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HomeMy WebLinkAboutPermit Building 2020-01-07 (2)SPRINGFIELD - - Web Address: www.springfield-or.gov Building Permit Residential 1 & 2 Fam Dwelling (New Only) Permit Number: 811-19-001729-DWL IVR Number: 811058196303 Permit Issued: January 07, 2020 TYPE OF WORK Category of Construction: Single Family Dwelling Type of Work: New Submitted Job Value: $179,634.05 Description of Work: New Duplex (Parcel 2 - 1st Side) City of Springfield Development and Public Works 225 Fifth Street Springfield, OR 97477 541-726-3753 Email Address: permitcenter@springfield-or.gov ]OB SITE INFORMATION Worksite Address Parcel Owner: RIVER HOUSING LLC 1136 R ST 1703261402501 Address: 7070 SW BAYLOR ST Springfield, OR 97477 PORTLAND, OR 97223 LICENSED PROFESSIONAL INFORMATION Business Name License License Number Phone FINE QUALITY CONSTRUCTION INC - Primary CCB 219324 541-729-9734 PENDING INSPECTIONS l 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: 1/7/20 Page 1 of 4 C:\myReports/reports//production/01 STANDARD Permit Number: 811-19-001729-DWL Page 2 of 4 Inspection Inspection Group Inspection Status 2999 Final Mechanical 1_2 Famdwell 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 4999 Final Electrical 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 3300 Water Service 1_2 Famdwell Pending 3400 Storm Sewer 1_2 Famdwell Pending 3500 Rough Plumbing 1_2 Famdwell Pending 3999 Final Plumbing 1_2 Famdwell Pending 4220 Electrical Service 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 4000 Temporary Power Service 1_2 Famdwell Pending 3200 Sanitary Sewer 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: 811058196303 Printed on: 1/7/20 Page 2 of 4 C:\myReports/reports//production/01 STANDARD Permit Number: 811-19-001729-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 3 $39.00 Plan Review - Major, City 1 $251.00 Sanitary sewer - (New Res) Total linear feet 100 $0.00 Single Family Residence - Baths 3 $613.00 Storm sewer - (New Res) Total linear feet 100 $0.00 Water service - (New Res) Total linear feet 100 $0.00 Address assignment - each new or change requested externally, per each 1 $54.00 SDC: Total MWMC Administration Fee - Local 89.48 $89.48 SDC: Total Sewer Administration Fee 343.56 $343.56 SDC: Total Transportation Administration Fee 190.09 $190.09 SDC: Improvement Cost - Local Wastewater 2267.73 $2,267.73 SDC: Reimbursement Cost - Storm Drainage 423.81 $423.81 SDC: Improvement Cost - Storm Drainage 615.3 $615.30 SDC: Reimbursement Cost - Local Wastewater 4603.5 $4,603.50 SDC: Reimbursement - Transportation SDC 190.06 $190.06 SDC: Improvement - Transportation SDC 3611.72 $3,611.72 SDC: Administrative Fee - MWMC Regional Wastewater SDC 10 $10.00 SDC: Reimbursement Cost - MWMC Regional Wastewater SDC 135.93 $135.93 SDC: Improvement Cost - MWMC Regional Wastewater SDC 1620.85 $1,620.85 SDC: Compliance Cost - MWMC Regional Wastewater SDC 22.82 $22.82 SDC: Total Storm Administration Fee 51.96 $51.96 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 - Mech (12% of applicable fees) $12.24 State of Oregon Surcharge - Bldg (12% of applicable fees) $169.57 Total Fees: $22,146.40 VALUATION INFORMATION Printed on: 1/7/20 Page 3 of 4 C:\myReports/reports//production/01 STANDARD Permit Number: 811-19-001729-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 $877.14 Total Job Value: $179,634.05 Printed on: 1/7/20 Page 4 of 4 C:\myReports/reports//production/01 STANDARD SPRINGFIELDCity of Springfield Development and Public Works _ t 225 Fifth Street l Springfield, OR 97477 OREGON Building Permit 541-726-3753 Residential 1 & 2 Fam Dwelling (New Only) Permit Number: 811-19-001733-DWL IVR Number: 811083861630 Web Address: www.springfield-or.gov Email Address: permitcenter@springfield-or.gov Permit Issued: January 07, 2020 TYPE OF WORK - Category of Construction: Single Family Dwelling Type of Work: New Submitted lob Value: $179,634.05 Description of Work: New Duplex (Parcel 2 - 2nd Side) 706 SITE INFORMATION Worksite Address Parcel Owner: RIVER HOUSING LLC 1138 R ST 1703261402501 Address: 7070 SW BAYLOR ST Springfield, OR 97477 PORTLAND, OR 97223 LICENSED PROFESSIONAL INFORMATION Business Name License License Number Phone FINE QUALITY CONSTRUCTION CCB 219324 541-729-9734 INC - Primary PENDING INSPECTIONS Inspection Inspection Group Inspection Status 1999 Final Building 6300 On-site Stormwater Facility 6301 On-site Stormwater Facility -Dig Out/Piping 6302 On -Site Stormwater Facility -Soil and 1_2 Famdwell Pending Public Works Pending Public Works Pending Public Works Pending Plantings 6303 Final On -Site Stormwater Facility Public Works 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: 811083861630 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 479.540 (Electrical), and ORS 693.010-020 (Plumbing). Printed on: 1/7/20 Page 1 of 2 C:\myReports/reports//production/01 STANDARD Permit Number: 811-19-001733-DWL Page 2 of 2 PERMIT FEES Fee Description Quantity Fee Amount Residential wiring 1636 $258.00 Technology Fee $180.48 Balance of minimum permit fees - mechanical $12.00 Clothes dryer exhaust 1 $13.00 Other heating/cooling 1 $19.00 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: Reimbursement Cost - Local Wastewater 4603.5 $4,603.50 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 51.96 $51.96 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 423.81 $423.81 SDC: Improvement Cost - Storm Drainage 615.3 $615.30 SDC: Improvement Cost - Local Wastewater 2267.73 $2,267.73 SDC: Reimbursement - Transportation SDC 190.06 $190.06 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 building permit fee $1,413.10 Structural plan review fee $918.52 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 - Elec (12% of applicable fees) $30.96 State of Oregon Surcharge - Bldg (12% of applicable fees) $169.57 State of Oregon Surcharge - Plumb (12% of applicable fees) $73.56 Total Fees: $22,146.40 Printed on: 1/7/20 Page 2 of 2 C:\myReports/reports//production/01 STANDARD ��2 Structural Permit Application 225 Fifth Street ♦ Springfield, OR 97477 ♦ PH(541)726-3753 ♦ FAX(541)726-3689 SPRINGFIELD. �kEGCN Permit no.: l q r f'7 Z �.� 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. by me or a member of my immediate family, and is exempt from i.,.e....:..,..e .a_a e . , A—r%DQ 7n1 mn 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 Address: 6 Residential ❑ Government ❑ Commercial State: Qt( ZIP: 9'7 Job site address: City. S�)•r J State: dr ZIP: Subdivision: Lot no.: Reference: Taxlot - �S Name: R VvC,-r iN a Address: 7 p"] �D S. W, ;4q Lc"r city: T ; 1P-,., State. Lj-r ZIP: q Phonet5e, 3 0 — ? L., 5 1 Fax: - - E-mail: E>eaW 9— C-017-- Rf e- v k e.6 , C, -D P"\ Building Owner or Owner's ag thorizing this application: Sign here: ❑ This installation is being made on resi property owned by me or a member of my immediate family, and is exempt from i.,.e....:..,..e .a_a e . , A—r%DQ 7n1 mn Name CCB License # Phone Electrical Plumbing 1 Last edited 5-5-2019 BJones Z, D3 -A Mechanical • - � _- Business name: F3%10— 1>•� t -%—r Address: 6 City.� State: Qt( ZIP: 9'7 Pho 51 j�- — Fax: - - — E-mail: " C �M CCB license no.: Cost per square foot: Print name: S P3 Signatur Type of Heat: Name CCB License # Phone Electrical Plumbing 1 Last edited 5-5-2019 BJones Z, D3 -A Mechanical • - � _- -� -��?� ;fir-Y„r= _ _. (a) Job description: Occupancy Construction type: Square feet: Cost per square foot: Other information: Type of Heat: Energy Path: ❑ new []alteration ❑ addition (b) Foundation -only pernut? ❑ Yes ❑ No Total valuation: $ j ... b.. s - (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]): $ q (b) Fire and life safety (65% x permit fee [2a]): $ (c) Subtotal of fees above (3a and 3b): $ (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 (2ei-3c+4a+b): $ �LGt�n L ;Z ZpA(Z - z Structural Permit Application 225 FiBh Street ♦ Springfield, OR 97477 ♦ PH(541)726-3753 ♦ FAX(541)726-3689 SPRINGPIELD �REGt]N =. z Permit no.: l T Z Irate: -7/2—q 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. MW 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 RX -141. W-1-NOW9400 ® Residential ❑ Government ❑ Commercial Job site address: F 3 jQ f� City: S v �, �� ¢z, d State: C:) r ZIP: c 7 Subdivision: Lot no.: Reference. Taxlot Name: R vve r Si, - r -Address: Address: 7 c) -7,D S . W , is Lor City: -r ; 1. Fk State: pr ZIP: 9 Phone<503 0 - 'r Fax: - E-mail: e - -N Q, Go F± Pr 2. Y ! f..6 e lr\ Building Owner or er's thorizing this application: Sign here: ❑ This installation is being made on real property owned by me or a member of my immediate family, and is exempt from licensing requirements under ORS 701 010. ....���:� �T. _ �-;��^•-rte -: ^��a-��-'-�, ^,'r: Business name: F3 +.1 V,.A L-rT C ON S'� r�.G ilv Address: 3 6 '3 City. S r, W ',--1 State: 0 ,r -ZIP: 9-7q Phon 515 V- — Fax: - - E-mail: r -I " 3M CCB license no.: Print name. 1 Si Last edited 5-5-2019 BJones Z-7 a3 -X Mechanical Name Electrical (a) Job description: Q��) e Plumbing Occupancy Vl Last edited 5-5-2019 BJones Z-7 a3 -X Mechanical N Nal- (a) Job description: Q��) e Occupancy Vl Construction type Square feet: Cost per square foot Other information: Type of Heat: t"\,;4"t- gyy Path: new ❑alteration ❑ addition (b) Foundation -only permit? ❑ Yes ❑ No Total valuation: $ (p (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 [24+2b+2c]): $ (e) Subtotal of fees above (2a through 2d): S (a) Pian review (65% x permit fee [2a]): $ (b) Fire and life safety (65% x permit fee [2a]): $ (c) Subtotal of fees above (3a and 3b): $ (a) Seismic fee, 1% (.01 x permit fee [2a]): $ (b) Tech fee, 5% (.05 x permit fee[2a]+PR fee [3c]) $ WOTAL fees and surcharges (2e+3c+4a+b): $ �Ae,q o 01%, �)L - Qevx V ;'Z D�RGC-��2 Structural Permit Application CITY OF SPRENGFIELD, :' i 225 Fifth Street ♦ Springfield, OR 97477 ♦ PH(541)726-3753 ♦ FAX(541)726-3689 SPRINGFIELD.. oaeGOW Permit no.: Date: `7 99 This permit is issued under OAR 918.60-0030. Permits expire if work is not started within 180 days of issuance or if work is suspended for 180 days. rWAM 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 IN Residential ❑ Government ❑ Commercial -- X 4 F w{. .`..per., [' :.'.4 .F Av3"Mr - ps w•' f."�.:. - Job site address. City. Jr v jog State: C),- ZIP: r-,),7 Subdivision: I of no.: Reference: Taxlot V�Ye^r-�� .r,_ . • Name��sS , Address: 7 07 -D S . W - A LO V - City: I State: S� ZIP: q Phone.<5t,-S0 - '7 t, 5 Fax: - - E-mail: ,-- G t t @, C ,o !; Pr e. v i c-6 e P'\ Building Owner or Owner's ag thonzmg this application: Sign here: _ ❑ This installation is being made on resi property owned by me or a member of my immediate family, and is exempt from licensing requirements under ORS 701.010. Business name:�F3,4% V.ta LI -r CCAS tr�G'1-►� Address: 6 " h City: S ] r State: Ocr ZIP: 9 Pho al- 1- 9 - Fax: - - E-mail: r y -r) I'— CCB CCB license no: Print name: 7S Qw— S1 Name CCB License # Phone Electrical Plumbing Lag edited 5-5-2019 BJones Z3 719 Mechanical (a) Job description: 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: $ [� (a) Permit fee (use valuation table): $ (b) Investigative The (equal to [2a]): $ (c) Reinspection ($ per hour): (number of hours x fee per hour) $ (d) Enter 120/a surcharge (.12 x [24+2b+2c]): $ (e) Subtotal of fees above (2a through 2d): $ Yaa •r "=i:'�.c...``Y-mar ..-.�+r �'*o�a -� (a) Plan review (65% x permit fee [2a]): $ q (b) Fire and life safety (65% x permit fee [2a]): $ (c) Subtotal of fees above (3a and 3b): S (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): $ '•— TL --S 11 ?3 s L. D�RGC,L�Z Structural Permit Application 225 Fifth Street ♦ Springfield, OR 97477 ♦ PH(541)726-3753 ♦ FAX(541)726-3689 SPRINGFIELD Permit no.:�3!J- �gE�tSN l Signature: Date: Date: `� [ 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. HZ3wR�RL L Tom -^tom-.. �.L^ • �.,—'S .(M.—� %ri`wl '•�yh .'G._ , : This protect 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 [19 Residential ❑ Government ❑ Commercial .xis�gIS EnwU.Path: 2- A Job site address. 13 - fir e o i City: 6 to v ;tate: C),- )rSubdivision: Subdivision:i Lot no.: Reference: Taxlot . Name: i` r �-Vt "] Q t r, a Address: -7 0-7 D S . W , A Lo>' city: state: tW ZIP: 9 Phone{5b3 0— 1 Fax: - - E-mail: peat4 '2, Go 1± Pr e,v �fr6 i� Building Owner or er's ag thorizing this application: Sign here: ❑ This installation is being made on resid property owned by me or a member of my immediate family, and is exempt from licensing requirements under ORS 701.010. - Business name: F3 +.l L►.� t_�'T Cc Sz {�.G7ly Address: 6 � � '-f City. S Pr= w ..Q,L State: O cr ZIP: 9-) n2k,4 , — Fax: - - 3 M E-mail:C"-)i'- CCB CCB license no.: Print name: 1 to Signa Name I CCB LSoense #I Phone I Electrical Plumbing Last edited 5-5-2019 BJones X3 1V Mechanical '�AAA� 0i -L' v, - e Q TL-ls L - (a) Job description:) '� e Occupancy Construction type: Square feet: Cost per square foot: Other information: Type of Heat: EnwU.Path: 2- A ❑ new ❑alteration ❑ addition (b) Foundation -only permit? ❑ Yes ❑ No Total valuation: $ W (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 120% surcharge (.12 it [2a+2b+2c]): $ (e) Subtotal of fees above (2a through 2d): $ (a) Plan review (65% x permit fee [2a]): $ qI 1E5 (b) Fire and life safety (65% x permit fee [2a]): $ (c) Subtotal of fees above (3a and 3b): S 0 (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): $ '�AAA� 0i -L' v, - e Q TL-ls L - Electrical Permit pplica on Bs�Rt1t�CFFkip 9�iriri".- CITY OF I 225 Fifth Streeto"nOdd, OR 97477* PM541)72"753s FAx(S41)7Z6-3589 r�MTftacv -0014 33 This permit Is issued ander OAR 918-3094000. Permits are nontrauaferabk. Permits expire: if work is not started within ISO days of issosuce or if work ..ia suspended for 1.80 days.. LOCAs, GOVERNMENT APPROVAL appl'aval vcliflodfi es No ,C.ATF.PORY-,.OF.'CONS� CTiON; C( Residential al [- Govemnmt 6 cfl m ger+ ai -J",<-$JTE iNFOOMATIglCAND LOOC. TION Job site address.: 4,14rt City: Y i1�r state: Zip: (. Reference: Taxlot.a ❑ESC LIMON Dl" WORK. ;Priest name of signing supervisor- PROPERTY OWNER- Nirtrxe ._ ? j V r ,r },� n Tr _ . C... Address: C ty: s State, w ZIP: 7 Phan. Fax $44.00 This iosta anion is be* made' on residential or farmt drop+ awned by rate or a wornber of my intrrtedisto fitu ly. This nr6veft is not intended for sale. exchange. lenge_ r r rent. C)Ai2 rsrtJLY4rraM".IF, Signature: .A C[]NTPACT4 .4NSYALI"TION Bis norm; ec Address: Z Z.. 0ty:j swie< zlp:.9130S Phone;Sj}'3• ..c 0 E-trititlQ � e, license oo.:SCa� G �m�ZL Suing supervisor's lick no.: $ ;Priest name of signing supervisor- Signatum ofsiping, supervisor, ' 1�3� �- S-,+- Last edited 7/11.201913: ones ��-00133 �a�'f+l;l�s71f� Number aims as item ` 1 per [) Qt}' Cost ea. costs cost Resideadal, per uW4 xervice bWaded: 1400 sq. 1t. or iess:(4) Each additional 500 sq. f1. or portion thavof $36.00 - United energy (23 $44.00 $ Each manufactured home or modular dwelling service or fierier (2) 8ti9 D0 S Secvie+cs ar feexlers; fitrtadiativni alteration, relocation 200 wWs or less (2) $iIZ.00 201 to 400 amps (2) S 3x.00 $ 401 to 6,00 snips (2) 1.OQ 601 to 1,000 maps (2) $2$5.00 $ 1,00D amps or volts (2) a,00 g I Reconnect only (2) Fug -00 $ Tetnlromry services or fee4m: inshWat on; a7temdon, relovaijon 200 amps or less (2) $89 tat $ 201 to 400 amps (2) 5122.00 $ 401 to 6010 =W (2) S177o0 $ Over 6001 amps or 1,000: Volts, see se was or feeders sect€sec above-: branch circuits: nese alteration, emission perponel a: Fee for branch cairouits with purdbaso of a srrvice or feeder Vie; Each bzuwh circuit: S!i 00 S 6. Fee for branch t roe is without purchase of a Soviet or Bier. fee.: First branch circuit (2) Each additional brain* eirouit so .00 Mhgellatmus fees. serefce orfeeder not Included Each pu€np or irrigation airele (2) ft%oo S PAoh sign or oudine i%ghtitig (2) - - $89.00 4 - Signal airouit ora limited-ftaw panel, woo alterotiou, or extension (2) Eseh additional taspedion: (1) (A) Etch subtotal of above fees $ (lkt uptown :Permit Fu Sr102.pO) (.S) Enter 121/9 surcbatp (12 x (A)) $ (C) T'exbaology .Fee {6"% of [A]) TOTAL fees and,surcharges (A dirough 1;t): Electrical Permit Apolivat on *^V"U"ww - Zs FM $U*.�` so$ta,Oft— "M+ WS4yns,3'ts3MY(S41MOM 'Mis,"r'mit Is issued ?undo OAR 918-349-0000 Permits are nontransferable. Permits eipire: It work is not started withiA 84 days of issuance or :if work is suspend d for 180 day& lfALi►>ioaL4APPRt#1141. „' Zoning approval 'eprttval vcriz+d7] YOS []' No Wil. GDRY`"30� NMIJC� 10 :,. CI Rc•siiegtal ( Government ON Ert SO INF RWRO SND �!»��° D ]gib site address: � ,� �•'� . Ctry: in ... Stag; ZIP` 7 itcferenec: Taxlot.: t ESCRIPTI DF 1 DRK ` n a•.. --r r�vr+v��a a-ti�rp�R Name: V N b ; L., C_ Address: VSA Y City; plz"S'U-U94,�` to . :. ✓° 70 " . piu1145 24 32 Fax: .. . . I~ -s ;i Q 1-@ �,3 9. larrv�►i , ca . t~ r'r. This insta-7lation is being made an resideti W or farin_'Po ty owned by me or s member of my immediate fam{ty. i his pro is not inteided for sale. okc.hano, xeric, or reit . OAR j 47940(I) and 4' 9.560(j). �OONTRACT I [S7'ALLA'i1Q'N Business name-, f C Address: Pb �. Lhotia;S , 3• 0 - 0 1 n F -r h e A GGB licanse t�o.t D lceosc�rs�:; �{ $ supervisor's license nu �y 3'J'$" Print imine of Sigt g supervisor: '3, , `k -7>J Signature of siguia8 sul,erv�sor• ..-�•�-'-_ I�3�1q-oal-7a 1i36 e-Sk ici'- -�33 t,ut effiw rnrxoio. wones -a J � � $ cn � % 2 �) � CO lb 0 E CLCD ■ CA \ � v\ k m @ / 2 12 @1 E. R E I 0� O m ¢ 3 @ � S k E \� / CL @ ° § CIO _CD� w B \ N& \ > e ( 49 7 to -CL 00CA ) � n k � $ M ■ CL .20 '§ 2 _� ] , / / g � \ n CD 7 c §2 CL A@ 71m v . 6 ® 2 k � 2 m CD b Q ■ § � J m � © & 0 _ 4 w j 2 g E m ] , / / g n CD § c a %,--n& m § . f ® §7§ki A c b Q ■ § � p m . © N # ■ � / co (D L _ j 2 g E ] , / / g n 3 W-0 a %,--n& m Ad2%7 f §�« Ln :E-/ � §7§ki A a N to N v 3 7 v O CD a v n N _S m 0 C rn c N 00 N T -4 -1 0) N 61 �� 3 3 w CO �1 =r a 0. rt O t7 A _ CT O- O rF O Q C O N 3 D) N c EF O N R 0 R U) O c U) 0 C! C O_ d d N `G 7 (D � fD �± lD O 7 � CD m O CD 3 3 fQ O 7 N D N n A n O C O 0 O N a (n O O O N O W O T O 69 lD <D W 3 G CJ1 c 3 N CD 7 D 3 0 c 3 V 0 CL toLn in c m O � O CD Co N 'O tv L'� 3 < nO 7 � m _ to 7 d j to fD N a _n z O M 0 L T WQ m (D o Ln 4 (D N a a m Z to O N --` f0 G b J CJI Q o co <D z V w /N/� VJ 1 cn r f0 C N PL O M (O r A v v � v 3 < n 0 � o 7 � m _ to 7 d j to fD N a _n m O M 0 L d N A N O a N (D o Ln 4 (D m < w V 'D N a Z to v b o C <D � V w 1 r (D �o w cn � v 3 < n 0 � o 7 � _ to 7 d j to fD N a _n t0 -4 a O M Is M o o g v d N A O a N (D o Ln 4 (D m < w V 'D N a CITY OF SPRINGFIELD SYSTEMS DEVELOPMENT WORKSHEET JOURNAL OR JOB NUMBER: 19-001729-DWL & 19-001733-DWL NAME OR COMPANY: River Housing LLC _ LOCATION: 1136 & 1138 R St. TAX LOT NUMBER: 0 DEVELOPMENT TYPE: Single Family Residence NEW DWELLING UNITS 1 BUII,DING SIZE (SF): 2216 11 LOT SIZE (SF)II5000 IMPERVIOUS AREA I MAX 45% 44% MAX 35%1 U 1. STORM DRAINAGE 1U3, A. REIMBURSEMENT COST: DIRECT RUNOFF TO CITY STORM SYSTEM NUMBER OF FEU x A. REIMBURSEMENT COST x NUMBER OF UNITS AREA DRAINING TO COST PER TRIP IMPERVIOUS S.F. x NEW TRIP FACTOR COST PER S.F. ICOSTPERFEU DRYWELL 1408.00 C. COMPLIANCE COST: $0.301 = 0 B. IMPROVEMENT COST B. IMPROVEMENT COST: 1 1 $22.82 IMPERVIOUS S.F. x COST PER S.F. ADT TRIP RATE 1408.00 OF UNITS $0.437 = 0 ITEM 1 TOTAL - STORM DRAINAGE SDC $1,039.10 2. SANITARY SEWER- CITY 1 A. REIMBURSEMENT COST: $377.40 1.00 = $3,611.72 NUMBER OF DFU's x COST PER DFU 27 $170.50 B. IMPROVEMENT COST: NUMBER OF DFU's x COST PER DFU 27 $83.99 ]ITEM 2 TOTAL - CITY SANITARY SEWER SDC = $6,871.23 CHARGE $423.81 CHARGE $615.30 k M 1 $423.81 II _ $4,603.50 1091 $2,267.73 1092 A. REIMBURSEMENT COST: 1U3, A. REIMBURSEMENT COST: 105: NUMBER OF FEU x ADT TRIP RATE x NUMBER OF UNITS x COST PER TRIP x NEW TRIP FACTOR x ICOSTPERFEU 9.57 1 C. COMPLIANCE COST: 19.86 1.00 ICOSTPERFEU B. IMPROVEMENT COST: 1 1 $22.82 ADT TRIP RATE xNUMBER OF UNITS x COST PER TRIP x NEW TRIP FACTOR 9.57 1 $377.40 1.00 = $3,611.72 ITEM 3 TOTAL - TRANSPORTATION SDC 4. SANITARY SEWER - MWMC 1U3, A. REIMBURSEMENT COST: 105: NUMBER OF FEU x COST PER FEU 1 105, $135.93 B. IMPROVEMENT COST: 1056 NUMBER OF FEU 's x ICOSTPERFEU 1 $1,620.85 C. COMPLIANCE COST: NUMBER OF FEU's ICOSTPERFEU 1 1 $22.82 MWMC CREDIT IF APPLICABLE (SEE REVERSE) MWMC ADMINISTRATIVE FEE ITEM 4 TOTAL - MWMC SANITARY SEWER SDC _ 1 $3,801.78 = 1 $1,789.60 1093 1094 = roisn.ys 1U3, _ $1,620.85 105: _ $22.82 = S0.00 105, _ $10.00 1056 SUBTOTAL (ADD ITEMS 1, 2, 3, & 4) _ $13,501.71 II 5. ADMINISTRATIVE FEE: SUBTOTAL x I ADM. FEE RATE = CHARGE $13,501.7 1 5% $675.09 TOTAL STORM ADMINISTRATION FEE $51.96 TOTAL SEWER ADMINISTRATION FEE: 343.56 TOTAL TRANSPORTATION ADMINISTRATION FEE: $190.09 TOTAL MWMC ADMINISTRATION FEE - LOCAL $89.48 TOTAL SDC CHARGES = I $14,176.80 PREPARED BY Steven Petersen DATE 11/20/2019 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 SINK: SINGLE LAVATORY/RESIDENTIAL BAR 3 0 1 = 3 URINAL, STALL / WALL 0 0 5 = 0 TOILET, PUBLIC INSTALLATION 0 0 6= 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 APPLICABLEI 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 ?ublic Works Engineering Z25 Fifth Street Springfield, Oregon 97477 Phone: (541) 736-1037 (541) 726-5931 Fax: (541)736-1021 Single Family Dwelling (Short Form) Land and Drainage Alteration PERMIT OREGON Date Permit Issued PERMIT NUMBER 8 J -. j - 00!L 5 - _*L- BUILDINGPERNIIT Site Address LL 3J )1 3S S a �� e-�' _Springfield, Oregon Subdivision Lot Assessor's Map ) 7 -o3 -3,6-H Tax Lot G zea s 3� e,,h , W Applicant Name: dress: t7 S • Y City: 'Po c 1,4" 1 V,3 d State: Zip: Iq 7Aa Phone: S1 -fir- $3mai1 Owner Name: S rb rn T- Address: City: _ State: Zip:_ Phone: Contractor Name: 0 iV 3: a N 7 _ Address: Email City: -C ; , ¢, State: (De Zip: cl7t4 Phone(5'1; �, 7a`t-JL4mai1 r % r e- g- C Pr L- • Co Mobile Phone: FIELD CONDITION CHECK -OFF: • DRAINAGEWAY OR SWALE ❑ YES 2 NO • HILLSIDE DEVELOPMENT ❑ YES Z NO • WETLAND ❑ YES Z NO • FLOOD PLAIN ❑ YES ER NO 0 DISTURBANCE ONE ACRE OR GREATER ❑ YES ® NO This permit will not be valid until the site has passed an initial inspection. Any earthwork conducted prior to the issuance of a LDAP placard is a violation of this permit and is subject to enforcement action. A placard validating earthwork will be presented when a City Inspector determines that the appropriate measures are correctly installed. Call (541)726-5849 to schedule your inspection. This permit and placard must remain on-site at all times until a LDAP final inspection has occurred. The placard is to be displayed in a location that is readable from the street and is to be removed only by the City of Springfield upon final inspection. 225 FIFTH STREET SPRINGFIELD, OR 97477 PH: (541)726-3753 FAX: (541) 726-3689 Pub_Hc Works and Development Supplemental Submittal Form Date: _U 1.1q 1 To Staff Member : From; Contact Phone Number. isy)) 5a)- %31;zS Permit NumberlJour>nal Number: Project Address: 1 13t, " 33 Description of Submittal Material: a - S�,-r' S rJ-�- Pl 4a N` s�arrlGFr»rlrr� Hi Katrina, The city issued us a permit on 1130 and 1132 R street with the these changes: 1: Change the roof to a Hip roof for solar setbacks 2: Move the building back 6 feet because eve's were to close to rain garden. These are the changes from the original plans submitted. I put this on the attached supplemental form. Let me know if there is anything else I need to provide. Thank you, Glen Instructions for City Staff.- Accepted taff:Accepted By: 4- 0 e GopO�amN 0 R�Q Z W O 2 O-� ri m y O -I N' � m 305E2 z �m m C G N C E4 .0 ACL O m -.0 N 9 O m p-$ c $ m g OR .� =r O 3 N 0 x Or. 7 O N m C. W N �• m m Z g C o 0 m ® nn mC0 7.OS moo bac gam m-- �o CD RL 0mo �0 .0 oaz �m N ?5.1 nmu C am m � OR m Om T$m SU 3 R (50 c __� 3 N 3' N n Z 3 m ID CL P `ms CL s °m V 9 Nm 12 :u j0&-n=19,n69 9 z M w m>? 3 N CD c o�i�dm oaaa m o So W 3 m x 2c G)s D c w 3 m r c mmy w n Im 1 U) cn o ' G)�m� w mm m ^ 3 ° a m f7 m m o m m Ul / V'^^ 4 100.05 M„ 00,170.0 N U oDD 0 N � t-+ Cp -Fn- PLAN NO. DATE DI35q-24qr4o Lams � II -04-19 DRAFTING E DE516N RESIDENCE FOR : PARCEL 2 805 L `” cM tf *4 Salem, Oregon 97301 ADDRESS :1136 +� 1138 R Street ,(p j)�4 3�6 GI_� CITY, STA-rE : SPRINGFIELD, OR Cl 77 E MAIL: hom) %4- 256 jlm>u >2mr rn O � --IO Jarn r / V'^^ rn M„00,t70o0 W r° 0 N � t-+ Cp -Fn- PLAN NO. DATE DI35q-24qr4o Lams � II -04-19 DRAFTING E DE516N RESIDENCE FOR : PARCEL 2 805 L `” cM tf *4 Salem, Oregon 97301 ADDRESS :1136 +� 1138 R Street ,(p j)�4 3�6 GI_� CITY, STA-rE : SPRINGFIELD, OR Cl 77 E MAIL: hom) %4- 256 JOURNAL OR JOB NUMBER: NAME OR COMPANY: LOCATION: TAX LOT NUMBER: DEVELOPMENT TYPE: NEW DWELLING UNITS IMPERVIOUS AREA CITY OF SPRINGFIELD SYSTEMS DEVELOPMENT WORKSHEET 19-001729-DWL & 19-001733-DWL River Housing LLC 1136 & 1138 R St. 0 Residence ]BUILDING SIZE (SF): 2216 LOT SIZE (SF):Il 501 MAX 45% 1 44% 1 MAX 35%1 [: L STORM DRAINAGE DIRECT RUNOFF TO CITY STORM SYSTEM NUMBER OF FEU's x COST PER FEU 1 $135.93 A. REIMBURSEMENT COST 105 B. IMPROVEMENT COST: AREA DRAINING TO NUMBER OF FEU's x COST PER FEU IMPERVIOUS S.F. x COST PER S.F. 1 $1,620.85 DRYWELL = $1,620.85 CHARGE C. COMPLIANCE COST: 1408.00 $0.301 = 0 $423.81 B. IMPROVEMENT COST = $22.82 MWMC CREDIT IFAPPEJCABLE (SEE REVERSE) IMPERVIOUS S.F. x S1106 COST PER S.F. MWMC ADMINISTRATIVE FEE CHARGE _ $10.00 1408.00 ITEM 4 TOTAL - MWMC SANITARY SEWER SDC $0.437 = 0 $615.30 ITEM 1 TOTAL - STORM DRAINAGE SDC _ $13,501.71 $1,039.10 2. SANITARY SEWER- CITY A. REIMBURSEMENT COST: NUMBER OF DFU's x COST PER DFU 27 $170.50 B. IMPROVEMENT COST: NUMBER OF DFU's x COST PER DFU 27 1$83.99 ITEM 2 TOTAL - CITY SANITARY SEWER SDC = $6,871.23 r $423.81 $61530 = 1 $4,603.50 111091 7.73 11 1092 A. REIMBURSEMENT COST: ADT TRIP RATE x NUMBER OF UNITS xCOST PER TRIP x NEW TRIP FACTOR 9.57 1 19.86 1.00 = $190.06 1093 B. IMPROVEMENT COST: ADT TRIP RATE x NUMBER OFUNITS x COST PER TRIP x NEW TRIP FACTOR 9.57 1 $377.40 1.00 = 13,611.72 1094 ITEM 3 TOTAL - TRANSPORTATION SDC =1 $3,801.78 4. SANITARY SEWER - MWMC A. REIMBURSEMENT COST: NUMBER OF FEU's x COST PER FEU 1 $135.93 = $135.93 105 B. IMPROVEMENT COST: NUMBER OF FEU's x COST PER FEU 1 $1,620.85 = $1,620.85 105! C. COMPLIANCE COST: NUMBER OF FEU 's x COST PER FEU 1 1 $22.82 = $22.82 MWMC CREDIT IFAPPEJCABLE (SEE REVERSE) S1106 105 MWMC ADMINISTRATIVE FEE _ $10.00 1056 ITEM 4 TOTAL - MWMC SANITARY SEWER SDC = $1,789.60 SUBTOTAL (ADD ITEMS 1, 2, 3, & 4) _ $13,501.71 S. ADMINISTRATIVE FEE: SUBTOTAL x ADM. FEE RATE = CHARGE $13,501.71 5% $675.09 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 11/20/2019 1 $51.96 II $89.48 $14,176.80 DRAINAGE FIXTURE UNIT (DFU) CALCULATION TABLE NUMBER OF NEW FIXTURES x UNIT EQUIVALENT = DRAINAGE FIXTURE UNITS f (NOTE: FOR REMODELS, CALCULATE ONLY THE NET ADDITIONAL FIXTURES) FIXTURE TYPE NO. OF FIXTURES DRAINAGE UNIT FIXTURE NEW OLD EQUIVALENT 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 (I 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 SINK: SINGLE LAVATORY/RESIDENTIAL BAR 3 0 1 = 3 U RIN AL, STALL / WALL 0 0 5 = 0 TOILET, PUBLIC INSTALLATION 0 0 6 = 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 dischar e 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? (Enter 1 for Yes, 2 for No) IS IMPROVEMENT ELGIBLE FOR ANNEX. CREDIT? (Enter 1 for Yes, 2 for No) BASE YEAR CREDIT FOR LAND (IF APPLICABLE) VALUE/ 1000 CREDIT RATE $0.00 x $5.29 = CREDIT FOR IMPROVEMENT (IF AFTER ANNEXATION) VALUE / 1000 CREDIT RATE $0.00 x $5.29 = TOTAL MWMC CREDIT = 2 2 1979 $0.00 0 $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 Ge►` r •4�4^r'ilmv S Client: JOHN GOOLEY- WITHERS LUMBER JVS0LIOSTART°Project: COLES CONSTRUCTION Date: 4/26/2018 Designer: AMEER HASHASH Page 1 of 6 Address: Job Name: LOT 1 - ACADEMY STREET DESIGN SOFTWARE Project #: IVVP21179 J1 as MAIN LEVEL LPI 18 9.500" as PASSED Level: MAIN LEVEL 1 1 D. Fir 2 D. Fir 3 D. Fir ' 11'5"1 117" 2 112" 23' Member Information Reactions PATTERNED Ib (Uplift) Type: Joist Application: Floor Brg Live Dead Snow Wind Const Spacing: 24" o.c. Design Method: ASD 1 412(-41) 107 0 0 0 Moisture Condition: Dry Building Code: IBC/IRC 2015 2 1123 337 0 0 0 Deflection LL: 480 Load Sharing: No 3 412 (-44) 108 0 0 0 Deflection TL: 360 Deck: 23/32 APA Rated Stu rd - Importance: Normal I-FloorOSB Nailed and Glued Temperature: Temp <= 100"F Bearings General Load Floor Live: 40 PSF Bearing Length Cap. React D/L Ib Total Ld. Case Ld. Comb. Dead: 12 PSF 1 - D. Fir 3.000" 54% 105/409 513 L_ D+L 2 - D. Fir 3.500" 75% 341/1137 1478 LL 3 - D. Fir 1.750" 58% 106/408 515 _L D+L D+L Analysis Results Analysis Actual Location Allowed Capacity Comb. Case Neg Moment -1680 ft -Ib 11'5" 2365 ft -Ib 0.710 (71 %) D+L LL Pos Moment 1231 ft -Ib 18'5/8" 2365 ft -Ib 0.521(52%) D+L _L Shear 744 lb 11'5" 1130 Ib 0.658(66%) D+L LL LL Defl inch 0.141 (L/978) 17'5" 0.288 (L/480) 0.490(49%) L _L TL Defl inch 0.171 (L/806) 17'5 13/16" 0.383 (1-/360) 0.450(45%) D+L L • • • • • • 00000 Design Notes 1 Provide restraint at supports to ensure lateral stability. 2 Dead Load Deflection: Instant = 0.030", Long Term = 0.045" 0000 • •. • • • 3 Bottom flange must be laterally braced at a maximum of 47" o.c. • . . • : -_ ; • 0411100.. ID Load Type Location Trib Width Dead 0.9 Live 1 Snow 1.15 Wind 1.6 Const..1.2.5..C.ommenis • • • 1 Uniform 2-0-0 12 PSF 40 PSF 0 PSF 0 PSF 0:PSF • • • • • • • • 0000•• 0000•• 0000 0 00 00.00• • • •0.000 • 0000 • •• •• 0 so • • • 0000 •••w•• •••• Notes Manufacturer Info International Wood Products 14421 SE 98th Court, Oregon Louisiana -Pack Corp This component analysis is based on the load., USA geometry and other conditions as entered by the user 414 Union Street, Suite 2000 97015 andlisted i ed in this report. The user is responsible to ens the accuracy or the input and the applicability to Nashville, TN 37219 (503)742-8589 the poneactual conditions of the structure For which this component is intended. This analysis is valid only for the www. 820-0325 WWW.Ipcarp.com productCopyright APA: PR -1-238, ICC -ES: ESR -1305, 201 Co414 2n16 All rights reserved by Louisiana Pacific Corp.rp. 414 Union St Suite 2909, Nashville, TN 37219 This design is valid untll LADBS: RR -25099, Florida: FL15401 6/30/2018 nternational Wood Products LP Solid5tart Design Version 3.0.03 (Build 18.11.048) Powered by iStruct' Client JOHN GOOLEY- WITHERS LUMBER Date: 4/26/2018 Page 2 of 6 ' S 0 L I D STA RT'Project: COLES CONSTRUCTION Designer: AMEER HASHASH Address: Job Name: LOT 1 -ACADEMY STREET DESIGN SOFTWARE Project #: IWP21179 J2 - MAIN LEVEL LPI 18 9.500" - PASSED Level: MAIN LEVEL �o 1 D. Fir 2 D. Fir 3 D. Fir 10'2" �c� "� "�2 1/2" 11'5" 217' Member Information Reactions PATTERNED Ib (Uplift) Type: Joist Application: Floor Brg Live Dead Snow Wlnd Const Spacing: 24" o.c. Design Method: ASD 1 409(-25) 111 0 0 0 Moisture Condition: Dry Building Code: IBCIIRC 2015 2 1054 316 0 0 0 Deflection LL: 480 Load Sharing: No 3 365(-55) 91 0 0 0 Deflection TL: 360 Deck: 23/32 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 Lid. Comb. Floor Live: 40 PSF Dead: 12 PSF 1 - D. Fir 3.000" 54% 1091405 514 L_ D+L 2 - D. Fir 3,500" 70% 320/1068 1389 LL D+L Analysis Results 3 - D. Fir 1.750" 61% 89/362 451 _L D+L 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 7171b 11'5" 11301b 0.634(63%) D+L LL LL Dell inch 0.128 (L/1051) 5'6 5/8" 0.281 (L/480) 0.460(46%) L L_ TL Deft inch 0.158 (L/854) 5'6" 0.374 (1-/360) 0.420(42%) D+L L_ : • • • • • 00000 • 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 F o.c. • is :411160:9 0••••• 1 ID Load Type Location Trib Width Dead 0.9 Live 1 Snow 1.15 Wnd 1.6 Const.4.26* •comments • • 1 Uniform 2-0-0 12 PSF 40 PSF 0 PSF 0 PSF ;PSF 00:90: • • 0000•• • • a • 00 • •• • • • • • 90 •• - 0000•• 0000 • •• 0000•• • • •• •e •090•40 • • • 9 900,110 000000 0000 Manufacturer Info International Wood Products Notes 14421 SE 98th Court, Oregon Louisiana-Pacific Corp This component analysis is based on the mads, USA geometry and other conditions as entered by the user 414 Union Street, Suite 2000 97015 and fisted in this report The user is responsible to ensure the axuracy of the input and the applicability to Nashville, TN 37219 (503)742-8689 the actual conditions of the structure for vrhich this (888) 820-0325 component is intended. This analysis s valid only for the www.lpcorp.com Product listed. APA: PR -1_238, ICC -ES: ESR -1305, Copyright 2016 All rights reserved by Louisiana Padfic Corp. 414 Union St Suite 2000, Nashville, TY 37215 This design is valid until LADBS: RR -25099, Florida: FL15401 6 /3 012 0 1 6 I Imtemattonal Wood Product LP Solid Start Design Version 3.0.03 (Build 18.11.048) Powered by iStruct'' Client: SOL TmA d) ess: DESIGN SOFTWAREWARE J1 se UPPER LEVEL LPI 18 M JOHN GOOLEY- WITHERS LUMBER COLES CONSTRUCTION 11.875" as PASSED 1 Hanger (IUS2.56/11.88 (Min)) 2 D. Fir Date: 4/26/2018 Page 3 of 6 Designer: AMEER HASHASH Job Name: LOT 1 - ACADEMY STREET Project #: IWP21179 Level: UPPER LEVEL 3 Hanger (IUS2.56/11.B8 (Min)) I11 7/8" �2 1/2" Temperature: Temp <= 100°F •..... • General Load Live 1 Snow 1.15 Wind 1.6 Const"1.25 Comments Floor Live: 40 PSF 414 Union Street, Suite 2000 Dead: 12 PSF Member Information Analysis Results .•• Reactions PATTERNED Ib (Uplift) Neg Moment -757 ft -Ib 8'9" 3100 ft -Ib 0.244(24%) D+L Pos Moment 610 ft -Ib 14'5 11/16" 3100 ft -Ib 0.197 (20%) D+L Type: Joist Application: Floor Brg Live Dead Snow Wind Const Spacing: 16" o.c. Design Method: ASD 1 212(-31) 53 0 0 0 Moisture Condition: Dry Building Code: IBC/IRC 2015 2 608 182 0 0 0 Deflection LL: 480 Load Sharing: No 3 238(-15) 65 0 0 0 Deflection TL: 360 Deck: 23/32 APA Rated Sturd- •••••• Importance: Normal I-FloorOSB Nailed and Glued Temperature: Temp <= 100°F •..... • General Load Live 1 Snow 1.15 Wind 1.6 Const"1.25 Comments Floor Live: 40 PSF 414 Union Street, Suite 2000 Dead: 12 PSF •••• Analysis Results .•• Analysis Actual Location Allowed Capacity Comb. Neg Moment -757 ft -Ib 8'9" 3100 ft -Ib 0.244(24%) D+L Pos Moment 610 ft -Ib 14'5 11/16" 3100 ft -Ib 0.197 (20%) D+L Shear 420 lb 8'9" 1335 Ib 0.315(31%) D+L LL Defl inch 0.038 (1-/3136) 13'10 13/16" 0.248 (L/480) 0.150(15%) L TL Defl inch 0.047 (L/2515) 13'11 1/4" 0.331 (U360) 0.140 (14°x6) D+L Design Notes LADBS: RR -25099, Florida: FL15401 6130/2018 1 Provide restraint at supports to ensure lateral stability. 2 Dead Load Deflection: Instant = 0.009", Long Term = 0.014" 3 Fill all hanger nailing holes. 4 Bottom flange must be laterally braced at a maximum of 87" o.c. ID Load Type Location Tdb Width Dead 0.9 1 Uniform 1-4-0 12 PSF 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 J • • •..... • ..... Live 1 Snow 1.15 Wind 1.6 Const"1.25 Comments ...... 414 Union Street, Suite 2000 •• •••• 40 PSF 0PSF 0PSF 0PSF .•• 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 2015 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 6130/2018 ternational Wood Product •••••• •••• •••••• •••••• •••• •• •• •••••• Notes This component analysis is based an the loads, Manufacturer Info International Wood Products 14421 SE 98th Court, Oregon USA Louisiana-Pacific Corp geometry and other condiVans 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 2015 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 6130/2018 ternational Wood Product LP SolidStart Design Version 3.0.03 (Build 18.11.048) Powered by iStruct" Client: 1111111111 - ITHERS LUMBER Date: 4/26/2018 Page 4 of 6 S O L I D S TA RT"Projec Project: COLES CONSTRUCTION Designer: AMEER HASHASH Address: Job Name: LOT 1 -ACADEMY STREET DESIGN SOFTWARE Project #: IWP21179 J2 - UPPER LEVEL LPI 18 11.875" - PASSED Level: UPPER LEVEL I _ r •ems , �.. .�— e 7/8„ 1 Hanger (IUS2.56/11.88 (Min)) 2 D. Fir '42 112" 13' 13' Member Information Reactions PATTERNED Ib (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 I-FloorOSB Nailed and Glued Temperature: Temp <= 100°F Bearings General Load Floor Live: 40 PSF Bearing Length Cap. React D/L Ib Total Ld. Case Ld. Comb. Dead: 12 PSF 1 - 2.000" 49% 102/339 441 L D+L Hanger Analysis Results 2 - D. Fir 5.500" 44% 1061354 461 L D+L Analysis Actual Location Allowed Capacity Comb. Case Moment 1354 ft4b 641/4" 3100 ft -Ib 0.437(44%) D+L L Shear 4331b 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 1/4" 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" s ■ a e e ° • 00:00* 3 Fill all hanger nailing holes. ease ••••o 4 Bottom flange braced at bearings. • • • • sees. • 000000 ID Load Type Location Trib Width Dead 0.9 Live 1 Snow 1.15 Wind 1.6 Const• Uro • f omments • d 1 Uniform 1-4-0 12 PSF 40 PSF 0 PSF 0 PSF 41 PSF 0000•• as 0 • •• • • 0000•• • • • • • as • •• • • • • as •• 000000 • • ••d• • d• • • • • 0000•• 0000•• 0000 " • • • • •• mood** • • • • • •0.0 odd• Notes Manufacturer Info International Wood Products This component analysis is based an the loads, Louisiana-Pacific Corp 14421 SE 98th Court, Oregon 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 an. ure 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 popyrigduct fisted. APA: PR -1_238, ICC -ES: ESR -1305, Copyright tale All rights reserved by Louisiana Pacific Corp. 414 Union St Suite 2000, Nashville, TN 37218 This design is valid until LADES: RR -25099, Florida: FL 15401 6/30/2018 ternational Wood Product LP SclidStart Design Version 3.0.03 (Build 18.11.048) Powered by iStruct- Client: JOHN GODLEY - WITHERS LUMBER Date: 4/26/2018 Page 5 of 6 S0 L I O START®Project: COLES CONSTRUCTION Designer: AMEER HASHASH Address: Job Name: LOT 1 -ACADEMY STREET OESIGN SOFTWARE Project #: IWP21179 J4 as UPPER LEVEL LPI 18 11.875" - PASSED Level: UPPER LEVEL _ t __ mila;00111110` 7/8„ Q 1 D. Fir 10' 2 Hanger(IUS2.56/11.88 (Min)) H21/2" 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: 23/32 APA Rated Sturd- Importance: Normal I-FlocrOSB Nailed and Glued Temperature: Temp <= 100`F Bearings General Load Floor Live: 40 PSF Bearing Length Cap. Read D/L Ib Total Ld. Case Ld. Comb. Dead: 12 PSF 1 - D. Fir 5.500" 26% 62/206 268 L D+L 2- 2.000" 28% 58/194 252 L D+L Analysis Results Hanger Analysis Actual Location Allowed Capacity Comb. Case Moment 587 ft-Ib 5'1 3/4" 3100 ft-Ib 0.189(19%) D+L L Shear 247 Ib 4 3/4" 1335 Ib 0.185(19%) D+L L LL Defl inch 0.032 (U3545) 5'1 3/4" 0.238 (L/480) 0.140(14%) L L TL Defl inch 0.042 (L/2727) 5'1 3/4" 0.317 (L/360) 0.130(13%) D+L L 0 Design Notes 1 Provide restraint at supports to ensure lateral stability. 2 Dead Load Deflection: Instant = 0.010", Long Term = 0.014" 90000 • • • • • • 3 Fill all hanger nailing holes. 0000 •• 0000• 4 Bottom flange braced at bearings. • • : • • • m • • • • • • • ID Load Type Location Trib Width Dead 0.9 Live 1 Snow 1.15 Wind 1.6 Const•'�.$5r. Comments ' • • 1 Uniform 1-0-0 12 PSF 40 PSF • 0 PSF 0 PSF g PSF • • • • • • •• • • • • • • •• • • • •• • • • • •• •• 000000 a • • 0000 • • • 000000 •660•6 000• • • • • • • •••0 •00• Notes Manufacturer Info International Wood Products This component analysis is based an the loads, 14421 SE 98th Court, USA Oregon Louisiana-Pacific Corp geometry and other condt0ons 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 Me structure for which this (888) 820-0325 component is intended. This anatysis is valid only for the W W W.l CO .COm p product listed. APA: PR-L238, ICC-ES: ESR-1305, Cooynght 2016 All rights reserved by Louisiana Pacific Corp. 414 Union 5l Suite 2000, Nashville, TN 37219 This design is valid until LADBS: RR-25099, Florida: FL15401 613=018 lintemafional Wood Product LP SolidStart Design Version 3.0.03 (Build 18.11.048) Powered by iStructT" Client: JOHN GOOLEY-WITHERS LUMBER Date: 4/26/2018 1 isDesign TM Project: COLES CONSTRUCTION Designer: AMEER HASHASH Address: Job Name: LOT 1 -ACADEMY STREET %10 Project M IWP21179 F132 - UPPER LEVEL Rosboro X -Beam 5.500" X 11.875" - PASSED I Leve(: UPPER LEVEL — 2 -- 9 BEAM' BEAM' y VBEAM' 0 - + 1 D. Fir Page 6 of 6 j ill 7f 2 D. Fir �5 112" Manufacturer Info International Wood Products 14421 SE 98th Court, Oregon Rosbaro USA Springfield, OR 97477 97015 Member Information (503)742-8889 www.rosboro.com APA: PR -1_275, ICC -ES: ESR -1940 Reactions PATTERNED Ib (Uplift) I" Type: Girder Application: Floor Brg Live Dead Snow Wind Const Moisture Condition: Dry Design Method: ASD 1 2400 815 0 0 0 Deflection LL: 480 Building Code: IBC/IRC 2015 2 2400 815 0 0 0 Deflection TL: 350 Load Sharing: No Importance: Normal Wet Use: No Temperature: Temp <= 100'F Deck: Not Checked Genera( Load Floor Live: 40 PSF Bearings Dead: 12 PSF Bearing Length Cap. React D/L Ib Total Ld. Case Ld. Comb. 1 - D. Fir 5.500" 17% 81512400 3215 L D+L 2 - D. Fir 5.500" 17% 815/2400 3215 L D+L Analysis Results Analysis Actual Location Allowed Capacity Comb. Case Moment 8415 ft -Ib 6' 25853 ft -Ib 0.325(33%) D+L L 8415 ft -Ib 6' 25601 ft -Ib 0.329(33%) D+L L Shear 2473 Ib 1'4 5/8" 11539 Ib 0.214(21%) D+L L LL Defl inch 0.103 (L/1308) 6' 0.280 (L/480) 0.370(37%) L L TL Defl inch 0.138 (L/976) 6' 0.374 (L/360) 0.370(37%) D+L L Design Notes 1 Girders are designed to be supported on the bottom edge only. !00060 • • • • • 2 Top braced at bearings. • • • • • • i • • • 3 Bottom braced at bearings. • • • • '3 ID Load Type Location Trib Width Side Dead 0.9 Live 1 Snow 1.15 Wnd J.6. qp tst. 1.260 Comments • • •' 1 Tie-in 0-0-0 to 12-0-0 (Span)10-0-0 Top 12 PSF 40 PSF 0 PSF • 0 WF 0 PSF FLOOR LSC • • • • • • ••• • 2 Tie-in 0-0-0 to 12-0-0 (Span)10-0-0 Top 12 PSF 40 PSF 0 PSF 0 PSF 0 PS o %j(9R RSC • • Self Weight 16PLF •• r•• •• • ••:••: •• • • • • •• •• • • s •• • so so i •• • • 6090 Manufacturer Info International Wood Products 14421 SE 98th Court, Oregon Rosbaro USA Springfield, OR 97477 97015 (877) 457-4139 (503)742-8889 www.rosboro.com APA: PR -1_275, ICC -ES: ESR -1940 =� I" Version 3.0.03 (Build 18.11.048) Powered by i5truct ° PRODu0- Customer Information Customer: Withers Lumber Brooks Name: John Gooley Address: 9105 Portland Road NE Brooks OR 97305 Phone: (503) 393-3993 FAX: IWP21179 - MAIN LEVEL MAT LIST Job Information: COLES CONSTRUCTION Job Info: LOT 1 - ACADEMY STREET Project: IWP21179 City: Date: 04/26/2018 Quote Expiration Date: 05/26/2018 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: Hoists 0000!• Series Depth Length Qty Total Ft 9-112" LPI 18 9 1/2" 23'-0" 10 230 9-1/2" 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" 3-0" 2 6 9-1/2" LPI 18 9 1/2" 2'-0" 2 4 SubTotal: 9-112" LPI 18 (ft) 558 • • _ Blocking: 9-1/2" LPI 18 (ft) 62 • • • _ Totals 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 0000!• !0000 • w • !••• 00!00 •••!•• •• • s • of • •• • • ••e♦•♦ • • • •r 9 • • • •• ♦ s • 00.616 •00.6• •♦.• • w • 04 es • • • r••• ♦•e• Customer Information Customer: Withers Lumber Brooks Name: John Gooley Address: 9105 Portland Road NE Brooks OR 97305 Phone: (503) 393-3993 FAX: IWP21179 - UPPER LEVEL MAT LIST Job Information: COLES CONSTRUCTION Job Info: LOT 1 - ACADEMY STREET Project: IWP21179 City: Date: 04/26/2018 Quote Expiration Date: 05/26/2018 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: 1-314x11-718 LP-LSL 1.55E (ft) 22 Totals 22 Glulams and Dimension Lumber Grade/Layup Depth Length Qty_ Total Ft 5-1/2x11-7/8 DF -24F -V4 11 7/8" 12'-0" 2 24 _ SubTotal: 5-112x11-718 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 2_40_ ;0 Totals 260 Sheathing Description Width _Length Qty Total F_ r 23/32 Top -Notch 250 4x8 51 •• • ' • •. Totals 51 as a e e 60 •• Connector Description Qty ill 4 •ease• 0.0000 6606 S2.56/11.88 52 es•ses saes• S2.56/11.88 94 : esss seers• rtals 150 ' 6,14% FootNote: I -Joists 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 _ Totals 1,412 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: 1-314x11-718 LP-LSL 1.55E (ft) 22 Totals 22 Glulams and Dimension Lumber Grade/Layup Depth Length Qty_ Total Ft 5-1/2x11-7/8 DF -24F -V4 11 7/8" 12'-0" 2 24 _ SubTotal: 5-112x11-718 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 2_40_ ;0 Totals 260 Sheathing Description Width _Length Qty Total F_ r 23/32 Top -Notch 250 4x8 51 •• • ' • •. Totals 51 as a e e 60 •• Connector Description Qty ill 4 •ease• 0.0000 6606 S2.56/11.88 52 es•ses saes• S2.56/11.88 94 : esss seers• rtals 150 ' 6,14% FootNote: T MiTek' 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. PROrZ /a29w✓ tiNr"INEFR 8702 PE ...... ..... CP A OREGON w •••••• •••••• o ER • • • • • •• w •w••.• w • 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 ' •• 0000 • • • • - 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 orTRE NCO 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. W11110M Willamette Truss, Independence, OR - 97351, 1-2-8 4-2-12 .* I? a -, ..3 Ply T_ R59548105 1 8.240 s Jul 14 2019 MiTek Industries, Inc. Tue Sep 1711:05:10 2019 Page 1 I D:6yTtl AnX7_Fg6hSwR3m_rOzWQkj-GfEU WgLcp?jFnazA7E9WhhM43v310zU?YWYfgtyc157 4x8 11 4-2-12 1-2-8 Scale = 1:20.7 N Io 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. II; Exp C; Enclosed; MWFRS (directional) and C -C Corner(3) -1-2-8 to 1-9-8, Exterior(2) 1-9-8 to 4-2-12, Corner(3) 4-2-12 to 7-2-12, Exterior(2) 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 3) This truss has been-desigrgd for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * T"L t.1:3s has b�cn 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 fir between the bottom chord and cr_/c')"ler members. 5) A plate rating reduction of LO% has peen anpiied for the green lumber members. 6) ?fovide mechanical -tonne tion (by others) of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s) except Qt=lb) �d PROFFss 2—.22, 4=122. �C?�g �NGINEF9 /may 9 870 VE T_ fL 9 T OREGON qo Olvti �M$ER c�S A. HE��P EXPIRES: 06/30/2021 September 17,2019 & WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 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 t. building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MI IT e R' 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, OSB -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 RoseyillE_ CA 85661 4-2-12 4-2-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ltd 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 IRC2012/TPI2007 I 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 pudins. 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 N Io 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. II; Exp C; Enclosed; MWFRS (directional) and C -C Corner(3) -1-2-8 to 1-9-8, Exterior(2) 1-9-8 to 4-2-12, Corner(3) 4-2-12 to 7-2-12, Exterior(2) 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 3) This truss has been-desigrgd for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * T"L t.1:3s has b�cn 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 fir between the bottom chord and cr_/c')"ler members. 5) A plate rating reduction of LO% has peen anpiied for the green lumber members. 6) ?fovide mechanical -tonne tion (by others) of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s) except Qt=lb) �d PROFFss 2—.22, 4=122. �C?�g �NGINEF9 /may 9 870 VE T_ fL 9 T OREGON qo Olvti �M$ER c�S A. HE��P EXPIRES: 06/30/2021 September 17,2019 & WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 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 t. building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MI IT e R' 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, OSB -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 RoseyillE_ CA 85661 Job 190915 — Willamette Truss, 0 Truss Truss Type GE -3 GABLE Independence, OR - 97351, -1-2-8 4-6-0 1-2 8 4-6-0 4.00 12 7 2 3x4 = 4x5 = 3 Qty R59548106 2 1 Job Reference. (optional) 8.240 s Jul 14 2019 MiTek Industries, Inc. Tue Sep 17 11:05:112019 Page 1 I D:6yTtlAnX7_Fg6hSwR3m_rOzWQkj-krosjAM Falr6PjYNgxgl EuvErJ PmlQj8nAICNJyc156 9-0-0 10-2-8 4-6-0 1-2-8 8 3x4 = 4 Scale = 1:21.0 9-0-0 9-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/def! Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.19 Vert(LL) 0.01 5 n/r 120 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.14 Vert(TL) 0.02 5 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code IRC2012/TPI2007 Matrix -S Weight 31 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. (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 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; 13=45ft; L=24ft; eave=2ft; Cat. 11; 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 & MWFRS 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. *0000 4) Gable requires continuous bottom chord bearing. 6006 • • •. • • • 5) Gable studs spaced at 2-0-0 oc. • • • s • • • • • 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. •j j �' ••••s^ vv-+ • • 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.NG' • ��c,`GJ f ,N��n .�(i1 • 8) A plate rating reduction of 20% has been applied for the green lumber members. v . • • • • ,7 ,��T• 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6 except (jt=1b) 2=102,4=102. . • . 8 OPE • • • • R • • •••• •••• .. tS A. "Fie EXPIRES: 06/30/2021 September 17,2019 &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 M7ek® 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 ANSI/rPl1 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 LA 956Ct Job Truss Truss Type Qty Ply (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.08 859548107 190915 GE -8 GABLE 2 1 BC 0.04 Vert(TL) 0.00 22 n/r 120 BCLL 0.0 Job Reference lona Willamette Truss, Independence, OR- 97351, 8.240 s Jul 14 2019 MiTek Industries, Inc. Tue Sep 17 11:05:14 2019 Page 1 ID:6yTtl AnX7_Fg6hSwR3m_rOzW Qkj-9QU?MC07sDDhGBHyM3DSsxXmxWSxynTaT8Wtzeycl53 1-2-8 19-0-0 384)-0 9-2- 1-2-8 19-0-0 19-0-0 2� Scale =1:64.8 5x5 = 11 12 13 22 231 A 0 3x5 = 3x5 = 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 3x6 = 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 0.08 Vert(LL) -0.00 23 n/r 120 MT20 220/195 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 IRC2012ITPI2007 Matrix -S 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 OF 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. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 11-12=-85/257,112-13=85/260 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=2ft; Cat. II; Exp C; Enclosed; MWFRS (directional) and C -C Corner(3) -1-2-8 to 2-7-2, Exterior(2) 2-7-2 to 19-0-0, Corner(3) 1;i-ZI-J ,o-23-0-0, Exeriot(tl 23-0-0 to 39-2-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for rr3nl,e�r.and forces & MWFRS for rE-jQiois shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed foL bdod.l4ds in the�p!ane -�fthe truss only. For studs exposed to wind (normal to the face), see Standard Industry Gablr� End Details as applidable, or consult qualified building designer as per ANSI/TPI 1. 4) A, plates are 1.5x4 MT20 unless otttEiviseirdicated. 5) G3hle;rlcuires continuous bottom chord beating. 6) ,Zablb'studs spaced -at 2-u2-) oc. 7) This truss has beenJ _,signod for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ; ,. Ns- i uss has been des?gned for aWlive,load(,)f 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide wig `t b)tveen the botta.n Mord ancPany EtU;er members. 9) A nlatP rating reduc6bo of 290 has hegr apn!'ed for the green lumber members. 10)-Prov03 mechanical connection (by=bt eie) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 34, 35, 36, 37 38,39 -*0, 41, 31, 30, 29,_?8, 27, 26, 2%, 24, 22. - �ooar.• f A WARNING - Verify desfgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1I1-7473 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 ANSIITPII Quality Criteria, DSB-89 and BCS/ Building Componen Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. PROFESS GINEF9spy 870 2PE OREGON ti� orb �C�OSMNER AN' A. HEp' EXPIRES: 06/30/2021 September 17,2019 �p MiTek` f MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 BGsralflle.CA gK-x1 Job Truss Truss Type Qty Ply + R59548106 190915 GE -3 GABLE 2 1 Job Reference foptional) Willamette Truss, Independence, OR - 97351, 8.240 s Jul 14 2019 MiTek Industries, Inc. Tue Sep 17 11:05:112019 Page 1 I D:6yTtl AnX7_Fg6hSwR3m_rOzWQkj-krosjAM Falr6PjYNgxglEuvErJPmICJ&iAICNJyc156 -1-2-8 4-6-0 1 9-0-0 10--8 1-2 8 4-6-0 4-6-0 1-2-8 Scale = 1:21.0 45 = 3 4.00 12 7 8 � 4 2 5 A 6 3x4 = 1x4 II 3x4 = 9-0-0 9-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.19 Vert(LL) 0.01 5 n/r 120 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.14 Vert(TL) 0.02 5 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code IRC2012/TP12007 Matrix -S Weight: 31 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. OTHERS 2x4 OF Std G 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 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 & MWFRS 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 ANSIfTPI 1. w •• • • • • • • • • 4) Gable requires continuous bottom chord bearing. • • • • �.:. • • 5) Gable studs spaced at 2-0-0 oc. • . • •�` 6) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 0�!'�ROFcss • • a • • • •••• v C • 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. \5 NG�NEF . • 8) A plate rating reduction of 20% has been applied for the green lumber members. �G' v ; • • •-� • 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6 except (jt=1b) $ LPE 2=102, 4=102. • • • •••• •••• Ice s A..H�� EXPIRES: 06/30/2021 September 17,2019 WARNING • 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 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 l;� el{ 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 BCSI Building Component — MTek USA, Inc. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 400 Sunrise Avenue, Suite 270 Ra -"le. CA 55651 R59548107 190915 GE -8 GABLE 2 1 Job Reference tional Willamette Truss, Independence, OR - 97351, 8.240 s Jul 14 2019 MiTek Industries, Inc. Tue Sep 1711:05:14 2019 Page 1 I D:6yTl1 AnX7_Fg6hSwR3m_rOzWQkj-9QU?MC07sDDhGBHyM3DSsXXmxWSxynTaT8Wtzeycl53 1-2-819-M 38-0-0 __A9-2-8 1-2-8 19-0-0 19-0-0 1-2-8 Scale = 1:64.8 5x5 11 12 13 3x5 = 3x5 = 41 40 39 38 37 36 35 34 33 32 31 3x6 = 30 29 28 27 26 25 24 PLATES GRIP MT20 220/195 Weight: 188 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. OTHERS 2x4 DF Std G REACTIONS. All bearings 38-0-0. (Ib) - 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. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 11-12=-851257,12-13=-85/260 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=2ft; Cat. II; Ezp C; Evclosed; MWFRS (directional) and C -C Corner(3) -1-2-8 to 2-7-2, Extedor(2) 2-7-2 to 19-0-0, Corner(3) .o 23-0-0, f xieriortt123-0-0 to 39-2-8 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for rr,3rlKem and forces & MWFRS for re.l6.iei-s shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wrind logds in the Fane f -the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gablr, En'd Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Ar, plates are 1.5x4 MT20 unless ott%ANllselr�dicated. 5) GnUe,ncuires continuous bottom chord bear,lg. 6), abl&studs spaced -at 9-u -�-=) Do. 7) This truss has beerr,i sign "'d for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8),,," N641uss has been des!gned for a�!ivvejoacic-)f 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide wi'I 't b -.t veen the bottc.n Oord ano)any OL^,er members. 9) A plate rating reduciib� of 2b% has t earap�!'ed for the green lumber members. 10)`P'r6vid': mechanical connection (by rbtheFb) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 34, 35, 36, 37, 38, 3g. +0, 41, 31, 30, 29,28, 27, 26, 2%, 24, 22. r�o�wi fe+N�� l 7 • A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 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 ANSI1TP/1 Duality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. PRo,��ss /C�5 �NGINEF9 J�2 87022PE 3 t2 0 OREGON ti4 Opti ER A. HES EXPIRES: 06/30/2021 September 17,2019 MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Picyg+en�B 45ft&1 __ . 38-0-0 38-M Plate Offsets (X Yj [18:0-0-0,0-0-0],122:0-0-0,0-0-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl 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 IRC2012fTP12007 Matrix -S PLATES GRIP MT20 220/195 Weight: 188 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. OTHERS 2x4 DF Std G REACTIONS. All bearings 38-0-0. (Ib) - 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. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 11-12=-851257,12-13=-85/260 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=2ft; Cat. II; Ezp C; Evclosed; MWFRS (directional) and C -C Corner(3) -1-2-8 to 2-7-2, Extedor(2) 2-7-2 to 19-0-0, Corner(3) .o 23-0-0, f xieriortt123-0-0 to 39-2-8 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for rr,3rlKem and forces & MWFRS for re.l6.iei-s shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wrind logds in the Fane f -the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gablr, En'd Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Ar, plates are 1.5x4 MT20 unless ott%ANllselr�dicated. 5) GnUe,ncuires continuous bottom chord bear,lg. 6), abl&studs spaced -at 9-u -�-=) Do. 7) This truss has beerr,i sign "'d for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8),,," N641uss has been des!gned for a�!ivvejoacic-)f 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide wi'I 't b -.t veen the bottc.n Oord ano)any OL^,er members. 9) A plate rating reduciib� of 2b% has t earap�!'ed for the green lumber members. 10)`P'r6vid': mechanical connection (by rbtheFb) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 34, 35, 36, 37, 38, 3g. +0, 41, 31, 30, 29,28, 27, 26, 2%, 24, 22. r�o�wi fe+N�� l 7 • A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 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 ANSI1TP/1 Duality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. PRo,��ss /C�5 �NGINEF9 J�2 87022PE 3 t2 0 OREGON ti4 Opti ER A. HES EXPIRES: 06/30/2021 September 17,2019 MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Picyg+en�B 45ft&1 __ . JobTruss Truss Type Qty Ply R59548108 190915 J-2 Jack -Open 4 1 Job Reference foptionali Willamette Truss, Independence, OR, 97351, 8.240 s Jul 14 2019 MiTek Industries, Inc. Tue Sep 17 11:05:15 2019 Page 1 r ID:6yTt1AnX7_Fg6hSwR3m_rOzWQkj-dc2NZYPldXLYuLs8vnkhOk4xewoPhFyktoGQW4ycl52 -1-2-8 1-11-11 I 2x4 = Scale = 1:7.7 th 0 rn 0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.08 Vert(LL) -0.00 2 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.03 Vert(TL) -0.00 2-4 >999 180 BCLL 0.0 Rep Stress Incr YES WE 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IRC2012rrPI2007 Matrix -P Weight: 8 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=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. 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. 11; 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 atjoint(s) 3, 2. R. • • ♦ • • • • 0 •• •• G +90�cs�•••s • 5� IN '9 S� v44 motif .. �r • ` $7 PE o .� DPEGON ;/ /"40� .. . C�0 Ry��4, •: OA—HON . 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. 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 verity 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 Me - 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 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 gosari¢e._CA95 i1 r19 bTruss Truss Type Qty Ply859548109 0915 J -2A JACK -OPEN 4 1 Job Reference r<optionaly Willamette Truss, Independence, OR - 97351, 8.240 s Jul 14 2019 MiTek Industries, Inc. Tue Sep 17 11:05:15 2019 Page 1 ID:6yTtl AnX7_Fg6hSwR3m_rOzWQkj-dc2NZYPIdXLYuLs8vnkhOk4w8woPhFykioGQ W4yc152 -1-2.8 2-0-0 3-11-11 1-2-8 2-0-0 1-11-11 2x4 = 4 LOADING (psf) SPACING- 2-0-0 2-0-0 TCLL 25.0 Plate Grip DOL 1.15 TCDL 7.0 Lumber DOL 1.15 2-0-0 —I CSI. Matrix -P DEFL. in (loc) I/deft TC 0.18 Vert(LL) -0.00 2 >999 BC 0.03 Vert(TL) -0.00 2-4 >999 WB 0.00 Horz(TL) -0.00 3 n/a 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/TP12007 Matrix -P LUMBER - TOP CHORD 2x4 DF No.1 G BOT CHORD 2x4 DF No.1 G REACTIONS. (Ib/size) 3=111/Mechanical, 2=236/0-5-8, 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 Ltd PLATES GRIP 240 MT20 220/195 180 n/a Scale = 1:11.2 lv 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; 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 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 t,) 91-der(s) fc c r :Ls c truss connections. 6) F.ovidt, mechanical connection (by othem),9struss to bearing plate capable of withstanding 100 Ib uplift atjoint(s) 3, 2. a r D PROF, �NGINFF� 87022PE y NEAT QREGO4c Oty"V � FM'BER c0S A. HEp`�P EXPIRES: 06/30/2021 September 17,2019 WARNING - 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 � F_ � building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M11QR 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?P!1 Quality Criteria, DSB-89 and BCSI Building Component MTek USA, Inc. Safefy information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 400 Sunrise Avenue, Suite 270 ..1 osey g Dfl.95fiB1 - 190915 Truss Truss Type Qty Ply R69548110 J-3 MONO TRUSS 4 1 Jab Reference(optional) Independence, OR- 97351, 8.240 s Jul 14 2019 MiTek Industries, Inc. Tue Sep 1711:05:16 2019 Page 1 I D:6yTtl AnX7_Fg6hSwR3m_rOzW Qkj-5pclnuQNOrTP VVRKTUGwxycl8K4foiCtwR?z2Wyc151 -1-2-8 1-2-8 Scale = 1:14.3 LOADING (psf) 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 Stress Incr YES WB 0.00 BCDL 10.0 Code IRC2012/TPI2007 Matrix -P LUMBER - TOP CHORD 2x4 DF No.1 G BOT CHORD 2x4 DF NCA G REACTIONS. (Ib/size) 2=337/0-5-8,4=55/0-5-8,3=16510-5-8 Max Horz 2=88(LC 12) Max Uplift 2=-101(LC 12), 3=-77(LC 12) 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 as -n DEFL. in (loc) I/deft L/d PLATES GRIP Vert(LL) -0.05 2-4 >999 240 MT20 220/195 Vert(TL) -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=1b) 2=101. 6) Beveled plate or shim required to provide full bearing surface with truss chord atjoint(s) 3. ,& WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1411-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek0 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 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 Qualify Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. • • ••4i•i �.•ea •1•i � • V V 'D' PIR ••••• 4I�F ..... • 870 2PE ';•1 ... 10 ZM62 N rya A . H'ER EXPIRES: 06/30/2021 September 17,2019 We MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 F., 9!•yillc [.F _fir'( Job iTruss Truss Type Qty Ply 190915 J -3A MONO TRUSS 8 1 859548711 ice (optional) Willamette Truss, Independence, OR - 97351, 8.240 s Jul 14 2019 MiTek Industries, Inc. Tue Sep 17 11:05:16 2019 Page 1 ID:6yTtl AnX7_Fg6hSwR3m_rOzWQkj-5pclnuQNOrTPW RKTUGwxyc6fK7QQiCtwR?z2 Wyc151 -1-2-8 4-0-0 1-2-8 4-0-0 Scale = 1:10.9 2x4 = i 4-M 4-0-0 LOADING (WSPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.13 Vert(LL) -0.01 2-4 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.11 Vert(TL) -0.02 2-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IRC2012/TPI2007 Matrix -P — Weight: 13 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. REACTIONS. (lb/size) 2=259/0-5-8,4=35/0-5-8,3=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) 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; 13=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 3-9-4 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) Prc n.'Ir mcchanical-co..ra�tan (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 3. 6) Baveled olate or shim required to provide ;FiTearing surface with truss chord at joint(s) 3. P R �F�ss �NGiNEF9 � p2pr �.1 870 PE CVG OREGON 4 ��oSMeER A. HSR EXPIRES: 06/30/2021 September 17,2019 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 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 hfi Fi 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 ANSI/TPI1 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 — oseril le_ GP_J,iu LA ib Truss Truss Type Qty Ply 14 R59548112 80915 J -3B MONO TRUSS 10 1 Job Reference.(optional) Willamette Truss, Independence, OR - 97351, 8.240 s Jul 14 2019 MiTek Industries, Inc. Tue Sep 17 11:05:17 2019 Page 1 ID:6yTtl AnX7_Fg6hSwR3m_rOzWQkj-Z?97_DQ?98bG7eO W 1 Cn9U99BvkQu99S 1951Xazyc150 6-0-0 6-0-0 Scale = 1:14.3 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=68(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) 6-0-0 6-0-0 CSI. DEFL. in floc) I/deft L/d PLATES GRIP TC 0.48 Vert(LL) -0.05 1-3 >999 240 MT20 220/195 BC 0.28 Vert(TL) -0.14 1-3 >476 180 WB 0.00 Horz(TL) -0.00 2 n/a n/a Matrix -P 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. 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=2ft; Cat. 11; Exp C; Enclosed; MWFRS (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 S 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) 1, 2. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 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 for an individual building component, not a truss system. Before use, the building designer must verily the applicability of design parameters and properly incorporate this design Into the overall building deslgn. 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/TP/i Qualify Criteria, DSO -89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 16 • �•.*.• rrrrr rr4AY 66600 • • 0:66:• ee�OF�� A • • r • ��5 �NGINEF9 ,�1,�� +• • $7 2PE •� R . soap • • • • • •.1� �k<1Aj,� ON ry�"i�,, N, Q. EXPIRES: 06/30/2021 September 17,2019 ME' MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 .Rnsealle_ CA.95E.81 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/TP12007 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=68(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) 6-0-0 6-0-0 CSI. DEFL. in floc) I/deft L/d PLATES GRIP TC 0.48 Vert(LL) -0.05 1-3 >999 240 MT20 220/195 BC 0.28 Vert(TL) -0.14 1-3 >476 180 WB 0.00 Horz(TL) -0.00 2 n/a n/a Matrix -P 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. 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=2ft; Cat. 11; Exp C; Enclosed; MWFRS (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 S 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) 1, 2. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 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 for an individual building component, not a truss system. Before use, the building designer must verily the applicability of design parameters and properly incorporate this design Into the overall building deslgn. 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/TP/i Qualify Criteria, DSO -89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 16 • �•.*.• rrrrr rr4AY 66600 • • 0:66:• ee�OF�� A • • r • ��5 �NGINEF9 ,�1,�� +• • $7 2PE •� R . soap • • • • • •.1� �k<1Aj,� ON ry�"i�,, N, Q. EXPIRES: 06/30/2021 September 17,2019 ME' MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 .Rnsealle_ CA.95E.81 Job Truss 190915 J-6 Willamette Truss, Independence, OR - 97351, 1-2-8 Truss Type Qty Ply R59548113 Jack -Open Girder 4 1 Job Reference (optional) 8.240 s Jul 14 2019 MiTek Industries, Inc. Tue Sep 1711:05:18 2019 Page 1 I D:6yTt1AnX7_Fg6hSwR3m_rOzWQkj-1 BjVBZRewSk7lobjbvlOONiSh71_uciA01U46Pyc15? 1-11-11 1-11-11 Scale = 1:13.9 2x4 = 1-3-2 LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 " BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2012/TP12007 LUMBER - TOP CHORD 2x4 DF No.1 G BOT CHORD 2x4 DF No.1 G CSI. DEFL. TC 0.09 Vert(LL) BC 0.36 Vert(TL) WB 0.00 Horz(TL) Matrix -P BRACING - TOP CHORE BOT CHORE 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. in (loc) I/deft Ud PLATES GRIP -0.06 2-4 >999 240 MT20 220/195 -0.18 2-4 >396 180 -0.00 3 n/a n/a Weight: 13 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; 13=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Enclosed; MW FRS (directional); cantilever left and right exposed ; end vertical left and right exposed; 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 tri truss connections. 6) Prc-/i Jc r lcchanical=c:-Jhria�tP n (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. Im 0 D PIRor-Fs� /Z? 9 � 87 � I N �N OREGON �C'OSM'ER A. HEFT EXPIRES: 06/30/2021 September 17,2019 AWARNING - Verify design parameiere 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 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 ANSIITP11 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 LA 95LG 1 Job Truss Truss Type Qty Ply CSI. TCLL 25.0 Plate Grip DOL R59548114 190915 J -6A Jack -Open 4 1 Lumber DOL 1.15 BC 0.30 BCLL Job Reference(optional) Willamette Truss, Independence, OR - 97351, 8.240 s Jul 14 2019 MiTek Industries, Inc. Tue Sep 17 11:05:18 2019 Page 1 I D:6yTtl AnX7_Fg6hSwR3m_rOzW Qkj-1 BjV BZRewSk7lobjbvlOONiRv7mquciAOIU46Pycl5? -1-2-8 3-11-11 1-2-8 3-11-11 2x4 = 4.00 12 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 25.0 Plate Grip DOL 1.15 TC 0.14 TCDL 7.0 Lumber DOL 1.15 BC 0.30 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code IRC20121TPI2007 Matrix -P LUMBER - TOP CHORD 2x4 DF No.1 G BOT CHORD 2x4 DF No.1 G 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. Scale = 1:13.7 6-M 6-M DEFL. in (loc) I/deft L/d PLATES GRIP Vert(LL) -0.05 2-4 >999 240 MT20 2201195 Vert(TL) -0.16 2-4 >435 180 Horz(TL) -0.00 3 n/a n/a Weight: 16 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-11-11 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 3-10-15 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) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. B WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEN REFERENCE PAGE MI1.7473 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 ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. I� • i • •nt� 0 ••.•� ••s•• 5�NGINI;- A-� • • $ 2PE ••: •• a • . ..se* . . 00. •A HEP • EVIRES: 06/30/2021 September 17,2019 IL WiTiNk- MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 type Willamette Truss, Independence, OR -97351, 1-2-8 ICity Ply R59548115 1 Job Reference t optional 8.240 s Jul 14 2019 MiTek Industries, Inc. Tue Sep 1711:05:19 2019 Page 1 ID:6yTtl AnX7_Fg6hSwR3m_rOzW Qkj-VOH u PvSGhms_My9v8dpdZaEYyX63d3yKcPEdfrycl5_ 5-11-11 5-11-11 2X4 = Scale = 1:14.3 LUMBER - TOP CHORD 2x4 DF No.1 G BOT CHORD 2x4 DF No.1 G REACTIONS. (Ib/size) 3=170/Mechanical, 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. BRACING - TOP CHORD Structural wood sheathing directly applied or 5-11-11 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 5-10-15 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) Re:arGl<gi;der(s) foFtf6s5 ro=truss connections. 6) Proavirip m_ Achanical connection (by othcrc)-,)..,truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s) 3 except (jt=lb) 2=101. IN L % 4 AWARNING • 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® 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 ANS11TP11 quality Criteria, DSB-89 and BCS/ Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. PADGIMe FFSS 9 870 2PE N COY OREGON ti� Off~ ER A. HER EXPIRES: 06/30/2021 September 17,2019 MiTek- MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 t3454Y1LC.0 4 SSfip t 6-0-0 6-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.44 Vert(LL) -0.05 2-4 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.30 Vert(TL) -0.16 2-4 >435 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a nla BCDL 10.0 Code IRC2012/TPI2007 Matrix -P Weight: 19 lb FT = 20% LUMBER - TOP CHORD 2x4 DF No.1 G BOT CHORD 2x4 DF No.1 G REACTIONS. (Ib/size) 3=170/Mechanical, 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. BRACING - TOP CHORD Structural wood sheathing directly applied or 5-11-11 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 5-10-15 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) Re:arGl<gi;der(s) foFtf6s5 ro=truss connections. 6) Proavirip m_ Achanical connection (by othcrc)-,)..,truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s) 3 except (jt=lb) 2=101. IN L % 4 AWARNING • 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® 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 ANS11TP11 quality Criteria, DSB-89 and BCS/ Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. PADGIMe FFSS 9 870 2PE N COY OREGON ti� Off~ ER A. HER EXPIRES: 06/30/2021 September 17,2019 MiTek- MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 t3454Y1LC.0 4 SSfip t R59548116 190915 1J_6C Jack -Open 4 1 Job Reference (optional) Willamette Truss, Independence, OR- 97351, 8.240 s Jul 14 2019 MiTek Industries, Inc. Tue Sep 17 11:05:20 2019 Page 1 ID:6yTt1 AnX7_Fg6hSwR3m_rOzWQkj-zarGcFTuS3_g_6k5iKKs5oniFxSl M WCTr3zBAHycl4z 1-2-8 6-0-0 7-11-11 IN 1-2-8 6-M 1-11-11 Scale = 1:17.8 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/TPI2007 LUMBER - TOP CHORD 2x4 DF No.1 G BOT CHORD 2x4 DF No.1 G 6-0-o CSI. DEFL. in (loc) I/deft L/d TC 0.47 Vert(LL) -0.05 2-5 >999 240 BC 0.30 Vert(TL) -0.16 2-5 >435 180 WB 0.00 HOrz(TL) -0.00 4 n/a n/a Matrix -P REACTIONS. All bearings Mechanical except at --length) 2=0-5-8, 3=0-1-8. (Ib) - Max Horz 2=113(LC 12) Max Uplift All uplift 100 Ib or less at joint(s) 4, 2 except 3=-110(LC 12) Max Grav All reactions 250 Ib or less at joint(s) 4, 5, 3 except 2=347(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. PLATES GRIP MT20 220/195 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. 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 7-10-15 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) 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=lb) 3=110. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. A WARNING - 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 ANS17TP11 Quality Criteria, DSB-89 and SCSI Building Component Safety Information avallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. s . •w♦w RR +�w♦wit •OINEw• • 070.22PE . w• ...... .... • (D .. ► �C`,o EI17, RE ON BeR EXPIRES: 06/30/2021 September 17,2019 N MiTek' MITek USA, Inc. 400 Sundae Avenue, Suite 270 Roseville CA 95661 ob Truss Type 90915 J-6Ds Jack -Open �4 Ply 1 [ob Reference (optional) 859548117 Willamette Truss, Independence, OR -97351, 811.240 s Jul 14 2019 MiTek Industries, Inc. Tue Sep 1711:05:20 2019 Page 1 I D:6yTtl AnX7_Fg6hSwR3m_rOzWQkj-zarGcFTuS3_q_6k5iKKs5oniFxSIM WCTr3zBAHyc14z -1-2-8 6-0-0 9-11-11 1 2 8 6-0-0 € 3-11-11 Scale =1:21.6 2x4 = 6 LUMBER - TOP CHORD 2x4 DF No.1 G BOT CHORD 2x4 DF No.1 G Iv 0 DEFL. in (loc) I/deft L/d PLATES GRIP Vert(LL) -0.05 2-6 >999 240 MT20 220/195 6-0-0 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 IRC2012ITPI2007 Matrix -P LUMBER - TOP CHORD 2x4 DF No.1 G BOT CHORD 2x4 DF No.1 G Iv 0 DEFL. in (loc) I/deft L/d PLATES GRIP Vert(LL) -0.05 2-6 >999 240 MT20 220/195 Vert(TL) -0.16 2-6 >435 180 Horz(TL) -0.00 5 n/a n/a Weight 25 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 (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 at joints) 5, 2, 4 except 3=-113(LC 12) Max Grav All reactions 250 Ib or less at joint(s) 5, 6, 3, 4 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; VuIt=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 9-10-15 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reductimn of 20% has been applied for the green lumber members. 5) Rerer to girder(s) fo, irSss Yo -truss connections. 6) PfQvl;lr r-inchanical connection (by othEr )=o. truss to bearing plate atjoint(s) 3, 4. 7) Provide mechanical,tnectim (by otnFrs) o'_truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 2, 4 except 8) B66ed plate or shim required to pro Li a full`b3aring surface with truss chord atjoint(s) 3, 4. R p PROFFss �NGINEF9 8792 PE r tirV >,oc OREGON S A Hf - EXPIRES: 06/30/2021 September 17,2019 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 parametersand 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 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 ANS11TPl1 Quality Criteria, DSB-89 and SCSI Building Component MiTek USA, Inc. SatW Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 400 Sunrise Avenue, Suite 270 Rwievilie. CA 9Wt Job Truss Truss Type Qty Ply R59548118 190915 J -6E Jack -Open 4 7 Job Reference tional Willamette Truss, Independence, OR - 97351, -1-2-8 6-0-0 8.240 s Jul 14 2019 MiTek Industries, Inc. Tue Sep 1711:05:21 2019 Page 1 I D:6yTtlAnX7_Fg6hSwR3m_rOzWQkj-RmPegbTW DN6hcGJIG 1 rhe?Jt?LnX5yRc4okikycl4y 11-11-11 , 2x4 = 6-M Scale = 1:25.5 I� 0 LOADING (psf) SPACING- 2-0-0 1 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 ri n/a BCDL 10.0 J Code IRC2012/TP12007 Matrix -P Weight: 28 Ib FT = 20% LUMBER- 1 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. REACTIONS. All bearings 0-1-8 except Qt=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 joints) 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. ll; Exp C; Enclosed; MWFRS (directional) and C -C Exterior(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 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 ♦1•.#uss to truss connections. y 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3, 4, 5. ** �,� *a :* 6. • 7) Provide mechanical connection (by others) oftruss to bearing plate capable ofwithstanding 100 Ib uplift at joint(s) 6, 2, 4, 5 except • y� �{y� iYfi0� Qt=1b) 3=113. a � r'iO s • 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 4, 5. s.�' • S 4# ���'�G�NEF9 s� L._ 0 • • • • ..%0.2PE• ...... .... .!v ..• QON . HE, 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 M i 1 r eke 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 ANS11TPI1 Quality Criteria, DSB-89 and SCSI Building Component MiTek USA, Inc. Safety Information available from Truss Plate Institute, 218 N. Lee StreeL Suite 312, Alexandria, VA 22314. 400 Sunrise Avenue, Suite 270 Res€Y1��ASSFh+ R59548119 I I 1 _I„ 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:6yTl1 AnX7_Fg6h5wR3m_rOzWQkj-wzz01 xU8_hEYDQuUgIM LBDs2II7mgPhmJNS I FAyci4x -1-2-8 6-0-0 13-11-11 1-2-8 6-0-0 7-11-11 20 = LUMBER - TOP CHORD 2x4 DF No.1 G BOT CHORD 2x4 DF No.1 G Scale = 1:29.4 Iq 0 6-0-0 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 IRC2012ITP12007 LUMBER - TOP CHORD 2x4 DF No.1 G BOT CHORD 2x4 DF No.1 G Scale = 1:29.4 Iq 0 REACTIONS. All bearings 0-1-8 except Qt=length) 7=Mechanical, 2=0-5-8, 8=Mechanical. (lb) - Max Horz 2=183(LC 12) Max Uplift All uplift 100 Ib or less at joint(s) 7, 2, 4, 5, 6 except 3=-113(LC 12) Max Grav All reactions 250 Ib or less at joint(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. 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, Intedor(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 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 reducti6n of 2Q'/e has been applied for the green lumber members. 5) Refer to girder(s) for & si ibZruss connections. 6) PrcvcJc nzichanical connection (by othC-4) of truss to bearing plate at joint(s) 3, 4, 5, 6. 7) Rmvide mechanical -0 Pner-t on (by otila_rs) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 7, 2, 4, 5, 6 except a -71b) 2=113. .0 8) Beveled plate or shim required to provide full t>�)aring surface with truss chord at joint(s) 3, 4, 5, 6. P R 0 GiNIFF9 s��y 9 870 PE Z/1 _ r 9 SAT OREGON A. HEP WIRES: 06/30/2021 September 17,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/0312015 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 at russ 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 MITpi 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/TPII qualify Criteria, DSB-89 and BCSI Building Component MiTek USA, Inc. Safefy Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 400 Sunrise Avenue, Suite 270 RnSP.Vll4t< �y 95F61 . CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TC 0.47 Vert(LL) -0.05 2-8 >999 240 MT20 220/195 BC 0.30 Vert(TL) -0.16 2-8 >435 180 WB 0.00 Horz(TL) -0.00 7 n/a nla Matrix -P Weight: 30 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 0-1-8 except Qt=length) 7=Mechanical, 2=0-5-8, 8=Mechanical. (lb) - Max Horz 2=183(LC 12) Max Uplift All uplift 100 Ib or less at joint(s) 7, 2, 4, 5, 6 except 3=-113(LC 12) Max Grav All reactions 250 Ib or less at joint(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. 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, Intedor(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 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 reducti6n of 2Q'/e has been applied for the green lumber members. 5) Refer to girder(s) for & si ibZruss connections. 6) PrcvcJc nzichanical connection (by othC-4) of truss to bearing plate at joint(s) 3, 4, 5, 6. 7) Rmvide mechanical -0 Pner-t on (by otila_rs) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 7, 2, 4, 5, 6 except a -71b) 2=113. .0 8) Beveled plate or shim required to provide full t>�)aring surface with truss chord at joint(s) 3, 4, 5, 6. P R 0 GiNIFF9 s��y 9 870 PE Z/1 _ r 9 SAT OREGON A. HEP WIRES: 06/30/2021 September 17,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/0312015 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 at russ 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 MITpi 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/TPII qualify Criteria, DSB-89 and BCSI Building Component MiTek USA, Inc. Safefy Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 400 Sunrise Avenue, Suite 270 RnSP.Vll4t< �y 95F61 . Job (Truss (Truss Type 190915 J -6G (Jack -Open Willamette Truss, Independence, OR - 97351, -1-2-8 6-0-0 1-2-8 6-0-0 1 LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 R59548120 1 8.240 s Jul 14 2019 MiTek Industries, Inc. Tue Sep 17 11:05:22 2019 Page 1 ID:6yTtl AnX7_Fg6hSwR3m_rOzWQkj-wzz01 xU8_hEYDQuUgIMLBDs2li7mgPhmJNSI FAycl4x 15-11-11 9-11-11 CSI. TC 0.47 BC 0.30 WB 0.00 Matrix -P DEFL. in (loc) I/deft L/d Vert(LL) -0.05 2-9 >999 240 Vert(TL) -0.16 2-9 >435 180 Horz(TL) -0.00 8 n/a n/a LUMBER- BRACING - TOP CHORD 2x4 OF No.1 G TOP CHORD BOT CHORD 2x4 OF No.1 G BOT CHORD REACTIONS. All bearings 0-1-8 except at --length) 8=Mechanical, 2=0-5-8, 9=Mechanical. (lb) - Max Horz 2=206(LC 12) Max Uplift All uplift 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 Scale = 1:33.3 8 Ig 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; Vult=120mph (3 -second gust) V(IRC2012)=95mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; 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) of truss to bearing plate at joint(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 (jt=lb) 3=114. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 4, 5, 6, 7. • w �I+�I,+•�OF� rrr•�rC• • 80 2PE DAMON quo EXPIRES: 06/30/2021 September 17,2019 AWARNING -Verity 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 MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. Forgeneral guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP/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 I 9w[ujlle CA 955£1__ 6-M 6-0-0 SPACING- 2-0-0 r Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TPI2007 CSI. TC 0.47 BC 0.30 WB 0.00 Matrix -P DEFL. in (loc) I/deft L/d Vert(LL) -0.05 2-9 >999 240 Vert(TL) -0.16 2-9 >435 180 Horz(TL) -0.00 8 n/a n/a LUMBER- BRACING - TOP CHORD 2x4 OF No.1 G TOP CHORD BOT CHORD 2x4 OF No.1 G BOT CHORD REACTIONS. All bearings 0-1-8 except at --length) 8=Mechanical, 2=0-5-8, 9=Mechanical. (lb) - Max Horz 2=206(LC 12) Max Uplift All uplift 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 Scale = 1:33.3 8 Ig 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; Vult=120mph (3 -second gust) V(IRC2012)=95mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; 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) of truss to bearing plate at joint(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 (jt=lb) 3=114. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 4, 5, 6, 7. • w �I+�I,+•�OF� rrr•�rC• • 80 2PE DAMON quo EXPIRES: 06/30/2021 September 17,2019 AWARNING -Verity 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 MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. Forgeneral guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP/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 I 9w[ujlle CA 955£1__ R59548121 Jack -Open Willamette Truss, Independence, OR - 97351, 8.240 s Jul 14 2019 MiTek Industries, Inc. Tue Sep 1711:05:23 2019 Page 1 I D:6yTl1 AnX7_Fg6hSwR3m_rOzWQkj-Q9XOFHVmI_MPrZTgNSuajQPDV8T?ZsxvX1 Cmcycl4w -1-2-8 6-0-0 _ _ _ 17-11-11 1-2-8 6-M 11-11-11 Scale = 1:37.1 2x4 = 11 6-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 25.0 Plate Grip DOL 1.15 TC 0.47 Vert(LL) -0.05 2-11 >999 240 TCDL 7.0 Lumber DOL 1.15 BC 0.30 Vert(TL) -0.16 2-11 >435 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 10 n/a n/a BCDL 10.0 Code IRC2012TTP12007 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 0-1-8 except Qt=length) 10=Mechanical, 2=0-5-8, 11=Mechanical. (lb) - Max Horz 2=229(LC 12) Max Uplift All uplift 100 Ib or less atjoint(s) 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. PLATES GRIP MT20 220/195 Weight: 36 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 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 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 reductiun,of 2i% has been applied for the green lumber members. 5) R&r to gijder(s) for �russ tc�truss connections. 6) PrGvA,! t rizchanical connection (by othbrtf&truss to bearing plate atjoint(s) 3, 5, 6, 7, 8, 9. 7) Pmv',1n m,,�chanice4tpre SDn (by othTrs) c,truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 10, 2, 5, 6, 7, 8, 9 e;ccept-(jt=lb) 3=114. 8) Beveled plate or shim required to provide full taring surface with truss chord atjoint(s) 3, 5, 6, 7, 8, 9. PRO�Fss �NGINFF9 /may 9 87 PE 7 ! �ry OREGON A. HEFT EXPIRES: 06/30/2021 September 17,2019 A 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 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 MlTPr" 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 ANSUTPII Quality Criteria, DSO -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 mseyille. CA 956&1 Db Truss Truss Type Qty Ply R59548122 90915 T-1 Common 6 1 Job Reference i ol,tional Willamette Truss, Independence, OR - 97351, 8.240 s Jul 14 2019 MiTek Industries, Inc. Tue Sep 17 11:05:24 2019 Page 1 I D:6yTtl AnX7_Fg6hSwR3m_rOzW Qkj-sL4nSd W OW IUGTj2biAPpGexTiiYrhllz3mhxOJ3ycl4v -1-2-8 4-2-12 _ 85-8 9�-0 2-8 4-2-12 4-2-12 1-2-8 Scale =1:20.1 04 = 3 3x4 = 3x4 = 4-2-12 8-5-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in I (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 IRC2012ITP12007 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 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=42810-5-8,4=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=-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, Intedor(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 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 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 at --lb) 2=122,4=122. I� 0 EXPIRES: 06/30/2021 September 17,2019 AWARNING - 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 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 ANS11TPIi 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 Roseville CA 95fi01 Job Truss Truss Type Qty Ply 859548123 190915 T-2 Common Girder 2 1 J_ob Reference (optional) Willamette Truss, Independence, OR - 97351, 8.240 s Jul 14 2019 MiTek Industries. Inc. Tue Seo 17 11:05:24 2019 Pace 1 ID:6yTtlAnX7_Fq6hSwR3m_rOzWQkj-sL4nSdWOWIUGTj2txAPpGexR?YpO1HG3mhxOJ3ycl4v - 4-2-12 8-5-8 4-2-12 4-2-12 44 = 4-2-12 Plate Offsets (X,Y)-- [1:0-5-10,0-1-8],13:0-5-10,0-1-8I. 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 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=-11O(LC 8), 3=-11O(LC 8) 3x4 8-5-8 4-2-12 Scale - 1:15.6 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TC 0.29 Vert(LL) -0.02 4 >999 240 MT20 220/195 BC 0.29 Vert(TL) -0.04 4 >999 180 WB 0.19 Horz(TL) 0.01 3 n/a n/a Matrix -P 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. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1087/165,2-3=-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; 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; MW FRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60pate,9rip:D0L=1.60 3) TI11S tr{ss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' TFIi� ,rtiss has beer6desigrled for a live ioar7of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide vJILUt he'v een the hottpr9tleord and arty otl "@r members. 5) /kpllatr rating reduction of 26% has been.a9pjiPd 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) 7) Gipdq'carries tie-in,span(sj: 3-0-0 from 0-0-0 to 8-5-8 8) In the 40AD CASE(Sj section, loads aflied-to the face of the truss are noted as front (F) or back (B). LOA�f;145c�S) Stand�ryt� a 'r gL 1) Dard i Roof Live (balanced): Lumbe�McrEa..e=1.15, Plate Increase=1.15 Uniform toads (plf) *'. _cert: 1-2=-6-142-3=-34, 1-3=-94(F=-74) e t d ,coRw ED PROfF 87022PE N ,V y �'0A OREGON rto o�N '�C'oSI�BER AN�PC� A. HER 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. 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 ;� 1, . 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 MIleR fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPl1 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 Rosev�GA.45Sfi1 Job Truss Truss Type Qt Ply859548124 v v 190915 T-3 COMMON GIRDER 2 Job Reference tional) Willamette Truss, Independence, OR - 97351, 8.240 s Jul 14 2019 MiTek Industries, Inc. Tue Sep 17 11:05:25 2019 Page 1 I D:6yTtl AnX7_Fg6hSwR3m_rOzWQkj-KYe9fzX 1 Hcc74td3Vtw2orUc 1 yl Z1aRC?LhyrVycl4u 4-6-0 9-0-0 4-6-0 4-0-0 Scale =1:16.5 4x6 11 2 4-6-0 Plate Offsets (X,Y)-- t1:0 -5-9,0-2-1j 3:0-5-9,0-2-1) LOADING (p81 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 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) 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. II; 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 atjoint(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) tatoi ♦Goes 4,00004 sr • dd� p wrar�k...v rit•G'••ii ��Q D A'Tf10& •i►s•. • ��G, �GINE�9 Al 0• • ' 07022P • • r • • ■rot ••** G r, tOk �cO *L&- Go ���Q S A . H�R� EXPIRES: 06/30/2021 September 17,2019 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10103/2015 BEFORE USE. 4-6-0 AM' CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TC 0.28 Vert(LL) -0.05 4 >999 240 MT20 220/195 BC 0.81 Vert(TL) -0.13 4 >787 180 WB 0.77 Horz(TL) 0.02 3 n/a n/a Matrix -S 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. II; 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 atjoint(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) tatoi ♦Goes 4,00004 sr • dd� p wrar�k...v rit•G'••ii ��Q D A'Tf10& •i►s•. • ��G, �GINE�9 Al 0• • ' 07022P • • r • • ■rot ••** G r, tOk �cO *L&- Go ���Q S A . H�R� EXPIRES: 06/30/2021 September 17,2019 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 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 AM' 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 ANSI1TPl1 Quality Criteria, DSO -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 ._ SDstitiha-�8-9.3.6@) Job Truss Truss Type Qty Ply 859548125 190915 T-4 CAL HIP 2 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 ID:6yTt1AnX7_Fg6hSwR3m_rOzWQkj-okCXtlXf2vk_ilCF3bRHL31kpMLHm9BMD?QVOxycl4t - 1-2-8 5-5-1 5- 1-11 9-11-6 145-11 19-0-0 23-0-5 28-0-10 32-05 32 15 38-0-0 39-2� 2 8 5-5-1 0' - 0 3-11-11 4-6-5 4-6-5 4-6-5 455 3-11-11 0 55-1 1-2-8 Scale = 1:70.4 4.00 12 5x6 3x5 = 3x4 = 3x8 = 3x8 = 3x4 = 3x5 = 5x6 3 1 4 5 6 7 8 9 10 24 ru RIA 1 2 I r� 46 = 2025 19 18 17 16 15 14 26 13 4x6 = 4x4 = 44 = 4x4 = 6x12 MT18HS = 4x4 = 4x4 = 4x4 = 2x4 I I 5-5-1 9-11-6 14-5-11 19-0-0 23-0-5 284:9-10 32 6-15 38-0-0 5-5-1 4-6-5 4-0-5 4 65 45-5 5-5 45-5 5-5-1 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 NO BCDL 10.0 ` Code IRC2012/TP12007 CSI. DEFL. in (loc) I/deft L/d TC 0.47 Vert(LL) -0.76 16 >595 240 BC 0.91 Vert(TL) -1.77 16 >254 180 WB 0.29 Horz(TL) 0.22 11 n/a n/a Matrix -S LUMBER- BRACING - TOP CHORD 2x4 DF No.1 G TOP CHORD BOT CHORD 2x6 DF No.2 G WEBS 2x4 DF Std G BOT CHORD 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, 1 6-1 8=-3657/1 7232, 15 -16= -3657!17232,14 -15=-3421/16135,13-14=-2824/13257,11-13=-1787/8538 WEBS 3-20=-25411960,4-20=-528611127, 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 PLATES GRIP MT20 220/195 MT18HS 220/195 Weight: 570 Ib FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (5-6-15 max.): 3-10. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) 3 -ply truscto be con ecfo� Together with 1 Od (0.131"x3") nails as follows: T_op chords connected as fo:;ows: 2x4 - 1 row at 0-9-0 oc. BOFLtoal chords connected as, follows: ?z6'- irrws staggered at 0-9-0 oc. Wcb.::cn iected a* fokacva 2x4 - 1 ros at OL9-0 oc. 2) Ail loans are considered equally appllgr+ 1931! Olies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to plyconnectionshave been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) lihoalanced roof liveloads-have been considered forthis design. 4) Wird? ASCE 7-10; Vult=,20,Yiph (3 -second gust) V(IRC2012)=95mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=38ft; eave` 5ft- Cat. ll; Exp`C; Enclosed; MWfRS !directional); cantilever left and right exposed ; end vertical left and right exposed; L-imbe. DOL=1.60 plete gG�DOL=1.10 5) Provide adequate d�mjr- ge F) prevent water ponding. 6) A:1 Xt :s are MT20 plates unless othjrWi;b i. i0cated. 7) This truss has been designed fora 10.5 sf bottom chord live load nonconcurrent with any other live loads. 8) " This tru3s has beenRiesianad fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �3 '6'_ will fit between the bottom chord and ^ny other members. 9) A p:a,e rut,.lg reductionof20% has been -appded for the green lumber members. 10) Pro-irle mechanic�l`cornection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 2=668,11=668. •• 11) Beveled plate or shim required to provide full bearing surface with truss chord atjoint(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. A WARNING -Verily des/gn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,7I1.7473 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 ANS1fTPH Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. PIR �NGINEF9 /O2P' 87022P Y 2 4 I'7 0 N ,CV OREGON rye Off~ 0 OBER 0i A. HEP` EXPIRES: 06/30/2021 September 17,2019 Mffek MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Rte•eyilte. CA 95661 a Job Truss Truss Type Qty Ply R59548125 190915 T-4 CAL HIP 2 Job Reference _ tional Willamette Truss, Independence, OR - 97351, 8.240 s Jul 14 2019 MiTek Industries, Inc. Tue Sep 17 11:05:26 2019 Page 2 ID:6yTtl AnX7_Fg6hSwR3m_rOzWQkj-okCXllXf2vk_i1 CF3bRHL31 kpM LHm9BMD?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 CASES) 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 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�ryt•• ••••i► 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 ANSIITPl1 Quality Criteria, DSB-89 and BCS/ Building Component x • r�•AIwR i•R•bi• 400 Sunrise Avenue, Suite 270 Rm exllle_CA-0546' — I R • s tl • • • '� • R M R a• • • •w, s r i►•'4+lIR• •RAM s *•••R ••Y•'i• i•••p• • • • R A till • •• + Rsees i • • i•aa� 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 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 ANSIITPl1 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 Rm exllle_CA-0546' — I Job Truss Truss Type Qty Ply Plate Grip DOL 1.15 TC 0.91 Lumber DOL 1.15 BC 0.99 Rep Stress Incr YES WB 0.41 Code IRC2012/TPI2007 Matrix -S R59548 180915 T-5 CAL HIP 2 1 J _ 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 ID:6yTt1AnX7_Fg6hSwR3m_rOzWQkj-k7KH I_ZvZX_ixLLeA?TIQU6zL9?WE 1 mehJvcSgycl4r 1-2 8 3-11-8 7-5-1 7-11-11 13-2-9 19-0-0 24-9-7 30-0-5 3 -15 34-0-7 38-0-0 39-2-4 2-8 3-11 8 3-5-9 0 5-2-13 5-9-7 5-2-13 0 3-5-9 3-11-9 2 8 4.00 12 5x8 48 = 3x10 = 1.5x4 II 48 = 5x8 Scale =1:70.7 Plate Offsets (X,Y)-- LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 " BCDL 10.0 3x12 = 18 17 16 15 14 13 3x12 = 48 = 1.5x4 412 MT18HS = 3x8 = 7-5-1 F� 13-2-9 19-M 24-9-7 7-5-1 5-9-7 5-9-7 5-9-7 2:1-0-0,0-0 7M. 11:1-0-0,0-0-7] SPACING- 2-0-0 CSI. Plate Grip DOL 1.15 TC 0.91 Lumber DOL 1.15 BC 0.99 Rep Stress Incr YES WB 0.41 Code IRC2012/TPI2007 Matrix -S 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 II 30-6-15 5-9-7 4x8 = 38-M 7-6-1 DEFL. in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.74 16 >607 240 MT20 220/195 Vert(TL) -1.76 14-16 >257 180 MT18HS 220/195 Horz(TL) 0.35 11 n/a n/a BRACIN G - TOP CHORD BOT CHORD WEBS 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=-4114/998,10-11=-4097/1087 BOT CHORD 2-18=-972/3809,17-18=-1263/5638,16-17=-1263/5638, 14-16=-1258/5638, 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=-134/721, 8-13=-2003/490, 9-13=-119/834,10-13=0/366 Weight: 168 Ib FT = 20% Structural wood sheathing directly applied or 2-10-14 oc purlins, except 2-0-0 oc purlins (2-2-0 max.): 4-9. Rigid ceiling directly applied or 2-2-0 oc bracing. 1 Row at mid pt 5-18,8-13 NOTES- . . 66 1) tdnbal,,nced roof live loads lave been considered for this design. 2) Wiihd: A5CE 7-10; V;31t=120mph (3-sA86nti du_ -A) V(IRC2012)=95mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=38ft; saVC=3f ;cZat. II; E;g7C7 E%Iosed; MVNmRS�directional) and C -C Exterior(2) -1-2-8 to 2-7-2, Interior(1) 2-7-2 to 7-6-14, Exterior(2) iPt-14-to 13-2-9, Interior(1) 13-2-9 to 3!15-?xFxterior(2) 30-5-2 to 35-9-10, Interior(1) 35-9-10 to 39-2-8 zone; cantilever left and right exposed ; end vertical left and right exposed;UC for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate &u .60 yr ry:y 3) PrCv a adequate (rrainage CO prevent water ponding. 4) �Il,ol�t�s are MT20 plates unless othervise;-ldicated. 5) This tress has been,l:esip(a fora 10 0 Nsf bodom chord live load nonconcurrent with any other live loads. 6) ` Ti k truss has beer�vglgryd for a five loan of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide w;li=fi. Letween the bottom chord and aC.y orhei-members. 7) A plate rating reduction of 20% has bee3 applied for the green lumber members. 8) Provide'.Aechanical CannecUon (by others) -9f truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) X336,`11=336. ", c 9) B_'k E:gd ",spite or shim required to provi6e full bearing surface with truss chord at joint(s) 2. 10) purlin reyresentAon does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Gap between inside:or t V chord bearing and first diagonal or vertical web shall not exceed 0.500in. ,& 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® 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 ANS11TP/1 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. D PROA �NGINEF9 !�2 N 9 SAT OREGON �0�SER A. HEP EXPIRES: 06/30/2021 September 17,2019 0. Mile k" MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 ——.$CLSeviNB-GP����s1 R59548127 I I I J !Job Reference (optional) Willamette Truss, Independence, OR - 97351, 8.240 s Jul 14 2019 MiTek Industries, Inc. Tue Sep 1711:05:29 2019 Page 1 ID:6yTtl AnX7_Fg6hSwR3m_rOzW Qkj-DJugVKaXKg6ZZUwgkj_zhf7kZLTzU?owzf9_Gycl4q $ 3-11-8 7-5-1 7-11-11 13-2-9 19-0-0 24-9-7 30-05 30b-15 34-0-7 38-0-0_ 9-2� 2 S 3-11-8 3-5-9 0- 0 5-2-13 5-9-7 5-9-7 5-2-13 O Ci -10 35-9 3-11-9 2-8 4.00 ,1 5x8 4x8 = 410 = 1.5x4 II 4x8 = 11 5x8 Scale = 1:70.7 3x12 = 20 19 18 17 16 15 3x12 = 4x8 = 1.5x4 it 412 MT18HS = 48 = 75-1 L3-2-919-0-0 _ 24-9-7 75-1 5-9-7 5-9-7 5-9-7 Plate Offsets (X,Y)-- [2:1-0-0,0-0-71,[13:1-0-0,0-0-7] 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/TP12007 1.5x4 II 4x8 = 30-6-15 38-0-0 5-9-7 75-1 LUMBER- BRACING- TOP RACING- 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=-426011971, 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=-2008/638, 10-15=-144/802, 12-15=-312/352 PLATES GRIP MT20 220/195 MT18HS 220/195 Weight: 174 Ib FT = 20% Structural wood sheathing directly applied or 2-10-2 oc pudins, 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 midpt 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 (jt=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. ® 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(i0 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 ANS11TP/1 Quality Criteria, DSB-89 and BCS) Building Component Safetyinformat/on available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. •••••• ••••• •ice• •••.• r • r a s•ari•♦ �+D PREF •••• >70 PE 7 • ••w•0• wO's . pop ON •♦ �, S A `y H�a� EXPIRES: 06/30/2021 September 17,2019 MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 3le..CA.3 i4ii1 CSI. DEFL. in (loc) I/def! L/d TC 1.00 Vert(LL) -0.74 18 >607 240 BC 1.00 Vert(TL) -1.81 16-18 >249 180 WB 0.41 Horz(TL) 0.36 13 n/a We Matrix -S LUMBER- BRACING- TOP RACING- 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=-426011971, 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=-2008/638, 10-15=-144/802, 12-15=-312/352 PLATES GRIP MT20 220/195 MT18HS 220/195 Weight: 174 Ib FT = 20% Structural wood sheathing directly applied or 2-10-2 oc pudins, 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 midpt 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 (jt=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. ® 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(i0 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 ANS11TP/1 Quality Criteria, DSB-89 and BCS) Building Component Safetyinformat/on available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. •••••• ••••• •ice• •••.• r • r a s•ari•♦ �+D PREF •••• >70 PE 7 • ••w•0• wO's . pop ON •♦ �, S A `y H�a� EXPIRES: 06/30/2021 September 17,2019 MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 3le..CA.3 i4ii1 Job 190915 Truss Truss Type Qty Ply 859548128 T-6 CAL HIP 2 1 Job Reference Willamette Truss, Independence, OR - 97351, 8.240 s Jul 14 2019 MiTek Industries, Inc. Tue Sep 1711:05:30 2019 Page 1 ID:6yTt1AnX7_Fg6hSwR3m_rOzWQkj-hVS2jga958EQBeV01QWDVvBHjzMyYx8dOjXiycl4p - 1-28 5-11-8 11-5-1 11- 111 19-0-0 26-0-5 269-15 32-0-7 38-0-0 49-28 2-8 5-11-8 5-5-9 1611i 0 7-0-5 7-0-5 0-6-10 5-5-9 { 5 71 cJ -2-8y 5x8 4.00 12 3x8 = 5x8 Scale =1:69.4 3x12 = 15 14 13 12 11 10 3x12 = 1.5x4 11 3x8 = 3x12 MT18HS = 1.5x4 II 3x8 = LUMBER- BRAC IN G - 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=-33711903, 5-6=-3372/903, 6-7=-3606/912, 7-8=-4130/1021 BOT CHORD 2 -15=-906/3843,14-15=-906/3843,13-14=-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=-62/654, 7-11=-498/183 1.5x4 II 38-0-0 5-11-9 PLATES GRIP MT20 220/195 MT18HS 2201195 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 micipt 5-14,6-11 NOTES - 1) Unbalanced roof live loads Fave been considered for this design. 2) Wind: ASCE 7-10; VtdI:=120_nph (3-sr�roncl girt) V(IRC2012)=95mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=38ft; Ea9e-Jfr; Cat. Il; EWT , rrlejosed; MWFRS Cdirectional) and C -C Exterior(2) -1-2-8 to 2-7-2, Interior(1) 2-7-2 to 11-6-14, Exterior(2) 11& 14 to 16-11-5, Interior(l) 16-11 tx2 a•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 exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 �1 pate�Sip DOL=1.60+^ yap 3) Pr&Qe adequate 6Tainage to prevent water ponding. 4) lJ1w0fT ;^re MT20 plates unless otheravise :;ldicated. 5) -rhis tniss has beerl�,&sinrleii for a 1(;0 psf 1pottom chord live load nonconcurrent with any other live loads. 6) ' This truss has beer-dfasigr*d 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 %�111 fiL between the bottom chord and any'o?frer members. 7) A plate rat'ng reduction of 20% has beep4applied for the green lumber members. 8) Prrppgide ,hechanicatconnection (by othpr�,),of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except at --lb) 9430,'8=336. o 9) Bal end Ate or shim rmquir�cl to proviReffull bearing surface with truss chord at joint(s) 2. 10) G-a�)!^ical purlin represcnta5on does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Gap between inside�dTicrchord bearing and first diagonal or vertical web shall not exceed 0.500in. AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -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 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?PIf Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. ° PR°fFss foy�1- 870 2PE N hCV 9 SAT OREGON ti� Opti " �C'�SMBER 1N�4C� A. Hf- EXPIRES: EEXPIRES: 06/30/2021 September 17,2019 MiTek- MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 � Rmsevjl[r�(',gg5fifil 5-11-8 11-5-1 1 19-0-0 26-0-15 1 32-0-7 5-11-8 5-5-9 7-6-15 7-0-15 5-5-9 Plate Offsets tX,Y)-- t2:1-0-0,0-0-1, [8:1-0-0,0-0-7] _ LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 25.0 Plate Grip DOL 1.15 TC 0.98 Vert(LL) -0.41 13 >999 240 TCDL 7.0 Lumber DOL 1.15 BC 0.76 Vert(TL) -1.00 11-13 >449 180 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) 0.28 8 n/a n/a BCDL 10.0 Code IRC2012frP12007 Matrix -S LUMBER- BRAC IN G - 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=-33711903, 5-6=-3372/903, 6-7=-3606/912, 7-8=-4130/1021 BOT CHORD 2 -15=-906/3843,14-15=-906/3843,13-14=-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=-62/654, 7-11=-498/183 1.5x4 II 38-0-0 5-11-9 PLATES GRIP MT20 220/195 MT18HS 2201195 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 micipt 5-14,6-11 NOTES - 1) Unbalanced roof live loads Fave been considered for this design. 2) Wind: ASCE 7-10; VtdI:=120_nph (3-sr�roncl girt) V(IRC2012)=95mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=38ft; Ea9e-Jfr; Cat. Il; EWT , rrlejosed; MWFRS Cdirectional) and C -C Exterior(2) -1-2-8 to 2-7-2, Interior(1) 2-7-2 to 11-6-14, Exterior(2) 11& 14 to 16-11-5, Interior(l) 16-11 tx2 a•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 exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 �1 pate�Sip DOL=1.60+^ yap 3) Pr&Qe adequate 6Tainage to prevent water ponding. 4) lJ1w0fT ;^re MT20 plates unless otheravise :;ldicated. 5) -rhis tniss has beerl�,&sinrleii for a 1(;0 psf 1pottom chord live load nonconcurrent with any other live loads. 6) ' This truss has beer-dfasigr*d 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 %�111 fiL between the bottom chord and any'o?frer members. 7) A plate rat'ng reduction of 20% has beep4applied for the green lumber members. 8) Prrppgide ,hechanicatconnection (by othpr�,),of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except at --lb) 9430,'8=336. o 9) Bal end Ate or shim rmquir�cl to proviReffull bearing surface with truss chord at joint(s) 2. 10) G-a�)!^ical purlin represcnta5on does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Gap between inside�dTicrchord bearing and first diagonal or vertical web shall not exceed 0.500in. AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -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 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?PIf Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. ° PR°fFss foy�1- 870 2PE N hCV 9 SAT OREGON ti� Opti " �C'�SMBER 1N�4C� A. Hf- EXPIRES: EEXPIRES: 06/30/2021 September 17,2019 MiTek- MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 � Rmsevjl[r�(',gg5fifil Job Truss 190915 T -6A Willamette Truss, Independence, OR - 97351, Truss Type CAL HIP 1-2 81 5-11 8 I 11-5-1 11-11,11 19-0-0 -2-8 5-11-8 5-5-9 0 -10 7-0-5 5x8 4.00 12 Qty Ply R59548129 Job Reference ( tional 8.240 s Jul 14 2019 MiTek Industries, Inc. Tue Sep 17 11:05:312019 Page 1 ID:6yTt1AnX7_Fg6hSwR3m_rOzWQkj-9hOQwObnsSM H004Dr81 S26kUtN4TRPc5NH8G39yd4o 26-0-5 26 -15 32-0-7 38-M 39-2-a 7-0-5 0;- 0 5-5-9 5-11-9 1-2-8' 3x8 = 5x8 Scale =1:69.4 3x12 = 17 16 15 14 13 12 3x12 = 1.5x4 II 3x8 = 3x12 MT18HS = 1.5x4 11 3x8 = 1.5x4 II g IA 0 5-11-8 11-5-1 19-0-0 _ 26-0-15 32-0-7 38-M 5-11-8 55-9 I 7-6-15 7-0-15 5b9 5-11-9 Plate Offsets (X,Y1-- 2:11-0-0,0-0-7U10:11-0-0,0-0-71 LOADING (psf) SPACING- 2-0-0 CSI. I DEFL. in (loc) [/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.89 Vert(LL) -0.41 15 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.78 Vert(TL) -1.04 13-15 >434 180 MT18HS 220/195 BCLL 0.0 Rep Stress Incr YES WB 0.34 Horz(TL) 0.29 10 n/a n/a BCDL 10.0 Code IRC2012/TPI2007 Matrix -S Weight: 174 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.1 G *Except* TOP CHORD Structural wood sheathing directly applied or 2-6-0 oc purlins, except 4-7: 2x4 DF No.1&Btr G 2-0-0 oc purlins (2-2-0 max.): 4-7. BOT CHORD 2x4 DF No.1 G BOT CHORD Rigid ceiling directly applied or 5-0-4 oc bracing. WEBS 2x4 DF Std G WEBS 1 Row at micipt 6-16,6-13 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 (Ib) or less except when shown. TOP CHORD 2-3=-421611599, 3-4=-3739/1719, 4-6=-3509/1843, 6-7=-3509/1843, 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 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 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 & MW FRS 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 Qt=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 0.5001n. ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111I1-7473 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 ANS117-Pl1 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, * R to, • All, . • � - 1 ♦ 004 •. PRoF ••.• • ��5��1 F� `fir,: � a QoVill: r • • • A�, OREGON OS, r Hr Vv - EXPIRES: 06/30/2021 September 17,2019 Mitek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 13(1 vg k- CA 45661_ 190915 Type HIP R59548130 I I - i (- 1Job Reference (optional) Willamette Truss, Independence, OR - 97351, 8.240 s Jul 14 2019 MiTek Industries, Inc. Tue Sep 1711:05:32 2019 Page 1 ID:6yTtl AnX7_Fg6hSwR3m_rOzWQkj-duZo7McQdIU8QyfPPrYhbKHfynPYAtgEcxtgbbycl4n 1-2-8 7-11 8 155-1 15- 1 11 22-05 22 15 30-0-7 38-" Ig-2�i -2-8 7-11-8 7-5-9 = 0 6-0-10 0��0 7-5-9 7-11-9 -2-8 6x8 = 5x6 Scale = 1:69.2 4x8 = 13 12 1r 10 9 4x8 = 1.5x4 II 3x4 = 4x8 = 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 7-5-9 7-11-9 Plate Offsets (X,Y)-- [2:0-1-9,Edge), [4:04-0,0-1-13, .7:0-1-9,Eda] LOADING (psf) SPACING- 2-0-0 I CSI. DEFL. in (loc) I/def] 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 IRC2012fTP12007 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 mid pt 3-12, 4-10,6-10 REACTIONS. (Ib/size) 2=1669/0-5-8,7=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=-40431946 BOT CHORD 2-13=-825/3754,12-13=-82513754,10-12=-581/2861, 9-10=-832/3754, 7-9=-832/3754 WEBS 3-13=01327, 3-12=-9591259, 4-12=-21487, 4-10=-282/284, 5-10=-13/487, 6-10=-959/259, 6-9=0/327 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Viilt=120mph (3 -second gust) V(IRC2012)=95mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=38ft; ease=5f ; Cat. ll; Es:F-.C;_.lcaosed; MWFRS (directional) and C -C Exterior(2) -1-2-8 to 2-7-2, Interior(1) 2-7-2 to 15-6-14, Exterior(2) r5-6-14 to 20-11-5, Interior(I) 20-11-5 to 2? -5-2, 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 :Bft and rijht expo-ced;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 p 2ie�grip 0OL=1 A1' *'0'": ' a. 3) Prev'de adequate drainage to prever,� t:�dGr pending. ��0 PRO 4) This.Snlss,has been designed for a 10.0 psf bkom chord live load nonconcurrent with any other live loads. ��(, Ss 5) 'This truss has beer`desi;;Ocl for a lie load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Gj GINP w0firt between the bottom cord and any other members. 6) P_rlec,,r3,`ng reduction of 20% has br;E,71EapNlied for the green lumber members. 7) mavide mPchanica4t✓onc!Zon (by o-rlei sl -os truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 870 2PE 2=336, 7=336. • a 411 8) BeJeied plate or shim required to pro�-ide fi ll bearing surface with truss chord at joint(s) 2. 9) Graphical Burlin representation does ndt4Jepict the size or the orientation of the purlin along the top and/or bottom chord. 10);gaP I eiween insio,e-oaf fqn o.hord be -rip.- Mrd first diagonal or vertical web shall not exceed 0.500in.N r N 4 9SAT OREGON ryo �N i �c0 ER S A. HER ExPIRES: 06/30/2021 September 17,2019 AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 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 iTek- 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 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 Resevdle CA 966611 Type R59548131 1. 190915 IT -7A — — CAL HIP 2 1 Job Reference(optionall Willamette Truss, Independence, OR - 97351, 8.240 s Jul 14 2019 MiTek Industries, Inc. Tue Sep 17 11:05:33 2019 Page 1 ID:6yTtl AnX7_Fg6hSwR3m_rOzWQkj-547ALid2O3c_26EbzZ3w7XpopAIRvK4NgbdN71 ycl4m IV 81 7-11-8 1 15-5-1 15-71.11 22-0-5 22 6-15 30-0-7 1 38-0-0 39-2 1-2-8 7-11-8 7-5-9 D- 0 6-0-10 - 0 7-5-9 7-11-9 .-2-8 4.00 12 6x8 11 6 8 5x6 zZ Scale = 1:70.7 3x12 = 17 16 10 14 13 3x12 = 1.5x4 II 3x4 = 48 3x8 = 1.5x4 II 30-0-7 75-9 in (loc) I/defl Ud -0.32 14-16 >999 240 -0.84 14-16 >537 180 0.26 11 n/a n/a LUMBER- BRACING - TOP CHORD 2x4 OF No.1 G *Except* TOP CHORD 1-4,9-12: 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=1702/0-5-8,11=1702/0-5-8 Max Horz 2=-93(LC 10) 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=-3220/1476, 5-7=-2987/1608, 7-10=-3220/1475, 10-11=-4131/1519 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=-363/364, 7-14=-58/480, 10-14=-924/158, 10-13=0/328 38-0-0 7-11-9 PLATES GRIP MT20 220/195 Weight: 170 Ib FT = 20% Structural wood sheathing directly applied, except 2-0-0 oc purlins (2-11-6 max.): 5-7. Rigid ceiling directly applied or 5-5-4 oc bracing. 1 Row at midpt 3-16, 5-14,10-14 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. ll; 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) 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 plate grip DOL=1.60 3) Provide adequate drainage to prevent water 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 will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 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. 10) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. AL WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev. 10/0312015 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 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?PIf 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 IA 0 r • ••••er •yar• r••• •r••a PROfeo • ••e*►• r• 70 PE � . r -. z tj � • • l� ••ra•• • 011 wo MON . • O`S A. HES 4 EXPIRES: 06/30/2021 September 17,2019 ##�� Tf� M! 1e.14 ' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Rv5€.vNltz_.GA.43551.. _ .. 7-11-8 _ 15-5-1 22-0-15 _ 1 7-11-8 7-5-9 7-1-13 Plate Offsets •:X,Y:•-- (2:1-0-0,0-0-7],14:0-4-0, Edge], [9:0-4-0,Edge], 411:1-0-0,0-0-7] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. TCLL 25.0 Plate Grip DOL 1.15 TC 0.99 Vert(LL) TCDL 7.0 Lumber DOL 1.15 BC 0.87 Vert(TL) BCLL 0.0 Rep Stress Incr YES WB 0.28 Horz(TL) BCDL 10.0 J Code IRC2012/TPI2007 Matrix -S 30-0-7 75-9 in (loc) I/defl Ud -0.32 14-16 >999 240 -0.84 14-16 >537 180 0.26 11 n/a n/a LUMBER- BRACING - TOP CHORD 2x4 OF No.1 G *Except* TOP CHORD 1-4,9-12: 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=1702/0-5-8,11=1702/0-5-8 Max Horz 2=-93(LC 10) 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=-3220/1476, 5-7=-2987/1608, 7-10=-3220/1475, 10-11=-4131/1519 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=-363/364, 7-14=-58/480, 10-14=-924/158, 10-13=0/328 38-0-0 7-11-9 PLATES GRIP MT20 220/195 Weight: 170 Ib FT = 20% Structural wood sheathing directly applied, except 2-0-0 oc purlins (2-11-6 max.): 5-7. Rigid ceiling directly applied or 5-5-4 oc bracing. 1 Row at midpt 3-16, 5-14,10-14 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. ll; 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) 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 plate grip DOL=1.60 3) Provide adequate drainage to prevent water 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 will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 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. 10) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. AL WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev. 10/0312015 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 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?PIf Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. 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(D m m J Q �. d w .y' m m d `� L y �• l J p O m -dr f/ -° p m m _27 J J� p p d C m V .Js ti [�, .di d J y» 7 J N O fD (D N 2 J -•i V N m d , NS n Ot S J N r.C C t N, Q o y Q Q J Gl 7 .m.� o p 7 .d+n o m 4 J -n n!D m m x y J ° �' .� 7m7 x ° T N m 3 d J a -o °r ', o �• 3 q- Jm m a '^ 5' cn (D cid > 2 m f�_a Ov C cD W d fD J JN N ° D J N C N d N O N (p 3 p d J N (D G M m S J Vi O W J tD p1 O J m G 3 W mm E ^ �, m off. d ° ym �� m a ° m �i [� O O W m y O 7 'O G a 3 0 3 N A- c `C z Cr \V rf, CD M+ 3 A CD((AAc cp c� mm n'o z0 a IDL_ xA0 Er_0,3 E O Q caw ca ww n O 30 m0z y J N 7 N _ OW 4 (1)C M0 M N mzu�, a G.WCD 0) m- D 'i CA rZ �2m cr S A cmn ° 0 "' v "' 0 CO (D :3 o a �m N� N O MM �Z �m m CDLo-0) c) m cW N �A CD J Nv+ D ND y r -(D y Q m M N '0 M i t O U)0 -CD ca o cnm �cn 0 m_ a z CD S M v 1 N (p•0) 7 Q v00o r 1 Om V) 0 m N ?� MR z o a M v =o CD X 2) N N < mM ` O n N z Om CD Tm S cr_ (D S D) z ;a 0 G Z m x0 (n fn O (mn T CD U) _0 (n m m CL 7 TOP CHORD co1 1 C1-8 rn 0 TOP CHORD '0 a * m O A� 0 O _O n O 3 j m (D �C 'a N N •D 0 m��mm O 3 y ca N X mo°7o.O m O- CD Z (p O :3 O O M S ID 0. D S y O CDD 6 N O y X y Z 06 y M x c � � N � O a 0 2 N O X 0 O W Frt0 00 V '.0 Jl A W N f0 Co v 01 Ol .P W N 7 D DO mdA '-a(Dr: g .u_p .n0c N1 r- S. -u p20 cc yC �O '-o n maw NZ v3f ?D ii1 W. T a �� s'�. c; v"O d °v m m 3 ° d 3 ID v° (D J m m N o m o 0 0 a C co L C . m-. �o m e�m') N3 �s =��m �'m (D (D Jm �� °3m m m�° x� mJm m �o (O fD c m d a p S _ m p m y m� _y o J pa (D m 3 (D a c 6 N J �m cm m3 J T -n a°C p-0 m o m m m 3 . p M Ncym m (D ( r• „G� O �1 J N (D 0- 0 7, J O O. N CD y d(D O0 Q y -'-u0 (D S S, 0. m m kD+ Q J M o N N 3 y n 0 O p, a -° Ce. =.� O O O N y C d m fx1 d G N m N J. p y j N O s ,7 3 5� oj cD d > > a a 3 a t� N m� J m m CD m c o 'mem a-' o- c o --O m x m s m • c--. �; m O y m cm m s m a alai y n w' M m (D c J o y � o s v� �. 3 �� � O •' -_' ia ,- O. Q N -4 (D J` y.- °- a C J• 0 0 2 y{ a m m c C N c p. 7 °� J O �p ,G: s .fl atm d�Yh Q. m m m Q m m m p ma d o m Fp d a m a p�° m Q z J C ° N N y N fD O- 0 m J 2 y n » m N p N m 3 ,..' m -COD K d N 7 p J (p f0 (n -c yE (3 `�' m .> > mS o0 3 °-d� °- ma am CL 7N ,� 2: °•m' = q _.p 0 C O C ,C " y N an d N. K O S y J N C L J O. aI y J d Q. m m 3 c 3 d m m s a; ° m d 'm s • 3 - •c o (°D . m' w C m a m d m 7 n c (ADm a,v J �) mom' �m �m �� g00 (Dm �° F,_ Dyo rc op_ m°y mfDy� o O R G.m p c a d m o n � zm d = m a ?3 J d c m �s'�T N nmb.Qo °a o m -O CD o. °J dm °c Jm (0 =L O vm �S °.d_'D y y J d J O N j n d 0 L7 °- G ao N i3 Z y N J O j Q. m N 6 y ` /Q••�� n' 10 M n `G O. .07 ID 7 C v N C. (D m m J Q �. d w .y' m m d `� L y �• l J p O m -dr f/ -° p m m _27 J J� p p d C m V .Js ti [�, .di d J y» 7 J N O fD (D N 2 J -•i V N m d , NS n Ot S J N r.C C t N, Q o y Q Q J Gl 7 .m.� o p 7 .d+n o m 4 J -n n!D m m x y J ° �' .� 7m7 x ° T N m 3 d J a -o °r ', o �• 3 q- Jm m a '^ 5' cn (D cid > 2 m f�_a Ov C cD W d fD J JN N ° D J N C N d N O N (p 3 p d J N (D G M m S J Vi O W J tD p1 O J m G 3 W mm E ^ �, m off. d ° ym �� m a ° m �i [� O O W m y O 7 'O G a 3 0 3 N A- c `C z Cr \V rf, CD M+ 3 A Coe Const. Job # 190915 D1359-2 4/12