2�/ k /CL \ c mink F,) =e 0 o §k 2 - � w # / -4 ? c (D ca k A 0 M -4 w j E A: \ 2 3 � i a p CD C Q Q 2\0 ® g f - §�2�/ k 7\§KƒCD c Q a § 0 o C - � w # co -4 c (D ca CA) V _ j E A: \ 2 3 � i a p /\\§- 2\0 7NJ=n - §�2�/ k 7\§KƒCD 0 m CD cncn m 7 N 9 C3 m m t0 m N Z C N y CO 7 m COoyi � o CD 3 CL O w C Ci C.n m J Ln CL O ❑ C Q � 3 d y C O M. N m 0 cn v CD n n m 41 p a 0 � w C CD G) � c� m g fD m m 3 0 N C, n O CD o M O n O N CD (J1 !D Cb O N O W O C CD 4.9 1D cooDf 3 N 7 3 ,. CD D 0 c T W. fa C O O 90 90 OD QD O N N » CD N .0 O1 CL vg O I — y n m y in CD CIS 00 as n w m O y Q 0 R1 Z O CD Ncoo r- m '•. CJIf O < Q CDto Z :' -�L TAT V/ r eD 7 f0 C CD OL O M co 4 V V CD CIS 00 CD a Z O v r- C '•. CDto w 3 r eD w JOHN GODLEY- WITHERS LUMBER COLES CONSTRUCTION J1 se MAIN LEVEL LPI 18 9.500" - PASSED �' 61 D. Fir 2 D. F1T 23' Member Information •••••• Client: SOLID STA RTlAddress: Wind DESIGN SOFTWARE JOHN GODLEY- WITHERS LUMBER COLES CONSTRUCTION J1 se MAIN LEVEL LPI 18 9.500" - PASSED �' 61 D. Fir 2 D. F1T 23' Member Information •••••• Type: Joist Wind Application: Floor Spacing: 24" o.c. 0 Design Method: ASD Moisture Condition: Dry Analysis Results Building Code: IBC/IRC 2015 Deflection LL: 480 Neg Moment -1680 ft -1b 11'5" Load Sharing: No Deflection TL: 360 Shear 744 Ib 11'5" Deck: 23/32 APA Rated Sturd- Importance: Normal TL Deft inch 0.171 (1_/806) 17'5 13/16" 0.383 (L/360) 0.450(45%) D+L I-FloorOSB Nailed and •• • 1 Provide restraint at supports to ensure lateral stability. 2 Dead Load Deflection: Instant = 0.030", Long Term = 0.045" Glued Temperature: Temp <= 100aF •••••• General Load Wind Const Floor Live: 40 PSF 0 0 Dead: 12 PSF 0 0 Analysis Results 0 Analysis Actual Location Allowed Capacity Comb. Neg Moment -1680 ft -1b 11'5" 2365 ft -Ib 0.710(71%) D+L POS Moment 1231 ftab 18'5/8" 2365 ft Ib 0.521(52%) D+L Shear 744 Ib 11'5" 1130 Ib 0.658 (66%) D+L LL Defl inch 0.141 (1_/978) 17'5" 0.288 (L/480) 0.490(49%) L TL Deft inch 0.171 (1_/806) 17'5 13/16" 0.383 (L/360) 0.450(45%) D+L Design Notes •• • 1 Provide restraint at supports to ensure lateral stability. 2 Dead Load Deflection: Instant = 0.030", Long Term = 0.045" 3 Bottom flange must be laterally braced at a maximum of 47" o.c. ID Load Type Location Trib Width Dead 0.9 1 Uniform 2-0-0 12 PSF Case LL _L LL _L _L Date: 4/26/2018 Page 1 of 6 Designer: AMEER HASHASH Job Name: LOT 1 -ACADEMY STREET Project #: IWP21179 Level: MAIN LEVEL 11/2 3 D. Fir i 11'7" L '21/2" Reactions PATTERNED Ib (Uplift) •••••• Brg Live Dead Snow Wind Const 1 412(-41) 107 0 0 0 2 1123 337 0 0 0 3 412(-44) 108 0 0 0 Bearings •••••• ••••• Bearing Length Cap. React D/L Ib Total Ld. Case Ld. Comb. 1 - D. Fir 3.000" 54% 105/409 513 L_ D+L 2 - D. Fir 3.500" 75% 341/1137 1478 LL D+L 3 - D. Fir 1.750" 58946 106/408 515 L D+L Notes Manufacturer info International Wood Products 14421 SE 98th Court, Oregon This component analysis is based an the loads, Louisiana-Pacific Corp USA geometry and other conditions as entered by the user 414 Union Street, Suite 2000 97015 and listed in this report. The user is responsible to Nashville, TN 37219 (503)742-8689 ensure the accuracy of the input and the applicability to \ the actual conditions or the structure for which this (888) 820-0325 component is intended. This analysis is valid only for the www.lpcorp.com Product listed. APA: PR -1_238, ICC -ES: ESR -1305, copyright 2016 All rights reserved by Louisiana Pacific LADBS: RR -25099, Florida: FL15401 it carp. 414 Union St Suite 2000, Nashville, TN 37219 This design Is valid until 77�� 6/30/2018 ternational Wood Iloduc LP Solid Start Design Version 3.0.03 (Build 18.11.048) Powered by i5truct- •••••• ••••• ••• Live 1 Snow 1.15 Wind 1.6 Const. 1.25 Comments""' • •• •• ••••• • •. 40 PSF 0 PSF 0 PSF 0 jSF • • • •••••• •• • •• • • • • •• •• • • • •••••• •••••• •••• • • • •• •• •••••• Notes Manufacturer info International Wood Products 14421 SE 98th Court, Oregon This component analysis is based an the loads, Louisiana-Pacific Corp USA geometry and other conditions as entered by the user 414 Union Street, Suite 2000 97015 and listed in this report. The user is responsible to Nashville, TN 37219 (503)742-8689 ensure the accuracy of the input and the applicability to \ the actual conditions or the structure for which this (888) 820-0325 component is intended. This analysis is valid only for the www.lpcorp.com Product listed. APA: PR -1_238, ICC -ES: ESR -1305, copyright 2016 All rights reserved by Louisiana Pacific LADBS: RR -25099, Florida: FL15401 it carp. 414 Union St Suite 2000, Nashville, TN 37219 This design Is valid until 77�� 6/30/2018 ternational Wood Iloduc LP Solid Start Design Version 3.0.03 (Build 18.11.048) Powered by i5truct- r Client: SOLI OSTART®Project. OESIGNSOFTWARE Address: J2 as MAIN LEVEL LPI 18 JOHN GOOLEY- WITHERS LUMBER Date: 4/26/2018 Page 2 of 6 COLES CONSTRUCTION Designer: AMEER HASHASH Job Name: LOT 1 -ACADEMY STREET Project #: IWP21179 9.500" - PASSED Level: MAIN LEVEL LM 1 D. Fir 2 0- Fir 21'7" ember information Type: Joist Allowed Application: Floor Spacing: 24" o.c. 2365 ft -Ib Design Method: ASD Moisture Condition: Dry 2365 ft -Ib Building Code: IBC/IRC 2015 Deflection LL: 480 1130 Ib Load Sharing: No Deflection TL: 360 0.281 (U480) Deck: 23/32 APA Rated Sturd- Importance: Normal 0.374 (1-/360) 0.420(42%) D+L I-FloorOSB Nailed and 0000 APA: PR -1_238, ICC -ES: ESR -1305, •• •• Glued Temperature: Temp <= 100"F General Load Floor Live: 40 PSF Dead: 12 PSF Analysis Results Analysis Actual Location Allowed Capacity Comb. Case Neg Moment -1489 ft -Ib 11'5" 2365 ft -Ib 0.630(63%) D+L LL Pos Moment 1174 ft -Ib 4'11 1/4" 2365 ft -Ib 0.496(50%) D+L L_ Shear 717 Ib 11'5" 1130 Ib 0.634(63%) D+L LL LL Defl inch 0.128 (U1051) 5'6 5/8" 0.281 (U480) 0.460(46%) L L_ TL DO inch 0.158 (U854) 5'6" 0.374 (1-/360) 0.420(42%) D+L L_ Design Notes 1 Provide restraint at supports to ensure lateral stability. 2 Dead Load Deflection: Instant = 0.030", Long Term = 0.044" 3 Bottom flange must be laterally braced at a maximum of 5' o.c. ID Load Type Location Trib Width Dead 0.9 1 Uniform 2-0-0 12 PSF 3 D. For I1/2" �2 112" Reactions PATTERNED Ib (Uplift) Brg Live Dead Snow Wind Const 1 409(-25) 111 0 0 0 2 1054 316 0 0 0 3 365(-55) 91 0 0 0 Bearing Length Cap. React D/L Ib Total Ld. Case Ld. Comb. 1 - D. Fir 3.000" 54% 109/405 514 L_ D+L 2 - D. Fir 3.500" 70% 32011068 1389 LL D+L 3 - D. Fir 1.750" 51% 89/362 451 _L D+L LP SolidStart Design Version 3.0.03 (Build 18.11.048) Powered by i5truCtTM •000.0 • 0000 •6••• • • 0000• Live 1 Snow 1.15 Wind 1.6 Const. 1.J5. �gmmentS • • • 40 PSF 0 PSF 0 PSF 0 pSF 6410:60: 14421 SE 98th Court, Oregon This component analysis is based an the loads, Louisiana -Pack Corp • •• geometry and other conditions as entered by the user • • 0000•• • • • 00 • and listed in this report me user is responsible to go 0 • •• (503)742-8689 ensure the accuracy of the input and the applicability to the actual conditions of the structure for which this ••••6• 0000 component is intended- This analysis is valid only for the www.lpcorp.com 00.00• 0000•• 0000 APA: PR -1_238, ICC -ES: ESR -1305, •• •• 0000•• 00 • • • 0600 Corp. 414 Union St Suite 2000, Nashville, TN 37219 LP SolidStart Design Version 3.0.03 (Build 18.11.048) Powered by i5truCtTM Manufacturer Info International wood Products Notes 14421 SE 98th Court, Oregon This component analysis is based an the loads, Louisiana -Pack Corp USA geometry and other conditions as entered by the user 414 Union Street, Suite 2000 97015 and listed in this report me user is responsible to Nashville. TN 37219 (503)742-8689 ensure the accuracy of the input and the applicability to the actual conditions of the structure for which this (888) 820-0325 component is intended- This analysis is valid only for the www.lpcorp.com product fisted. APA: PR -1_238, ICC -ES: ESR -1305, Copyn9ht 2016 al rights reserved by Louisiana Pacific LADBS: RR -25099, Florida: FL15401 Corp. 414 Union St Suite 2000, Nashville, TN 37219 This design is valid until 6/3012018 Intentafional Wood Product - LP SolidStart Design Version 3.0.03 (Build 18.11.048) Powered by i5truCtTM Client: SOLT'Project: DESIGN SOFTWAREs: J1 - UPPER LEVEL LPI 18 t 1 Hanger (IUS2.56/11.88 (Min)) 7ember Information Type: Joist Spacing: 16" o.c. Moisture Condition: Dry Deflection LL: 480 Deflection TL: 360 Importance: Normal Temperature: Temp <= 100°F General Load D+L Floor Live: 40 PSF Dead: 12 PSF JOHN GOOLEY- WITHERS LUMBER Date: 4/26/2018 Page 3 of 6 COLES CONSTRUCTION Designer: AMEER HASHASH Job Name: LOT 1 -ACADEMY STREET Project #: IVVP21179 11.875" - PASSED Level: UPPER LEVEL z--� 2 D. Fir 3 Hanger (IUS2.56/11.88 (Min)) I 10' 1/4" I Application: Floor Design Method: ASD Building Code: IBC/IRC 2015 Load Sharing: No Deck: 23/32 APA Rated Sturd- LL DO inch 0.038 (L/3136) 13'10 13/16" I-FloorOSB Nailed and TL Defl inch 0.047 (U2515) 1311 1/4" Glued inalysis Results React D/L Ib Analysis Actual Location Allowed Capacity Comb. Neg Moment -757 ft -Ib 8'9" 3100 ft -lb 0.244(24%) D+L Pos Moment 610 ft -Ib 14'5 11/16" 3100 fl -Ib 0.197(20%) D+L Shear 4201b 8'9" 1335 Ib 0.315(31%) D+L LL DO inch 0.038 (L/3136) 13'10 13/16" 0.248 (U480) 0.150(15%) L TL Defl inch 0.047 (U2515) 1311 1/4" 0.331 (U360) 0.140(14%) D+L lesign Notes D+L _ 1 Provide restraint at supports to ensure lateral stability. 2 Dead Load Deflection: Instant as 0.009", Long Term = 0.014" 3 Fill all hanger nailing holes. (503)742-8689 4 Bottom_ flange must be laterally braced at a maximum of 87" o.c. ID Load Type Location Trib Width Dead 0.9 1 Uniform 1-4-0 12 PSF I11 7/8" �2 1/2" Reactions PATTERNED Ib (Uplift) Brg Live Dead Snow Wind Const 1 212(-31) 53 0 0 0 2 608 182 0 0 0 3 238(-15) 65 0 0 0 Bearings Bearing Length 1 - 2.000" Hanger 2 - D. Fir 3.500" Case 3- 2.000" LL Hanger L LL L L Cap. React D/L Ib Total Ld. Case Ld. Comb. 29% 51/209 260 L D+L 39% 186/621 807 LL D+L 33% 63/235 298 L D+L LP SolidStart Design Version 3-0-03 (Build 18.11-048) Powered by iStruct- ••s• • • :see:* • •000.0 • *sees • • ease• •••••• Live 1 Snow 1.15 Wind 1.6 Const. 1Q5 Comments 14421 SE 98th Court, Oregon This component analysis is based an the loads, 40 PSF 0 PSF 0 PSF 0 PSF • • • • • geometry and other conditions as entered by the user 414 Union Street, Suite 2000 97015 and listed in this report. The user is responsible to Nashville. TN 37219 (503)742-8689 ensure the accuracy of the input and the applicability to the actual condidons of the structure for which this •• • • • • •• •e • •s component is intended. This analysis is valid only forthe sees•• www.lpcorp.com 0000 • • 0 APA: PR -1_238, ICC -ES: ESR -1305, • • e sees•• •••s•• sass • • • Corp. 414 Union St Suite 2000, Nashville, TN 37219 •• •• 00000• •• • • • • • sss• 0000 LP SolidStart Design Version 3-0-03 (Build 18.11-048) Powered by iStruct- Manufacturer Info International Wood Products Notes 14421 SE 98th Court, Oregon This component analysis is based an the loads, Louisiana-Pacific Corp USA geometry and other conditions as entered by the user 414 Union Street, Suite 2000 97015 and listed in this report. The user is responsible to Nashville. TN 37219 (503)742-8689 ensure the accuracy of the input and the applicability to the actual condidons of the structure for which this (888) 820-0325 component is intended. This analysis is valid only forthe www.lpcorp.com Product listed. APA: PR -1_238, ICC -ES: ESR -1305, Copyright 2016 AJI rights reserved by Louisiana Pacific LADES: RR -25099, Florida: FL15401 Corp. 414 Union St Suite 2000, Nashville, TN 37219 This design is valid until 6 /3 012 01 8 tlternational Wood Produaq LP SolidStart Design Version 3-0-03 (Build 18.11-048) Powered by iStruct- Client: JOHN GOOLEY- WITHERS LUMBER °Project: COLES CONSTRUCTION S GN L I AR S TA RT Date: 4/26/2018 Designer: AMEER HASHASH Page 4 of 6 Address: Job Name: LOT 1 -ACADEMY STREET DESIGN SOFTWARE Project #: IWP21179 J2 - UPPER LEVEL LPI 18 11.875" - PASSED Level: UPPER LEVEL -lobW? Arw s eV d 7/8" C� 1 Hanger(IUS2.56/11.88 (Min)) 2 D. Fir �2 13' 112" 13' Member Information Reactions PATTERNED lb (Uplift) Type: Joist Application: Floor Brg Live Dead Snow Wind Const Spacing: 16" o.c. Design Method: ASD 1 339 102 0 0 0 Moisture Condition: Dry Building Code: IBC/IRC 2015 2 354 106 0 0 0 Deflection LL: 480 Load Sharing: No Deflection TL: 360 Deck: 23/32 APA Rated Sturd- Importance: Normal 1-FloorOSB Nailed and Glued Temperature: Temp <= 100"F Bearings General Load Bearing Length Cap. React D/L Ib Total Ld. Case Ld. Comb. Floor Live: 40 PSF Dead: 12 PSF 1 - 2.000" 49% 102/339 441 L D+L Hanger Analysis Results 2 - D. Fir 5.500" 44% 106/354 461 L D+L Analysis Actual Location Allowed Capacity Comb. Case Moment 1354 ft -Ib 6'4 1/4" 3100 ft -Ib 0.437(44%) D+L L Shear 433 Ib 1 1/4" 1335 Ib 0.325(32%) D+L L LL Defl inch 0.111 (L/1357) 6'4 1/4" 0.312 (L/480) 0.350(36%) L L TL Defl inch 0.144 (L/1044) 6'4 114" 0.417 (L/360) 0.340(34%) D+L L Design Notes 1 Provide restraint at supports to ensure lateral stability. 2 Dead Load Deflection: Instant = 0.033", Long Term = 0.050" • 3 Fill all hanger nailing holes. •••••• • ••••• • • 4 Bottom flange braced at hearings. Soso • • • • ID Load Type Location Trib Width Dead 0.9 Live 1 Snow 1.15 Wind 1.6 Const. 1.25 Comments • • • • • • •: • .: • • • • • • • • 1 Uniform 1-4-0 12 PSF 40 PSF 0 PSF 0 PSF 0 CSF • • • •• •• • • • • • • • •• •• •••••• • • • •• •••• • ••0 0 • • •••••• • •••• •• •• 00.00• • • • • • • • • 0000 0000 Manufacturer Info International Wood Products Notes 14421 SE 98th Court, Oregon This component analysis is based on the leads, Louisiana -Pack Corp USA geometry and other condAons as entered by the user 414 Union Street, Suite 2000 97015 and listed in this report. The user is responsible to ensure the accuracy of the input and the applicability to Nashville, TN 37219 (503)742-8889 the actual conditions of the structure for which this (888) 820-0325 component is intended. This analysis is valid only for the www.ipcorp.com product listed. APA: PR -L238, ICC -ES: ESR -1305, Copyright 2016 All rights reserved by Louisiana Pacific Corp. 414 Union St Suite 2000, Nashville, TN 37219 This design is valid until LADBS: RR -25099, Florida: FL15401 6/30/201e temadonal Wood Produc LP SolidStart Design Version 3.0.03 (Build 18.11.048) Powered by iStructTa LP SolidStart Design Version 3.0.03 (Build 18.11.048) Powered by iStrut tTM Client: JOHN GODLEY- WITHERS LUMBER Date: 4/26/2018 Page 5 of 6 / S 0 L I D STA RToProject: COLES CONSTRUCTION Designer: AMEER HASHASH Address: Job Name: LOT 1 -ACADEMY STREET DESIGN SOFTWARE Project #: IWP21179 J4 - UPPER LEVEL LPI 18 11.875" - PASSED Level: UPPER LEVEL 1 D. Fir 10, 2 Hanger(IUS2.56/11.88 (Min)) H2112" 10, Member Information Reactions PATTERNED Ib (Uplift) Type: Joist Application: Floor Brg Live Dead Snow Wind Const Spacing: 12" o.c. Design Method: ASD 1 206 62 0 0 0 Moisture Condition: Dry Building Code: IBC/IRC 2015 2 194 58 0 0 0 Deflection LL: 480 Load Sharing: No Deflection TL: 360 Deck: 23132 APA Rated Sturd- Importance: Normal I-FloorOSB Nailed and Glued Temperature: Temp <= 100'F Bearings General Load Bearing Length Cap. React D/L Ib Total Ld. Case Ld. Comb. Floor Live: 40 PSF Dead: 12 PSF 1 - D. Fir 5.500" 26% 62/206 268 L D+L 2 - 2.000" 28% 581194 252 L D+L Analysis Results Hanger Analysis Actual Location Allowed Capacity Comb. Case Moment 587 ft-Ib 61 314" 3100 ft-Ib 0.189(19%) D+L L Shear 2471b 4 3/4" 113351b 0.1 BS (19%) D+L L LL Defl inch 0.032 (L/3545) 5-1 3/4" 0.238 (U480) 0.140(14%) L L TL Defl inch 0.042 (U2727) 5-1 3/4" 0.317 (U360) 0.130(13%) D+L L Design Notes 1 Provide restraint at supports to ensure lateral stability. 2 Dead Load Deflection: Instant = 0.010", Long Term = 0.014" • • 3 Fill all hanger nailing holes. 0000•• • 0 00• 0•• 4 Bottom flange braced at bearings. 0000 r 00060 ID Load Type Location Trib Width Dead 0.9 Live 1 Snow 1.15 Wind 1.6 Const. 1.25 domment4 • • • • • • • • • 00000••1 0• 000• • • • 6 1 Uniform 1-0-0 12 PSF 40 PSF 0 PSF 0 PSF 0 IRSF • • 0000•• •• • • • • •• •• •6•••6 0000 ••••6• • • 0000•• 0000 • Manufacturer Info International Wood Products Notes 14421 SE 98th Court, Oregon Louisiana-Pack Corp This component analysis is based on the loads, USA geometry and other conditions as entered by the user 414 Union Street, Suite 2000 97015 and listed in this report The user is responsible to ensure the accuracy of the input and the applicability to Nashville, TN 37219 (503)742-8689 the actual conditions of the structure for which this (888) 820-0325 component is intended. This analysis is valid only for the www.lpcorp.com product listed. APA: PR-L238, ICC-ES: ESR-1305, Copyright 2016 Ailrights reserved by Louisiana Pacific Corp. 414 Union St Suite 2000, Nashville. TN 37219 This design is valid until LADES: RR-25099, Florida: FL15401 6l30i201B temadonal Wood Produ LP SolidStart Design Version 3.0.03 (Build 18.11.048) Powered by iStrut tTM Client JOHN GODLEY- WITHERS LUMBER Date: 4/26/2018 isDesignTM Project: COLES CONSTRUCTION Designer: AMEER HASHASH Address: Job Name: LOT 1 -ACADEMY STREET 0, Project #: I WP21179 FB2 - UPPER LEVEL Rosboro X -Beam 5.500" X 11.875" - PASSED ILevel: UPPER LEVEL 2 - - BEAM o. 1 D. Fir Member Information Type: Girder Moisture Condition: Dry Deflection LL: 480 Deflection TL: 360 Importance: Normal Temperature: Temp <= 100°F General Load 0 Floor Live: 40 PSF Dead. 12 PSF BEAM VBEAM' 0 2 D. Fir Page 6 of 6 H5 112" Analysis Results International Wood Products Reactions PATTERNED Ib (Uplift) Location Allowed Capacity Comb. Moment 8415 ft4b Application: Floor Brg Live Dead Snow Wind Const Design Method: ASD 1 2400 815 0 0 0 Building Code: IBC/IRC 2015 2 2400 815 0 0 0 Load Sharing: No Location Trib Width Side 1 Tie -In 0-0-0 to 12-0-0 (Span)10-0-0 Top Wet Use: No Self Weight Deck: Not Checked • • • •• Bearings • • • Bearing Length Cap. React D/L Ib Total Ld. Case Ld. Comb. as • 1 - D. Fir 5.500" 17% 815/2400 3215 L D+L 2 - D. Fir 5.500" 17% 815/2400 3215 L D+L Analysis Results International Wood Products Analysis Actual Location Allowed Capacity Comb. Moment 8415 ft4b 6' 25853 ft -Ib 0.325(33%) D+L 8415 ft4b 6' 25601 ft -Ib 0.329(33%) D+L Shear 2473 lb 1'4 5/8" 11539 lb 0.214(21%) D+L LL Defl inch 0.103 (U1308) 6' 0.280 (U480) 0.370(37%) L TL Defl inch 0.13a (U976) 6' 0.374 (0360) 0.370(37%) D+L Desi n Notes 0 PSF• 6PSF 1 Girders are designed to be supported on the bottom edge only. 2 Top braced at bearings. 12 PSF 3 Bottom braced at bearings. 0 PSF ID Load Type Location Trib Width Side 1 Tie -In 0-0-0 to 12-0-0 (Span)10-0-0 Top 2 Tie -In 0-0-0 to 12-0-0 (Span)10-0-0 Top Self Weight Version 3.0.03 (Build 18.11.048) Powered by iStruct- Case L L L L L Manufacturer Info International Wood Products see* • • 00009 Dead 0.9 Live 1 Snow 1.15 Wind 1.6 conA. 1.25 PrflrfieAts • 0:0 • • 12 PSF 40 PSF 0 PSF 0 PSF• 6PSF FLOOR LSC • • 12 PSF 40 PSF 0 PSF 0 PSF* 0 PSF WIs001i:SC ••a•r• • • 16PLF • • • •• • • • •• • eases• as • • • • • • •• •• • •• ease** •••• • • • ••ear• •e•••• •••• • • • so 00 • • • •••• Manufacturer Info International Wood Products 14421 SE 98th'CouM Oregon Rosboro USA Springfield, OR 97477 97015 (877)457-4139 (503)742-8689 www.rosbaro.com APA: PR -L275, ICC -ES: ESR -1940 ,1 IWP21179 - MAIN LEVEL MAT LIST �DODPRODUCtS._,,: _r �. Customer Information Job Information: COLES CONSTRUCTION Customer: Withers Lumber Brooks Job Info: LOT 1 - ACADEMY STREET Name: John Gooley Project: IWP21179 Address: 9105 Portland Road NE City: Brooks OR 97305 Date: 04/26/2018 Phone: (503) 393-3993 Quote Expiration Date: 05/2612018 FAX: Designer: Ameer Hashash Sheathing Description Width Length Qty_ Total Ft_ 23/32 Top -Notch 250 4x8 41 Totals 41 Connector Description Qty ITS2.56/9.5 12 Totals 12 FootNote: I -Joists Series Depth Length Qty Total Ft 9-1/2" LPI 18 9 112" 23'-0" 10 230 9-112" LPI 18 9 1/2" 22'-0" 12 264 9-1/2" LPI 18 9 1/2" 14'-0" 2 28 9-1/2" LPI 18 9 1/2" 5'-0" 2 10 9-1/2" LPI 18 9 1/2" 4'-0" 4 16 9-1/2" LPI 18 9 1/2" T-0" 2 6 9-1/2" LPI 18 9 1/2" 2'-0" 2 4 SubTotal: 9-112" LPI 18 (ft) 558 • •a Blocking: 9-112" LPI 18 (ft) 62 - Total's 620 Sheathing Description Width Length Qty_ Total Ft_ 23/32 Top -Notch 250 4x8 41 Totals 41 Connector Description Qty ITS2.56/9.5 12 Totals 12 FootNote: • w • • r � ! • • • a ••tf1• •f1••• • t • • • ••••f• • •a w f • sees IWP21179 - UPPER LEVEL MAT LIST _.DOD PRODLS- Customer Information Job Information: COLES CONSTRUCTION Customer: Withers Lumber Brooks Job Info: LOT 1 - ACADEMY STREET Name: John Gooley Project: IWP21179 Address: 9105 Portland Road NE City: Brooks OR 97305 Date: 04/26/2018 Phone: (503) 393-3993 Quote Expiration Date: 05/26/2018 FAX: Designer: Ameer Hashash LP-LSL Description _Depth. Length Qty Total Ft 1-3/4x11-7/8 LP-LSL 1.55E 11 7/8" 11'-0" 2 22 SubTotal: 1-3/4x11-7/8 LP-LSL 1.55E (ft) 22 Totals - - 22 Glulams and Dimension Lumber Grade_!La_yup Depth_ Length Qty Total Ft 5-1/2x11-7/8 DF -2 -4F -V4 11 7/8" 12'-0" 2 24 SubTotal: 5-1/2x11-718 DF -24F -V4 (ft) 24 Totals - 24 OSB, LSL and LVL Rim. Description Depth Length Qty Total Ft__ 1-1/4x11-7/8 LP-LSL Rim 11 7/8" 20'-0 1 20 1x11-7/8 LP -OSB Rim 11 7/8" 16-0 15 24_0 TOtals 260 4`j M • s t,• • • Sheathin �••••• g*:a'sa g • Description Width Length Qty Total Ft 23132 Top_ -Notch 250 4x8 - - 51 _-__- - -_.._ �, •. . • • • • • • Totals 51 • • 14dists •, ' • • • Series Depth Length Qty Total Ft 11-7/8" LPI 18 11 7/8" 19'-0" 18 342 11-7/8" LPI 18 11 7/8" 13'-0" 32 416 11-7/8" LPI 18 11 7/8" 11'-0" 8 88 11-7/8" LPI 18 11 7/8" 10'-0" 42 420 11-7/8" LPI 18 11 7/8" 9'-0" 14 126 `•: • •' SubTotal: 11-718" LPI 18 (ft) 1,392 Blocking: 11-718" LPI 18 (ft) 20 - - - vitals 1,472 LP-LSL Description _Depth. Length Qty Total Ft 1-3/4x11-7/8 LP-LSL 1.55E 11 7/8" 11'-0" 2 22 SubTotal: 1-3/4x11-7/8 LP-LSL 1.55E (ft) 22 Totals - - 22 Glulams and Dimension Lumber Grade_!La_yup Depth_ Length Qty Total Ft 5-1/2x11-7/8 DF -2 -4F -V4 11 7/8" 12'-0" 2 24 SubTotal: 5-1/2x11-718 DF -24F -V4 (ft) 24 Totals - 24 OSB, LSL and LVL Rim. Description Depth Length Qty Total Ft__ 1-1/4x11-7/8 LP-LSL Rim 11 7/8" 20'-0 1 20 1x11-7/8 LP -OSB Rim 11 7/8" 16-0 15 24_0 TOtals 260 4`j M • s t,• • • Sheathin �••••• g*:a'sa g • Description Width Length Qty Total Ft 23132 Top_ -Notch 250 4x8 - - 51 _-__- - -_.._ �, •. . • • • • • • Totals 51 • • FootNote: Connector •, ' • • • Description Qty • • HU11 4 ITS2.56/11.88 52 •...•. • • :...:• '•..• IUS2.56/11.88 94 • •• Totals 150 `•: • •' •"' FootNote: A • MiTek a MiTek USA, Inc. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Telephone 916-755-3571 Re: 190915 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: R59548104 thru R59548131 My license renewal date for the state of Oregon is June 30, 2021. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSITI M 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSVTPI 1, Chapter 2. i PROFfiss GINEF9 �� :...:. ..... . . ...... ...... 8702 PE • Ov N;A1�j, •... .. OREGON �N . • • ...... • ry� •• •• •••••• September 17,2019 Hernandez, Marcos IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSITI M 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSVTPI 1, Chapter 2. Job (Truss 1190915 GE -1 Willamette Truss, Independence, OR -W351' TCLL 25.0 -1-2-8 8.240 s Jul 14 2019 MiTek Industries, Inc. Tue Sep 17 11:05:10 2019 Page 1 I D:6yTtl AnX7_Fg6hSwR3m_rOzWQkj-GfEU WgLcp?jFnazA7E9WhhM43v310zU?Ywyfgtyc157 4-2-12 85-8 943.0 48 11 3 4-2-12 8-5-8 Scale = 120:' LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.13 Vert(LL) -0.01 2-6 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.15 Vert(TL) -0.03 2-6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.08 HOrz(TL) 0.01 4 n/a n/a BCDL 10.0 Code IRC2012ITPI2007 Matrix -P Weight: 39 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.1 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.1 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std G REACTIONS. (Ib/size) 2=428/0-5-8,4=428/0-5-8 Max Horz 2=21 (LC 11) Max Uplift 2=-122(LC 12), 4=-122(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-564/298, 3-4=-564/298 BOT CHORD 2-6=-187/496, 4-6=-187/496 NOTES - 1) Unbaiji,c'.l roof live -Ica]., :tale been considered for this design. 2) W id: ASOF 7-10; Vult=120nrph (3 -second rinst) V(IRC2012)=95mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp Encl„sed; MV" FRS (directional) and C -C Corner(3) -1-2-8 to 1-9-8, Exterior(2) 1-9-8 to 4-2-12, Comer(3) 4-i- Ik to /-2-12, Exteiiort2/ t-2-12 to 9-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for mer.;Lars and forces & MWFRS for re: c::cn„ i.Dwn; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) "'his tress has been Cesig:.F 1 for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will llt oetween the bottom chord and any other members. 5) A jUt,; "a'h g reduction of 20% has beer. app;:ed for the green lumber members. 6) Pro,,ide mechanical ,.onnpcEion (by others) of Truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) 2=122,4=122. D PROFFS �NGINE�9 9 870 PE Ia ip '00�7�N 9 SAT OREGON oSMe�R A. HER EXPIRES: 06/30/2021 September 17,2019 AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 quality Criteria, DSB-89 and BCSI Building Component MiTek USA, Inc. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 400 Sunrise Avenue, Suite 270 sstville. CA.850 A Mir" • M iTe k' ��;.� .. >S�G Com. � . • e.-.A►TI O N S MiTek USA, Inc. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Telephone 916-755-3571 Re: 190915 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: R59548104 thru R59548131 My license renewal date for the state of Oregon is June 30, 2021. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. I PRO 2 . . ...... ...... ` 8722Pry • • Y • • • OREGON �C�psMBER .. 1��Q�y ...... .... • September 17,2019 "• ` e Hernandez, Marcos IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. Job Truss Truss Type Qty Ply 859548105 190915 GE -1 Common 2 1 Job Reference (optional) Willamette Truss, Independence, OR- 97351, 8.240 s Jul 14 2019 MiTek Industries, Inc. Tue Sep 17 11:05:10 2019 Page 1 I D:6yTl1 AnX7_Fg6hSwR3m_rOzWQkj-GfEU WgLcp?jFnazA7E9WhhM43v310zU?YWYfgtycl57 -1-2-8 4-2-12 8-5-8 1-2-8 4-2-12 4-2-12 1221 4x8 11 3 i 4-2-12 I 85-8 1 4-2-12 4-2-12 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 25.0 Plate Grip DOL 1.15 TC 0.13 TCDL 7.0 Lumber DOL 1.15 BC 0.15 BCLL 0.0 Rep Stress Incr YES WB 0.08 BCDL 10.0 Code IRC2012frP12007 Matrix -P LUMBER - TOP CHORD 2x4 OF No.1 G BOT CHORD 2x4 DF No.1 G WEBS 2x4 DF Std G REACTIONS. (Ib/size) 2=428/0-5-8, 4=42810-5-8 Max Horz 2=21 (LC 11) Max Uplift 2=-122(LC 12), 4=-122(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-564/298, 3-4=-5641298 BOT CHORD 2-6=-187/496, 4-6=-187/496 DEFL. in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.01 2-6 >999 240 MT20 220/195 Vert(TL) -0.03 2-6 >999 180 Horz(TL) 0.01 4 n/a n/a BRACING - TOP CHORD BOT CHORD Weight: 39 Ib Scale =1:20.-7 FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Untulal.cx roof live-I(F1v :l£ ✓e been considered for this design. 2) Wind: ASOF 7-10; Vult=120n ph (3 -second mist) V(IRC2012)=95mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp EncLsed; MV FRS (dir3ctional) and C -C Corner(3) -1-2-8 to 1-9-8, Exterior(2) 1-9-8 to 4-2-12, Corner(3) 4-,,.-12 to 1-2-12, Extelior(2) /-2-12 to 9-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for mer.,tars and forces & MWFRS for re,- gown; Lumber DOL=1.60 plate grip DOL=1.60 3) This tru-.s has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been �:esig:.cd for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will id oetween the bottom chord and any other members. 5) A ,I.;L 'a.h g reduction of 20% has beet. applied for the green lumber members. 6) Pro,,ide mechanical nurmpetion (by others) of 4russ to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 2=1221,4=122. AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI117P/1 Quality Criteria, DSB-89 and BCS/ Building Component Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. ° PROFFss �y �NGINFF9 9,. Q 870 PE Io ip �>V 9 SAT OREGON do OWN 0SMe�R A, HEP EXPIRES: 06/30/2021 September 17,2019 MiTek" MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 _LSszsavllE cA nsss3 . 1 Job Truss Truss Type 190915 GE -3 GABLE I Willamette Truss, Independence, OR • 97351, 0 -1-2-8 4-0-0 1-2-8 4-6-0 Qty Ply R59548106 2 1 Job Referencesoptional _ 8.240 s Jul 14 2019 MiTek Industries, Inc. Tue Sep 17 11:05:112019 Page 1 I D:6yTtl AnX7_Fg6hSwR3m_rOzWQkj-krosjAM Falr6PjYNgxglEuvErJPmlQjBnAICNJyc156 9-0-0 10-2-8 4-6-0 1-2-8 Scale =1:21.0 4x5 = 3 6 3x4 = 1x4 II 3x4 = LOADING (psi) SPACING- 2-0-0 TCLL 25.0 Plate Grip DOL 1.15 TCDL 7.0 Lumber DOL 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code iRC2012/TPI2007 LUMBER - TOP CHORD 2x4 DF No.1 G BOT CHORD 2x4 DF No.1 G OTHERS 2x4 DF Std G 9-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TC 0.19 Vert(LL) 0.01 5 n/r 120 MT20 220/195 BC 0.14 Vert(TL) 0.02 5 n/r 120 WB 0.08 Horz(TL) 0.00 4 n/a n/a Matrix -S Weight: 31 Ib FT = 20% REACTIONS. (Ib/size) 2=253/9-0-0, 4=253/9-0-0, 6=405/9-0-0 Max Horz 2=-24(LC 10) Max Uplift 2=-102(LC 12), 4=-102(LC 12), 6=-35(LC 12) Max Grav 2=258(LC 21), 4=258(LC 22), 6=405(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 3-6=-277/253 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=120mph (3 -second gust) V(IRC2012)=95mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. ll; Exp C; Enclosed; MWFRS (directional) and C -C Corner(3) -1-2-8 to 1-9-8, Exterior(2) 1-9-8 to 4-6-0, Corner(3) 4-6-0 to 7-6-0, Exterior(2) 7-6-0 to 10-2-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; 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 Industry 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 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) " This truss has been designed for a live load of 20.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. 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 100 Ib uplift at joint(s) 6 except (jt=lb) -2=102,4=102. . • boob•• •}••• • • • •.•• booed w • • • • • boob•• boob•• • • • boob•.• of • . booed* an • • • • • • •• • •• • . •e 0000 ..0 Cl pROFF •• 00000,. Cl Al 06 • • �'P �GNGiNFF,Q •• •000.0 00 2 . .. • I� a 2i9 �Aa OREGON 0 SIyBER A EXPIRES: 06/30/2021 September 17,2019 AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 9010312015 BEFORE USE. Sam— Design valid for use only with MiTeW connectors. This design is based only upon parameters shown, and is for an individual building component, notEl a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ;� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MI le k. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPl9 Quality Criteria, DSB-89 and BCS/ Building Component MiTek USA, Inc. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 400 Sunrise Avenue, Suite 270 Rom Ale_ GA 95691 — 190915 Willamette Truss, Independence, OR - 97351, 19-0-0 Qty Ply R59548707 2 1 _ Job Reference(optional] 8.240 s Jul 14 2019 MiTek Industries, Inc. Tue Sep 1711:05:14 2019 Page 1 ID:6yTt 1 An X7_Fg6hSwR3m_rOzW Qkj-9QU?MC07sDDhGBHyM 3DSsXXmxWSxynTaT8Wtzeyc153 38-0-0 9-2-8 19-0-0 -2-8 5x5 = 11 12 13 Scale = 1:64.,8 3x5 = 3x5 = N 31A CS 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 3x6 = PLATES GRIP MT20 220/195 Weight: 188 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.1 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.1 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Std G REACTIONS. All bearings 38-0-0. (lb) - Max Horz 2=-98(LC 10) Max Uplift All uplift 100 Ib or less atjoint(s) 2, 34, 35, 36, 37, 38, 39, 40, 41, 31, 30, 29, 28, 27, 26, 25, 24,22 Max Grav All reactions 250 Ib or less atjoint(s) 2, 33, 34, 35, 36, 37, 38, 39, 40, 41, 31, 30, 29, 28, 27, 26, 25, 24, 22 FORCES. (lb) -Max. C ,mp./Mix. Ten. -All forces 250 (lb) or less except when shown. TOP';HUKD 11-12=-8b/2b7 12-13=-85/260 NOTFF- 1) Ur,balaized roof live loads hsee been considered for this design. 2) Wind: ASCE 7-10; Vult=120mph (3-secone gush V(IRC2012)=95mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=38ft; eaaL.=2f.; -'at. II; Exp C; Enclosed; MWFRS (dir ctional) and C -C Corner(3) -1-2-8 to 2-7-2, Exterior(2) 2-7-2 to 19-0-0, Corner(3) 19-0-0 to 23-0-0, Exterior(?) 23-0-0 to 39-2-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFF.S for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Tr, iss designed for wird IoadF,in the plane of tnp truss only. For studs exposed to wind (normal to the face), see Standard Industry Gabe Enu'Jetails a9appi.caLle, or co„sult ,,l.alified building designer as per ANSI/TPI 1. 4) All p'a'ss are 1.5x4 MT20 unless otheryi_sP iriHirated. 5) Gable regaires continuous bottom cho.d beLring. 6) Gable stuls'spaced of 2-0-0 mac. 7) TKsAluas has been u(_s.g, Ed, for a 10.'�`OQ j(,ttom chord live load nonconcurrent with any other live loads. 8) ' Th's tr•Irs has been designed for a live los'b of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide wiu fitbetwcen the botioril,chGrd and any other members. 9) A plate rating reductio -if has been applied for the green lumber members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 34, 35, 36, 37 38, 39, 40, 41, 31, 30, 29, 28, 27, 26, 25, 24, 22. PROFFss GINEF N / K 9 SAT OREGON Ro OWN c0 R EXPIRES: 06/30/2021 September 17,2019 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building Component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mi lT er k is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfrPif Quality Criteria, DSB-89 and SCSI Building Component MiTek USA, Inc. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 400 Sunrise Avenue, Suite 270 38-0-0 _ 38-0-0 Plate Offsets ..X,Yj-- 118:0-0-0,0-0-0],.[22:0-0-0,0-0-01. LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 25.0 Plate Grip DOL 1.15 TC 0.08 Vert(LL) -0.00 23 n/r 120 TCDL 7.0 Lumber DOL 1.15 BC 0.04 Vert(TL) 0.00 22 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(TL) 0.00 22 n/a n/a BCDL 10.0 Code IRC2012/TP12007 Matrix -S PLATES GRIP MT20 220/195 Weight: 188 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.1 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.1 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Std G REACTIONS. All bearings 38-0-0. (lb) - Max Horz 2=-98(LC 10) Max Uplift All uplift 100 Ib or less atjoint(s) 2, 34, 35, 36, 37, 38, 39, 40, 41, 31, 30, 29, 28, 27, 26, 25, 24,22 Max Grav All reactions 250 Ib or less atjoint(s) 2, 33, 34, 35, 36, 37, 38, 39, 40, 41, 31, 30, 29, 28, 27, 26, 25, 24, 22 FORCES. (lb) -Max. C ,mp./Mix. Ten. -All forces 250 (lb) or less except when shown. TOP';HUKD 11-12=-8b/2b7 12-13=-85/260 NOTFF- 1) Ur,balaized roof live loads hsee been considered for this design. 2) Wind: ASCE 7-10; Vult=120mph (3-secone gush V(IRC2012)=95mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=38ft; eaaL.=2f.; -'at. II; Exp C; Enclosed; MWFRS (dir ctional) and C -C Corner(3) -1-2-8 to 2-7-2, Exterior(2) 2-7-2 to 19-0-0, Corner(3) 19-0-0 to 23-0-0, Exterior(?) 23-0-0 to 39-2-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFF.S for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Tr, iss designed for wird IoadF,in the plane of tnp truss only. For studs exposed to wind (normal to the face), see Standard Industry Gabe Enu'Jetails a9appi.caLle, or co„sult ,,l.alified building designer as per ANSI/TPI 1. 4) All p'a'ss are 1.5x4 MT20 unless otheryi_sP iriHirated. 5) Gable regaires continuous bottom cho.d beLring. 6) Gable stuls'spaced of 2-0-0 mac. 7) TKsAluas has been u(_s.g, Ed, for a 10.'�`OQ j(,ttom chord live load nonconcurrent with any other live loads. 8) ' Th's tr•Irs has been designed for a live los'b of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide wiu fitbetwcen the botioril,chGrd and any other members. 9) A plate rating reductio -if has been applied for the green lumber members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 34, 35, 36, 37 38, 39, 40, 41, 31, 30, 29, 28, 27, 26, 25, 24, 22. PROFFss GINEF N / K 9 SAT OREGON Ro OWN c0 R EXPIRES: 06/30/2021 September 17,2019 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building Component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mi lT er k is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfrPif Quality Criteria, DSB-89 and SCSI Building Component MiTek USA, Inc. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 400 Sunrise Avenue, Suite 270 1 -1-2-8 R59548108 A19 Pagel I D:6yTt1 AnX7_Fg6hSwR3m_rOzWQkj-dc2NZYPIdXLYu Ls8vnkhOk4xewoPhFykioGQ W4ycl52 1-11-11 _ 1-11-11 �I 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 25.0 Plate Grip DOL 1.15 TC 0.08 TCDL 7.0 Lumber DOL 1.15 BC 0.03 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code IRC2012/TPI2007 I Matrix -P LUMBER - TOP CHORD 2x4 DF No.1 G BOT CHORD 2x4 DF No.1 G REACTIONS. (Ib/size) 3=35/Mechanical, 2=187/0-5-8, 4=19/Mechanical Max Horz 2=44(LC 12) Max Uplift 3=-14(LC 9), 2=-85(LC 12) Max Grav 3=35(LC 1), 2=187(LC 1), 4=39(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD BOT CHORD Scale = 1:7.7 rn 0 L/d PLATES GRIP 240 MT20 220/195 180 n/a Weight: 8 Ib FT = 20% Structural wood sheathing directly applied or 1-11-11 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=120mph (3 -second gust) V(IRC2012)=95mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. Il; Exp C; Enclosed; MWFRS (directional) and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) " This truss has been designed for a live load of 20.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 reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. • • •••••• •••••• r • • • .....• P•mGIN . •. .• .. ` D7P2�PE �• VIP >CV OREGON ti� 4lvN �C�OS�BER A. HECK EXPIRES: 06/30/2021 September 17,2019 ® WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11711-7473 rev. 1010312015 BEFORE USE. " t Design valid for use only with MiTeM connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSNTPi1 Quality Criteria, DSB-89 and BCS/ Building Component MiTek USA, Inc. Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 400 Sunrise Avenue, Suite 270 2-0-0 DEFL. in (loc) I/deFl Vert(LL) -0.00 2 >999 Vert(TL) -0.00 2-4 >999 Horz(TL) -0.00 3 n/a REACTIONS. (Ib/size) 3=35/Mechanical, 2=187/0-5-8, 4=19/Mechanical Max Horz 2=44(LC 12) Max Uplift 3=-14(LC 9), 2=-85(LC 12) Max Grav 3=35(LC 1), 2=187(LC 1), 4=39(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD BOT CHORD Scale = 1:7.7 rn 0 L/d PLATES GRIP 240 MT20 220/195 180 n/a Weight: 8 Ib FT = 20% Structural wood sheathing directly applied or 1-11-11 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=120mph (3 -second gust) V(IRC2012)=95mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. Il; Exp C; Enclosed; MWFRS (directional) and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) " This truss has been designed for a live load of 20.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 reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. • • •••••• •••••• r • • • .....• P•mGIN . •. .• .. ` D7P2�PE �• VIP >CV OREGON ti� 4lvN �C�OS�BER A. HECK EXPIRES: 06/30/2021 September 17,2019 ® WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11711-7473 rev. 1010312015 BEFORE USE. " t Design valid for use only with MiTeM connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSNTPi1 Quality Criteria, DSB-89 and BCS/ Building Component MiTek USA, Inc. Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 400 Sunrise Avenue, Suite 270 ob JTruss Truss Type Qty Ply 859548109 90915 J -2A JACK -OPEN 4 1 Job Reference koptionali. Willamette Truss, Independence, OR - 97351, 8.240 s Su -j'14 2019 MiTek Industries, Inc. Tue Sep 17 11:05:15 2019 Page 1 ID:6yTtl AnX7_Fg6hSwR3m_rOzW Qkj-dc2NZYPIdXLYuLs8vnkhOk4w8woPhFykioGQW4yc152 -1-2-8 2-0-0 3-11-11 1-2-8 2-M 1-11-11 4.00 12 2x4 = 2-0-0 2-0-0 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 25.0 Plate Grip DOL 1.15 TC 0.18 TCDL 7.0 Lumber DOL 1.15 BC 0.03 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code IRC2012fTP12007 Matrix -P I LUMBER - TOP CHORD 2x4 DF No.1 G BOT CHORD 2x4 DF No.1 G REACTIONS. (Ib/size) 3=111/Mechanical, 2=23610-5-8, 4=19/Mechanical Max Horz 2=66(LC 12) Max Uplift 3=-49(LC 12), 2=-97(LC 12) Max Grav 3=111(LC 1), 2=236(LC 1), 4=39(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale =1:11 DEFL. Weil L/d PLATES GRIP in (loc) Vert(LL) -0.00 2 >999 240 MT20 220/195 Vert(TL) -0.00 2-4 >999 180 Horz(TL) -0.00 3 n/a n/a Weight: 10 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=120mph (3 -second gust) V(IRC2012)=95mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; 13=45ft; L=24ft; eavc=4f'; Cit. II; Exp (:; Ennhsed; MWFRS (directional) and C -C Exterior(2) -1-2-8 to 1-9-8, Interior(1) 1-9-8 to 3-10-15 zone; ca itilever left and right expos.;d ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 pla'e grip r)OL=1.6n 2) This truces has been JLS;9JLd for a 10.0 dsf bLttom chord live load nonconcurrent with any other live loads. 3) ' Th's 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:nembers. 4) A plate -acing reductio,, of 21111, has been applied for the green lumber members. 5) Refer (o girder(s) for truss to .russ connections. 6) Prwide rre ;hanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s) 3, 2. AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is far an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only. Additpnal temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injuryand property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11rPH Qualify Criteria, DSB49 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. r48 n�nnn N 0 �N OREGON 0S'y6ER A . HEP' EXPIRES: 06/30/2021 September 17,2019 MiTek MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 J305Ef70e_CA95fiG] 190915 Willamette Truss, R59548110 IJ -3 MONO TRUSS I4 1 1 Job Reference (optional) _ Independence, OR - 97351, 8.240 s Jul 14 2019 MiTek Industries, Inc. Tue Sep 17 11:05:16 2019 Page 1 I D:6yTtl AnX7_Fg6hSwR3m_rOzWQkj-5pclnuQNOrTPV VRKTUGwxycl8K4fQiCtwR?z2 Wycl51 -1-2-8 6-0-0 1-2-8 Scale = 1:14.3 3 2x4 = 4 LOADING (pso SPACING- 2-0-0 CSI. TCLL 25.0 Plate Grip DOL 1.15 TC 0.42 TCDL 7.0 Lumber DOL 1.15 BC 0.28 BCLL 0.0 Rep Stresslncr YES WB 0.00 BCDL 10.0 Code IRC2012/TP12007 Matrix -P LUMBER - in TOP CHORD 2x4 DF No.1 G BOT CHORD 2x4 OF No.1 G REACTIONS. (Ib/size) 2=337/0-5-8,4=55/0-5-8,3=165/0-5-8 2-4 Max Horz 2=88(LC 12) 240 Max Uplift 2=-101(LC 12), 3=-77(LC 12) Verl Max Grav 2=337(LC 1), 4=111(LC 3), 3=165(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown 6-0-0 DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) -0.05 2-4 >999 240 MT20 220/195 Verl -0.14 2-4 >476 180 Horz(TL) -0.00 3 n/a n/a Weight: 19 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=120mph (3 -second gust) V(IRC2012)=95mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Enclosed; MWFRS (directional) and C -C Exterior(2) -1-2-8 to 1-9-8, Interior(1) 1-9-8 to 5-9-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.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 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 100 Ib uplift at joint(s) 3 except Qt=lb) 2=101. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. ®WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11 -7473 m, 10/03/2015 BEFORE USE. Design valid for use only with MiTek& connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the buldirg designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erect;on and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSO -89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 4141•••• • *see • • •0.000 • 4141•••• XR • • 4141 • • 4141 4141••• �" 4141 �5 �NGINI .•a 0,9416.0 • • •�• j777702 2 re 4141••• 4141••• 4141•*4141 4141 4141•••• • 4141 N'1100711� y SAT OREG N ti� OSgggER A. HER EXPIRES: 06/30/2021 September 17,2019 MiTek- Mrrek USA, Inc. 400 Sunrise Avenue, Suite 270 LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 Type ITRUSS -97351, 1-2-8 R59548111 8.240 s Jul 14 2019 MTek Industries, Inc. Tue Sep 1711:05:16 2019 Page 1 ID:6yTt1 AnX7_Fg6hSwR3m_rOzWQkj-5pclnuQNOrTP W RKTUGwxyc6fK7GQiCtwR?z2 Wyc151 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TP12007 LUMBER - TOP CHORD 2x4 DF No.1 G BOT CHORD 2x4 DF No.1 G REACTIONS. (Ib/size) 2=259/0-5-8,4=3510-5-8,3=95/0-5-8 Max Horz 2=65(LC 12) Max Uplift 2=-95(LC 12), 3=-41(LC 12) Max Grav 2=259(LC 1), 4=71(LC 3), 3=95(LC 1) Scale = 1:10.0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TC 0.13 Vert(LL) -0.01 2-4 >999 240 MT20 220/195 BC 0.11 Vert(TL) -0.02 2-4 >999 180 WB 0.00 Horz(TL) -0.00 3 n/a n/a Matrix -P Weight: 13 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=120mph (3 -second gust) V(IRC2012)=95mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eavc ='f : it. II; Exp C; E-t,lf`sed; MWFRS (directional) and C -C Exterior(2) -1-2-8 to 1-9-8, Interior(1) 1-9-8 to 3-9-4 zone; cailtilev(-.r left and right exposwd ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 pla'e grip nOL=1.60 2) Th -s truss has been uEsSg, asd ror a 10.0 Nsf bc;tom chord live load nonconcurrent with any other live loads. 3) * Th:3 `russ has been designed for a live 1c3r4 of 20.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 ,aembers. 4) A late Sting reductior of 2n01) has been applied for the green lumber members. 5) Provloe mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 3. 6) Be f L,c' F'E a or shim required to provide full hearing surface with truss chord atjoint(s) 3. 0 QED PROFF �NGiNEFR `r0y 87022PE ry OREGON ��oSMeER A''IP� A. HES EXPIRES: 06/30/2021 September 17,2019 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek®wnnectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mf LT� ek_ is always required for stablIlly and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPH Quality Criteria, DSB-89 and SCSI Building Component MTek USA, Inc. I Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 400 Sunrise Avenue, Suite 270 .t1f}AtIVA1RS�Bfifi1 Type R59548112 1190915 J-36 (MONO TRUSS 10 11 J Job Reference licnalj Willamette Truss, Independence, OR- 97351, 8.240 s Jul 14 2019 MiTek Industries, Inc. Tue Sep 17 11:05:17 2019 Page 1 I D:6yTt 1 AnX7_Fg6hSwR3m_rOzW Qkj-Z?97_DQ?98bG7eO W 1 Cn9U 99BvkQu99S1951Xazycl50 6-0-0 6-M I Scale = 1:14.3 2x4 = LUMBER - TOP CHORD 2x4 DF No.1 G BOT CHORD 2x4 DF No.1 G REACTIONS. (Ib/size) 1=233/0-5-8, 3=55/0-5-8, 2=177/0-5-8 Max Horz 1=681,LC 12) Max Uplift 1=-28(LC 12), 2=-85(LC 12) Max Grav 1=233(LC 1), 3=111(LC 3), 2=177(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. PLATES GRIP MT20 220/195 Weight: 17 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=120mph (3 -second gust) V(IRC2012)=95mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp C; Enclosed; MW FRS (directional) and C -C Corner(3) 0-2-12 to 3-2-12, Exterior(2) 3-2-12 to 5-9-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.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 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 100 Ib uplift at joint(s) 1, 2. 6) Beveled plate or shim required to provide full bearing surface with truss chord atjoint(s) 2. • • •0060• 60000 s•••0*0000 000000 0000• • • s ••ss•• •• • so 0 RIO Oo so • 00.00• 0000•. 't - �.� •I �5�NGtlNFF9 .••, *Osseo • • D7 2PE N wry �y T OREGON 9C�OSIyBER 0�p�' A. HER EXPIRES: 06/30/2021 September 17,2019 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek@ connectors. This design is based only upon parameters shown, and is for an individual building component, not 6-0-0 a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' 6-M is always required for stability and b prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI1TPI1 Quality Criteria, DSB-89 and SCSI Building Component MiTek USA, Inc. Safely Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 400 Sunrise Avenue, Suite 270 - --f3,oaewAa..GA 9rjfj{1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Lid TCLL 25.0 Plate Grip DOL 1.15 TC 0.48 Vert(LL) -0.05 1-3 >999 240 TCDL 7.0 Lumber DOL 1.15 BC 0.28 Vert(TL) -0.14 1-3 >476 180 BCLL 0.0 Rep Stress [nor YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code IRC2012/TP12007 Matrix -P LUMBER - TOP CHORD 2x4 DF No.1 G BOT CHORD 2x4 DF No.1 G REACTIONS. (Ib/size) 1=233/0-5-8, 3=55/0-5-8, 2=177/0-5-8 Max Horz 1=681,LC 12) Max Uplift 1=-28(LC 12), 2=-85(LC 12) Max Grav 1=233(LC 1), 3=111(LC 3), 2=177(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. PLATES GRIP MT20 220/195 Weight: 17 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=120mph (3 -second gust) V(IRC2012)=95mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp C; Enclosed; MW FRS (directional) and C -C Corner(3) 0-2-12 to 3-2-12, Exterior(2) 3-2-12 to 5-9-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.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 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 100 Ib uplift at joint(s) 1, 2. 6) Beveled plate or shim required to provide full bearing surface with truss chord atjoint(s) 2. • • •0060• 60000 s•••0*0000 000000 0000• • • s ••ss•• •• • so 0 RIO Oo so • 00.00• 0000•. 't - �.� •I �5�NGtlNFF9 .••, *Osseo • • D7 2PE N wry �y T OREGON 9C�OSIyBER 0�p�' A. HER EXPIRES: 06/30/2021 September 17,2019 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek@ connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and b prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI1TPI1 Quality Criteria, DSB-89 and SCSI Building Component MiTek USA, Inc. Safely Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 400 Sunrise Avenue, Suite 270 - --f3,oaewAa..GA 9rjfj{1 (Truss Truss Type Girder Willamette Truss, Independence, OR- 97351, 1-2-8 1-11-11 859548113 4 1 Job Reference optional?. _ 8.240 s Jul 14 2019 MiTek Industries, Inc. Tue Sep 1711:05:18 2019 Page 1 ID:6yTt1AnX7_Fg6hSwR3m_rOzWQkj-1 BjVBZRewSk7lobjbvlOONiSh71_uciAOIU46Pyc15? 2x4 = Scale = 1:13.9 1-0-2 6-0-0 1-0-2 4-8-14 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deFl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.09 Vert(LL) -0.06 2-4 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.36 Vert(TL) -0.18 2-4 >396 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IRC2012ITP12007 I` Matrix -P Weight 13 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.1 G TOP CHORD Structural wood sheathing directly applied or 1-11-11 oc purlins. BOT CHORD 2x4 DF No.1 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 3=35/Mechanical, 2=227/0-5-8, 4=59/Mechanical Max Horz 2=44(LC 8) Max Uplift 3=-14(LC 5), 2=-62(LC 8) Max Grav 3=35(LC 1), 2=227(LC 1), 4=118(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=120moh (3 -second gust) V(IRC2012)=95mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eavL= if.; :;at. II; Exp C; H i-Icsed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumhor 001-=1.60 plate grip UOL=1.60 2) This truss has been dLaigned for a 10.^ psf bottom chord live load nonconcurrent with any other live loads. 3) " This to lss has been oeslyl ed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will i,t uetween the bottom chord and any ctl-e• -/embers. 4) A nl itq �arirg reduction of 20% has been applied for the green lumber members. 5) REfer tc girder(s) for t_ uss U truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. ULl AWARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI1TPI1 Quality Criteria, DSE-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. PROFFsfs ��g ��GINEF9 /py � 870 2PE � N �ry OREGON ti� o�ti OS'yBER 11iP� R. EXPIRES: 06/30/2021 September 17,2019 MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Rushville. CA 9.5681 1 3-11-11 R1 3-11-11 R59548114 nc. Tue Sep 17 11:05:18 2019 Page 1 ID:6yTtlAnX7_Fg6hSwR3m_rOzWQkj-1 BjVBZRewSk7lobjbvl00NiRv7mquciAOIU46Pycl5? a Scale= 1:13.7 3 4.00 12 6 n - 2 5 rn I 4 2x4 = 6-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 25.0 Plate Grip DOL 1.15 TC 0.14 Vert(LL) -0.05 2-4 >999 240 TCDL 7.0 Lumber DOL 1.15 BC 0.30 Vert(TL) -0.16 2-4 >435 180 BCLL 0.0 Rep Stress Inor YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IRC2012/TPI2007 Matrix -P LUMBER- BRACING - PLATES GRIP MT20 220/195 Weight: 16 Ib FT = 20% TOP CHORD 2x4 OF No.1 G TOP CHORD Structural wood sheathing directly applied or 3-11-11 oc purlins. BOT CHORD 2x4 OF No.1 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 3=100/Mechanical, 2=285/0-5-8, 4=57/Mechanical Max Horz 2=66(LC 12) Max Uplift 3=-44(LC 12), 2=-83(LC 12) Max Grav 3=100(LC 1), 2=285(LC 1), 4=114(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=120mph (3 -second gust) V(IRC2012)=95mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. 11; Exp C; Enclosed; MWFRS (directional) and C -C Extedor(2) -1-2-8 to 1-9-8, Interior(1) 1-9-8 to 3-10-15 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and fomes & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.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 reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPl1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. N 101111111"iSAT OREGON ti� Opti 'AC�OS/BER A. HEF; EXPIRES: 08/30/2021 September 17,2019 OF MiTek` MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 . 'eQWle..CA'5B6kl Willamette Truss, Independence, OR - 97351, 859548115 1 8.240 s Jul 14 2019 MiTek Industries, Inc. Tue Sep 17 11:05:19 2019 Page 1 I D:6yTtl AnX7_Fg6hSwR3m_rOzWQkj-VOHuPvSGhms_My9v8dpdZBEYyX63d3yKcPEdfrycl5_ 5-11-11 Scale=1:14.'s 3 2X4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 25.0 Plate Grip DOL 1.15 TC 0.44 TCDL 7.0 Lumber DOL 1.15 BC 0.30 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code IRC2012fTP12007 Matrix -P LUMBER - TOP CHORD 2x4 DF No.1 G BOT CHORD 2x4 DF No.1 G REACTIONS. (Ib/size) 3=1701Mechanical, 2=343/0-5-8, 4=57/Mechanical Max Horz 2=90(LC 12) Max Uplift 3=-79(LC 12), 2=-101(LC 12) Max Grav 3=170(LC 1), 2=343(LC 1), 4=114(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 6_" 6-" DEFL. in (loc) I/deft L/d PLATES GRIP Vert(LL) -0.05 2-4 >999 240 W20 220/195 Vert(TL) -0.16 2-4 >435 180 Horz(TL) -0.00 3 n/a n/a Weight 19 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or -5-111-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=120mDh (3 -second gust) V(IRC2012)=95mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eavL= 7f.; ;it. II; ExF C;=1_Icsed; MWFRS (directional) and C -C Exterior(2) -1-2-8 to 1-9-8, Interior(1) 1-9-8 to 5-10-15 zone; cantllev�r left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plaza grip :)OL=1.61 2) This tru-s has been des gr led for a 10.0 Nsf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a li%•3'c3-! )f20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit h�bvPen the bottom chord and any other,nembers. 4) A ,date ,ating reductio.-. of 21's has been applied for the green lumber members. 5) Refer to girder(s) for tress to truss connections. 6) Pr,nir.E n,E.;hanical connection (by othe-s) of'russ to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3 except Qt=1b) 2=1n^ ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11-7473rev. 10/03/2015 BEFORE USE. Design valid for use only with MrreW connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricatfon, storage, delivery, erection and bracing of trusses and truss systems, see ANSh7Plf Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. PRQpe' us �N(,1NEF9 /0 Q /870 2 N >V OREGON ti4 o�ti ER A. HEFT EXPIRES: 06/30/2021 September 17,2019 MiTek- MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Rasavkle. cA Job Truss Truss Type Qty Ply 25.0 - 1.15 TC 0.47 TCDL 7.0 859548116 t 190915 J -6C Jack -Open 4 1 YES WB 0.00 BCDL 10.0 Code IRC2012ITP12007 L Matrix -P Job Reference tional Willamette Truss, Independence, OR - 97351, 8.240 s Jul 14 2019 MiTek Industries, Inc. Tue Sep 17 11:05:20 2019 Page 1 I D:6yTtl AnX7_Fg6hSwR3m_rOzW Qkj-zarGcFTuS3_q_6k5iKKs5oniFxSIM WCTr3zBAHycl4z 1-2-86-0-0 7-11-11 1-2-8 6-0-0 1-11-11 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 25.0 Plate Grip DOL 1.15 TC 0.47 TCDL 7.0 Lumber DOL 1.15 BC 0.30 BCLL 0.0 Rep Stresslncr YES WB 0.00 BCDL 10.0 Code IRC2012ITP12007 L Matrix -P LUMBER - TOP CHORD 2x4 DF No.1 G BOT CHORD 2x4 DF No.1 G Scale = 1:17.8 6-0-0 6-0-0 DEFL. in (loc) I/deft L/d PLATES GRIP Vert(LL) -0.05 2-5 >999 240 MT20 220/195 Vert(TL) -0.16 2-5 >435 180 Horz(TL) -0.00 4 n/a n/a Weight 22 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings Mechanical except Qt=length) 2=0-5-8, 3=0-1-8. (lb) - Max Horz 2=113(LC 12) Max Uplift All uplift 100 Ib or less atjoint(s) 4, 2 except 3=-110(LC 12) Max Grav All reactions 250 Ib or less atjoint(s) 4, 5, 3 except 2=347(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=120mph (3 -second gust) V(IRC2012)=95mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. Il; Exp C; Enclosed; MWFRS (directional) and C -C Exterior(2) -1-2-8 to 1-9-8, Interior(1) 1-9-8 to 7-10-15 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.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 reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 2 except (jt=1b) 3=110. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. a • • •••••• • ••• • IN • FJ70 PE m •`r il N ,�N y �Ar OREGON c�S A. HE��P EPIRES: 08/30/2021 September 17,2019 r ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MU -7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTekS connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M i lt e k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSI11PIi Qualfty Criteria, DSB-89 and BCS/ Building Component MiTek USA, Inc. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 400 Sunrise Avenue, Suite 270 f145cA[L GA 9501 Job -f 190915 Willamette Truss, Indep( -1-2-8 R59548117 I I_ )Job Reference (optional) 8.240 s Jul 14 2019 MiTek Industries, Inc. Tue Sep 1711:05:20 2019 Page 1 I D:6yTtl AnX7_Fg6hSwR3m_rOzWQkj-zarGcFTuS3_q_6k5i KKs5oniFxSIMWCTr3zBAHycl4z 6-0-0 3-11-11 2x4 = LOADING (psf) SPACING- 2-0-0 TCLL 25.0 Plate Grip DOL 1.15 TCDL 7.0 Lumber DOL 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code IRC2012/rP12007 6-0-0 6-0-0 CSI. DEFL. in (loc) I/defl L/d TC 0.47 Vert(LL) -0.05 2-6 >999 240 BC 0.30 Vert(TL) -0.16 2-6 >435 180 WB 0.00 Horz(TL) -0.00 5 n/a n/a Matrix -P LUMBER- BRACING - TOP CHORD 2x4 DF No.1 G TOP CHORD BOT CHORD 2x4 DF No.1 G BOT CHORD REACTIONS. All bearings Mechanical except (jt=length) 2=0-5-8, 3=0-1-8, 4=0-1-8. (lb) - Max Horz 2=136(LC 12) Max Uplift All uplift 100 Ib or less atjoint(s) 5, 2, 4 except 3=-113(LC 12) Max Grav All reactions 250 Ib or less at joints) 5, 6, 3, 4 except 2=347(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:21.6 PLATES GRIP MT20 220/195 Weight: 25 Ib FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=120rnph (3 -second gust) V(IRC2012)=95mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eava=4.t, Gat. II; Exp Cr.;.;jsed; MWFRS (directional) and C -C Exterior(2) -1-2-8 to 1-9-8, Interior(1) 1-9-8 to 9-10-15 zone; car`il-r-- I ift and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plLde grip SOL=1.0 2) Tris truss has been designer, for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) . TI ib truss has been designed for a I:c I )c d r` 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide H !I i' L3 *• en the bottom chord and any other members. 4) A plate rating reducti(.,1 of 2C% has been applied for the green lumber members. 5) Refer to girder(s) for "'USS to truss connections. 6) P.ovid� uluchanical connection (by others) o`truss to bearing plate atjoint(s) 3, 4. 7) Prc file n^chanica-tionrebt on (by others) of Muss to bearing plate capable of withstanding 100 Ib uDlift at ioint(s) 5, 2, 4 except (jt=lbt 3=113. 8) Beveled, -)late or shim required to pro,,,iue fi ill bearing surface with truss chord at joint(s) 3, 4. PRo'FFss �NGINEF 9 ti 87f 9PE OREGON 0 ER A. HSP EXPIRES: 06/30/2021 September 17,2019 AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mire is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCS/ Building Component MiTek USA, Inc. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 400 Sunrise Avenue, Suite 270 1 tseviuC, cA 9595, 190915 Type R59548118 -97351, 8.240 s Jul 14 2019 MiTek Industries, Inc. Tue Sep 17 11:05:212019 Page 1 I D:6yTt1AnX7_Fg6hSwR3m_rOzW Qkj-RmPegbTW DN6hcGJIG 1 rhe?Jt?LnX5yRe4jjkikycl4y 6-0-0 11-11-11 6-0-0 5-11-11 2x4 = 6-M 6-M Scale = 125.5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.47 Vert(LL) -0.05 2-7 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.30 Vert(TL) -0.16 2-7 >435 180 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 6 n/a n/a BCDL 10.0 Code IRC2012ITP12007 Matrix -P Weight: 28 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF No.1 G BOT CHORD 2x4 DF No.1 G BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 0-1-8 except (jt=length) 6=Mechanical, 2=0-5-8, 7=Mechanical. (lb) - Max Horz 2=160(LC 12) Max Uplift All uplift 100 Ib or less at joint(s) 6, 2, 4, 5 except 3=-113(LC 12) Max Grav All reactions 250 Ib or less at joint(s) 6, 7, 3, 4, 5 except 2=347(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=120mph (3 -second gust) V(IRC2012)=95mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Enclosed; MWFRS (directional) and C -C Exterjor(2) -1-2-8 to 1-9-8, Interior(1) 1-9-8 to 11-10-15 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and fomes & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.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 reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3, 4, 5. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 2, 4, 5 except (jt=1b) 3=113. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 4, 5. 0000•• 0000• 0000 0000• • • 0000•• 0000•• 0000•• •• PRO •�I�I �F9• i�� • �, .. 00 •87 2PE •• 0.000• 'Ve C' ER OSA HEF`�P D(PIRES: 06/30/2021 September 17,2019 AWARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE, Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not . a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall is building design. Bracing indicated is tc prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection. and bracing of trusses and truss systems, see ANSUTPI1 Quality Criteria, DSB-89 and SCSI Building Component MiTek USA, Inc. Safety Informaflon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 400 Sunrise Avenue, Suite 270 Job Truss Truss Type Qty Ply R59548119 190915 J-61' Jack -Open 4 1 Job Reference (optional). Willamette Truss, Independence, OR - 97351, 8.240 s Jul 14 2019 MiTek Industries, Inc. Tue Sep 1711:05:22 2019 Page 1 ID:6yTtl AnX7_Fg6hSwR3m_rOzWQkj-wzzD1 xU8_hEYDQu UgIMLBDs21I7mgPhmJNS I FAyci4x -1-2-8 6-M 13-11-11 Scale = 1:29.4 2x4 = 6-0-0 LOADING (psf)SPACING- DEFL. 2-0-0 TCLL 25 .0 Plate Grip DOL 1.15 TCDL 7.0 Lumber DOL 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code IRC20121TP12007 CSI. DEFL. in (loc) I/deft Ud TC 0.47 Vert(LL) -0.05 2-8 >999 240 BC 0.30 Vert(TL) -0.16 2-8 >435 180 WB 0.00 Horz(TL) -0.00 7 nla n/a Matrix -P LUMBER- BRACING - TOP CHORD 2x4 DF No.1 G TOP CHORD BOT CHORD 2x4 OF No.1 G BOT CHORD REACTIONS. All bearings 0-1-8 except at --length) 7=Mechanical, 2=0-5-8, 8=Mechanical. (lb) - Max Horz 2=183(LC 12) Max Uplift All uplift 100 Ib or less atjoint(s) 7, 2, 4, 5, 6 except 3=-113(LC 12) Max Grav All reactions 250 Ib or less atjoint(s) 7, 8, 3, 4, 5, 6 except 2=347(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. PLATES GRIP MT20 220/195 Weight. 30 Ib FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=120mph (3 -second gust) V(IRC2012)=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 Exterior(2) -1-2-8 to 1-9-8, Interior(1) 1-9-8 to 13-10-15 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) " This truss has been c'esigned for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will lrt ot,NvEven the butrorn courd and any other members. 4) A pl^t- '3"rg reduction of 20% has beer. _p,1 ad for the green lumber members. 5) Refer to girder(s) for truss to I. uss connections. 6) Pr -vide mechanical oonnectic.i (by others) of truss to bearing plate atjoint(s) 3, 4, 5, 6. 7) Pro%,roe mechanical connection (by othat ) or rrr ss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 7, 2, 4, 5, 6 except Qt -1h) 3-113. 8) Bevel ;f plate or shim recIiihaB to provide full bearing surface with truss chord atjoint(s) 3, 4, 5, 6. goo AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?PH Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. PIR O' ' Q�c �NO1 NFF9 /p�9 A7Ar]A�C �rV K OREGON �C'�SMBER A. HEFT EXPIRES: 06/30/2021 September 17,2019 Idt MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 a45C't II'.L•. CA.75r/ 1 Job Truss Truss Type Qty Ply 859548120 illa 190915 J -6G Jack -Open 4 1 _ Job Reference tional Wmette Truss, Independence, OR - 97351, 8.240 s Jul 14 2019 MiTek Industries, Inc. Tue Sep 17 11:05:22 2019 Page 1 I D:6yTtl AnX7_Fg6hSwR3m_rOzWQkj-wzz01 xU8_hEYDQuUgIM LBDs2117mgPhmJNS IFAyci4x -1-2-8 1 _ 6-0-0 15-11-11 1 1-2-8 6-M 9-11-11 Scale = 1:33.3 I 0 8, 7 6 4.00 12 11 5 4 3 10 2 2x4 = 9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. TCLL 25.0 Plate Grip DOL 1.15 TC 0.47 Vert(LL) TCDL 7.0 Lumber DOL 1.15 BC 0.30 Vert(TL) BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) BCDL 10.0 Code iRC2012/TP12007 Matrix -P LUMBER- BRACING - TOP CHORD 2x4 OF No.1 G TOP CHORE BOT CHORD 2x4 OF No.1 G BOT CHORE REACTIONS. All bearings 0-1-8 except (jt=length) 8=Mechanical, 2=0-5-8, 9=Mechanical. (lb) - Max Horz 2=206(LC 12) Max Uplift All up! f 100 Ib or less at joint(s) 8, 2, 4, 5, 6, 7 except 3=-114(LC 12) Max Grav All reactions 250 Ib or less at joint(s) 8, 9, 3, 4, 5, 6, 7 except 2=347(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. in (loc) I/defl L/d -0.05 2-9 >999 240 -0.16 2-9 >435 180 -0.00 8 n/a n/a PLATES GRIP MT20 220/195 Weight: 33 Ib FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; VuIt=120mph (3 -second gust) V(IRC2012)=95mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Enclosed; MWFRS (directional) and C -C Exterior(2) -1-2-8 to 1-9-8, Interior(1) 1-9-8 to 15-10-15 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) " This truss has been designed for a live load of 20.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 reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) oftruss to bearing plate atjoint(s) 3, 4, 5, 6, 7. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 8, 2, 4, 5, 6, 7 except Qt=1b) 3=114. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 4, 5, 6, 7. ••0006 0000• 0000 06404 •• • • • • •600.6 •00000 • 0 • •0.666 6• • p • _G�► D PIRO�> 01_•600 ..... �1 2PE .. .. e ti • • �A •OFEGON � '�C�O 'BER A1'Q'C� 3 A. HEFT EXPIRES: 08/30/2021 September 17,2019 A WARNING - V®rffy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411-7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MITekK connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MR lCT ek- is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCS/ Building Component MiTek USA, Inc. Safely Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 400 Sunrise Avenue. Suite 270 pd5p01C..C�A_9.�161 Job Truss Truss Type Qty Ply (loc) Ildefl Ud PLATES GRIP 6-0-0 2-11 >999 240 MT20 220/195 Vert(TL) -0.16 R59548121 190915 J -6H Jack -Open 4 1 TCLL 25.0 Plate Grip DOL 1.15 TC 0.47 TCDL 7.0 Job Reference foutionaT vvnlamede I russ, Independence, uK - a/sbi, d.Z41.) s JUI 14 zula MI t ex inaustnes, Inc. i ue bep it i rub:zs zuia Page 'I ID:6yTtl AnX7_Fg6hSwR3m_rOzWQkj-09XOFHVmI_MPrZTgNSuajQPDV8T?ZsxvX1 Cmcycl4w -1-2-8 6-0-0 17-11-11 1-2-8 6-0-0 11-11-11 2x4 = 11 LUMBER - TOP CHORD 2x4 DF No.1 G BOT CHORD 2x4 DF No.1 G Scale = 1:37.11 Iv 0 6-0-0 DEFL. in (loc) Ildefl Ud PLATES GRIP 6-0-0 2-11 >999 240 MT20 220/195 Vert(TL) -0.16 2-11 >435 180 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 25.0 Plate Grip DOL 1.15 TC 0.47 TCDL 7.0 Lumber DOL 1.15 BC 0.30 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code IRC2012/TP12007 Matrix -P LUMBER - TOP CHORD 2x4 DF No.1 G BOT CHORD 2x4 DF No.1 G Scale = 1:37.11 Iv 0 REACTIONS. All bearings 0-1-8 except Qt=length) 10=Mechanical, 2=0-5-8, 11=Mechanical. (Ib) - Max Horz 2=229(LC 12) Max Uplift All uplift 100 Ib or less at joints) 10, 2, 5, 6, 7, 8, 9 except 3=-114(LC 12) Max Grav All reactions 250 Ib or less atjoint(s) 10, 11, 3, 5, 6, 7, 8,9 except 2=347(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=120mph (3 -second gust) V(IRC2012)=95mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Enclosed; MWFRS (directional) and C -C Exterior(2)-1-2-8 to 1-9-8, Interior(1) 1-9-8 to 17-10-15 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been Gesignei for a live load of 20.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 plats; iaLng reduction of 20% has been apjvl ad for the green lumber members. 5) Re°e-') 3'•r'er(s) for!rl,!ss *c t-iss conn`e^tion(: 6) Provide ,nechanical connectio 1 (by others) of truss to bearing plate at joints) 3, 5, 6, 7, 8, 9. 7) Provide mechanical connection (by others) of t'r ss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 10, 2, 5, 6, 7 8, 9 exLeal. (L,=. b) 3=114. 8) Beveled plate or shim regr:;re to provide full bearing surface with truss chord at joint(s) 3, 5, 6, 7, 8, 9. P PRO�Fss �NGI Nje 9 879PE CV OREGON do Q�N �G'�SMBER AN A. HES EXPIRES: 06/30/2021 September 17,2019 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114II.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ;� _ building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 1 1P. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP/1 Quality Criteria, DSB-89 and BCS/ Building Component MiTek USA, Inc. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 400 Sunrise Avenue, Suite 270 Ras vlleiA 95457 DEFL. in (loc) Ildefl Ud PLATES GRIP Vert(LL) -0.05 2-11 >999 240 MT20 220/195 Vert(TL) -0.16 2-11 >435 180 Horz(TL) -0.00 10 n/a n/a Weight: 36 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 0-1-8 except Qt=length) 10=Mechanical, 2=0-5-8, 11=Mechanical. (Ib) - Max Horz 2=229(LC 12) Max Uplift All uplift 100 Ib or less at joints) 10, 2, 5, 6, 7, 8, 9 except 3=-114(LC 12) Max Grav All reactions 250 Ib or less atjoint(s) 10, 11, 3, 5, 6, 7, 8,9 except 2=347(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=120mph (3 -second gust) V(IRC2012)=95mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Enclosed; MWFRS (directional) and C -C Exterior(2)-1-2-8 to 1-9-8, Interior(1) 1-9-8 to 17-10-15 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been Gesignei for a live load of 20.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 plats; iaLng reduction of 20% has been apjvl ad for the green lumber members. 5) Re°e-') 3'•r'er(s) for!rl,!ss *c t-iss conn`e^tion(: 6) Provide ,nechanical connectio 1 (by others) of truss to bearing plate at joints) 3, 5, 6, 7, 8, 9. 7) Provide mechanical connection (by others) of t'r ss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 10, 2, 5, 6, 7 8, 9 exLeal. (L,=. b) 3=114. 8) Beveled plate or shim regr:;re to provide full bearing surface with truss chord at joint(s) 3, 5, 6, 7, 8, 9. P PRO�Fss �NGI Nje 9 879PE CV OREGON do Q�N �G'�SMBER AN A. HES EXPIRES: 06/30/2021 September 17,2019 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114II.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ;� _ building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 1 1P. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP/1 Quality Criteria, DSB-89 and BCS/ Building Component MiTek USA, Inc. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 400 Sunrise Avenue, Suite 270 Ras vlleiA 95457 Job Truss Truss Type Qty Ply 190915 T-1 Common 6 1 Willamette Truss, Independence, OR - 97351, I -1-2-8 _ 4-2-12 1-2-8 4-2-12 0 R59548122 Job Reference (optional) 8.240 s Jul 14 2019 MiTek Industries, Inc. Tue Sep 17 11:05:24 2019 Page 1 ID:6yTt1AnX7 Fg6hSwR3m_rOzWQkj-sL4nSdWOWIUGTj2txAPpGexTiYrhllz3mhxOJ3yc14v 1 — 85-8 9-8-0 4-2-12 1-2-8 4x4 = 3 3x4 = 3x4 = Scale = 1:20.1 Io 4-2-12 _ F— — 85-8 4-2-12 4-2-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.19 Vert(LL) -0.01 2-6 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.15 Vert(TL) -0.03 2-6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code IRC2012/TP12007 Matrix -P Weight: 29 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.1 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 OF No.1 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std G REACTIONS. (Ib/size) 2=428/0-5-8, 4=42810-5-8 Max Horz 2=23(LC 11) Max Uplift 2=-122(LC 12), 4=-122(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-517/133,3-4=-517/133 BOT CHORD 2-6=-55/440, 4-6=-55/440 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=120mph (3 -second gust) V(IRC2012)=95mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. Il; Exp C; Enclosed; MWFRS (directional) and C -C Exterior(2) -1-2-8 to 1-9-8, Interior(1) 1-9-8 to 4-2-12, Exterior(2) 4-2-12 to 7-2-12, Interior(1) 7-2-12 to 9-8-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for • members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 + • • • • • • i • • • 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • • • • *• • • 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide • • •• • • • . • a • r. • s will fit between the bottom chord and any other members. • • • 5) A plate rating reduction of 20% has been applied for the green lumber members. 6 • • • • • pp • • 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) • t �� �tl OF n• • f " 2=122,4=122. • • - �C��4�.�}�i ����V��• eso '8 2PE Ass 6• _ •• 6.66.6 .• .. 9��CV Aj.OREGaON 0``�aEA A. HEF; EXPIRES: 08/30/2021 September 17,2019 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111•7473 rev. 1010312015 BEFORE USE. Design valid for use only with M!Tek@ ccnnectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 1. • building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erwMn and bracing of trusses and truss systems, see ANSI/rP11 Quality Criteria, DSB-89 and BCSI Building Component MiTek USA, Inc. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 400 Sunrise Avenue, Suite 270 RM,InlA 961561 Job FT2 190915 Truss Type Common Girder R59548123 Willamette Truss, Independence, OR -.97351, 8.240 s Jul 14 2019 MiTek Industries, Inc. Tue Sep 17 11:05:24 2019 Page 1 ID:6yTtl AnX7_Fg6hSwR3m_rOzWQkj-sL4nSd W OW IUGTj2txAPpGexR?YpOIHG3mhxOJ3yc14v 4-2-12 8-5-8 4-2-12 4-2-12 4x4 = 3x4 Scale =1:15.6 4-2-12 8-5-8 4-2-12 4-2-12 _ Plate Offsets (X,Y) — [1:0-5-10,0-1-8],13:0-5-10,0-1-81 _ LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.29 Vert(LL) -0.02 4 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.29 Vert(TL) -0.04 4 >999 180 BCLL 0.0 * Rep Stress Incr NO WB 0.19 Horz(TL) 0.01 3 n/a n/a BCDL 10.0 Code IRC2012ITP12007 Matrix -P Weight: 32 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.1 G TOP CHORD Structural wood sheathing directly applied or 5-9-5 oc purlins. BOT CHORD 2x6 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std G REACTIONS. (Ib/size) 1=633/0-5-8,3=633/0-5-8 Max Horz 1=-17(LC 6) Max Uplift 1=-110(LC 8), 3=-110(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-10871165,2-3=-1087/165 BOT CHORD 1-4=-129/999, 3-4=-129/999 WEBS 2-4=-0/439 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu1,=120moh (3 -second gust) V(IRC2012)=95mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; ea,'16=-01; Cat. II; Exp C; Ericlrsed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lurr qtr 33�=1.60 plate grip DOL=1.60 3) Th -s tr!rs his been aesigred For a 10.0 ^sf bcttom chord live load nonconcurrent with any other live loads. 4) * TYtis tress has been designeJ for a live load of 20.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 r_iembers. 5) A khatb i.,34.g reduction, of 20% has been applieu for the green lumber members. 6) Prov?d-0 mechanical lionnesk-n (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 1=110,3=110. OL 1 7) GiEd9r`c)r'r s tie-in sp�n(s): 6.0-0 fro 0=C-0 to 4-5-8 8) In thB �Ot,G CASE(S),se don. loads awpliea to the face of the truss are noted as front (F) or back (B). LOAD CASES) Standard " 1) Dead + Rrof Live (bal,tced):!,umber Increase=1.15, Plate Increase=1.15 Urefonn Loads (plf) 0 " ' Y) r:: 1-2=-64, 2-3=-64, 1-3=-94(5---7,) 0049IN�U�Ic - - ' 4 - AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473re, 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPIf Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. r48 o-�nnn A 6 N *ry �.9 SAT OREGON ti� OWN 9C�0 ftER A. HES EKPIRES: 06/30/2021 September 17,2019 MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Job Truss Truss Type 190915 T-1 Common Willamette Truss, Independence, OR - 97351, -1-214-2-12 1-2-8 4-2-12 Qty Ply R59548122 6 1 Job Reference (optional) 8.240 s Jul 14 2019 MiTek Industries, Inc. Tue Sep 17 11:05:24 2019 Page 1 I D:6yTt lAnX7_Fg6hSwR3m_rOzW Qkj-sL4nSd WOW IU GTj2txAPpGexT!Yrhllz3mhxOJ3ycl4v 8-5- _ 9-8-0 4-2-12 1-2-8 4x4 = 3 Scale = 1:20.1 3x4 = 3x4 = 4-2-12 8-5-8 4-2-12 4-2-12 LOADING (p f) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/dPLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.19 Vert(LL) -0.01 2-6 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.15 Vert(TL) -0.03 2-6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(TL) 0.01 4 n/a We BCDL 10.0 Code IRC2012ITP12007 Matrix.P Weight: 29 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 OF No.1 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 OF No.1 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std G REACTIONS. (Ib/size) 2=428/0-5-8, 4=428/0-5-8 Max Horz 2=23(LC 11) Max Uplift 2=-122(LC 12), 4=-122(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=5117/133,34=5117/133 BOT CHORD 2-6=-55/440, 4-6=-55/440 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=120mph (3 -second gust) V(IRC2012)=95mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Enclosed; MWFRS (directional) and C -C Exterior(2) -1-2-8 to 1-9-8, Interior(1) 1-9-8 to 4-2-12, Exterior(2) 4-2-12 to 7-2-12, interior(1) 7-2-12 to 9-8-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for + R members and forces & MWFRS for 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 nonconcurrent with any other live loads. • • • • *000* 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide • • • • 600000 will fit between the bottom chord and any other members. • • • 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 100 Ib uplift at joint(s) except Qt=1b)• Gn�D P� Q� • • R 4 2=122, 4=122.• 10%.r\41a�} • Cti *8 2PE • CV N�4j jOS ON eco`` OiR S A , HERS EVIRES: 06/30/2021 September 17,2019 AL WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekS mrinectors. This design is based only upon parameters shown, and is for an individual building component, not . a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTel{. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP/1 quality Criteria, DSB-89 and SCSI Suflding Component MiTek USA, Inc. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 400 Sunrise Avenue, Suite 270 _ ti05eWl!@..CA 95661 Job iTruss Truss Type Qty Ply R5954F 190915 IT -2 Common Girder 2 1 Job Reference(optional) Willamette Truss, Independence, OR - 97351, 8.240 s Jul 14 2019 MiTek Industries, Inc. Tue Sep 1711:05:24 2019 Page: I D:6yTt 1 AnX7_Fg6hSwR3m_rOzWOkj-sL4nSd W OW I U GTj2txAPpGexR?YpOIHG3mhxOJ3ycl4v 4-2-12 8-5-8 Scale = 1:15.6 44 = 4-2-12 85-8 _ 4-2-12 4-2-12 ,Y)-- j1:0-5-10 0-1-8],j3;0-5-10,0-1-8� LOADING (PSI SPACING- 2-0-0 TCLL 25.0 Plate Grip DOL 1.15 TCDL 7.0 Lumber DOL 1.15 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code IRC2012/TP12007 LUMBER - TOP CHORD 2x4 DF No.1 G BOT CHORD 2x6 DF No.2 G WEBS 2x4 DF Std G REACTIONS. (Ib/size) 1=633/0-5-8, 3=633/0-5-8 Max Horz 1=-17(LC 6) Max Uplift 1=-110(LC 8), 3=-110(LC 8) CSI. DEFL. in (loc) I/deft L/d TC 0.29 Vert(LL) -0.02 4 >999 240 BC 0.29 Vert(TL) -0.04 4 >999 180 WB 0.19 Horz(TL) 0.01 3 n/a n/a Matrix -P FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1087/165,2-3=-10871165 BOT CHORD 1-4=-129/999,3-4=-1291999 WEBS 2-4=-01439 3x4 PLATES GRIP MT20 220/195 Weight: 32 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-9-5 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vul"=l20moh (3 -second gust) V(IRC2012)=95mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; ea,,6=41; Cat. II; ExpC; Enclr:sed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; LUrflobr,DJ�=1.60 plate grip DOL=1.60 = _ - _- 3) 3) Th!sc7-!rs his been flesigred for a 10.0 �sf bc!tom chord live load nonconcurrent with any other live loads. 4) " T;liS tr�SS has been designed for a live load of 20.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 anyotlier members. 5) A Mutt_ f reduction, of 20op has been appliec for the green lumber members. 6) Prov?d4'mechanical sonne-ficn (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) 1=110,3=110. Oc o 7) Gir✓dgr c31`rie�s tie-in sp,^n(s): 66-0-0 fro O -Q o to 4-5-8 8) In the �Ot,G CASE(S),sgaion, loads appliec to the face of the truss are noted as front (F) or back (B). r I t LOAD CASES) Standard o 1) Dead + Rrof Live (balt_nced):,Lumber Increase=1.15, Plate Increase=1.15 Ur6fdnn Loads (plf) - . - -V3r: 1-2=-64, 2-3=-64, 1-3=-94W--7-) AWARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek@ connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCS/ Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. I ° PROFFss �NGIN�E9 87W2PE N IN OREGON ti� o�ti c°s A. HEF��A EXPIRES: 06/30/2021 September 17,2019 N1 MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 -_...n.. rc etiu.I , 1190915 IT -3 Willamette Truss, Independence, OR - 97351, 4-0-0 4.00 12 4x8 Type MON GIRDER 4-6-0 Plate Offsets (X,Y)-- 1.1:0-5-9,0-2-% [3:0-5-9,0-2-11_ LOADING (psf) SPACING- 2-0-0 CSI. TCLL 25.0 Plate Grip DOL 1.15 TC 0.28 TCDL 7.0 Lumber DOL 1.15 BC 0.81 BCLL 0.0 Rep Stress Incr NO WB 0.77 BCDL 10.0 Code IRC2012ITP12007 Matrix -S LUMBER - TOP CHORD 2x4 DF No.1 G BOT CHORD 2x8 DF No.2 G WEBS 2x4 DF Std G REACTIONS. (Ib/size) 1=3546/0-5-8, 3=3546/0-5-8 Max Horz 1=-17(LC 6) Max Uplift 1=-613(LC 8), 3=-613(LC 8) Max Grav 1=3652(LC 15), 3=3652(LC 15) R59648124 n L Job Reference optional) 8.240 s Jul 14 2019 MiTek Industries, Inc. Tue Sep 17 11:05:25 2019 Page 1 ID:6yTtl AnX7_Fg6hSwR3m_rOzWQkj-KYe9fzX1 Hcc74td3Vtw2orUc 1 yl Z1 aRC?LhyrVycl4u 9-0-0 4-6-0 4x6 11 2 3 Scale = 1:16.5 6 4 4x8 uzz 4x14 II 9-0-0 4-6-0 DEFL. in (loc) I/deft L/d PLATES GRIP Vert(LL) -0.05 4 >999 240 MT20 220/195 Vert(TL) -0.13 4 >787 180 Horz(TL) 0.02 3 n/a n/a Weight: 81 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-4-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-6393/1049, 2-3=-6393/1049 BOT CHORD 1-4=-972/6066, 3-4=-972/6066 WEBS 2-4=-527/3641 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: 2x8 - 2 rows staggered at 0-6-0 oc. Webs connected as follows: 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(IRC2012)=95mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Enclosed; MWFRS (directional); 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 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.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. 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 100 Ib uplift at joint(s) except (jt=1b) 1=613,3=613. 9) Girder carries tie-in span(s): 38-0-0 from 0-0-0 to 9-0-0 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-64, 2-3=-64,1-3=-766(F=-746) •••••• ••••• ♦ • • 0p FROFF ,,.•. •87022P • .. • NSA ,OnSMOON •�? , . 9�C0 * 6 1"' A� s A, HE�� EXPIRES: 06/30/2021 September 17,2019 ®WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek@ connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall :1' ek' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 1♦ j is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCS/ Building Component MiTek USA, Inc. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 400 Sunrise Avenue, Suite 270 — — _ .Raselo➢I�.CA95ti61 Job Truss Truss Type Qty Ply LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 R59548125 190915 T4 CAL HIP 2 Vert(TL) -1.77 16 >254 180 MT18HS 220/195 BCLL 0.0 Rep Stress Incr NO WB 0.29 Horz(TL) 0.22 Job Reference(optional). Willamette Truss, Independence, OR - 97351, 8.240 s Jul 14 2019 MiTek Industries, Inc. Tue Sep 1711:05:26 2019 Page 1 I D:6yTtlAnX7_Fg6hSwR3m_rOzWQkj-okCXtlXf2vk_i 1 CF3bRHL31 kpM LHm9BMD?QVOxycl4t T1-2-8 5-5-1 5- 1-11 9-11-6 _ 14-5-11 s 19-0-0 _ 23-6-5 28-0-10 I 32-0-5 3218-p5 38-" 49-2$ 2-8 5-5-1 0 - 0 3-11-11 45-5 45-5 4-6-5 45-5 3-11-11 0_6A0 0 55-1 -2-8 4.00 12 5x6 3x5 = 3x4 = 3x8 = 3x8 = 3x4 = 3x5 = 5x6 Scale = 1:70.4 4x6 = 2025 19 18 17 16 15 14 26 13 4x6 = 44 = 4x4 = 4x4 = 6x12 MT18HS = 2x4 44 = 44 = 4x4 = 5-5-1 1 9-11-6 55-1 45-5 14-5-11 4 6-5 19-0-0 23.6-5 4-6-5 4- 28-0-10 3232-6-15 __ 38-M 45-5 4-6-5 5-5-1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.47 Vert(LL) -0.76 16 >595 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.91 Vert(TL) -1.77 16 >254 180 MT18HS 220/195 BCLL 0.0 Rep Stress Incr NO WB 0.29 Horz(TL) 0.22 11 n/a We BCDL 10.0 Code IRC2012rrP12007 Matrix -S Weight 570 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.1 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins, except BOT CHORD 2x6 DF No.2 G 2-0-0 cc purlins (5-6-15 max.): 3-10. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. REACTIONS. (Ib/size) 2=3026/0-5-8, 11=3026/0-5-8 Max Horz 2=31 (LC 7) Max Uplift 2=-668(LC 8), 11=-668(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-8983/1934, 3-4=-8363/1846, 4-5=-13255/2906, 5-6=-16134/3503, 6-8=-16135/3503, 8-9=-13257/2906,9-10=-8363/1846,10-11=-8984/1934 BOT CHORD 2-20=-1787/8538, 19-20=-2824/13255, 18-19=-3421/16134, 16-18=-3657/17232, 15 -16= -3657/17232,14 -15=-3421/16135,13-14=-2824/13257,11-13=-1787/8538 WEBS 3-20=-254/1960, 4-20=-5286/1127, 4-19=-122/1231, 5-19=-3106/635, 5-18=0/531, 6-18=-1218/303, 6-16=0/292, 6-15=-1217/302, 8-15=0/530, 8-14=-3105/635, 9-14=-122/1231,9-13=-5287/1127,10-13=-254/1960 NOTFS- 1) 3 -ply truss tube connected tonether with 1ud 10,131"x3") nails as follows: Toa Y c d, -.onnectcla^ f')"c.vs: 2x4 - I.. row , -,t 0-9-0 cc. Bodonn chords connected as tullows: 2x6 - 2 -rows staggered at 0-9-0 cc. Webs connected as follows: 2x4 - 1 row at 0-9-C.oc. 2) AlGoaus 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 cor.nections have beer prcvided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) UnhalancPd roof live haus have been considered for this design. 4) Wind: ASCE 7-10; VuIt=120. nth (3-secznli-gust, V(IRC2012)=95mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=38ft; eave oft; Cat. II; Exp'C; Enclosed; MV1�FR5 tolrectionalj; cantilever left and right exposed ;end vertical left and right exposed; Lul-.1tE: DOL=1.60 plate grip DOL=1.6C 5) Provide adequate drainage to prevent `; atprponding. 6) All plates :.re MT20 plstes unlJss otherwise indicated. 7) This'fruss has been 8e"signed ror a 10.0 est hodom chord live load nonconcurrent with any other live loads. 8) ' T411Z, ..LS3 :ias been designed for a live<oad Lf 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide wili fd heM een the bottom chord and any other members. 9) A plate rating reductior. LF 2C% has been applied for the green lumber members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except at=1b) 2=668,11=668. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. 12) Girder carries hip end with 6-0-0 end setback. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. CO tamed on Dana 2 AWARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE, Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?P11 Qualify Criteria, DSB-89 and BCS/ Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. PROFFss �C�g �NGINEF9 �Oz 9- `87022Pf (P;00011 - ,v y �'0r OREGON ti� o�ti ��oSMe�R A. HEp` EXPIRES: 06/30/2021 September 17,2019 M7ek- MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 9pYev�t9..GA;8566 190915 1T-4 Willamette Truss, Independence, OR - HIP 8.240 s Jul 14 2019 MiTek Industries, Inc. Tue Sep 17 11:05:26 2019 Page 2 I D:6yTtl AnX7_FgBhSwR3m_rOzWQkj-okCXtlXf2vk_i 1 CF3bRHL31 kpM LH mgBMD?QVOxycl4t NOTES - 15) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 372 Ib down and 149 Ib up at 32-5-2, and 372 Ib down and 149 Ib up at 5-6-14 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-64, 3-21=-64, 21-24=-121, 10-24=-64, 10-12=-64, 2-11=-38(F=-18) Concentrated Loads (lb) Vert: 3=-288 10=-288 ,& WARNING - Verify design paromelers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITekS connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not . a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ;�� ' building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MI 1 is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP/f Quality Criteria, DSB-89 and SCSI Building Component MiTek USA, Inc. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 400 Sunrise Avenue, Suite 270 — Roseville. CA Q -i 1 •••••• ••••• • YY • • • • • •fYf •• r♦ • • R • !• we 1000•• r • r •••r •4!• ,& WARNING - Verify design paromelers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITekS connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not . a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ;�� ' building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MI 1 is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP/f Quality Criteria, DSB-89 and SCSI Building Component MiTek USA, Inc. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 400 Sunrise Avenue, Suite 270 — Roseville. CA Q -i 1 Job Truss Truss Type Qty Ply 190915 T-5 CAL HIP 12 R59548126 Job Reference {optional/ Willamette Truss, Independence, OR - 97351, 8.240 s Jul 14 2019 MiTek Industries, Inc. Tue Sep 17 11:05:28 2019 Page 1 I D:6yTtl AnX7_Fg6hSwR3m_rOzWQkj-k7KH I_ZvZX_ixLLeA?TIQU6zL9?W E1 mehJvcSgycl4r -1-2-8 3-11-8 7-5-1 7-11- 1 13-2-9 19-0-0 24-9-7 30-0-5 30;8-15 34-0-7 { 38-M I9-2-8 -2-8 3-11-8 3-5-9 0 5-2-13 5-9-7 5-9-7 5-2-13 06->0 3-5-9 3-11-9 1-2-8 4.00 12 5x8 4x8 = 3x10 = 1.5x4 II Scale =1:70.7 5x8 3x12 = 18 17 16 15 14 13 3x12 = 4x8 = LUMBER - TOP CHORD 2x4 DF No.1 G BOT CHORD 2x4 DF No.1 G WEBS 2x4 DF Std G REACTIONS. (Ib/size) 2=1669/0-5-8, 11=1669/0-5-8 Max Horz 2=-40(LC 10) Max Uplift 2=-336(LC 12), 11=-336(LC 12) 1.5x4 11 412 MT18HS = 3x8 = 1.5x4 II 4x8 = 19-0-024-9-7 30.6-15 38-M 5-9-7 5-9-7 5-9-7 �7-5-1 7-5-1 13-2-9 7-5-1 T 5-9-7 Plate Offsets (X,Y)-- 121-0-0,0-0-7j,111:1-0-0,0-0-7) (loc) I/deft Lid PLATES GRIP TC 0.91 LOADING (psf) 16 >607 240 SPACING- 2-0-0 TCLL 25.0 Vert(TL) -1.76 Plate Grip DOL 1.15 TCDL 7.0 WB 0.41 Lumber DOL 1.15 BCLL 0.0 Matrix -S Rep Stress Incr YES BCDL 10.0 Code IRC2012/TP12007 LUMBER - TOP CHORD 2x4 DF No.1 G BOT CHORD 2x4 DF No.1 G WEBS 2x4 DF Std G REACTIONS. (Ib/size) 2=1669/0-5-8, 11=1669/0-5-8 Max Horz 2=-40(LC 10) Max Uplift 2=-336(LC 12), 11=-336(LC 12) 1.5x4 11 412 MT18HS = 3x8 = 1.5x4 II 4x8 = 19-0-024-9-7 30.6-15 38-M 5-9-7 5-9-7 5-9-7 �7-5-1 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4096/1087, 3-4=-4114/998, 4-5=-3877/975, 5-7=-6223/1491, 7-8=-6223/1491, 8-9=-3877/975,9-10=-41141998,10-11=-409711087 BOT CHORD 2-18=-972/3809, 17-18=-1263/5638,16-17=-1263/5638, 14-16=-125815638, 13-14=-1258/5638,11-13=-980/3810 WEBS 3-18=0/367, 4-18=-119/834, 5-18=-2003/490, 5-16=-134/721, 7-16=-364/166, 8-16=-1.14/721. 8-13=-2003/490, 9-13=-119/834, 10-13=0/366 NOTES - 1) UnJcl£.n-cd roof live'c3r's h3,:e been considecsci for this design. 2) W16d: AaCE 7-10; Vult=120mph (3 -second -gust) V(IRC2012)=95mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=3811; eave=5ft; Cat. II; Exp C; Enclosed; MWFRS (directional) and C -C Exterior(2) -1-2-8 to 2-7-2, Intedor(1) 2-7-2 to 7-6-14, Exterior(2) 7-6='r4 to,"4-2-9, Interior(1) 13-2-9 to 30-5-2, Exlerior(2) 30-5-2 to 35-9-10, Interior(1) 35-9-10 to 39-2-8 zone; cantilever left and right expc.3cd ; end vertic ': left c.nd right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip �(�L.=1;60 3) Provide adequate drainage U arevent v aic- por.Jing. 4) All plates are MT20 pulps unless cthervvise hluicated. 5) TK3 '. Lsa has been designed for a 10.0 ps' t,o tc m chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live loam of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit bete. (;en the bottom chard and any other members. 7) A plate rating reduction of YU%,, has been applieo for the green lumber members. 8) Prcv:J". .a"hanical connection (by other,))af t.0 s to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 9) Beveled plate or shim 13 ,L:r,.d to provide full bearing surface with truss chord at joint(s) 2. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. AWARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M0-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/rP/f Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 2 N IM O D PROFFss 87022PE9r N �N 9 SAT OREGON ti� Q�ti �coSMe�R '`�P� A. HEFT EXPIRES: 06/30/2021 September 17,2019 MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TC 0.91 Vert(LL) -0.74 16 >607 240 MT20 220/195 BC 0.99 Vert(TL) -1.76 14-16 >257 180 MT18HS 220/195 WB 0.41 Horz(TL) 0.35 11 n/a n/a Matrix -S Weight: 168 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-10-14 oc purlins, except 2-0-0 oc purlins (2-2-0 max.): 4-9. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 5-18,8-13 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4096/1087, 3-4=-4114/998, 4-5=-3877/975, 5-7=-6223/1491, 7-8=-6223/1491, 8-9=-3877/975,9-10=-41141998,10-11=-409711087 BOT CHORD 2-18=-972/3809, 17-18=-1263/5638,16-17=-1263/5638, 14-16=-125815638, 13-14=-1258/5638,11-13=-980/3810 WEBS 3-18=0/367, 4-18=-119/834, 5-18=-2003/490, 5-16=-134/721, 7-16=-364/166, 8-16=-1.14/721. 8-13=-2003/490, 9-13=-119/834, 10-13=0/366 NOTES - 1) UnJcl£.n-cd roof live'c3r's h3,:e been considecsci for this design. 2) W16d: AaCE 7-10; Vult=120mph (3 -second -gust) V(IRC2012)=95mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=3811; eave=5ft; Cat. II; Exp C; Enclosed; MWFRS (directional) and C -C Exterior(2) -1-2-8 to 2-7-2, Intedor(1) 2-7-2 to 7-6-14, Exterior(2) 7-6='r4 to,"4-2-9, Interior(1) 13-2-9 to 30-5-2, Exlerior(2) 30-5-2 to 35-9-10, Interior(1) 35-9-10 to 39-2-8 zone; cantilever left and right expc.3cd ; end vertic ': left c.nd right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip �(�L.=1;60 3) Provide adequate drainage U arevent v aic- por.Jing. 4) All plates are MT20 pulps unless cthervvise hluicated. 5) TK3 '. Lsa has been designed for a 10.0 ps' t,o tc m chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live loam of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit bete. (;en the bottom chard and any other members. 7) A plate rating reduction of YU%,, has been applieo for the green lumber members. 8) Prcv:J". .a"hanical connection (by other,))af t.0 s to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 9) Beveled plate or shim 13 ,L:r,.d to provide full bearing surface with truss chord at joint(s) 2. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. AWARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M0-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/rP/f Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 2 N IM O D PROFFss 87022PE9r N �N 9 SAT OREGON ti� Q�ti �coSMe�R '`�P� A. HEFT EXPIRES: 06/30/2021 September 17,2019 MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Job Truss Truss Type Qty Ply CSI. DEFL. in (loc) I/deft R59548127 190975 TSA CAL HIP 2 1 TC 1.00 Vert(LL) -0.74 18 >607 Job Reference(optional) Willamette Truss, Independence, OR - 97351, 8.240 s Jul 14 2019 MiTek Industries, Inc. Tue Sep 17 11:05:29 2019 Page 1 I D:6yTtl AnX7_Fg6hSwR3m_rOzWQkj-DJugVKaXKg6ZZUwgkj_zhf7kZLTzU?owzfg_Gycl4q 1-2-8 3-11-8 7-5-1 7-11-11 13-2-9 19-0-0 24-9-7 30-0-5 3016-15_34-0-7 38-0-0 39-2$ 2-8 3-11-8 3-5-9 - 0 5-2-13 5-9-7 5-9-7 5-2-13 00 3-11-9 1-2-8 4.00 12 5x8 4x8 = 410 = 1.5x4 II 48 = 11 5x8 Scale = 1:70.7 3x12 = 20 19 18 17 16 15 3x12 = 48 = 75-1 13-2-f 751 597 Plate Offsets [X,Y)-- [2:1-0-0,0-0-7],[13:1-0-0,0-0-7j 1.5x4 11 4x12 MT18HS = 4x8 = 19-0-0 24-9-7 597 59-7 1.5x4 I 4x8 = 305-15 38-0-0 5-9-7 7-5-1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid I TCLL 25.0 Plate Grip DOL 1.15 TC 1.00 Vert(LL) -0.74 18 >607 240 TCDL 7.0 Lumber DOL 1.15 BC 1.00 Vert(TL) -1.81 16-18 >249 180 BCLL 0.0 Rep Stress Incr YES WB 0.41 Horz(TL) 0.36 13 n/a n/a BCDL 10.0 Code IRC2012/TPI2007 Matrix -S LUMBER- BRACING - TOP CHORD 2x4 DF No.1 G TOP CHORD BOT CHORD 2x4 DF No.1 G WEBS 2x4 DF Std G BOT CHORD WEBS REACTIONS. (Ib/size) 2=1702/0-5-8,13=1702/0-5-8 Max Horz 2=-54(LC 10) Max Uplift 2=-443(LC 12), 13=-443(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4169/1708, 3-4=-4260/1971, 4-6=-4031/2096, 6-8=-6346/2354, 8-9=-6346/2354, 9-10=-4032/2096,10-12=-4261/1972,12-13=-4170/1710 BOT CHORD 2-20=-1648/3874, 19-20=-2292/5750, 18-19=-2292/5750, 16-18=-2166/5751, 15-16=-2166/5751,13-15=-1524/3875 WEBS 3-20=-315/353, 4-20=-145/802, 6-20=-2008/640, 6-18=-307/809, 8-18=-374/155, 9-18=-309/809,9-15=-20081638,10-15=-144/802, 12-15=-312/352 R 4 w N IA 6 PLATES GRIP MT20 220/195 MT18HS 220/195 Weight: 174 Ib FT = 20% Structural wood sheathing directly applied or 2-10-2 oc purlins, except 2-0-0 oc purlins (2-0-1 max.): 4-10. Rigid ceiling directly applied or 1-4-12 oc bracing. 1 Row at micipt 6-20,9-15 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=120mph (3 -second gust) V(IRC2012)=95mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=38ft; eave=5ft; Cat. II; Exp C; Enclosed; MWFRS (directional) and C -C Exterior(2) -1-2-8 to 2-7-2, Interior(1) 2-7-2 to 9-11-11, Exterior(2) 7-6-14 to 13-2-9, Interior(1) 13-2-9 to 30-5-2, Exterior(2) 28-0-5 to 33-4-13, Interior(1) 33-4-13 to 39-2-8 zone; cantilever left and right - exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All.plates are MT20 plates unless otherwise indicated. 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 of 20.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. 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 100 Ib uplift at joint(s) except at --lb) 2=443,13=443. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. gq PROFF ...: • .. r•r •87 PE •... • • • • �,o 'O QON �C BER OS A. EXPIRES: 06/30/2021 September 17,2019 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTekS connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the biAding designer must verity the applicaUlity of design parameters and properly incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP/1 Quality Criteria, DSB-89 and SCSI Building Component MiTek USA, Inc. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 400 Sunrise Avenue, Suite 270 rype Qty Ply 859548128 90915 T-6 CAL HIP 2 1 + Job Reference loptionall Willamette Truss, Independence, OR - 97351, 8.240 s Jul 14 2019 MiTek Industries, Inc. Tue Sep 1711:05:30 2019 Page 1 I D:6yTtl AnX7_Fg6hSwR3m_rOzWQkj-hVS2jga958EQBeV01QW DVvBHjzlViyYx8dOjXiycl4p �1-2$r_ 5-11� 11-5-1 11-�1i11 19-0-0 26-0-5 265-15 32-0-7 38-0-0 -9-2-. 2-8 5-11-8 5-5-9 0- D 7-0-5 7-0-5 0 55-9 5-11-9 -2-8 5x8 4.00 12 3x8 = 5x8 zzz Scale = 1:69.4 302 = 15 14 13 12 11 10 3x12 = 1.5x4 11 3x8 = F 5-11-8 11-5-1 19-0-0 5-11-8 55-9 75-15 Plate Offsets (X,Y)-- [2:1-0-0,0-0-7],.[8:1-0-0,0-0-7} LOADING (psi) SPACING- 2-0-0 CSI. TCLL 25.0 Plate Grip DOL 1.15 TC 0.98 TCDL 7.0 Lumber DOL 1.15 BC 0.76 BCLL 0.0 Rep Stress Incr YES WB 0.33 BCDL 10.0 Code IRC2012/TP12007 Matrix -S 3x12 MT18HS = 1.5x4 II 3x8 = 1.5x4 II LUMBER- BRACING - TOP CHORD 2x4 DF No.1 G *Except* TOP CHORD 4-6: 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1 G BOT CHORD WEBS 2x4 DF Std G WEBS REACTIONS. (Ib/size) 2=1669/0-5-8,8=1669/0-5-8 Max Horz 2=-60(LC 10) Max Uplift 2=-336(LC 12), 8=-336(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4130/1020, 3-4=-3606/912,4-5=-3371/903, 5-6=-3372/903, 6-7=-3606/912, 7-8=-4130/1021 BOT CHORD 2 -15=-90613843,14-15=-90613843,13-14=-885/4068,11-13=-885/4068, 10-11=-913/3844, 8-10=-913/3844 WEBS 3-14=-497/183,4-14=-62/654, 5-14=-981/222, 5-13=0/314, 5-11=-981/222, 6-11=-6t/654 x-11=498/183 Weight: 168 Ib FT = 20% Structural wood sheathing directly applied or 2-7-3 oc purlins, except 2-0-0 oc purlins (2-2-0 max.): 4-6. Rigid ceiling directly applied or 6-9-13 oc bracing. 1 Row at midpt 5-14,5-11 NOTES -- 1 ) OTES=1) UnJLlLs.x.d roof live-:c3c': 1-3.e been co.iside.ed for this design. 2) Wind: ASCE 7-10; Vult=120mph (3 -second oust) V(IRC2012)=95mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=38ft; eave=5ft; Cat. II; Exp C; Enclosed; MWFRS (directional) and C -C Exterior(2) -1-2-8 to 2-7-2, Interior(1) 2-7-2 to 11-6-14, Exterior(2) 11-6-14 *p`1ti-11-5, Interior(?)r16-11-5 to 26-5-2-Exterior(2) 26-5-2 to 32-0-7, Interior(1) 32-0-7 to 39-2-8 zone; cantilever left and right_�3:eposed ; end v2rticaAef.' and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 pla+q-@i n. F)PL=1.60 3) Pn vide adequate drair.age',.)'�revent V ate: porAing. 4) All pla(es are MT20 plotunless othenNise indicated. 5) Th;; ;rens.s has been designed for a 10.[ l s. Lc.tLm chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live lo4of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit bete: Ben the bott3m chr;Yd and any other members. 7) A plate rating reduction of 20% has been`apf.�ieo for the green lumber members. 8) Prl,;vAQ ;.rMLhanical connection (by otherd).of t: Las to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 9) Beveled plate or shim _-yt.,r,sd to provide full bearing surface with truss chord at joint(s) 2. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. PROF't ,s �C?�5 �NGIN�F9 1b 9. 870 2PE N ,V v �A� OREGON ti� OIVti ��oSMeEa A. HEF` EXPIRES: 06/30/2021 September 17,2019 AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473rev. 1010312015 BEFORE USE. Design valid for use only with MiTek@ connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing [Tek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI11rPl1 Quality Criteria, DSB-89 and SCSI Building Component MiTek USA, Inc. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 400 Sunrise Avenue, Suite 270 26-6-15 32-0-7 38-0-0 7-0-15 55-9 5-11-9 DEFL. in (loc) I/deft L/d PLATES GRIP Vert(LL) -0.41 13 >999 240 MT20 220/195 Vert(TL) -1.00 11-13 >449 180 MT18HS 220/195 Horz(TL) 0.28 8 n/a n/a LUMBER- BRACING - TOP CHORD 2x4 DF No.1 G *Except* TOP CHORD 4-6: 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1 G BOT CHORD WEBS 2x4 DF Std G WEBS REACTIONS. (Ib/size) 2=1669/0-5-8,8=1669/0-5-8 Max Horz 2=-60(LC 10) Max Uplift 2=-336(LC 12), 8=-336(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4130/1020, 3-4=-3606/912,4-5=-3371/903, 5-6=-3372/903, 6-7=-3606/912, 7-8=-4130/1021 BOT CHORD 2 -15=-90613843,14-15=-90613843,13-14=-885/4068,11-13=-885/4068, 10-11=-913/3844, 8-10=-913/3844 WEBS 3-14=-497/183,4-14=-62/654, 5-14=-981/222, 5-13=0/314, 5-11=-981/222, 6-11=-6t/654 x-11=498/183 Weight: 168 Ib FT = 20% Structural wood sheathing directly applied or 2-7-3 oc purlins, except 2-0-0 oc purlins (2-2-0 max.): 4-6. Rigid ceiling directly applied or 6-9-13 oc bracing. 1 Row at midpt 5-14,5-11 NOTES -- 1 ) OTES=1) UnJLlLs.x.d roof live-:c3c': 1-3.e been co.iside.ed for this design. 2) Wind: ASCE 7-10; Vult=120mph (3 -second oust) V(IRC2012)=95mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=38ft; eave=5ft; Cat. II; Exp C; Enclosed; MWFRS (directional) and C -C Exterior(2) -1-2-8 to 2-7-2, Interior(1) 2-7-2 to 11-6-14, Exterior(2) 11-6-14 *p`1ti-11-5, Interior(?)r16-11-5 to 26-5-2-Exterior(2) 26-5-2 to 32-0-7, Interior(1) 32-0-7 to 39-2-8 zone; cantilever left and right_�3:eposed ; end v2rticaAef.' and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 pla+q-@i n. F)PL=1.60 3) Pn vide adequate drair.age',.)'�revent V ate: porAing. 4) All pla(es are MT20 plotunless othenNise indicated. 5) Th;; ;rens.s has been designed for a 10.[ l s. Lc.tLm chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live lo4of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit bete: Ben the bott3m chr;Yd and any other members. 7) A plate rating reduction of 20% has been`apf.�ieo for the green lumber members. 8) Prl,;vAQ ;.rMLhanical connection (by otherd).of t: Las to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 9) Beveled plate or shim _-yt.,r,sd to provide full bearing surface with truss chord at joint(s) 2. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. PROF't ,s �C?�5 �NGIN�F9 1b 9. 870 2PE N ,V v �A� OREGON ti� OIVti ��oSMeEa A. HEF` EXPIRES: 06/30/2021 September 17,2019 AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473rev. 1010312015 BEFORE USE. Design valid for use only with MiTek@ connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing [Tek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI11rPl1 Quality Criteria, DSB-89 and SCSI Building Component MiTek USA, Inc. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 400 Sunrise Avenue, Suite 270 Job Truss Type Qty Ply LTT6A 859548129 190915 CAL HIP 2 1 .Job Reference (optional Willamette Truss, Independence, OR - 97351, 8.240 s Jul 14 2019 MiTek Industries, Inc. Tue Sep 17 11:05:312019 Page 1 ID:6yTtl AnX7_Fg6hSwR3m_rOzWQkj-9hOQwObnsSMHoo4Dr81 S26kUtN4TRPc5N H8G39ycl4o 1-2-8, 5-11-8 11-5-1 11- j 1 11 19-0-0 26-0-5 2 -15 32-0-7 38-0-0 X90 1-2-8 5-11-8 — 5-5-9 0 0 7-0 5 7-0-5 D.- 0 55-9 5 11-9 1-2 8 5x8 4.00 12 3x8 = 5x8 zzz Scale = 1:69.4 3x12 = 17 16 15 '' 13 12 3x12 = 1.5x4 11 3x8 = 3x12 MT18HS = 3x8 = 5-11 8 11-5-1 19-0-0 26-6-15 32-0-7 5-11-8 5-5-9 7-6-15 7-6-15 5-5-9 Plate Offsets (X,n-- 12:1-0-0,0-0-7],(10:1-0-0,0-0-71 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 25.0 Plate Grip DOL 1.15 TC 0.89 Vert(LL) -0.41 15 >999 240 TCDL 7.0 Lumber DOL 1.15 BC 0.78 Vert(TL) -1.04 13-15 >434 180 BCLL 0.0 Rep Stress Incr YES WB 0.34 Horz(TL) 0.29 10 n/a n/a BCDL 10.0 Code IRC20121TP12007 Matrix -S LUMBER- BRACING - TOP CHORD 2x4 DF No.1 G *Except* TOP CHORD 4-7: 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1 G BOT CHORD WEBS 2x4 DF Std G WEBS REACTIONS. (Ib/size) 2=1702/0-5-8, 10=1702/0-5-8 Max Horz 2=-74(LC 10) Max Uplift 2=-443(LC 12), 10=-443(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4216/1599, 3-4=-3739/1719, 4-6=-3509/1843, 6-7=-350911843, 7-9=-3740/1719, 9-10=-4217/1601 BOT CHORD 2-17=-1548/3923,16-17=-154813923,15-16=-1671/4171, 13-15=-1671/4171, 12-13=-1423/3923,10-12=-1423/3923 WEBS 3-16=-447/53, 4-16=-138/616, 6-16=-1020/437, 6-15=0/314, 6-13=-1020/436, 7-13=-138/616,9-13=-448/51 1.5x4 II 38-0-0 5-11-9 PLATES GRIP MT20 220/195 MT18HS 220/195 Weight: 174 Ib FT = 20% Structural wood sheathing directly applied or 2-6-0 oc purlins, except 2-0-0 oc purlins (2-2-0 max.): 4-7. Rigid ceiling directly applied or 5-0-4 oc bracing. 1 Row at midpt 6-16,6-13 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=120mph (3 -second gust) V(IRC2012)=95mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; 6=45ft; L=38ft; eave=5ft; Cat. Il; Exp C; Enclosed; MWFRS (directional) and C -C Exterior(2) -1-2-8 to 2-7-2, Interior(1) 2-7-2 to 13-11-11, Exterior(2) 11-6-14 to 16-11-5, Interior(1) 16-11-5 to 26-5-2, Exterior(2) 24-0-5 to 29-4-13, Interior(1) 29-4-13 to 39-2-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All -plates are MT20 plates unless otherwise indicated. 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 of 20.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. 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 100 Ib uplift atjoint(s) except (jt=1b) 2=443,10=443. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. •••••• ••••• ••••••P'D PRO •• +P • 87 2PE 000000 04110684• 0000 blaMON �CER A. HER EXPIRES: 06/30/2021 September 17,2019 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTelr® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPH Quality Criteria, DSB-89 and SCSI Building Component MiTek USA, Inc. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 400 Sunrise Avenue, Suite 270 ka�vile- a 85651 Job Truss Truss Type Qty Ply 859548130 190915 T-7 CAL HIP 2 1 Job Reference ,ortional: Willamette Truss, Independence, OR - 97351, 8.240 s Jul 14 2019 Mi Tek Industries, Inc. Tue Sep 17 11:05:32 2019 Page 1 ID:6yTt1 AnX7_Fg6hSwR3m_rOzWQkj-duZo7McOdIU8QyfPPrYhbKHfyn PYAtgEcxtgbbycl4n 1-2 87-11-8 15-5-1 15- 1 1122-0-5 22 -15 30-0-7 38-0-0 9-2;- 2-8 7-11-8 7-5-9 10 6-0-10 0 7-5-9 7-11-9 -2-8 6x8 = 5x6 Scale =1:69 1 48 = 13 12 10 9 48 = 1.5x4 II 3x4 = 48 = 3x8 = 1.5x4 II 7-11-8 15-5-1 22.6-15 30-0-7 38-0-0 7-11-8 7-5-9 7-1-13 75-9 7-11-9 Plate Offsets (X,Y)-- [2:0-1-9 E e ,(4:0-4-0,0-1-13j,17:0-1-9,EcF LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.87 Vert(LL) -0.31 10-12 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.85 Vert(TL) -0.80 10-12 >566 180 BCLL 0.0 Rep Stress Incr YES WB 0.29 Horz(TL) 0.25 7 We n/a BCDL 10.0 Code IRC2012ITP12007 Matrix -S Weight: 165 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied, except BOT CHORD 2x4 DF No.1 G 2-0-0 oc purlins (2-2-0 max.): 4-5. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 7-1-5 oc bracing. WEBS 1 Row at midpt 3-12, 4-10, 6-10 REACTIONS. (Ib/size) 2=166910-5-8,7=1669/0-5-8 Max Horz 2=-79(LC 10) Max Uplift 2=-336(LC 12), 7=-336(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4043/946, 3-4=-3092/790, 4-5=-2862/799, 5-6=-3093/790, 6-7=-4043/946 BOT CHORD 2-13=-825/3754, 12-13=-825/3754, 10-12=-581/2861, 9-10=-832/3754, 7-9=-832/3754 WEBS 3-13=0/327, 3-12=-959/259, 4-12=-2/487, 4-10=-282/284, 5-10=-13/487, 6-10=-959/259, 6-9=0/327 NOTES - 1) Unhalanceri roof live loads have been considered for this design. 2) Wind: i.SCE 7-10; Vult=120nph (3 -second gust) V(IRC2012)=95mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=38ft; eave=5R, L at. II; Exp C; Enclosed; MWrFcS (directional) and C -C Exterior(2) -1-2-8 to 2-7-2, Interior(1) 2-7-2 to 15-6-14, Exterior(2) 1W -'< ;c 20-11-5,tr-Le-i-r,1) 20-11-5 U 22-C-2, Exterior(2) 22-5-2 to 27-9-10,Interior(1) 27-9-10 to 39-2-8 zone; cantilever left and right. exposed ; end vertical left and right exnosPd;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage tr? prevent water ponding. QED PROFF 4) Thi.:.vss has beerrdesi6ak for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. s 5) *ThiG,truss,has beeri�esigned for a live loadof20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ��5� �NGIN��9 s�Oyv w0 ft G3tween the bo'tom chord and fly Jther .nembers. 6) A p-iA ruing reduction or 20,/. has been applied for the green lumber members. 7) P.o:is mechanical connection (by ot.".E )of=tl./ss to bearing plate capable of withstanding 100 Ib uplift atjoint(s) except (jt=1b) 870 2PE 2=336,7=336. 8) Beveled ,late or shim'Irequi Cd to provide full bearing surface with truss chord atjoint(s) 2. 9) Graphical purlin representation does Poi aegict the size or the orientation of the purlin along the top and/or bottom chord. 10) O; wGa.,naen inside of top chord beariay ar J 3irst diagonal or vertical web shall not exceed 0.500in. >C SAT OREGON ti� O�ti F'y6ER EXPIRES: 06/30/2021 September 17,2019 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mffek* is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/rPlf Quality Criteria, OSB -89 and SCSI Building Component MiTek USA, Inc. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 400 Sunrise Avenue, Suite 270 Rosevme- CA 95661 I russ I ype CAL HIP Independence, OR. 97351, 1-2 7-118 15.1115-5-1TT11 28 7-11� 7-5-9 0-t0 4.00 12 6x8 1\ Qty Ply R59548131 2 1 Job Reference optional] 8.240 s Jul 14 2019 MiTek Industries, Inc. Tue Sep 17 11:05:33 2019 Page 1 I D:6yTtl An X7_Fg6hSwR3m_rOzW Qkj-547ALid203c_26EbzZ3w7XpopAIRvK4NgbdN71 ycl4m 22-0=5 22 -15 30-0-7 38-0 0 39- 6-0-10 0. 0 7-5-9 7-11 cJ )-2$ 8 5x6 Scale = 1:70.7 302 = 17 16 14 13 302 = 1.5x4 II 3x4 = 4x8 3x8 = 1.5x4 II 2 E 7-11-8 155-1 22-6-1530-0-7 38-0-0 I 1--- 7-11-8 7-5-9 _ 7-1-13 1 7-5-9 7-11-9 Plate Offsets (X,Y),-X2:1-0-0,0-0-7], [4:0-4-0,Edge], [9:0-4-0,Edgej, [11:1-0-0,0-0-71 10-13=0/328 r s LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.99 Vert(LL) -0.32 14-16 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.87 Vert(TL) -0.84 14-16 >537 180 BCLL 0.0 Rep Stress Incr YES WB 0.28 Horz(TL) 0.26 11 n/a n/a BCDL 10.0 Code IRC2012rrP12007 Matrix -S 6) A plate rating reduction of 20% has been applied for the green lumber members. Weight: 170 Ib FT = 20% LUMBER- • s • • • s, • • • • • • • • • BRACING - • OA • Ci. 1*• � • �aT tbKRE TOP CHORD 2x4 DF No.1 G *Except* s � AN TOP CHORD Structural wood sheathing directly applied, except 1-4,9-12: 2x4 DF No.1&Str G A. HE�aP 2-0-0 oc purlins (2-11-6 max.): 5-7. - BOT CHORD 2x4 DF No.1 G September 17,2019 BOT CHORD Rigid ceiling directly applied or 5-5-4 oc bracing. WEBS 2x4 OF Std G ��- WEBS 1 Row at midpt 3-16, 5-14,10-14 REACTIONS. (Ib/size) 2=1702/0-5-8,11=1702/0-5-8 MiTek USA, Inc. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314, 400 Sunrise Avenue, Suite 270 Max Horz 2=-93(LC 10) Roseville CA45fi51 Max Uplift 2=-443(LC 12), 11=-443(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4130/1519, 3-5=-322011476, 5-7=-2987/1608, 7-10=-3220/1475, 10-11 =-413111519 BOT CHORD 2-17=-1420/3834, 16-17=-1420/3834, 14-16=-1364/2986, 13-14=-1369/3834, 11-13=-1369/3834 WEBS 3-17=0/328, 3-16=-924/157, 5-16=0/480, 5-14=-3631364, 7-14=-581480, 10-14=-924/158, 10-13=0/328 r s NOTES- ss•ss• se•ss • s 1) Unbalanced roof live loads have been considered for this design. +s • • M • s • • * a a M+ 2) Wind: ASCE 7-10; Vult=120mph (3 -second gust) V(IRC2012)=95mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=38ft; • sea r. r • • • •s s • eave=5ft; Cat. II; Exp C; Enclosed; MWFRS (directional) and C -C Exterior(2) -1-2-8 to 2-7-2, Interior(1) 2-7-2 to 17-11-11, Exterior(2) • • • we • ! • •' 15-6-14 to 20-11-5, Interior(1) 20-11-5 to 22-5-2, Exterior(2) 20-0-5 to 25-4-13, Interior(1) 25-4-13 to 39-2-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 • p • of PIfI of • i • • plate grip DOL=1.60 3) Provide adequate drainage to water r prevent ponding.• 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �GJ GS+tGtwE�:.�t s • • s fit the bottom ' •' • .e �7 PE • will between chord and any other members. s 6) A plate rating reduction of 20% has been applied for the green lumber members. s � , 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s) except (jt=1b) • s • • • s, • • • • • • • • • 2=443,11=443. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. • OA • Ci. 1*• � • �aT tbKRE 10) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. s � AN c�S ER A. HE�aP EXPIRES: 06/30/2021 September 17,2019 i &WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ��- a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M Tek' is always required for stability and to prevent collapse with possible personal injury and property damage, For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP11 Qualify Criteria, DSB-89 and BCS/ Building Component MiTek USA, Inc. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314, 400 Sunrise Avenue, Suite 270 Roseville CA45fi51 � z Cu W ► V1 W !A C D Y �N r �= N on I I ��7�WmI 7 a<o 3QL.990 ' 0n ONN a(O O Cn ° 'pm�_ 6°o 3n, O + aa�c3?c CD aeNooo&c°i10-5L,o-°cno-o o C1 vL, (D =7 = ON Dtp Inn. CD 0p n.CD O�D xp ° oQ°�m Q' N om0 a 2 Opn N p 'aCp anco n: Cr o mm0 (D v°,00mc°'i� °6�co °d3 O °13 CL ° yo °: o CT 0 N p CD :3 7CC o N p N3 taN-8N M M _ O O O O NQ O 2oON(D 7 O=33 O O N< � N(6 0 R p7 a (DN n9) co O.O. 6 pQ N 5i. N O 7 N O j E; O 7 ,c (D 0 IN T a M r- 0 O n a d z a Z a O M ME Z a d O Z cCDn N c c mm C7 X c2 =zo TOP CHORD v a 3 y w X C7 0 30 m o z °D Cl -8 60 6 ID cw°� m p ca rc-1 z m c m mo mzm �; n y� mon Cl) 0 Cl) CD m� CD rz =m � N rn Cr � Cc o Cl X� O J� -4 p o0 m < 5: CD N� �? p mm Mz T Cr w< o y. w m X Cm W SN s1 rnw yy 0> O Ci CD N y C fD N( m N 'a a r J w�' = Nlot y�' Na V1m m yj O a �� �■ O NJ CD o o AX p m A� n m U) o' o g �. too, D z z3 2 � 00 0m m ' m Q J� T Om `< R /A N Cn m a X p 1 �2 n w V n n o m i m �' N O Q 0 _ p fn ' x 0 0)� w < m m �_ D o N z 0� ° M to A 3 N C- Tm °)VC4-54� w 6 '•� a U bi C Z CD 2 0 m 0)in N o m0 �° z y =r C U1 N CD 0 m TOP CHORD N ...• > > :� > ..a > t0 W J T Cn A W N > T O fn m .il 'O N c O W 0-1 N 5"­ 7� O 0 cc N c 3 a O O -v (1 Q Z fS z m o o< m m v° m x y v° m m 3 e p 3 v °' � '- d' m N �� cp/i S o m o 0< m a c m a C CO p �" = C3 O. 3 H O n. O O c y 0 6 0 5 f N N O 0 m O 3 Sm C F to um to. to" a, do N3 o mm m 'w _° <> >av m mCD t°o 3to mm2c m (Q fD Qc to ON) Q O.c. O S 3O. amy SD O6_y =•X (D ON mom Q 7- p m(Xi SCy0 O91 CD 0 Y/ �'tio (D' 10 57 M'� n oa �N �CL my Qpm m� �m 3� tp3 N to ��a. 3.� ��y3 m 0 `3 to m �3 N N to m m to 3 co tD �o °-Q cyte Xm i �' m m o to ° n to v �. m n O 0 to s 3 m a o° toy a H M to m a e g m ° �. 3 c p rn o tis < �m :� a �m ? e v,< m to m to mos, o� co.e a d-' O O O' O �' N N_ O . O C t5 3 O O 3 m O 1 0 � w� m r o c c 3 3. o 2 y 3� e> > c m m Q > e e 0 0- (p p� fDm JO > 0 m p- tp m N �'i m p O m 2 N O m � N 7' = Q 0 to j 0 � J C 0_ 0- (CD O tG _o J N N N c J fl N c l o O Vt :< S m e m (p p Q t0 n �L N Q N N n N 7 m N CD N- O 3 Cc ej . N to O y m W fD O _" V .�+ fD c c "p C.L�' `� �' O N IT 7 A (O N to 2 0 7 Q m < e. N O 0 to s�.. N Ln O- c (D m y N t0 m 3 d �. fD 3• 3 �. `< O lD ¢ N �. N N— a y m (e "In C Q N pl '(D- tC > M tS tD O M O N 3 O 6 0. Q N N c O N c Q 3 ton to to 'pm m� ma tD £,_ mm� m °Q ma ?3°-'� m$ C tem _ Vit^- v, m �e nc o m'� a ��� dN �� cm (032 vm Z5 �:,mm �< 7 :_. �• 'J N 3 O O O o •O n M O G) e- C fe m 0 Z r � CL N O C �� M O Q 3 y — n fe p n C Q -Q O O C m N �. O ti= or 0 U) 'O m m .y. O m 3 —I L N q• �A p -0 O "O n a O N m 3 O N m N [, O 5i O O O O p O to C y v J 7 m t O Q% soA- M. y p .m-. w .mS. N 3 m =O �.rt `< .m. n O O N a> _m O aN C c X tD Q Q> "O O a N O y a m " O Ul n m fn C �2 _ O O -R m Q 7 > Q 2 to Oto 3 i N fP 7C 0 m x O fD m O- O N 3. O C N Q N=Cl) /�17 m '6 c N Q M> S CD p E n m c °, to •o m m to n rn to 3 `,3 m e .t^ to to t� m tp SIFo a ° Q a m <i to a to i 3' w' �� and m e. 3 pn m � W(D to Q Q mo n O !n "' m p (D J N J O O C c o 3 w N C l O orf \V N Coe Const. Job # 190915 D1359-2 4/12 V' N LIE PLAN NO. b9 z��zzg m DATE DI359-2 oDD m oa 1RIn�O 2 C) o o o to a cn m ��� rn >x m- Dox cc m Fac (503) 369-3256 in w D Q Q ID ID M o o m W m 100.09 M11001b0o0 m ww a z W n�wm n CO m o o� v a Imo O t; m m -- zto Milo c Ef) H (n O 0 ZZ m �4 N z �- coo o ecuz o �pw O amcn�o —D{ N z ��O �� Co S�1'.O 2 o wo c .� f m m apo 2 w o m o m R, Nc»vm, -Z,m r) coD3 ai O aa-� < m� �'! onaZ o y tm11 t0ii j OZ m �• N -OC W C 13 w =gmp� c o7 Qo �R-'J �3 Q 30 .R S wy� 7 N X2 0>>o��m� m aI vo - 5 W >v,sU- Oc _ o viv N� Wzro c v'mID OC m0 tom � < ° °, W. CD to c:• -s to W � c 3 o m O m mS O O O i;," ii 9 ke 'C roA00 `_ w 0 O zO <D > W O C 7 ^ 's 7 y m w 7 r N F- 53 r 2 zs, va a O G C7 3 'OCO cr O t?� �� 4 0 6ID 10 in 11 n OI Ri p' SO t0 c 121 co ff 53 y a m 3 m a o y yin -R N N 0 �w 06 $ ? W 2ZW � ID c T p7j, m 9 Q m m a s to m --I^ V' N LIE PLAN NO. m Ng -U D G TIVA A m wm��y3�z70 m DATE DI359-2 oDD m un o a a N C) o o o to a cn m ��� rn >x m- Dox cc m Fac (503) 369-3256 in w D Q Q ID ID M o o m W m 100.09 M11001b0o0 m ww 3 z W n�wm n CO m o o� v a Imo O t; m m -- V' N LIE PLAN NO. m Ng -U D G TIVA A ' f DATE DI359-2 oDD m un II-04-Iq N <rnU -ZI O ��� rn CITY, STATE : SPRINGFIELD, OR 9 77 Fac (503) 369-3256 E-MAIL: hOwhzynaWao mm 100.09 M11001b0o0 N -I V' N LIE PLAN NO. a eg LarsaK DATE DI359-2 II-04-Iq DRAFTING 4 DE51GN 805 ��°r'y �` r4 yam, a�� a�3a : (503) 364 8577 GLL RESIDENCE FOR : PARCEL 3 ADDRESS :1142 $ 11�4<4 R Street CITY, STATE : SPRINGFIELD, OR 9 77 Fac (503) 369-3256 E-MAIL: hOwhzynaWao mm