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HomeMy WebLinkAboutPermit Building 2020-02-20SPRINGFIELD �W COREGON Web Address: www.springfield-or.gov Building Permit Residential 1 & 2 Fam Dwelling (New Only) Permit Number: 811-19-002741-DWL IVR Number: 811079793053 Permit Issued: February 20, 2020 TYPE OF WORK Category of Construction: Single Family Dwelling Type of Work: New Submitted Job Value: $279,476.00 Description of Work: New SFD - River Heights Lot 10 City of Springfield Development and Public Works 225 Fifth Street Springfield, OR 97477 541-726-3753 Email Address: permitcenter@springfield-or.gov JOB SITE INFORMATION Worksite Address Parcel Owner: BREEDEN BROS INC 3562 River Heights DR 1702301200500 Address: 366 E 40TH AVE STE 250 Springfield, OR 97477 EUGENE, OR 97405 LICENSED PROFESSIONAL INFORMATION Business Name License License Number Phone BREEDEN BROS INC - Primary CCB 27 541-686-9431 MARSHALLS INC CCB 25790 541-747-7445 THORNTON ELECTRIC INC CCB 116329 541-686-1628 C & R PLUMBING LLC CCB 167015 541-206-7611 PENDING INSPECTIONS Permits expire if work is not started within 180 Days of issuance or if work is suspended for 180 Days or longer depending on the issuing agency's policy. All provisions of laws and ordinances governing this type of work will be complied with whether specified herein or not. Granting of a permit does not presume to give authority to violate or cancel the provisions of any other state or local law regulating construction or the performance of construction. ATTENTION: Oregon law requires you to follow rules adopted by the Oregon Utility Notification Center. Those rules are set forth in OAR 952-001-0010 through OAR 952-001-0090. You may obtain copies of the rules by calling the Center at (503) 232-1987. All persons or entities performing work under this permit are required to be licensed unless exempted by ORS 701.010 (Structural/ Mechanical), ORS 479.540 (Electrical), and ORS 693.010-020 (Plumbing). Printed on: 2120/20 Page 1 of 5 C:\myReports/reports//production/01 STANDARD Permit Number: 811-19-002741-DWL Page 2 of 5 Inspection Inspection Group Inspection Status 2999 Final Mechanical 1_2 Famdwell Pending 3999 Final Plumbing 1_2 Famdwell Pending 4999 Final Electrical 1_2 Famdwell Pending 1530 Exterior Shearwall 1_2 Famdwell Pending 1260 Framing 1_2 Famdwell Pending 2300 Rough Mechanical 1_2 Famdwell Pending 3170 Underfloor Plumbing 1_2 Famdwell Pending 4500 Rough Electrical 1_2 Famdwell Pending 1020 Zoning/Setbacks 1_2 Famdwell Pending 1090 Street Trees 1_2 Famdwell Pending 1110 Footing 1_2 Famdwell Pending 1120 Foundation 1_2 Famdwell Pending 1124 Foundation Drain/Waterproofing 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 1999 Final Building 1_2 Famdwell Pending 2200 Underfloor Mechanical 1_2 Famdwell Pending 2250 Gas Piping/Pressure Test 1_2 Famdwell Pending 3130 Footing/Foundation Drains 1_2 Famdwell Pending 3200 Sanitary Sewer 1_2 Famdwell Pending 3300 Water Service 1_2 Famdwell Pending 3400 Storm Sewer 1_2 Famdwell Pending 3500 Rough Plumbing 1_2 Famdwell Pending 3620 Backflow Device 1_2 Famdwell Pending 3650 Shower Pan 1_2 Famdwell Pending 4000 Temporary Power Service 1_2 Famdwell Pending 4220 Electrical Service 1_2 Famdwell Pending 9504 Curbcut - Standard Public Works Pending 9508 Sidewalk Public Works Pending 9504 Curbcut - Standard Public Works Pending 9508 Sidewalk Public Works Pending Printed on: 2/20/20 Page 2 of 5 C:\myReports/reports//production/01 STANDARD Permit Number: 811-19-002741-DWL 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: 811079793053 Schedule using the Oregon ePermitting Inspection App, search "epermitting" in the app store Page 3 of 5 Printed on: 2/20/20 Page 3 of 5 C:\myReports/reports//production/01 STANDARD Permit Number: 811-19-002741-DWL Page 4 of 5 PERMIT FEES Fee Description Quantity Fee Amount Residential wiring 2486 $294.00 Technology Fee $238.73 Clothes dryer exhaust 1 $13.00 Furnace - up to 100,000 BTU 1 $23.00 Gas fuel piping outlets 4 $9.00 Range hood/other kitchen equipment 1 $19.00 Ventilation fan connected to single duct 3 $39.00 Water heater 1 $19.00 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: Administrative Fee - MWMC Regional Wastewater SDC 10 $10.00 SDC: Total Storm Administration Fee 109.52 $109.52 SDC: Total Sewer Administration Fee 356.29 $356.29 SDC: Total Transportation Administration Fee 190.09 $190.09 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 MWMC Administration Fee - Local 89.48 $89.48 SDC: Reimbursement Cost - Storm Drainage 893.37 $893.37 SDC: Improvement Cost - Storm Drainage 1297.02 $1,297.02 SDC: Reimbursement Cost - Local Wastewater 4774 $4,774.00 SDC: Improvement Cost - Local Wastewater 2351.72 $2,351.72 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 2486 $149.16 Structural building permit fee $1,959.10 Structural plan review fee $1,273.42 Willamalane fees - Single Family Detached, per unit 1 $3,805.00 Willamalane fees - Single Family Detached, per unit 1 $3,805.00 State of Oregon Surcharge - Bldg (12% of applicable fees) $235.09 State of Oregon Surcharge - Plumb (12% of applicable fees) $73.56 State of Oregon Surcharge - Mech (12% of applicable fees) $14.64 State of Oregon Surcharge - Elec (12% of applicable fees) $35.28 Printed on: 2/20/20 Page 4 of 5 C:\myReports/reports//production/01 STANDARD Permit Number: 811-19-002741-DWL Page 5 of 5 Curb cut and Sidewalk construction - multiple permit discount 1 $-42.00 Curb cut fee - enter # of cuts 1 $125.00 Sidewalk construction - permit, first 90 linear feet 1 $125.00 Total Fees: $28,783.85 VALUATION INFORMATION Construction Type Occupancy Type Unit Amount Unit Unit Cost Job Value VB R-3 1 & 2 family 2,040.00 Sq Ft $122.46 $249,818.40 VB U Utility, misc. 446.00 Sq Ft $48.73 $21,733.58 VB U Utility, misc. - 325.00 Sq Ft $24.37 $7,920.25 half rate Total Job Value: $279,472.23 Printed on: 2/20/20 Page 5 of 5 C:\myReports/reports//production/01 STANDARD SPRINGFIELD City of Springfield Development and Public Works y Transaction Receipt 225 Fifth Street Fee amount 811-19-002741-DWL Springfield, OR 97477 OREGON IVR Number: 811079793053 541-726-3753 permitcenter@springfield-or.gov Receipt Number: 473855 Receipt Date: 2/20120 www.spdngfield-or.gov Worksite address: 3562 River Heights DR, Springfield, OR 97477 Parcel: 1702301200500 Printed: 2120/20 10:19 am Page 1 of 3 FIN_TransactionReceipt_pr Fees Paid Transaction Units Description Account code Fee amount Paid amount date 2/20/20 1.00 Ea Structural building permit fee 224-00000-425602-1030 $1,959.10 $1,959.10 2/20/20 2,486.00 SgFt Residential wiring 224-00000-426102-1033 $294.00 $294.00 2/20/20 3.00 Qty Single Family Residence - Baths 224-00000-425603-1034 $613.00 $613.00 2/20/20 1.00 Ea Furnace - up to 100,000 BTU 224-00000-425604-1031 $23.00 $23.00 2/20/20 1.00 Ea Water heater 224-00000-425604-1031 $19.00 $19.00 2/20/20 1.00 Ea Range hood/other kitchen equipment 224-00000-425604-1031 $19.00 $19.00 2/20/20 3.00 Ea Ventilation fan connected to single 224-00000-425604-1031 $39.00 $39.00 duct 2/20/20 1.00 Ea Clothes dryer exhaust 224-00000-425604-1031 $13.00 $13.00 2/20/20 4.00 Qty Gas fuel piping outlets 224-00000-425604-1031 $9.00 $9.00 2/20/20 1.00 Ea State of Oregon Surcharge - Bldg 821-00000-215004-0000 $235.09 $235.09 (12% of applicable fees) 2120/20 1.00 Ea State of Oregon Surcharge - Elec 821-00000-215004-0000 $35.28 $35.28 (12% of applicable fees) 2/20/20 1.00 Ea State of Oregon Surcharge - Mech 821-00000-215004-0000 $14.64 $14.64 (12% of applicable fees) 2/20/20 1.00 Ea State of Oregon Surcharge - Plumb 821-00000-215004-0000 $73.56 $73.56 (12% of applicable fees) 2/20/20 1.00 Qty Willamalane fees - Single Family 821-00000-215023-0000 $3,805.00 $3,805.00 Detached, per unit Printed: 2120/20 10:19 am Page 1 of 3 FIN_TransactionReceipt_pr Transaction Receipt 811-19-002741-DWL Receipt number: 473855 Fees Paid Transaction Units Description Account code Fee amount Paid amount date 2/20/20 1.00 Ea Address assignment - each new or 224-00000-425602-0000 $54.00 $54.00 change requested externally, per each 2/20/20 1.00 Qty Willamalane fees - Single Family 821-00000-215023-0000 $3,805.00 $3,805.00 Detached, per unit 2/20/20 2,486.00 Sq Ft Fire SDC - New Res Construction Sq 100-00000-424005-1091 $149.16 $149.16 Ft fee - enter sq ftg 2/20/20 893.37 Amount ------------------ SDC: Reimbursement Cost - Storm 617-00000-448029-8800 $893.37 $893.37 Drainage 2/20/20 1,297.02 Amoun SDC: Improvement Cost - Storm 617-00000-448028-8800 $1,297.02 $1,297.02 Drainage 2/20/20 4,774.00 Amoun SDC: Reimbursement Cost - Local ----------------------- 611-00000-448024-8800 $4,774.00 $4,774.00 Wastewater 2/20/20 2,351.72 Amoun SDC: Improvement Cost - Local 611-00000-448025-8800 $2,351.72 $2,351.72 Wastewater 2/20/20 190.06 Amount SDC: Reimbursement - Transportation 434-00000-448026-8800 $190.06 $190.06 SDC 2/20/20 3,611.72 Amoun SDC: Improvement - Transportation 434-00000-448027-8800 $3,611.72 $3,611.72 SDC 2/20/20 135.93 Amount SDC: Reimbursement Cost - MWMC 433-00000-448024-8810 $135.93 $135.93 Regional Wastewater SDC 2/20/20 1,620.85 Amoun SDC: Improvement Cost - MWMC 433-00000-448025-8810 $1,620.85 $1,620.85 Regional Wastewater SDC 2/20/20 22.82 Amount SDC: Compliance Cost - MWMC 433-00000-426607-8810 $22.82 $22.82 Regional Wastewater SDC 2/20/20 10.00 Amount SDC: Administrative Fee - MWMC 611-00000-426604-8800 $10.00 $10.00 Regional Wastewater SDC 2/20/20 109.52 Amount SDC: Total Storm Administration Fee 719-00000-426604-8800 $109.52 $109.52 2/20/20 356.29 Amount SDC: Total Sewer Administration Fee 719-00000-426604-8800 $356.29 $356.29 2/20/20 190.09 Amount SDC: Total Transportation 719-00000-426604-8800 $190.09 $190.09 Administration Fee 2/20/20 89.48 Amount SDC: Total MWMC Administration Fee 719-00000-426604-8800 $89.48 $89.48 - Local 2120/20 1.00 Qty Curb cut fee - enter # of cuts 201-00000-428060-1069 $125.00 $125.00 Printed: 2/20/20 10:19 am Page 2 of 3 FIN_TransactionReceipt_pr Transaction Receipt 811-19-002741-DWL Receipt number: 473855 Fees Paid Transaction Units Description Account code Fee amount Paid amount date 2/20/20 1.00 Ea Curb cut and Sidewalk construction - 201-00000-428060-1069 $(42.00) $(42.00) multiple permit discount 2/20/20 1.00 Ea Sidewalk construction - permit, first 90 201-00000-428060-1069 $125.00 $125.00 linear feet 2/20/20 1.00 Ea Plan Review - Major, City 100-00000-425002-1039 $251.00 $251.00 2/20/20 1.00 Automatic Technology Fee 204-00000-425605-0000 $238.73 $238.73 Payment Method: Credit card Payer: BREEDEN BROS INC Payment Amount: $9,500.00 authorization: 02234m Payment Method: Check number: 274 Payer: john thompson Payment Amount: $18,010.43 Cashier: Katrina Anderson Receipt Total: $27,510.43 Printed: 2/20/20 10:19 am Page 3 of 3 FI N_TransactionReceipt_pr Structural Permit Application DEPARTMENT USE ONLY fiPAlAGRFFLU QQ a � •' B � �� .. � � - �.,; "": Permit no.: (l� 225 Fi$h Street+ Springfield, OR 37477 t 11H(W)726-375,3 a FAX(541)726-36" Date: p This permit is issued unifier OAR 918-460-0030. Permits expire if work is not started within 180 days of issuance cir it work is suspended for 180 days. LOCAL GOVERNMENT APPROVAL This project has fmaI land -use approval. Signature: Date: This project has DEQ approval. Signature: Date: Zoning approval verified: ❑ Yes ❑.No Propeq is within flood plain: ❑ Ybt ❑ No CATEGORY OF CONSTRUCTION © Residential ❑ Governmeat ❑ Commercial JOB SITE INFORMATION AND LOGATION Job site address: 5(,2 RI woe IE City: S Pr-1WI " � state: t) P, 1 E LZIP• 47 'j Subdivision: 1'VM HF -L ff-rS Lotno,: Reference: 1-7023017. 1 Taxlot: Op 00. PROPERTY OWNER Mame: E Address: (6Tli AVE- ST E 2 :. d City: E us 1_h1'7 9tate:0 K ZIP: Phone' '$1 'F `- v E-mail: T l21 ' R_ — a l ^' • This installation•is being made on residential or farm. property owned by me or a member of my immediate family, and is exempt from licensing requirements under ORS 701.01.0. Sign here: CONTRACTOR INSTALLATION Bus.inessname:K, A-& AR6y- Address: City: State: ZIP' Phone: - - Fax: - E-mail: 3,-�4 c t.1NoS, t�I COB Iicease no.: Print name;,� O �.} rj �' a>.•� „ S m Signature: �(. b- j 'SUB=CONTRACTOR INFORMATION. Name CCB License Number Phoue Number. E[eetrical 5. - 00 21 Plumping � 7 GIs 2 6 7 6 f I 11lecitanical -j qQ -1-01- '711.4 5 FEE SCHEDULE 1. Voluation.information (a) Job description: 5T ICK Bid 14, S v tJ ' C.E F,% -m ILY Occupancy Constructiontype: "OOp FP -41w, it square feet: 2C4b - uv . 4 ACr-W. 32S-Caveew CDSt,per square foot Other •Infnrmatimu Type of ftit: RA5 Energy Path; new ❑ alteration ❑ addition (b) Foundelon-only permit? ❑ Yes [J No Total valuation: $ Z 7 4 2. Building fees (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+?-bi-2c]): $ (e) Subtotal of fees above (2a. throngh 2d): S 3. Plan review fees (a) Plan revi6w (66%2i"permit fee [2a]): $ (b) Fire and life safety (40% x permit fee [2al): $ (c) Subtotal offees above (3a and 3b): S 4. Miscellaneous fees (a) Seistn.id fee, 1% (.D 1 x pem:it fee [2a]): $ TOTAL fees and surcharges (2e+3c+4a); 1 $25.1M, GAS: 2-AACle1 wATE7R o PUC44ce MA iZ5 R Liv LLS R M Electrical Permit Application 225 Fifth Street+ Springfield, OR 97477*PH(541)726-3753*FAX(541)726-3689 DEPARTMENT USE ONLY $POUNGFIFLD Permit no.: (q '00 0' Date: 1 '�11( This permit is issued under OAR 918-309-0000. Permits are nontransferable. Permits expire if work is not started within 180 days of issuance or if work is suspended for 180 days. LOCAL GOVERNMENT APPROVAL Zoning approval verified? ❑ Yes ❑ No CATEGORY OF CONSTRUCTION Residential E] Government ❑ Commercial JOB SITE INFORMATION AND LOCATION - Job site address: 3 S (o 7-- 4w,- 1 4s 0>1 City: Z State ZIP: 9 Reference: Taxlot.: $ DESCRIPTION OF WORK $44.00 PROPERTY OWNER Name: Address: , -3(4 , 't d City: State ,,14,�) ZIP G% `7 qcL'37 Phone. - _ q 3 Fax: - - E-mail: This installation is being made on residential or farm property owned by me or a member of my immediate family. This property is not intended for sale, exchange, lease, or rent. OAR 479.540(1) and 479.560(1). Signature: CONTRACTOR INSTALLATION Business name: p,r-�d v Address: .o So `i City: State: Z ZIP.q`? qoS Phone: - (o- -. j (, L-5 Fax: - - E-mail: CCB license no.:�4 �J o� BCD license no.: Signing supervisor's license no.: Print name of signing supervisor: Signature of signing supervisor;• ,.,.� Last edited 7/1/2019 Bdones FEE SCHEDULE Number of inspections per item () Qty, Cost I Total ea. cost Residential, per unit, service included: 1,000 sq. ft. or less (4) $186.00 $ Each additional 500 sq. ft. or portion thereof $36.00 $ Limited energy (2) $44.00 $ Each manufactured home or modular dwelling service or feeder (2) $g9.00 $ Services or feeders: installation, alteration, relocation 200 amps or less (2) $112.00 $ 201 to 400 amps (2) $131.00 $ 401 to 600 amps (2) $221.00 $ 601 to 1,000 amps (2) $285.00 $ Over 1,000 amps or volts (2) j $654.00 $ Reconnect only (2) 1 $89.00 $ Temporary services or feeders: installation, alteration, relocation 200 amps or less (2) $89.00 $ 201 to 400 amps (2) $122.00 $ 401 to 600 amps (2) $177.00 $ Over 600 amps or 1,000 volts, see services or feeders section above Branch circuits: new, alteration, extension per panel a. Fee for branch circuits with purchase of a service or feeder fee: Each branch circuit 1 1 $8.00 1 $ b. Fee for branch circuits without purchase of a service or feeder fee: First branch circuit (2) $89.00 $ Each additional branch circuit $8.00 $ Miscellaneous fees: service or feeder not included Each pump or irrigation circle (2) $89.00 $ Each sign or outline lighting (2) $89.00 $ Signal circuit or a limited -energy panel, alteration, or extension (2) $89.00 $ Each additional inspection: (1) $102.00 $ DEPARTMENT USE (A) Enter subtotal of above fees (Minimum Permit Fee $102.00) $ (B) Enter 12% surcharge (.12 x [A]) $ (C) Technology Fee (5% of [A]) $ TOTAL fees and surcharges (A through D): $ SwPr= 10K4A%- ArT10 WAW `APT>A"t� Branch E'N'GINEERING= February 12, 2020 Since 1977 Mr. John Thompson ' Breeden Homes Inc. SURVEYING 366 E. 4011' Avenue Eugene, Oregon 97405 RE: SLOPE EVALUATION — LOT 10 RIVER HEIGHTS SUBDIVISION 3 562 RIVER HEIGHTS DRIVE SPRINGFIELD, OREGON BRANCH ENGINEERING INC. PROJECT No. 20-074 Pursuant to your request, Branch Engineering, Inc. (BEI) geotechnical engineering staff visited the above referenced site on February -S, 2020 to assess the existing north facing slope located on the downslope side of River Heights Drive at Lot 10. The purpose of our evaluation is to assess the potential impact to the stability of the slope, which supports the public street, if building pad preparation requires excavation into the slope. It is our understanding that a 27 -foot slope easement existing from the property line, located behind the future sidewalk, north into Lot 10. This same easement extends across Lot 9 where a home is currently under construction. The foundation on Lot 9 appears to extend about 6 -feet into the easement and there is no visible adverse impact to the slope stability in that location. The foundation on Lot 9 has been constructed and backfilled providing additional slope buttressing from what previously existed. A construction plan similar to Lot 9 is expected to be used for Lot 10. After clean up of debris and soft soil below footing locations, the excavation impact to the slope is not expected to be more than 3- to 4 -feet at the toe and will be temporary until foundation backfill occurs. Based on our understanding of the building plan, review of October 7, 2019 GeoScience report for Lot 9, and our site observations, the risk of slope failure on Lot 10 during temporary slope excavation activities is low and the final construction will provide added slope buttressing. The stability of the slope will not adversely be impacted during wet weather construction. We recommend footing drains on the upslope side of the foundation, and observation of the building pad subgrade by BEI staff at the time of excavation. BEI concludes that excavation encroachment into the slope easement will not be detrimental and recommends permit approval for such activities. Sincerely, Branch Engineering Inc, PRO��ANG I NFF,�O #16,170 onald l E OREGON �'pOtl�`7-15,1990'Q� CD).�� EXPIRES: 12/31/2021 Digitally signed by Ronald J. rick Derrick Date: 2020.02.12 16:24:19 -08'00' Ronald Derrick P.E., G.E. Principal Geotechnical Engineer EUGENE -SPRINGFIELD ALBANY- SALEM -CORVALLIS 310 5th Street, Springfield, OR 97477 1 p: 541.746.0637 1 www.branchengineering.com SwP*. t0ej OWYAu 6- t -- February 10, 2020 Mr. John Thompson Breeden Homes Inc. 366 E. 40" Avenue Eugene, Oregon 97405 RE: SLOPE EVALUATION - LOT 10 RIVER HEIGHTS SUBDIVISION 3562 RIVER HEIGHTS DRrvE SPRINGFIELD, OREGON BRANCH ENGINEERING INc. PROJECT No. 20-074 Branch ENGINEERING= Since 1977 Pursuant to your request, Branch Engineering, Inc. (BEI) geotechnical engineering staff visited the above referenced site on February 5, 2020 to assess the existing north facing slope located on the downslope side of River Heights Drive at Lot 10. The purpose of our evaluation is to assess the potential impact to the stability of the slope, which supports the public street, if building pad preparation requires excavation into the slope. It is our understanding that a 27 -foot slope easement existing from the property line, located behind the future sidewalk, north into Lot 10. This same easement extends across Lot 9 where a home is currently under construction. The foundation on Lot 9 appears to extend about 6 -feet into the easement and there is no visible adverse impact to the slope stability in that location. The foundation on Lot 9 has been constructed and backfilled providing additional slope buttressing from what previously existed. A construction plan similar to Lot 9 is expected to be used for Lot 10. After clean up of debris and soft soil below footing locations, the excavation impact to the slope is not expected to be more than 3- to 4 -feet at the toe and will be temporary until foundation backfill occurs. Based on our understanding of the building plan, review of October 7, 2019 GeoScience report for Lot 9, and our site observations, the risk of slope failure on Lot 10 during temporary slope excavation activities is low and the final construction will provide added slope buttressing. We recommend footing drains on the upslope side of the foundation, and observation of the building pad subgrade by BEI staff at the time of excavation. BEI concludes that excavation encroachment into the slope easement will not be detrimental and recommends permit approval for such activities. Sincerely, Branch Engineering Inc, I�0 PFR? �g� N I N #16,170 Digitally signed by Ronald J. onald J. Derrick Derrick OREGON -Date: 2020.02.10 14:03:31 -08'00' EXPIRES: 12/31/2021 Ronald Derrick P.E., G.E. Principal Geotechnical Engineer EUGENE -SPRINGFIELD ALBANY-SALEM-CORVALLIS 310 51h Street, Springfield, OR 97477 1 p: 541.746.0637 1 www.branchengineering.com 225 FIFTH STREET • SPRINGFIELD, OR 97477-.• PH:(541)726-3753 • FAX: (541)726-3689 F ° One and Two Family Dwelling wilding Permit Application Checklist NOTE: Missing information that is APPLICATION INTAKE REVIEW WILL BE CONDUCTED FOR ALL required for complete plan review can RESIDENTIAL PERMITS. delay the permit process until all required Permit # Map/Lot information is provided. Permits will not be issued until the completed plan review is Address 35'62 RIVER l-IEI.yl+-c5 pR. approved. Associated Permits: Received Date: ❑ Electrical ❑ Plumbing ❑ Mechanical ❑ Other: ❑ Land and Drainage Alteration Permit (LDAP) All new one and two family dwellings require an LDAP Refer to Fact Sheet 1.1 to determine type of LDAP ❑ V;omplete Sets of Legible Plans Including Site Plan On 11 x 17 paper at minimum LV Must be drawn to scale, showing conformance to applicable local and state building codes, to include the following: ❑ Site/Plot Plan ©� Drawn to 1:20 scale with scale indicated North arrow ❑� Adjacent street names and street elevations shown ®. Building setback dimensions (Distances from property lines) !J Location of easements and driveway ❑ Location of utilities and how they are connected Footprint of structure (including decks, porches, roof covers) Location of wells/septic systems Lot dimensions Building coverage and percentage of impervious surface in hillside areas LJ Show all existing structures on site; indicating height of all structures inclusive of ridgelines Site Topography in 2'-0" Increments including Surface drainage ❑ Show how stormwater and wastewater connect to the public system, septic or drywell. Show orientation of structures ❑ Foyandation Plan Dimensions Footing sizes, Isolated footings, Step Foundations and Retaining Walls Hold downs and reinforcing type, size and spacing Connection details [✓I ; Vent size and location Cripple Walls ❑ Girder sizes and locations Joists or post and beam type, sizes and spacing TABuilding Forms\One_and two_family_dwelling_buildin�ermit_checklist.05.09.doc gra ❑ F)oor Plans T,,1, Show dimensions Identify all rooms Include window and door sizes ❑ Locations of: Smoke and carbon monoxide alarms, water heater, furnace, ventilation: fans, plumbing fixtgr'es, balconies and decks 30 inches or more above grade, porches, stairs, etc... ❑ Cross Section(s) and Details Show all framing member type, sizes and spacing such as floor beams, Headers, joists, sub -floor, cripple wall and wall construction, roof construction and metal connectors (More than one cross section may be required to portray construction clearly) Show details of all cripple walls, wall and roof sheathing, roofing, roof slope, ceiling height, siding material, footings and foundation, stairs, fireplace construction, thermal insulation, etc... Show attic ventilation ❑ Energy Path: Example - High Efficiency HVAC ❑ EElievation Views Provide elevations for new construction [,ti Exterior elevations must reflect the existing and proposed grade if the change in grade is greater than two feet at building footprint ❑ Floor/Roof Framing 14 Beam calculations, especially for engineered wood products and non- uniform loads Ey Provide plans for all floors/roof assemblies indicating member sizing, spacing and bearing locations, including decks, porches, roof covers Metal connectors and tie straps clearly shown Show headers and beams supporting floor or roof Prescriptive lateral bracing and/or engineered shear walls ❑ Engineers Calculations F Wet -signature stamped engineering calculations, specifications and details shall be provided where required. 0 Manufactured Floor/Roof Truss Design Details must agree with plans and engineering f The undersigned acknowledges that the information in this application is correct and accurate. Agent/Builder OR Property Owner Sign ture (Agent) �l �? (9 Signature (Owner) Date Jo}t N 7H�01n PSO�( (Print Name) (Print Name) TABuilding Forms\One_and—two—family_dwellin-building_pecmit_checllist. 05.09.doc ENERGY EFFICIENCY TABLE N1101.1(2) ADDITIONAL MEASURES 1 High efficiency walls — Exteriorwalls—U-0.045/R-21 cavity insulation + R-5 continuous Upgraded features 2 Exteriorwalis—U-0.057/R-23 intermediate or R-21 advanced, Framed floors—U-0.026/R-38, and Windows—U-0.28 (average UA) ai Upgraded features 2 � Exterior walls—U-0.055/R-23 intermediate or R-21 advanced, Plat ceiling°—U-0.017/R-6Q, and o Framed floors—U-0.026/11-38 c � Super Insulated Windows and Attic OR Framed Floors N 4 1Vindows—U-0.22 (Triple Pane Low -e), and W " Flat ceifinge U -0.017/R-60 or C, Framed floors--U-0.026/R-38 0 Air sealing home and ducts W 5 Mandatory air sealing of all wall coverings at tap plate and air sealing cheekli , and Mechanical whole -building ventilation system with rates meeting M1503 or ASHRAE 62.2, and All ducts and air handlers cobntained within building enveloped or Ali ducts scaled with mastic High efficiency thermal envelope UA9 Proposed UA is 8% lower than tite code UA High efficiency HVAC system' ®Gas-fired furnace or boiler AFUF 9411b, or y Air source heat pump HSPF 9.5/15.0 SEER cooling, or y Ground source heat pump COP 3.5 or Energy Starrated Ducted HVAC systems within conditioned space c o 13 All ducts and air handlers contained within building enveloped 0-6 Cannot be combined with Measure 5 Sto C Ductless heat pump V Ductless heat pump HSPF 10.0 in primary zone of dwelling High efficiency water heater° D Natural gas/propane water heater with USF 0.85 OR Electric heat pump water heater Tier 1 Northern Climate Specifcatlon Product For Sl: 1 square foot = 0.093 mz, 1 watt per square foot = 10.81V/mz. a. Appliances located within the building thermal envelope shall have sealed combustion air installed. Combustion air shall be ducted directly from the outdoors. b. All duct joints and seams sealed with listed mastic; tape is only allowed at appliance or equipment connections (for service and replacement). Meet sealing criteria of Performance Tested Comfort Systems program administered by the Bonneville Power Administration (BPA). c. Residential water heaters less than 55 gallon storage volume. d. A total of 5 percent of an HVAC system's ductwork shall be permitted to be located outside of the conditioned space. Ducts located outside the conditioned space shall have insulation installed as required in this code. e. The maximum vaulted ceiling surface area shall not be greater than 50 percent of the total heated space floor area unless vaulted area has a 17 -factor no greater than U-0.026. f. Continuous air barrier. Additional requirement for sealing of all interior vertical wall covering to top plate framing. Sealing with foam gasket, caulk or other approved sealant listed for sealing wall covering material to structural material (example: gypsum board to wood stud framing). g. Table N1104.1(l) Standard base case design, Code UA shall be at least 8 percent less than [be Proposed UA. Buildings with fenestration less than 15 percent of the total vertical wall area may adjust the Code UA to have 15 percent of the wall. area as fenestration. 2017 OREGON RESIDENTIAL SPECIALTY CODE 435 iF m CD S a) C v O n E (D sz O c 3 m m =r m m O CD am n O Q m a) O_ 0 3 v 7r m O 0 r+ 0 r+ S m m .O m IL z C c m n m n m 0 M I n O IZ m m c m m O c, --n 7 m m O_ LA 0 0- (D v 3 m 3 IS N O m 0 O h s c C n N --h C O w m ,* m X- v t'i Ln X N 7 m O N h � a7 ` 3. 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CDG Q JOURNAL OR JOB NUMBER: NAME OR COMPANY: LOCATION: TAX LOT NUMBER: DEVELOPMENT TYPE: NEW DWELLING UNITS CITY OF SPRINGFIELD SYSTEMS DEVELOPMENT WORKSHEET 19-002741-DWL BREEDEN BROTHERS 3562 RIVER HEIGHTS 1702301200500 Single Family Residence 1 MILDING SIZE (SF): 296811 LOT SIZE (SF) 13504 MAX 45% 0 I MAX 35% 0% 1. STORM DRAINAGE A. REIMBURSEMENT COST: NUMBER OF FEU's x I COST PER FEU 1 1$135.93 DIRECT RUNOFF TO CITY STORM SYSTEM 1054 B. IMPROVEMENT COST: NUMBER OF FEVs x COST PER FEU 1 $1,620.85 = $1,620.85 1055 C. COMPLIANCE COST: A. REIMBURSEMENT COST NUMBER OF FEVs x lCOSTPERFEU AREA DRAINING TO 1 1 $22.82 = $22.82 IMPERVIOUS S.F. x COST PER S.F. 1054 DRYWELL CHARGE 1056 ITEM 4 TOTAL - MWMC SANITARY SEWER SDC = $1,789.60 2968.00 _ $14,907.48 $0.301 = 0 = CHARGE $893.37 F $89337 $745.38 B. IMPROVEMENT COST $109.52 TOTAL SEWER ADMINTISTRATION FEE: 356.29 1079 IMPERVIOUS S.F. x COST PER S.F. 1077 CHARGE $89.48 11078 TOTAL SDC CHARGES 2968.00 ll $0.437 = 0 F$1,297.02 107, ITUM 1 TOTAL - STORM DRAINAGE SDC $2,190.38 2. SANITARY SEWER - CITY A. REIMBURSEMENT COST: NUMBER OF DF[Ts x COST PER DFU 28 $170.50 = $4,774.00 1091 B. IMPROVEMENT COST: NUMBER OF DRY x COST PER DFU 28 $83.99 = S2,351.72 1092 ITEM 2 TOTAL - CITY SANITARY SEWER SDC = $7,125.72 3. TRANSPORTATION A. REIMBURSEMENT COST: ADT TRIP RATE x NUMBER OF UNITS x COST PER TRIP x NEW TRIP FACTOR 9.57 1 19.86 1.00 = $190.06 1093 B. IMPROVEMENT COST: ADT TRIP RATE x NUMBER OF UNITS x COST PER TRIP x NEW TRIP FACTOR 9.57 1 $377.40 1.00 = $3,611.72 1094 ITEM 3 TOTAL - TRANSPORTATION SDC = $3,801.78 4. SANITARY SEWER - MWMC A. REIMBURSEMENT COST: NUMBER OF FEU's x I COST PER FEU 1 1$135.93 = $135.93 1054 B. IMPROVEMENT COST: NUMBER OF FEVs x COST PER FEU 1 $1,620.85 = $1,620.85 1055 C. COMPLIANCE COST: NUMBER OF FEVs x lCOSTPERFEU 1 1 $22.82 = $22.82 MWMC CREDIT IF APPLICABLE (SEE REVERSE) = 50,00 1054 MWMC ADMINISTRATIVE FEE _ $10.00 1056 ITEM 4 TOTAL - MWMC SANITARY SEWER SDC = $1,789.60 SUBTOTAL (ADD ITEMS 1, 2, 3, & 4) _ $14,907.48 5. ADMINISTRATIVE FEE: SUBTOTAL x ADM. FEE RATE = CHARGE $14,907.48 5% $745.38 TOTAL STORM ADMINISTRATION FEE $109.52 TOTAL SEWER ADMINTISTRATION FEE: 356.29 1079 TOTAL TRANSPORTATION ADMINISTRATION FEE: $190.09 1077 TOTAL MWMC ADMEVISTRATION FEE - LOCAL $89.48 11078 TOTAL SDC CHARGES = $15,652.86 ll PREPARED BY Steven Petersen DATE 2/13/2020 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 DRAINAGE UNIT FIXTURE NEW OLD EQUIVALENT UNITS BATHTUB 1 0 3 = 3 DRINKING FOUNTAIN 0 0 1 = 0 FLOOR DRAIN 0 0 3 = 0 INTERCEPTORS FOR GREASE / OIL / SOLIDS / ETC. 0 0 3 = 0 INTERCEPTORS FOR SAND / AUTO WASH / ETC. 0 0 6 = 0 LAUNDRY TUB 1 0 2 = 2 CLOTHESWASHER / MOP SINK 1 0 3 = 3 CLOTHESWASHER - 3 OR MORE IEA 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 1 3 = 3 SHOWER, SINGLE STALL 1 0 2 = 2 SHOWER, GANG (N LI M BER OF HEADS) 0 0 2 1= 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 S INK: SINGLE LAVATORY/RESIDENTIAL BAR 3 0 1 = 3 URINAL, STALL/ WALL 0 0 5 = 0 TOILET, PUBLIC INSTALLATION 0 0 6 1= 0 TOILET, PRIVATE INSTALLATION 3 0 3 = 9 MISCELLANEOUS DFU TYPE NUMBER OF EDU'S 20 = TOTAL DRAINAGE FIXTURE UNITS *EDU (Equivalent Dwelling Unit) is a discharge equivalent to a single family dwelling unit (20 DFU's) set at 167 gallons per da 0 28 MN MC 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 tIF 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 = 0 0 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 LS,­rM l2 r L_ , V%F_rL {IGa 1_ 4 �w A t_(_ CAL -e S PIONEER ENGINEERING LLC Lateral, Vertical, and Retaining Wall Engineering for Residential Structure Location: Lot 10, 3520 River Heights Drive Springfield Oregon Design Criteria: 2017 ORSC & 2014 OSSC Seismic Design Category Dl Wind Speed = 120 mph Wind Exposure B Roof Loads:.DL = 15 psf. / S = 25 psf. Floor Loads: DL = 10 psf, / LL = 40 psf. Wall Loads: DL = 8 psf. Trusses Not Reviewed By This Office P.O. Box 232 Springfield, OR 97477 Phone (541)746-5841 Fax (541)393-2651 y—P! ,_ 00 �NE 9� 8 OPE Nk ``'E` �' WSIER L LI EXPIRES: 12131/19 t DATE: 10/14/19 Sheet Index: 1 Cover D1 -D5 Details Ll -L6 Lateral Calculations 111-113 Retaining Wall Calculations V1 -V4 Vertical Calculations -Computer Printouts/Supplemental Information 14 SHEAR WALL NUMBER � 102b L Bd COMMON AT 3" O.C. GRIT} PATTERN (2) ROWS OF 16d SINKERS @ 3" OC TOP PLATE TO HEADER (2) 2 x 4 MIN - #I� 350013 HOLDOWNS H174 w/ SSTB16 OR EQUAL e .— 08L TOP PLATE • O aC I— a z. TOP OF HEADER ' MIN 3"x 11 114" HEADER CONT. HEADER OVER WALL PANEL `-- 1000# STRAP OPPOSITE SHEATING LSTA 21 OR NAIL SCHEDULE EQUAL �i I 7/16" OSB OR 15132" CD -X PLY' lb''I MARK 8d 10d 16d 16d COMMON COMMO ' COMMON SINKER L (LENGTH) 2-11r 3" -112" 3-114" a D (DIAMETER) 13.931' 4.148" 0.162' 4:148' H (HEAD Mk) 0.261" 0.312 0.344" 0.344" Bd COMMON AT 3" O.C. GRIT} PATTERN (2) ROWS OF 16d SINKERS @ 3" OC TOP PLATE TO HEADER (2) 2 x 4 MIN - #I� 350013 HOLDOWNS H174 w/ SSTB16 OR EQUAL e .— 08L TOP PLATE • O aC I— a z. TOP OF HEADER ' MIN 3"x 11 114" HEADER CONT. HEADER OVER WALL PANEL `-- 1000# STRAP OPPOSITE SHEATING LSTA 21 OR EQUAL �i I 7/16" OSB OR 15132" CD -X PLY' lb''I SHEATHING w/ 8d @ 3' O.C. TO � EACH STUD, EACH SILL, AND � BLOCKING I e GARAGE DOOR OPENING —`—' 518"x 12"ANCHORw/2"x2' x 3718" WASHER, 7' EMBED MIN. a i• FOUNDATION PER PLANS + _ 4 CONC.SLAS , _ MIN. REINF.: ( la- MIN #4 TOP & BOTT. w/ 15' (MIN.) LAP " ...... �_ E 8 _ _-- IEEl Breeden Homes 318' RAIN THICKNESS WOOD STRUCTURAL PANEL SHEATHING (2)16d SINKERS @ 3' OC TOP PLATE TO HEADER 1000 Ib HEADER STRAP (REF, NO, LSTA24) 3500# HOLOOWNS HTT4 w1 SST816 3 OR EQUAL l 2x4 MIN TOP OF STEM WALL APA Portal Frame a NOTE: DETAIL N.T.S. tI NEER NGINEERING L U f s I i i fi i t �} � Project Num. 19-371 _ 3520 River Heights dr. Date _ -------.__.._.__.___. 1717 Centennial Blvd. Ste. 9 541-746-5841 Drawn by 1 Springfield OR, 97477 pioneerengrxom Springfield, OR 97477 .............................................................CLiB . Checked by GTK. 8/14j2019 12:30:12 PFA I, N T O.C, GRIL' PATTERN (2) ROWS OF T*n SINKERS TOP PL4'rL- HEADE (2): 9 4l;4;.i 35004 HOLOOV'R=1S F';'Tjl * 5ST515 OR E!P_L FOUNDATION PER PLANS SHEAR WALL NUMBER: L DBL TOP PLATE ' d I jL9 Q . . ........................ ® ^^ OF NE JrF? cAOER ( COI T` -=.ODER 0 'Erb �_ PANEL $$ j ST -.;r OPP0.51Ti '4G LST QR 15-'-2 a.0 "'LY �r TC 1 �,. v •.:SES ' GARAGE DOOR OPENING Earl MIN. 318" MIN THICKNESS WOOD STRUCTURAL PANEL SHEATHING 3 - v E 1000 ib HEADER STRAP -- (REF. NO. LSTA24) ............. TOP OF STEM WALL CONC. SLAB ��' uea.:+M�BINwhr...ew.�«....y�4.Yn..�..wr •• Y .ar. •• .•�.•r ;..-r.,+«nrwwxwer.,ur—.r.aww—.�.w� MIN REINF ' 1a2 112" MiN #4 TOP & SOTT. wl 15" -- -- (MIN.) LAP ........ ....................... .................... H? 5 E , PIONEER ENGINEERINrx LLC c3 1717 Centennial Blvd. Ste. 9 541-746-5841 Springfield OR, 97477 pioneerengr.com e ,reeden Homes Lot M 3520 River Heights Lir" Springfield, OR 97477 NOTE: DETAIL N.T.S. .... APA Portal Frame t Project Num. ° Date q1 to (19 �'} } Drawn by CDS ; L Checked by GTK 1 8/14/2019 12:30:13 PM L M NAIL SCHEDULE � ad COMMON 10d CM4110N 16d 16d . COMMON SINKER t I L (LEN+^z7Ft) 3-112" 3° 3-112" 3.1hT' 0 (i IAMETI R) 0.131' 0.148" 0.182" 0.148" 1 E H (HEAD DIA.) 0.281- 0.312" 0.39d" I 0.944' DBL TOP PLATE ' d I jL9 Q . . ........................ ® ^^ OF NE JrF? cAOER ( COI T` -=.ODER 0 'Erb �_ PANEL $$ j ST -.;r OPP0.51Ti '4G LST QR 15-'-2 a.0 "'LY �r TC 1 �,. v •.:SES ' GARAGE DOOR OPENING Earl MIN. 318" MIN THICKNESS WOOD STRUCTURAL PANEL SHEATHING 3 - v E 1000 ib HEADER STRAP -- (REF. NO. LSTA24) ............. TOP OF STEM WALL CONC. SLAB ��' uea.:+M�BINwhr...ew.�«....y�4.Yn..�..wr •• Y .ar. •• .•�.•r ;..-r.,+«nrwwxwer.,ur—.r.aww—.�.w� MIN REINF ' 1a2 112" MiN #4 TOP & SOTT. wl 15" -- -- (MIN.) LAP ........ ....................... .................... H? 5 E , PIONEER ENGINEERINrx LLC c3 1717 Centennial Blvd. Ste. 9 541-746-5841 Springfield OR, 97477 pioneerengr.com e ,reeden Homes Lot M 3520 River Heights Lir" Springfield, OR 97477 NOTE: DETAIL N.T.S. .... APA Portal Frame t Project Num. ° Date q1 to (19 �'} } Drawn by CDS ; L Checked by GTK 1 8/14/2019 12:30:13 PM PRL -ENGINEERED PLATE CONNECTED WOOD TRUSS MAPHRAGM NAILING: 16 NAIL C 6- OC AT EDGES 16d NAIL @ 12" OC ad NAIL 12- OC AT FIELD, UNBLOCKED TRUSS N PLYWOCOSOFFIT 2 x 6 05L TOP PLATE WALL Beoi -n es FR ER Ea reedn H PIONIEERENGINEERIme LLC Lot iO L.L -I- 1 3520 River Heights Dr. 1717 Centennial Blvd. Ste. `i 541-7,:&5341. Springfield OR, 97477 1p'on-aere, grxoir Springfield, OR 97477 . ............ NOTE: DETAIL NJ.$. Soffit Detail L Date r) D�awn ►y '-Q8 Checked by GTK ......................................... I NAIL S(CMEDULE TYPE MARK ed 10d 16d L (LENGTH) 2- 31 3-112' COMMON 0 (DIAMETER) 0113- 0.148' 0,162" H (HEAD DLA.) 0-756' 0.312- 0344' PRL -ENGINEERED PLATE CONNECTED WOOD TRUSS MAPHRAGM NAILING: 16 NAIL C 6- OC AT EDGES 16d NAIL @ 12" OC ad NAIL 12- OC AT FIELD, UNBLOCKED TRUSS N PLYWOCOSOFFIT 2 x 6 05L TOP PLATE WALL Beoi -n es FR ER Ea reedn H PIONIEERENGINEERIme LLC Lot iO L.L -I- 1 3520 River Heights Dr. 1717 Centennial Blvd. Ste. `i 541-7,:&5341. Springfield OR, 97477 1p'on-aere, grxoir Springfield, OR 97477 . ............ NOTE: DETAIL NJ.$. Soffit Detail 8/14/2019 12:30:13 PM 19-37 i Date r) D�awn ►y '-Q8 Checked by GTK 8/14/2019 12:30:13 PM A(M B C -E . .... ------ F G H ...... .. . ... .... ............. . . . ....... ... ... ..... ........ .... 10.-0. 9'- 0" #6 8DOWEL @ . 48- 1 #4 HORIZ. 12- OC #4 VERT. @ 12- OC 1'-4- #4 HORIZ. @ 12' OC NOTES: 1. CONCRETE STRENGTH: Fc = 3000 psi @ 28 DAYS NO SPECIAL INSPECTION REQ'D 2. GRADE 60 REBAR 3. CONCRETE TO CURE 28 DAYS BEFORE BACKFILLING 4. BACKFILL WALL BEFORE FRAMING IS ATTACHED 5. DO NOT OPERATE HEAVY MACHINERY WITHIN A DISTANCE EQUAL TO THE HEIGHT OF THE WALL 6. RETAINING WALL IS SITE SPECIFIC ANGULAR CLEAN BACKFILL (NO EXPANSIVE SOIL) F] a- 3- (TYP) Lu 1 V 3" DIA PERFORATED N DRAINLINE IN CLEAN ROUND ROCK 1% SLOPE TO RELIABLE OUTLET j, "\--45 (g 12- OC CoNT ENGINEERED FILL OR UNDISTURBED NATIVE ------------- SOIL NOTE: DETAIL N.T.S. EB PBreeden Home 10' Retaining Wall (Top Slab) El FE In PIONEER ENGINEERING LLC, Lot 10 ....... . . ...... . ..... Project Num. 19-371 3520 River Heights Dr. Date 10/14/19 D4 1717 Centennial Blvd. Ste. 9 541-746-5841 CDB: Drawn by Springfield OR, 97477 pioneerengr.com Springfield, OR 97477 . . ....... Checked by GTK: L_._.....__.._. . . ........... . ...... . ...... -10/14/20194:16:33 PM A (MAX) B C D E F G H 4' - 0" .s 4 0' , #4 DOWEL @ 12"o.a ............ ..........:.................................. ............ 48"Y #4 HORIZ. @ i2' OC #4 VERT. @ 12 -4OC 1'" #4 HORIZ. @ 12" OC 6'- 0" ....... _ 5'. 6" #4 DOWEL @ 12"o.c. .......... ................... _...... _..._...... .... _. . __.._..................'_ 48" #4 HORIZ. @ 12"o.c.: #4 VERT. @ 12' OC ............... 1'-4" #4 HORIZ. @ 12" OC ................................. NOTES: 1. CONCRETE STRENGTH: fc = 3000 psi @ 28 DAYS NO SPECIAL INSPECTION REQ'D 2. GRADE 60 REBAR 3. CONCRETE TO CURE 28 DAYS BEFORE BACKFILLING 4. BACKFILL WALL BEFORE FRAMING IS ATTACHED 5. DO NOT OPERATE HEAVY MACHINERY WITHIN A DISTANCE EQUAL TO THE HEIGHT OF THE WALL 6. RETAINING WALL IS SITE SPECIFIC z g 1 i en 'rt; 01 ---144 @ 12 OC HORIZ (NO EXPANSIVE SOIL) 3" DIA PERFORATED DRAINLINE IN CLEAN ROUND ROCK 1% SLOPE TO RELIABLE OUTLET 3" (TYP) G i Uig%i�U��� i. � i�ti___ii__r,/dui,-s�j�'�-•+� i` p, r• �..... #4 @ 12" OC CONT" ENGINEERED FILL OR- ❑g UNDISTURBED NATIVE— U SOIL = PIONEER ENGINEERING LLC 1717 Centennial Blvd. Ste. 9 541-745-5841 Springfield OR, 97477 pioneerengr.com M NOTE: DETAIL N.T.S. Breeden Homes Retaining Wall (Top Slab) Lot 10 Project Num. 19-371 ._........... ...........................- 3520 River Heights Dr. Date 10/14../19 Springfield, OR 97477 Drawn by GDg D5 Checked by GTK 10/14/2019 4:23:05 PM :,-.0 r- Z -L V )U3 JOS Lk too ) t kid 1�sF)7�' v\i7r �i i -z7-, !17-3 9 4-ce 3-4 * fou S,+ it 161_S-4� Des)gn of Shearwalls 103 aw: I.I t5r.: FF" S1i.Wm ;M4: ten: F ,99v le "I"- Adjusted Shear. 279 LB1FT sh..th.Q: 7/19'096 - WD70: 497i B,CRFASE• 1A'2W • 394 LWY ®'� HL Fr - Max. Height:Wldth Ratio 2.4 NA%or 8d 6•o c. Edges. Blocked 288 LBtFT Max- Adjusted Shear. 270 LSiFT Wal Length L-0 Open Ht Omd Lasd %Fug HeVht Open Rasp C. 0-t-9 Re4Wbtg Upldt 14.w wn Maw 1, FT Max. Height:Width Ratio 2.3 Na' g: 8d Vo.c. Edges. Blocked 260 LE11 r WALan9itro 5.3 6.9 3A 25.D 8.0 't) BIFT 59 9.89 0.59 21.980LB'FT 66,25OLr'FT NONE Nf/L tyA,.w_ 7 2 S.0 S.O te.0 5.0 300LBIF7 83 OSS 0.90 M -Wt T 23,04014 -FT NONE WA -.._....,......._.._' mWA - SW: 17-24 290 6.0 94-T 12 0,57 e.a4 -,711111Fr -316111- 897111 - M57C40 3500 L � : 2 94 LEFT *MV. 9.00 GM 2�a7LH Ht 9F� LS -FT LS'Fr AM".. WASHER 1200 LI 112"X10' 1450 LB Fit., Lb. L.naa1: 20 Fdn.Llna Sh.- 183 LIWT Fa9ow=(21'(1 Al'(1975a.,,25'Jyx a 3920 9 Ur ANGHORw/3-xVV1r WASHER SPACING: =I - Es -SW 104 ,:( (2) APA Portal Frames 22-1/2' wide x 9' talg sw: - F Au LB HL 10 F7 F -0-(2r(! 4p(1129Aj=316W .1 (2) ARA Portal Frames 22-71Y vide x 117 tall] SW: 103 t5r.: FF" ®'� F 739 LB Max- Adjusted Shear. 270 LSiFT shwmg m� WIND,io% INCREASE •,A'260 c 304 LSIFT F9. 1, FT Max. Height:Width Ratio 2.3 Na' g: 8d Vo.c. Edges. Blocked 260 LE11 r WALan9itro L-11, Open H1 D -W Load %Fan Height Open Rpb. C. 0-4-b9 Rwbwo U012 HCW- A -ho 1 S.8 J.8 4a' 290 6.0 94-T 12 0,57 e.a4 -,711111Fr -316111- 897111 - M57C40 3500 L � PYA 2 94 LEFT *MV. 9.00 1.Do LS -FT LS'Fr AM".. WASHER 1200 LI 112"X10' 1450 LB Fit., Lb. L.naa1: 20 Fdn.Llna Sh.- 183 LIWT Ur ANGHORw/3-xVV1r WASHER SPACING: =I - Es -SW 104 F 1.0.51 iH Max. Adjusted Shear: 189 LBIFT s1a"ir on R W810: 40% INCREASE• 1.4.159. 218 L&FT Ht Fr _... Mae. HeightWldth Ratio 1.1 Na9ng: 8d tiox. Edges. Unblocked 955 LBIFT Wan LN1adR Lagth Ow HL Owd Load %Fad Hsghl Opp. Ram 0p 0t.&.ba ReaU g UpPR Ha- r pts. 1 8.0 B.0 T. 308LB/FT 100 0.00 1.rN 19.OS9LB'FT 5.914LBIFT 893 LB WASHER 1200L 112"X18"1450 LB • 2 94LB1FT aON7al 0.00 1.00 L87T L5'FT CDrvio! WA MA � F99. Una Lmfft 9. Fdm Line Sh- tel LBIFr I w13'X-XIWWAeH87tSM-NGt + =N -E, O.O. L� 1q -3--T t L4 Design of Shearwalls SIN: r•es ,r a: Eve: nate Max. AdIusted Show: 129 LBITT 0'.1hft 7H7 t7� r _........ _.. _._.._ Max. HeigKWIdth Ratio 1.3 N.T g: 9d VoxEdges, Unblocked 166 LOWT Wai L.!ga3 Lmgih Op. HL 0-i xi AFcO H.Ig+t I RLw Co i:w&wv R -0'g a1W! Haka- .Lnamr t MAI 7.5 as 43.0 5.2 94L9,FT Si 0.58 D.Rt A$aZ.Le'F'. 57342LIY?T NONC 14ZHm42006- 1t2"X19"1443pLB � 94 LBP - aLXv J! 0.00 1.M LiL B'FT LB•FT wll.. W!A WA . U., U.. L.aglia: r--71- Llb.5ha.n M LEFT IJr ANCHOR W: rXrXIW W ASH£R BRACING: r 72 1I:CHiiS L).G 5W: El F 705 L.B Max. Adjusted Shear: 336 LSWT Shw5mr7. 737r t>; WIND: 40%INCREASE"1.4Zd0. 384:.BfFT HL - 5 Ft ......... Max. He4ght:W4dth Raba 2.9 MF .9. 8d 6"o c. Edges. Biacked 269 LBXT w' w.1 L V- L-WM vO I HL D." Laad U ki Ho"M Oyan a- G: 3.0 -mg R." --,g !1PE3 H.,:-, brch:, 7 0.0 9A 28 200 018 :aPLOXT 63 0.84 0.84 28,417LS'FT 32.856LBT7 NONE WASHER 1290 LI 112"Xlo"1+45DLB . la.0 010 182 LBFr ad 0.50 0.64 22.118 Le'FT 12,442 L0'F" WA 1.01 WASHER 1200 LI U2"X10" 1450 LB - Fd.. U.. LAn97fa: 38 IN. Liter B"3naf: 158 LEAH Ur ANCHOR Wt rXTXSW WASHER SPAAANG s 7216:.tES O,C. 8W: C,02 Qhar: F 5,980 a Fdn. W-L.ng1h. <1 Fd.. Lin. st-r: 145 L3(F7 Y,2`AYCHOR W73`A3'Xl3d'WA9HHt SPAL!NCx r 7234C:HE5 D.C. SW: 803 4�P. _Fhd. CaeMn. WDR)i 40%WMFABF. ]A'310. 384 LRIFT F a.mr t.s Max. Adjusted Shear: 322 LB1FTchaac�0y: T7a'ass >. _ uplift from above = 897 # (vend) HL F7 _. Max. Hsight:Width Ratio 1.3 Ne.11!: ad 6"o.e. Edges, BtatdLed 360 L-BIFT " xrar y:ss,eng!hn L.'Oh ca -Ht Find Lexi %Foti:A th! 0- Pwo Ca UFNL Pn;J CTn .wa P-aE;" . i 01.5 30.8 78, 5A 94LBIFT 83 0153 387 53.ONLWFT M.308L6'7? 3.7BLB HTT43610 LB SST81S 3610 LB � 2 i 04.11.1 #DNl01 0,M 1.W LS'FT La'FT #IVI WA �' WA Fd, U U. L.n�Oh: 28?5 Fdn. Lina BMx: ?3/ L&7T r �� IW ANCHOR W 9M'xii4' WASHER SPACI e, s -CHE'S O.C. SW: u a. c:-: Fqd; O,.la+: F ,&i? LB Max. Adjusted Shear: 43S LBXT Sh.MhMg 7?3A' a9s " WNiO: 40%R CR£4SE- tA-O a 532 LBIFT HL FT Max. Height:Width Ratio 1.1 NainYg: ad 4"ac. Edges, Mocked 380 LWF7 char V.g Lx ut% L..gb Oa. Ht Caaa Land %F.1 Haigh! Cryan Ras. C. 01-M PW atmv pig HIM- lg.o 70 215 4.0 g»LS.=.'• ,a ;t.ss CAP - 53,Bsot9'Fr 14,270Ls'FT 1,725 L8 }frT436101H SST8163610L8 *r 2 S4 Lfi T xc Vv& 300 1.M LS -T LB'Fr ,'cIY3' WA WA a` Fdn. LItm I-0: 2]..5 F.Y,. ilrm 5h..r, 295 LSIFT � UI' ANCHOR Wi3l"7ip WASHER SPACING: Q is Ems qwA f 31/t UK w ej LA MOR Pr L 42, c h " I- L&- At.A TAUSS jAI re P TOME WA r -- I oil C's 4 Lk A34& U OV�4 Wf 7"ZV5 lq-37;1 LPt?3t DSSr-�- 162 r�F try' -Z>?.cL4 10 Y, Tr T I P. s+� L `✓i �.� gJ!('"r�i" Z�p.�.+.� L(o t I - ?,::- � Design of Concrete Cantilever Retaining Wall (A7 6APA6-7fZ-'--, Seismic SDs 0.592 Rebar Effective Depth (d) 5.5 Inches Fy 60 ksi fe 2.5 ksi Height of Stem Wall 10 Feet Height of Backfill Above Top of Fig. 9.5 Feet Thickness of Stem Wall 8 Inches Length of Toe 16 Inches Length of Heel 84 Inches Thickness of Footing 12 Inches Friction Coefficient 0.35 Angle of Friction 31 Degrees Unit Wt. of Soil 110 pcf, Unit Wt. of Concrete 150 pef. Dead Load 0 lb./ft. Live Load 0 lb./ft Auxiliary Dead Load (Slab @ Toe) 0 lb./ft. Approaching Slope 0.00 Degrees Vertical Surcharge -735 100 psf. fActive Soil Coefficient 0.32 Lateral Soil Pressure 5 psf. Allowable Soil Pressure at Footing 1500 psf. Middle Third? Yes H F.S. = 1.5 H+E' F.S. = 1.1 Overturning Safety Factor 5.32 Okay 4.39 Okay Sliding Safety Factor 1,59 Okay 1.35 Okay Maximum Soil Pressure at Footing 1489 psf. Reactions at Base of Stem M, 13,328 #-FT. (PW = 14,020 #'FT. Vii 3,623 # (PV,, = 4,950 ,leections at Xfiro-n Base of Siern m, 7,300 #-FT = 8,20 #'FT. VU 2,443 # = 4,95{0 Reactions For Footiniq Heel d= 9.5 in bar-- 0.31 in A 2/ft #5 Bars @ 12" 0. I Top Transverse Bars Mu (Heel) 11,231 #'FT. (PMn = 13,253 #-FT. Mu (Toe) 2,047 #*FT. Required St Area in.A2/Ft. Bar Size Spacing (inches) Minimum Calculated Req'd Maximum Spacing Dowel P6 -� 80.0. 0.11 0.62 0.62 13.5 0.c. Vertical 6 o.c. 0.08 0.32 0.32 7.6 0,C, Horizontal #4 12 o.c. 0.20 0.20 12.0 O.C. R1 1°1 J—+ i Design of Concrete Cantilever Retaining Wali Seismic SOS 0.592 Rebar Effective Depth (d) 5.5 Inches FY 60 ksi f, 2.5 ksi Height of Stem Wall 6 Feet Height of Backfill Above Top of Ftg. 5.5 Feet Thickness of Stem Wall 8 Inches Length of Toe 16 Inches Length of Heel 42 Inches Thickness of Footing 12 Inches Friction Coefficient 0.35 Angie of Friction 31 Degrees Unit Wt. of Soil 110 pcf. Unit Wt. of Concrete 150 pcf. Dead Load 0 lb./ft. Live Load 0 lb./ft. Auxiliary Dead Load (Slab @ Toe) 0 lb./ft. Approaching Slope 0.00 Degrees Vertical Surcharge 0 psf. Active Soil Coefficient 0.32 Lateral Soil Pressure 35 psf. Allowable Soil Pressure at Footing 1500 psf. Middle Third? Yes H F.S. = 1.5 Overturning Safety Factor 6.95 Okay Sliding Safety Factor 1.67 Okay Maximum Soil Pressure at Footing 673 psf. Reactions at Base of Stem Mu 2,629 #-FT Vu 1,208 # Reactions at 2` from Base of Stem Mu 876 #*FT Vu 582 # Reactions For Footing Heel d= bar-- Mu ar= Mu (Heel) 1,682 #'FT. Mu (Toe) 947 #"FT. H+E' F.S. = 1.1 4.75 Okay 1.25 Okay (PM„ = 4,738 #*FT. V. = 4,950 # (PM., = 4,738 #"FT. qV„ = 4,950 # 9.5 in 0.2 inA2/ft i#4 Bars @ 12" O.C. ,Top Transverse Bars 8,550 ;rFT. Required Steel Area in ^2/Ft. Bar Size Spacing (inches) Minimum Calculated Req'd Maximum Spacing Dowel FP - 12 o.c. 0.17 0.11 0.14 16.6 O.C. Vertical #4 - 12 o.c. 0.17 0.04 0.05 50.6 o,c, Horizontal #4 + 12 o.c. 0.20 0.20 12.0 o.c. NZ- Iq-S!::�t Desinn of Concrete Cantilever Retaining. Wal! Seismic Sw 0.592 Rebar Effective Depth (d) 5.5 Inches Fy 60 ksi f'c 2.5 ksi Height of Stem Wail 4 Feet Height of Backfill Above Top of Ftg. 3.5 Feet Thickness of Stem Wall 8 Inches Length of Toe 16 Inches Length of Heel 24 Inches Thickness of Footing 12 Inches Friction Coefficient 0.35 Angle of Friction 31 Degrees Unit Wt. of Soil 110 pcf_ Unit Wt. of Concrete 150 pcf. Dead Load 0 lb./ft. Live Load 0 Ib./ft. Auxiliary Dead Load (Slab @ Toe) 0 Ib./ft. Approaching Slope 0.00 Degrees Vertical Surcharge 0 psf. Active Soil Coefficient 0.32 lateral Soil Pressure 35 psf. Allowable Soil Pressure at Footing 1500 psf. Middle Third? Yes H F.S. = 1.5 Overtuming Safety Factor 7.81 Okay Sliding Safety Factor 1.74 Okay Maximum Soil Pressure at Footing 481 psf. Reactions at Base of Stem ........ ..........._ .- - — MU 876 #*FT VU 582 # Reactions at 2' from Base of Stem MU 150 #*FT Vu 182 # Reactions For Footing Heel d= bar-- Mu ar= Mu (Heel) 193 #*FT. Mu (Toe) 683 #*FT. H+E' F.S. = 1 1 11.82 Okay 1.19 Okay (PM. = 4,738 #*FT. V. = 4,950 # W. = 4,738 #*FT qV„ = 4,950 # 9.5 in 0.2 in^2/ft 4 Bars @ 12" O.C. lop Transverse Bars 8,530 #'tFT. Re-,:uired Steel Area in.^2/Ft. Bar Size Spacing (inches) Minimum Calculated Req'd Maximum Spacing Dowel 12 o.c. 0.17 0.04 0.05 50.6 o.c. VerticalR211 12 o.c. 0.17 0.01 0.01 297.1 o.c. Horizontal 12 o.c. 0.20 0.20 12.0 o.c. H3 .-:1)--3 q lq- 3�1 Hs �I-fr .,. L,=>-Tp-:tp 2- or -5 -3%4 2- Lil+S S4 Hos N)! m Ra 6 5 v I- L't� AA2 9 L -6a P T' bpi �L Li 14 WO I T 0 ? �S-3 Lt P -i F) PL9- 6 / S /,y r) lis iris L so FX I f "h t L I I I -01ZAInall 1. -x � C, ®/ i -frzz/lnjll -..I _'_ E -1 LA 2 y 72T 6q A A -r 9"'o.c- �Lqco t-4 Y1 2.-TIZ MIL T 0 ? �S-3 VILE so w1c, v FOCI IZAm -01ZAInall 1. z -frzz/lnjll -..I _'_ E -1 let ` 3-` 1 vv3 J� C*•s , RK Li o Pj p { t�' }- ' °- 2 to P �- ;7 Al L.r� Stu L t�.3 = i s 2 • i i '-f ` (� t- 0:7 Ps F !Q/ -L + .j.`) ? L rAA - 1z,zytoI L. t s' TO 'TO ;. AT I -S L tq - 3-+, t> ri- CA4 UEDArz, F— UL' PAF �00 PL- r - q 8 14 r � 2- F- T - v-1 OL) Cfl-f w_f A 7- 1 (o ' LP . C , t- 0 ol 1? LIF LkuA tici-�,-f1 G=rrL 71tuJS TZ, -^4 vAoL*�� L' 22-` 4�Ca — -7--1 C. 17- u S r Tb PN '', N T7T3 f Ze t>US T TQ r-,.vnr DATxc3 ra� V-57 MEMBER RE-i'I't'ART Level, H001 2 piece(s) 2 x 10 Douglas Fir -Larch No. 2 1`1--s::)-% Overall Length: 6' 0 Veil'dcW Loads 0 - Self Weight (PLF) 1- Uniform (PLF) 2 - Point (lb) Weyerhatauser_Notes tread ! Roar Live ' Snow Lown (ate) Tributary Mdth (4,90) (1.00) (1,15) Comawnts OtD6' N/A 7.0 01p 6' r N/A y 223.0 1 380.0 i W - Default Load 1' N/A 1317 - 2194 n System : wall Member Type: Header -._ Building Use : Residential -._ Building Lode : TBC 2015 .. -. Design Methodology: ASD Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly dLsdaims any other warranties related to the software_ the of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project Accessories (Rim Board, Blotting Panels and Squash Blocks) are not designed by this software. Products manufactured at J' Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC -ES under evaluation reports ESR -1153 and ESR -1387 i and/or tested in accordance with applicable ASTM standards, For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaettser.com/woodPmdutts/document-library. — - _ _-. �__. ._. - The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator SUSTAINABLE F-VASTRY INITiAnVE Weyerhaeuser 111 ForteWEB software operabDr j ]ob Notes 9/6/2019 10:21:42 PM UTC George T. ner 3 Fort, -WEB v2.1, Engine: V7.3.2.309 Data: V7.2.0.2 Pioneer Engineering LLC 9 r (541) 782-7023 g�ge@pi�reVr•com File Name: i9-371 Dana 7 l Z 6' rrr'.���y:i h All locations are measured from the outside face of left support (or left canUiever end). All dimensions are horizontal. Design Results .. i Actual: 0 Location AINDwed Rena �.. LOP ' Load: Combi"Won (Pam Member Reaction (Sts) 4057 @ 11/2" j 5625 (3.00") Passed (72%) - 1 1.0 D + 0.75 L + 0.75 S Shear (lbs) 3451 @ 1'1/4" 3830 Passed (90%) 1.15 1.0 D + 0.75 L + 0.75 S Moment (Ft -lbs) 3622 0 211 1/2" 4059 Passer? (89%) I 1.15 1.0 D + 0.75 L + 0.75 5 _Live? Load Deft. (in) 0.038 0 2110 3/8" 0.192 Eassed (L/999+)_�_7 1.0 D + 0.75 L + 0,75'i Total Load DeB. (in) 0,069 0 2'10 3/8" 0.287 Passed (L/999+) I — 1.0 D t 0.75 L + 0.75 S • Deflection criteria: LL (1/360) and TL (U240). • Top Edge Bracing (Lu): Top compression edge must be braced at b' olc unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 5' a/c unless detailed otherwise. • Applicable calculations are based on NOS. � - B"dog Loads t o StOtports (�) I'5Uppo� Total Ava7able, Raptured De" Noorilve Snow Tota, Accossorile �Ttimmer - DF 3.00" �� 3.00" 216" 1807 1140 1860 4807 None 2 - Trimmer - DF 3.00" 3.00" 1.50" 891 1140 334 2365 : None Veil'dcW Loads 0 - Self Weight (PLF) 1- Uniform (PLF) 2 - Point (lb) Weyerhatauser_Notes tread ! Roar Live ' Snow Lown (ate) Tributary Mdth (4,90) (1.00) (1,15) Comawnts OtD6' N/A 7.0 01p 6' r N/A y 223.0 1 380.0 i W - Default Load 1' N/A 1317 - 2194 n System : wall Member Type: Header -._ Building Use : Residential -._ Building Lode : TBC 2015 .. -. Design Methodology: ASD Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly dLsdaims any other warranties related to the software_ the of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project Accessories (Rim Board, Blotting Panels and Squash Blocks) are not designed by this software. Products manufactured at J' Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC -ES under evaluation reports ESR -1153 and ESR -1387 i and/or tested in accordance with applicable ASTM standards, For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaettser.com/woodPmdutts/document-library. — - _ _-. �__. ._. - The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator SUSTAINABLE F-VASTRY INITiAnVE Weyerhaeuser 111 ForteWEB software operabDr j ]ob Notes 9/6/2019 10:21:42 PM UTC George T. ner 3 Fort, -WEB v2.1, Engine: V7.3.2.309 Data: V7.2.0.2 Pioneer Engineering LLC 9 r (541) 782-7023 g�ge@pi�reVr•com File Name: i9-371 Dana 7 l Z L- Vtt 1 t: `i+eJ h1EMSER REPORT Level, H002 2 piece(s) 2 x 10 Douglas FirLamh No. 2 tat—'+\ Overall Length; 6 6" 6' 6" D 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. LDeslgn Results Actual 01 Lotion Allowed Remit LDF Load: Combination (Pattern) Member Reaction (lbs) 3234 @ 6'4 1/2" 5625 (3.00") Passed (57%) — 1.0 D + 0.75 L + 4.75 S (All Shear (lbs) 1264 @ 5' 5 3/4" 3330 Passed (38%) 1.00 1.D D + 1.0 L (All Spans) Moment (Ft lbs) 2349 @ TIS 1/2" 3529 Passed (67%) 1.00 1.0 D + 1.0 L (Ail Spans) Live Load Deft. (in) i 0.028 @ 3' 3 11/16" 0.208 1 Passed (L/999+) — 1.4 D + 1.0 L (All Spans) Total Load Defl. {in) ! 0.052 @ 3' 3 15/16" 0.313 Passed (L/9%+) - 41.4 D + 1.0 L (AN Spans) • Deflection criteria: LL (L(360) and TL (1.1240). • Top Edge &acing (Lu): Top compression edge must be braced at 6' 6" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 6' 6" o/c unless detailed otherwise. • Applicable calculations are based on NDS. PASSED 0 System : Wall 9) i Member Type: Header •---•••3 Building Use: Residential Building Code: IBC 2915 i Design Methodology: ASD Bearing leads to Supports Otis) Supports Trial Avatiabie . tiequinxi Dead Floor Live Snow Total A—rfw 11 1- Trimmer - OF 3.00" 3.00° 1.50" bib 741 I 91 1448 None 2 - Trimmer - OF 3.W 3.00" 1.72" I 1482 1 909 1 1427 I 3818 None — 3 ;Veitical Loads Location (Side) Tributary Width Dead (0.90) I floor live Snow (1.00) (1.15) ComWAn1t5 0 - Self Weight (PLI:) 0 to 6 6" N/A 7.0 1 • Uniform (PLF) 0 to 3' N/A 754 200.0 Default Load 2 - untform (PM 3' to 6' 6" N/A 113.0 300.0 13 - uniform ('PLF) 0 to 6' 6" N/A 80.0 74- Point (lb) 6' N/A 1 912 1518 Weyerhaeuser Dotes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values Weyerhaeuser expressly disclabns any other warranties [ related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation Is compatible with the overall project Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Produces manufactured at i Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC -ES under evaluation reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducW4domment-library. The product application, Input design toads, dimensions and support information have been provided by ForteWEB Software Operator SUSTAINABLE FORESTRY INITIAMW Weyerhaeuser i ForteWESSoftware Operator3obNotes 9/6/201910:21.42 PM UTC -- George T. Kinzer Pioneer Engineering LLC i ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2 Pioneer :(541)782-7023 File Name: 19-371 georgeopioncerengr.com I �{ I L - MEMBER REPORT Level, F3001 1 plece(s) 117/8' T3I@ 210 @ 24" OC Overall length: 73' e 0 IT ME All locations are measured from the o=ide face of left support (or left cantilever end). All dimensions are horizontal. PASSE® D T1 R UItS Asti 0 iocaban Allowed ilesuit LDF Wuh Coroleation (EPatte+o) t System: loor Member Reaction (lbs) 640 @ 2 112" i 1134 (2.25") Passed (56%) 1 1.00 1.0 D +.1.0 L (Ad Spans) st Uspe " esid ype Shear lbs (lbs) 621 @ 3112" 1655 Passed 38% 1 ( ) — 1.00. 1.0 D + 1,0 L Ali Spans ( ) BuildingMember Building Use : Residential Building Code: IBC 2015 Moment (Ft -lbs) 1979 @ 6'6" 3795 P3ssed (52%) 1.00 1.0 D + 1.0 L (All Spans) Design Methodology: ASD Love L_ad Gei(. t.nt 0,1.35 0 6' 6" 0,31.5 Pa"std.(L/999+) 1 -- 1.0 D + 1,0 L (Al Spans) _ Toiai Load Defl. (in) 0.166 @ 6' 6" 0.629 fts6ed (L/898) -- 1.0 D + 1.0 L (All Spans) T3 -Pm- Rating 55 _ 50-�_ ' Passim • aenecdan mYaria., LL (L14ii0) and TL (V240) — -- • Top Edge Bracing (Lu): Top oompnession edge must be braced at Y 3" o1c unless detailed otherwise., • Bottom: Edge Bracing (W): Batton compression edge must be traced at 12' 11' o1c unless detailed otherwise. . A structural analysis of the de& has not been perinrmed. • Deflection analysis is based on camposite action with a singfe layer of 718' Weyers °.aetw Edge Gold- Panel (32" Span !rating) that is glum and nailed down. Additional aamiderations for the T3 -Pro*" Rating include: None. i Bearing lett h - to supports (03) suppods Total i AvaBable Required Dew Poor Live Total ,dories I - Stud wall - DF 3.50° 2.25 1.75" ! 130 520 650 11114° %m Board 2 - SYud wall - OF 3.50° 3.50" 1.75" 130 520 _65D Blocleng • Rim Hoard is assumed to carry all bads applied erectly above it, bypassing the member being designed. • Nodding Panels are assumed to carry no loads app°led directly above them and the full load is applied to the member being designed, Uzi— -W a rR i Ewlt_ I Ltsad La ate, (s Bey s c t� (0 so) (1.00) r ,m 1- Urdfomt (PSF) 0 to 13' 24° 10,0 40.7 Default Lead 'Aayerhaeuser warrants that the si7jng of its products will be in accordance Mth Weyerhaeuser product design criteria and published des€gn values. Weyerhaeuser expressty dlsdah s any other warrantees i related to the software. Use of this scrtware is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. the designer of record, bulkier or framer is responsible to assure that this calculation is compatiirie with the overall project. Accessories (Rim Board, Blocking Panels and Sgt:ash Blacks) are not dessined by this software. Products manufactured at Weyerhaeuser fadlities ere third -party certified to sustainable forestry standards. L &Mbaeuser Engineered Lumber Products have been evaluated by ICC -ES under evaluation reports ESR -1153 and E5di-1307 and/cr tested in accordance Wth applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation Beta Ls efer to www.weyernaeuser.comlwoodproducts/docuarent-lbrary. The product application, Input des?gn loads, dimensions and support information have been provided by ForteVVEB Saftare Operator Weyerhaeuser (iy} SUSTAINABLE FORESTRY INITIATIVE ForteWERsoftware Operator fob Notes — 9/6/2019 10:50:53 PM UTC George T. Ke@zer Pioneer Engineering LLC ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2 (541) 782-7023 george@ploneerengr.com File Name: 19-371 Done t 1 1 MEMBER REPORT Level, Floor: Joist r Z to l 1 piece(s) 11718" T]I® 210 @ 24" OC Overall Length: 15' rl 1.0 D + 1.0 L (All Spans) Moment (Ft -lbs) 2749 @ T5 314" 3795 : Passed (72%) 1.00 1,0 D + 1.0 L (Al Spans) Live Load Defl. (in) 0.22007-53 41 `� x.354 Passed (1-/794) — 1.0 D + 1.0 L (All Spans) : Total Load Deft. (in) 0.2B6 0 7' S 3/4" 0.727 massed (1-7611) - 95' T] -Pro" Rating 52 40 j Passed — (-- • Deflection criteria: L (L/480) and TL (1-/240). n AA locations are measured from the outside tate of left support (or left cantlever end). All dimensions are horizontal. Results ACMal 0 Lotrtiatr Allowed I Remit LVF load) Combinat3on Reaction (lbs) 755 @ 14' 9" SODS (1.75') Passed (75%) 1.00 1.0 D + 1.0 L (AH! Shear (lbs) 755 14'9" 1655 ; Passed (46%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft -lbs) 2749 @ T5 314" 3795 : Passed (72%) 1.00 1,0 D + 1.0 L (Al Spans) Live Load Defl. (in) 0.22007-53 41 `� x.354 Passed (1-/794) — 1.0 D + 1.0 L (All Spans) : Total Load Deft. (in) 0.2B6 0 7' S 3/4" 0.727 massed (1-7611) - l.fl D + 1,0 L (All Spans) T] -Pro" Rating 52 40 j Passed — (-- • Deflection criteria: L (L/480) and TL (1-/240). > Top Edge Bracing (Lu): Top compression edge must be braced ai 14' o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at KS" o/c unless detailed otherwise. • A structural analysis of the deck teas not been performed. • Deflection analysis is based on composite action with a single layer of Panneau 1118" Weyerhaeuser Edge Gold (cote de portise da 48") teat is glued and nailed down, • Add;tional considerations for the TJ -Pro" Rating include: ;Nene. h9 tonj t Loads to Supporta (Ibs) ISiippplt6 i Total Available RegWmd Dead Floor Uw Total 1- Stud wail - of 3.50" 2.25" 1.75- 1813 558 I 778 1 1(4" Rim Board 2 - Hanger an Single 2x Il plate 3,(r Hanger` 1.75" / ' SBS b02 78 Sx note 3 • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. > At hang supports, the Toth Bearing dimensionis equal to the width of the material that is supporting the hanger • ' See Connector grid below for additional info -nation and/or n°quirernents. > = Required Bearing Length / Required Beating Length with Web Stiffeners; PASSED 0 I System: Floor Member Type: Joist Building Use; Residential Building Code : TBC 2015 Design Methodology: ASD l Dead i F1W U. Vertical load Location (side) spanr,s(o.Wo) (1.0) 1 Commeirts L - Uniform (PSft 0 to 15' 24" 1-2.0 40.0 Default Load Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly &cairns any other warranties relater) to the soltmne. Use of this software is riot intended to circumvent the need for a design professional as determ+ned by the authority having jurisdiction. The designer of record, builder or framer is ((( responsible to assure that this calculation is compatible with the overall project. Accessories (Rimm Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser fac:littes are third -party certified to sustainable forestry standarCs. Weyerhaeuser Engineered Lumber Products have been evaluated by TCC -ES under evahration reports ESR -1153 and M-1387 and/or tested in accordance w,t}h applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and instailabon details refer to ,rmw.,,veyerhaeuser.com/woodprod.ucts/damrnent-fibrary. The product application, input design loads, dimensions and support information have been provided by Forila FB Software 9pe ater A. 0 SUSTAINABLE FORESTRY INMATIVE !Yreycrhaeuser Y FottewES Software Operator Job Notes 10/14/2019 9:44:41 PM UTC George T. Keizer Pioneer Engineering LLC 1 ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2 (541) 782-7023 1 i georgefpioneerengr.com File Name: 19-370 D.— 1 l Y 811312019 U -S. Seismic Design Maps OSH PD 3520 River Heights ®rive, Springfield, OR 97477, USA, Latitude, Longitude: 44.0687502, -122.97577409999997 w sl falcon Dr Ambleside Dr 32nd St Heights Drive r;`ger Willamalane Preservation Park 44's U Si Zane 4 i� Vitus Lane Map data 02019 Date 8/1312019,3:32.,49 PM Deczign Code Reference Document ASCE7-10 Risk Category II Site Class d - w Sail Type iia_ue D'a-z- aipilon SS 0.729 MCER ground motion. (for 0.2 second period) S, 0.383 MCER ground motion. (far 1.Ds period) SMS 0.887 Site -modified spectral acceleration value SMI 0.626 Site -mortified spectral acceleration value Spa 0,592 Numeric seismic design value at 0.2 second SA SDI 0.417 Numeric seismic design value at 1.0 second SA Type Value Vaseription SDC D Seismic design category Fs 1.216 Site amplification factor at 0.2 second Fv 1.633 Site amplification factor at 1.0 second PGA 0.348 MCEr, peak ground acceleration FPGA 1.152 Site amplification factor at PGA PGAM 0.401 Site modified peak ground acceleration TL 16 Long -period transition period In seconds SsRT 0,729 Probabdislic risk -targeted ground motion. (0.2 second) SsUH 0.856 Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration SsD 1.5 Factored deterministic acceleration value. (02 second) S1RT 0.383 Probabilistic risk -targeted ground motion. (1.0 second) S1 UH 0.46 Factored unifom-t- razardf (2% probability of exeeedance In 50 years) spectral acceleration. 51D 0.6 Factored deterministic acceleration value. (1.0 second) PGAd 0.5 Factored deterministic acceleration value. (Peak Ground Acceleration) efts 0,852 Mapped value of the risk coefficient at short periods CR1 0.632 Mapped value of the risk coefficient at a period of i s NOTES: 1) EXCEPT WHERE OTHERWISE PROTECTED FROM FROST, FOUNDATIONS SHALL BE EXTENDED BELOW THE FROST LINE OF THE LOCALITY, BUT NO LESS THAN 12" BELOW FINISH GRADE 2) NOT ALL FOOTINGS IN SCHEDULE MAY APPLY TO THIS PROJECT FOOTING SCHEDULE MARK DETAILS F-2.0 2'-O"x2'-O" SQUARE BY 8" THICK (MIN) w/ #4 AT 8" O.C. EACH WAY, 3" CLR FROM BOTTOM 2'-6"x2'-6" SQUARE BY 8" THICK (MIN) w/ #4 AT 8" O.C. EACH WAY, F-2.5 3" CLR FROM BOTTOM 1 F-3.0 ' 3' -0"x3' -O" SQUARE BY 8" THICK (MIN) w/ #4 AT 8" O.C. EACH WAY, 3" CLR FROM BOTTOM F -3.S _ �3-VxV-6"UARE BY 12" THICK w/ #4 AT 8" O.C. EACH WAY, 3" CLR FROM BOTTOM F-4.0 41-01lx4'-0" SQUARE BY 15" THICK w/ #4 AT 8" O.C. EACH WAY TOP AND BOTTOM, 3" CLR FROM BOTTOM AND 2" CLR FROM TOP F-5.0 5 -0" x5 -0" SQUARE BY 18" THICK wJ #4 AT 8" O.C. EACH WAY TOP I � AND BOTTOM, 3" CLR FROM BOTTOM AND 2" CLR FROM TOP NOTES: 1) EXCEPT WHERE OTHERWISE PROTECTED FROM FROST, FOUNDATIONS SHALL BE EXTENDED BELOW THE FROST LINE OF THE LOCALITY, BUT NO LESS THAN 12" BELOW FINISH GRADE 2) NOT ALL FOOTINGS IN SCHEDULE MAY APPLY TO THIS PROJECT LATERAL NAILING SCHEDULE NAILING STUDS AT ABUTTING EDGE NOTE WALL SHEATHING NAILS EDGE FIELD PANEL EDGES BLOCKING 0 6"o.c. 2x NONE 1 1/2" PLYWOOD 6"o.c. 2x 2x (FLAT) 2 OR 4"o.c. (2)2x 2x (FLAT) 737/16" 058d 12"o.c. 6 3"o.c. (2)2x 2x (FLAT) 4 2"o.c. STAGGERED (2)2x 2x (FLAT) S 1/2" PLYWOOD 6"o.c. (2)2x 4x 6 OR 4"o.c. 4x 4x 7 7/16" OSB 3"o.c. 4x 4x 8 BOTH SIDES OF WALL 2"o.c. STAGGERED 4x 4x SUB NOTES: A. 1/2" DIA. ANCHOR BOLTS AT 48" O.C. SYMBOL GENERAL NOTES: • STUDS @ 16"o.c. (TYP, U.N.O.) NOTE • 8d NAILS: 0.131" x 2 1/2" (ALTERNATIVE: GALVANIZED 0.113" x 2 1/2") # 13/8" (MIN.) PENETRATION • 3" x 3" x.229" WASHERS x• 1/2" ANCHOR BOLTS W/ 7" MIN. EMBEDMENT, 72"o.c. MIN. (TYP, U.N.O.) SUB NOTE (2) 2x @ PANEL EDGES NAILED TOGETHER W/ (2) 16d @ 6"o.c. TSE Engin e e ring Re: J 1042315 Breeden Brothers Tri-State Engineering, Inc. 12810 NE 178th Street Suite 218 Woodinville, WA 98072 425.481.6601 The truss drawing(s) referenced below have been prepared by Tri-State Engineering under my direct supervision based on the parameters provided by The Truss Company (Eugene). Pages or sheets covered by this seal: I12974245 thruI12974257 My license renewal date for the state of Oregon is December 31, 2020. tNk- 1p 11822PE OREGO N si 182 September 18,2019 Terry Powell The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI 1. Job Truss Truss Type Qty lyBreeden Brothers Plate Grip DOL 1.15 TC 0.35 (Roof Snow --25.0) 172974245 J1042315 A01GE Roof Special Supported Gable 1 1 WB 0.72 BCLL 0.0 Code IRC2015/TP12014 Matrix-RH Job Reference ( tional i ne i ruin uo., eugene, UR a muL a.e , s , au m, u , ,r -. y , r rye , ID:QxdLY?zrAJ4iitMOHN?GpuyndmK-XZuc5gmwJFJYvOpYApVu WKgY7YL7pfha7QTYvOycpgc -2-0-0 23.3.8 25-0.0 42-0-0 44-0-0 2-0-0 I 23-3-8 1-8-8 17-0.0 12.0 3x6 II 6x8 \\5x5 3x6 11 9 3x6 11 3x6 11 3x4 5 2 8 6 .7__* 5x5 = Scale = 1:85.3 5.00 12 3x4 II 18 19 20 17 16 14 ° 12 13 TY 11 S1 5 S1 7 10 SY 1 ST735r 14 � 1 Sill 8 S 21 22 23 24 25 69 26 19 _- 27 28 5x5 8 S 0 1. vS 3 Sit 5 29 30 314321 5x5 = 67 66 65 fi4 63 62 61 60 59 58 57 56 55 54 53 52 3x5 = 49 49147 46 45 44 43 42 41 40 39 38 37 36 35 34 3x6 = 3x6 - 3x4 US I I 3x4 I 3x4 = 11 4x8 I I F1:19 -0-0 _ 23-3-8 42-M -1 _ 8.0-0 15-3-0 18.8-8 Plate Offsets (X,Y)- (2:0-0-4,0-2-4], f2-:0-2-5, Edge], [3:0-5-0,0-1-4], [4:0-5-0,0-1-4], [5:0-5-0,0-1-4], [6:0-5-0,0-1-4], (7:0-5-0,0-2-12], [8:0-2-8,0-3-0], [30:0-2-8,0-3-0], [63:0-3-8 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 25.0 Plate Grip DOL 1.15 TC 0.35 (Roof Snow --25.0) Lumber DOL 1.15 BC 0.34 TCDL 8.0 Rep Stress Incr YES WB 0.72 BCLL 0.0 Code IRC2015/TP12014 Matrix-RH BCDL 7.0 LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF Stud OTHERS 2x4 DF Stud "Except' ST16,ST15,ST14,ST13,ST12,ST17,ST18,ST19: 2x4 DF Nc.2 DEFL. in (loc) I/deft L/d PLATES GRIP Vert(LL) 0.00 62-63 >999 360 MT20 220/195 Vert(CT) 0.00 62-63 >999 240 Horz(CT) -0.04 34 n/a nla Weight: 357 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 2-67,66-67,65-66,62-03 5-10-15 oc bracing: 63-65. 1 Row at midpt 17-50 10-0-0 oc bracing: 50-52 WEBS 1 Row at midpt 19-48, 18-49, 16-53, 15-54, 20-46 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 340-0. (lb) - Max Horz 63=190(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) 50, 49, 53, 54, 55, 56, 57, 58, 59, 60, 61, 46, 45, 44, 43, 42, 41, 40, 39, 38, 37, 36 except 34=-158(LC 7), 62=2350(LC 1), 63=-962(LC 6), 35=161(LC 16) Max Grav All reactions 250 Ib or less at joint(s) 52, 50, 48, 49, 53, 54, 55, 56, 57, 58, 59, 60, 61, 46, 45, 44, 43, 42, 41, 40, 39, 38, 37, 36, 35, 51 except 34=356(LC 18), 62=691 (LC 6), 63=3353(LC 1), 63=3353(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=329/1014, 34=320/1054, 4-5=-318/1101, 5-6=-303/1096, 6-7=-244/946, 17-18=-26/253,18-19=-30/260,19-20=-33/256, 32-34=-3521156 BOT CHORD 2-67=-936/353, 66-67=936/353, 65-66=-936/353, 64-65=-9361353, 63-64=-9361353 WEBS 7-62=-612/2144, 6-03=-466/142, 7-63=-2714873 NOTES - 1) Wind: ASCE 7-10; Vult=120mph (3 -second gust) Vasd=95mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable and zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 6) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 7) All plates are 1.5x4 MT20 unless otherwise indicated. &nY18AA0a ed at 1-4-0 oc. PR t 2PE u' OREGON 7f16)82 P RENEWS: 12131120 September 18,2019 A WARNING - V.* dadprr pwamews and READ NOTES ON TwAND/NCLUDED M/TFJCREFERENCE PAGE M/F7473 BEV -ORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer. - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the ' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/rPl1 Quality Ctitede, DSB-89 and BCSI1 Buildup Component Befegr tnfomreson available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. theTRtTSSCO. INC. Special Supported Gable The Truss Co., Eugene, OR 97402 ID:QxdLY?zrAJ411tMOHN?GpuyndmK-?IS?JAnY3ZS PX90kkWO73YDjtygMY6xkL4[ NOTES - 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) ` 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. 11) Bearing at joint(s) 50 considers parallel to grain value using ANSlrrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 50, 49, 53, 54, 55, 56, 57, 58, 59, 60, 61, 46, 45, 44, 43, 42, 41, 40, 39, 38, 37, 36 except 0t=1b) 34=158, 62=2350, 63=962, 35=161. 13) This truss has large uplift reaction(s) from gravity load case(s). Proper connection is required to secure truss against upward movement at the bearings. Building designer must provide for uplift reactions indicated. LOAD CASES) Standard A WARNING - VLN* dasW parameters and READ N07ES ON TH/SAND INCLUDED MREKREFERENCEPAGEM1&7473 BEFORE USE. Des' n valid for use onlywith MiTek connectors. This design is based onlyupon parameters shown and is for an individual buildingcomponentonent App; bility of design paramentem and proper Incorporation of component is responsibility of building designer - not buss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing consult ANSVfPl1 Quality CdOada, DS949 and OCSI1 BuBdbg ComponsM SeteV Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. 112974245 A t!CO. INC. 112974246 1 j _ I 1 IJob Reference iaptlona_ The Truss Co., Eugene, OR 97402 8.240 s Jul 14 2019 MiTek Industries, Inc. Wed Sep 18 11:27:05 2019 Page 1 ID:OxdLY7zrAJ4i ItMOHN7GpuyndmK-TxON W WoAgtaG9JzwIDXMb1116Mu4H25takyfzHycPga -2-0-0 8-2-1 16-8-14 23-3-8 25-0-0 33-5-2 42-0-0 44-0-0 2-0-0 8.2.1 8-4.13 6.8.10 1$-8 8-5-2 8-6-14 2-0-0 Scale = 1:79.1 5x8 = 5.00 12 30 11 7 TN J NOTES - 1) Wind: ASCE 7-10; Vult=120mph (3 -second gust) Vasd=95mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; and vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 20=351,12=211. LOAD CASE(S) Standard A WARNING - Vb*dealyn pammetere erd READ NOTES ON 7MSAND INCLUDED M17EK REFERENCE PAGE M/1-7473 BEFORE USE. Design v lid for use only with MTek connectors. This design is based on Nu on parameters show, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery erection and bracingg, consult ANSVTPII Ouallly CdWa, DSB-89 and SCSI1 Building Cornponerd Saf* Inftxme8on available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. RENEWS_ 12131/20 September 18,2019 I thl3:'�tT$$co. INC. 20- 18 17- 9x0 — 2x4 II 3x6 = 4x8 = 3x4 II 3x5 = 6x8 = 8-0-0 12 1§: §'14 23-3-8 DN 33-5-2 42-0-0 8-0-0 2 81-2 6-8-10 10-1-10 8-0-14 Plate Offsets (X,Y)— 3:0-2-8,0-1-12), '10:0-2-0.0-1-121,[13:0-1-12.0-2-01; 115:0-2-12,EAel,[[18:0-2-12,0-1-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.96 Vert(LL) -0.45 13-15 >898 360 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.89 Vert(CT) -0.66 13-15 >612 240 TCDL 8.0 Rep Stress Incr YES WB 0.73 Horz(CT) 0.03 12 n/a n/a BCLL 0.0 Code IRC2015/TPI2014 Matrix -MSH Weight: 232 Ib FT = 20% BCDL 7.0 LUMBER- BRACING - TOP CHORD 2x4 DF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, T3: 2x4 DF 240OF 2.0E except end verticals. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 5-7-6 oc bracing. Except: WEBS 2x4 DF No.2 *Except* 1 Row at midpt 6-15 W1,W3,W4,W8,W10: 2x4 DF Stud 10-0-0 oc bracing: 15-17 MITek recommends that Stabilizers and required cross bracing be installed during truss erection,, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 20=2246/0-5-8 (min. 0-2-6),12=138010-5-8 (min. 0-1-9) Max Horz 20=190(LC 10) Max Uplift 20=351(1-C 10), 12=-211(LC 11) Max Grav 20=2246(LC 1), 12=1477(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=340/1142, 3-4=1013/121, 4-5=-900/149, 5-24=-1295/191, 6-24=-1206/212, 6 -7=1215/243,7 -25=-17541368,8-25=-1930/339,8-9=-1652/231,9-10=1845/214, 10-1 2=-1 4271237 BOT CHORD 2-20=-949/370, 19-20=949Y298,18-19=-949/298, 6-15=-434/116,15-26=-31/1111, 14-26=-01/1111, 14-27=-3111111, 13-27=-01/1111 WEBS 3-20=-2079/407, 3-18=-221/1929, 5-18=-840/169, 15-18=-92/913, 5-15=4/397, 7-15=-112/555,7-13=-212/747,8-13=777/273,10-13=-107/1593 NOTES - 1) Wind: ASCE 7-10; Vult=120mph (3 -second gust) Vasd=95mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; and vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 20=351,12=211. LOAD CASE(S) Standard A WARNING - Vb*dealyn pammetere erd READ NOTES ON 7MSAND INCLUDED M17EK REFERENCE PAGE M/1-7473 BEFORE USE. Design v lid for use only with MTek connectors. This design is based on Nu on parameters show, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery erection and bracingg, consult ANSVTPII Ouallly CdWa, DSB-89 and SCSI1 Building Cornponerd Saf* Inftxme8on available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. RENEWS_ 12131/20 September 18,2019 I thl3:'�tT$$co. INC. Oty77, Breeden Brothers 172974247 3 Job Reference (optional} 8.240 a Jul 14 2019 MiTek Industries, Inc. Wed Sep 18 11:27:08 2019 Page 1 ID:QXdLY7zrAJ4iltMOHN9GpuyndmK-x7ZlkrpobAi7mTY6rx2b8zlvemKB03z1 pOiCVlycPgZ 33-5-2 42-0-0 5x6 = 8.5.2 8.6.14 Scale = 1:72.9 2x4 II 3x6 = 45 = 3x8 = 3x6 = 3x5 — 3x4 II 3x5 = 8-0-01 16-6-14 25.0-0 33.5.2 8-0-0 8.8.14 8-5-2 85-2 8-0-14 Plate Offsets (X,Y)-- [3:0-2-8,0-1-12], [9:0-2-4,0-1-121, I11:a1-12,0-1-8i, (14:0-1-12,0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Icc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.97 Ver (LL) -0.12 13-14 >999 360 MT20 2201195 (Roof Snow=25.0) Lumber DOL 1.1 S BC 0.51 Vert(CT) -0.20 10-11 >999 240 TCDL 8.0 Rep Stress Incr YES WB 0.56 Horz(CT) 0.02 10 n/a n/a BCLL BCDL 0.0 Code IRC2015/TPI2014 Matrix -MSH Weight: 215 Ib FT = 20% LUMBER - cuss TOP CHORD use ype 42315 PJ10 A03 BOT CHORD COMMON The Truss Co., Eugene, OR 97402 2-0-0 1 8.2.1 18-6.14 _ 25-0-0 2.0-0 8-2-1 8-4-13 8-5-2 Oty77, Breeden Brothers 172974247 3 Job Reference (optional} 8.240 a Jul 14 2019 MiTek Industries, Inc. Wed Sep 18 11:27:08 2019 Page 1 ID:QXdLY7zrAJ4iltMOHN9GpuyndmK-x7ZlkrpobAi7mTY6rx2b8zlvemKB03z1 pOiCVlycPgZ 33-5-2 42-0-0 5x6 = 8.5.2 8.6.14 Scale = 1:72.9 2x4 II 3x6 = 45 = 3x8 = 3x6 = 3x5 — 3x4 II 3x5 = 8-0-01 16-6-14 25.0-0 33.5.2 8-0-0 8.8.14 8-5-2 85-2 8-0-14 Plate Offsets (X,Y)-- [3:0-2-8,0-1-12], [9:0-2-4,0-1-121, I11:a1-12,0-1-8i, (14:0-1-12,0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Icc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.97 Ver (LL) -0.12 13-14 >999 360 MT20 2201195 (Roof Snow=25.0) Lumber DOL 1.1 S BC 0.51 Vert(CT) -0.20 10-11 >999 240 TCDL 8.0 Rep Stress Incr YES WB 0.56 Horz(CT) 0.02 10 n/a n/a BCLL BCDL 0.0 Code IRC2015/TPI2014 Matrix -MSH Weight: 215 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF No.1&Btr *Except* T1,T4: 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 *Except' W1,W3,W9,W7: 2x4 DF Stud REACTIONS. (Ib/slze) 16=224710-5-8 (min. 0-2-6), 10=1234105-8 (min. 0-1-8) Max Horz 16=180(LC 14) Max Uplift 16=-352(LC 10), 10=-173(LC 11) Max Grav 16=2247(LC 1), 10=1330(LC 18) BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-5-3 oc bracing. WEBS 1 Row at midpt 5-13,7-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-34211151,3-4=-1057/124, 4-5=-9221152,5-20=-11231196,6-20=-1014i224, 6-21=1057/204,7-21=-1237/176,7-8=-1311/199,8-9=-15031181, 9-10=-12761202 BOT CHORD 2-16=960/372, 1 5-1 6=-9 6013 0 9, 14-15=960/309, 14-22=-1001890, 13-22=-100/890, 12-13=-158/1313,12-23=15811313,11-23=-158/1313 WEBS 3-16=2080/407, 3-14=-233/1979, 5-14=-647/172, 6-13=-35/385, 7-13=-437/163, 9-11=113611370,7-11=-396/130 NOTES - 1) Wind: ASCE 7-10; Vult=120mph (3 -second gust) Vasd=95mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. 11; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; and vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-0-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 16=352,10=173. LOAD CASE(S) Standard RENEWS: 12131/20 September 18,2019 A WARNING- VerllydeelpnparamerersardREADNOTWON 71HISANDINCLUDEDMI7EKREFERENCEPAGEMlF7079 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. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, LL, erection and bracing, consult ANSVTPII Quality Criteria. DSB-N and BCS11 Building CornporeM 7* p Safety lJor netlan available from Truss Plate Institute, 583 D'Onofric Drive, Madison, WI 53719. ll -CO. INC. Job Truss Truss Type Qty Ply (Breeden Brothers J1042315 A04GE GABLE 1 1 8.5.2 _ 8-5-2 8-6-14 Plate Offsets (X,Y)— [2:0-0-4,0-2-4], [2:0-2-5,Edge], [3:0-5-0,0-1-4], [4:0-5-0,0-1-4], [5:05-0,0-1-4], [6:0-5-0,0-1-4], Job Reference o tions The Truss Co., Eugene, OR 97402 8.300 s Mar 22 2019 MiTek Industries, Inc. Wed Sep 18 14:41:34 2019 Page 1 ID:QxdLY?zrAJ411tMOH N?GpuyndmK-RIPeyGEn7KAB 1 MOeusSZg5lJgZyQq U EEVtFck5ycL31 9-1-12 16-6-14 25-0-0 1 33-5-2 42-0.0 2-0-0 9-1-12 7-5-2 8-5-2 8-5-2 B-6-14 5.00 12 6x6 = 10 3x6 11 3x6 11 t 31 II 3x6 11 7 3-24 6 3x5 5 4 3 2 4 �I1 _ o - 24 23 22 21 20 19 18 30 77 16 31 15 14 5x5 = 1.5x4 II 1.5x4 II 1.5x4 II 3x6 = 4x4 = 3x5 = 1.5x4 II 3x5 = 3x8 = 3x8 = 3x5 = 3x4 11 Scale = 1:80.4 REACTIONS. (Iblsize) 14=1265/0-5-8 (min. 0-1-B),21=221510-5-8 (min. 0-2-6) Max Horz 21=180(LC 14) 8-0-0 8- 12 16-6-14 25-0-0 33-5-2 42-0-0 8-0-0 0- - 2 8-4.2 8.5.2 _ 8-5-2 8-6-14 Plate Offsets (X,Y)— [2:0-0-4,0-2-4], [2:0-2-5,Edge], [3:0-5-0,0-1-4], [4:0-5-0,0-1-4], [5:05-0,0-1-4], [6:0-5-0,0-1-4], [7:0.4-2,0-6-8], [13:0 2-4,0-1-121,[15:0-1-12.0-1-8], 11-29=-1274/180, 11-12=-1338/201,12-13=-1531/183,13-14=-1297/204 [18:0-1-12,0-1-121 BOT CHORD 2-24=-9671367, 23-24=-967/367, 22-23=-967/367, 21-22=-9671367, 20-21=-442/252, 19 -20= -4421254,18 -19=-442/254,18-30=-119/993,17-30=-119/993,16-17=-160/1338, 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 0.98 Vert(LL) -0.12 15-17 >999 360 MT20 2201195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.51 Vert(CT) -0.20 14-15 >999 240 TCDL 8.0 Rep Stress Incr YES WB 0.48 Harz(CT) 0.03 14 n/a n/a BCLL 0,0 i Code IRC2015ITP12014 Matrix -MSH 4) Unbalanced snow loads have been considered for this design. Weight: 241 Ib FT = 20% BCDL non -concurrent with other live loads. OREGON 6) Gable studs spaced at 1-4-0 oc. LUMBER- 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. r BRACING - P� TOP CHORD 2x4 DF No.2 *Except* 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 175 Ib uplift at joint 14 and 347 Ib uplift at TOP CHORD Structural wood sheathing directly applied, except end verticals. RENEWS: 12/31/20 8-10,10-12: 2x4 DF No.i&Btr September 18,2019 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2x4 OF No.2 WEBS 1 Row at micipt 9-17,11-17 WEBS 2x4 DF No.2 `Except' Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown F97ek recommends that Stabilizers and required cross bracing 13-14,7-21,11-15,9-18: 2x4 DF Stud be installed during truss erection, in accordance with Stabilizer I OTHERS 2x4 DF Stud Installation guide. REACTIONS. (Iblsize) 14=1265/0-5-8 (min. 0-1-B),21=221510-5-8 (min. 0-2-6) Max Horz 21=180(LC 14) Max Uplift 14=175(1_C 11), 21=-347(LC 10) Max Grav 14=1352(LC 18), 21=2215(LC 1) FORCES. (Ib) -Max. CompdMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-339/1048, 3-4=-332/1084, 4-5=-330/1126, 5-6=-321/1147, 6-7=-276/981, 7-8=-1 182/137, 8-9=-1009/159, 9-28=1177/206, 10-28=-1061/227, 10-29=-10941208, 11-29=-1274/180, 11-12=-1338/201,12-13=-1531/183,13-14=-1297/204 BOT CHORD 2-24=-9671367, 23-24=-967/367, 22-23=-967/367, 21-22=-9671367, 20-21=-442/252, 19 -20= -4421254,18 -19=-442/254,18-30=-119/993,17-30=-119/993,16-17=-160/1338, 16-31=-160/1338,15-31=-160/1338 WEBS 6-21=-538/105, 7-21=-1661/224, 10-17=-361410, 11-15=-4061131, 9-18=-551/154, 11-17=-425/162, 13-15=-138/1398, 7-18=-199/1556 NOTES - 1) Wind: ASCE 7-10; Vult=120mph (3 -second gust) Vasd=95mph; TCOL=4.Spsf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for loads in the the truss For to to the face), Standard Industry S� t 1 wind plane of only. studs exposed wind (normal see Gable End Details as applicable, or consult building designer as per ANSI/TPI 1. �G Ae {Sr qualified �' 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 8 PE 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. OREGON 6) Gable studs spaced at 1-4-0 oc. 7!16!82 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. r 8) ' 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 P� will ft between the bottom chard and any other members, with BCDL = 7.Opsf. • • " 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 175 Ib uplift at joint 14 and 347 Ib uplift at joint 21. RENEWS: 12/31/20 10) This truss is designed in accordance with the 2015 International Residential Cade sections R502.11.1 and R802.10.2 and September 18,2019 referenced standard ANSI/TPI 1. WARN/NG. v.*desb'rn pw mai srs and READ NOTES oN THISAND INCLUDED wn-EKREPERENOEPAGE M/F7473 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. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilliry of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIRPII Quality criteria, DSB-89 and BCSI1 BuildingComporsarit 1L, rf+1f INC. Satiap� WonnaBort available tram Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. LlLe i BgUSSCO. Jab Truss Type aty y8reedan Brothers 25.0 Plate Grip DOL 1.15 TC 0.86 (Roof Snow=25.0) Lumber DOL 1.15 112974249 J1042315 A05 ITruss Common 3 1 BCLL 0.0 Code IRC2015rrP12014 Matrix -MSH BCDL Job Reference (optional) i no i was ao., cug.n., un . eine raga , ID:OXdLY?zrAJ4iltMOHN?GpuyndmK-u W hV8Xg27oyrOniVzM53DONHpZOBUOmJGiBJabycPgX -2-0-0 8-G-14 17.0-0 25-5-2 34-0-0 2-0-0 8-6-14 8-5-2 8-5-2 8-0-14 4x6 = 5.00 r12 16 15 to 14 13 �z 11 10 9 3x4 II 3x4 — 3x8 = 3x8 — 1.5x4 // 3x4 = 3x4 II 3x6 = Plate Offsets (X,Y)-- [2:0-1-0,0-1-12], [5:0-0-0,0-2-4], [6:0-4-0,0-1-12j, [8:0 -1 -0,0 -1 - LOADING (psf) SPACING- 2-0-0 CSI. TCLL 25.0 Plate Grip DOL 1.15 TC 0.86 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.48 TCDL 8.0 Rep Stress Incr YES WS 0.35 BCLL 0.0 Code IRC2015rrP12014 Matrix -MSH BCDL 7.0 TOP CHORD LUMBER - except end verticals. TOP CHORD 2x4 DF No.1&Btr *Except* WEBS 1 Row at midpt 4-13, 6-11, 5-13 T1,T4: 2x4 DF No.2 MiTek recommends that Stabilizers and required cross bracing BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 *Except* W3,W1,W10,W8: 2x4 DF Stud Scale = 1:71.4 •10 3-11-10 8-6-14 1:0-2-0,0-0-8] DEFL. in (loc) /deft Ud PLATES GRIP Vert(LL) -0.12 9-10 >999 360 MT20 220/195 Vert(CT) -0.21 9-10 >713 240 Horz(CT) 0.01 9 n/a n/a Weight: 203 Ib FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-1 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 4-13, 6-11, 5-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 16=1056/0-5.8 (min. 0-1-8), 11 =1 18510-5-8 (min. 0-1-8), 9=5971Mechanical Max Horz 16=108(LC 9) Max Uplift 16=173(LC 10), 11=-161(LC 11), 9=-75(LC 11) Max Grav 16=1091(LC 17), 11=1185(LC 1), 9=620(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-9761135, 3-4=783/152, 4-17=-587/110, 5-17=-442/138, 5-18=-4271159, 6-18=-549/131, 6-7=-369172, 7-8=-562/53, 2-16=-1039/202, 8-9=-564/106 BOT CHORD 15-19=-1 1 7181 5, 14-19=-! 1 7181 5, 13-14=-117/815, 12-13=-2671108, 11-12=267/108, 10-11=-41/441 WEBS 2-15=-60/838,4-13=-5281182,6-13=-111/878,6-11=-13161198, 8-10=-9/425 NOTES - 1) Wind: ASCE 7-10; Vult=120mph (3 -second gust) Vasd=95mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=-25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-0-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.Opsf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 9 except Qt=lb) 16=173,111=161. LOAD CASE(S) Standard A WARNING -v.* deamrr parameters and READ NOTES ON TwBAND INOLUDED M/TEKREFERENCEPAGEM/F7473 BEFORE USE. Desi n valid for use onl with MiTek connectors. This design is based only upon parameters shown and is for an individual building com anent. 9 Y g Y P Pa 9 P Applicability of design paramenters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIRPI7 Quality CdOade, DSB49 and BCS11 Building Comporar8 Safety Inforrrwdcn available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. " OAEGON 7116182 RENEWS: 12131/20 September 18,2019 A tilt?TiiiSSCO. INC. The Truss Co., Eugene, OR 97402 2-0-0 cuss Type Qty Ply Breeden Brothers 112974250 GABLE 1 1 Jab Reference {o;rticnal 8.240 s Jul 14 2019 MiTek Industries, Inc. Wed Sep 18 11:27:09 2019 Page 1 ID:QxdLY?zrAJ4iItMOHN?GpuyndmK-MiFuMlrhu54idxH hX3clmbwRkzNADT3TVMws62ycPg W 12-6-14 I 27-0-0 29-5-2 12-6-14 8-5-2 8-5-2 8.6-14 5x5 = Scale = 1:74.1 5.00 12 9 NOTES - 1) Wind: ASCE 7-10; Vult=120mph (3 -second gust) Vasd=95mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) 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. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable studs spaced at 1-4-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * 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, with BCDL = 7.Opsf. 10) Refer to girder(s) for truss to truss connections. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 13, 22, 23 except ContA1T—&(?niQ7e, j0=209, 21=461, 15=164. A WARNING - Verlydeafgin paremerera and READ AI07ES ON 7H/SAND INCLUDEDMI7scREFERENCEPAGEMII-7479 BEFORE IJSE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown and is for an individual building component 9 Y g Y P P 9 P Applicability of design paramenters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery erection and bracing, consult ANSVTP11 Qmft Criteria, DSB-89 and ll Building Component 3e lety bdarmadon available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. RENEWS: 12131/20 September 18,2019 A CO. INC. 3x42 26 7x8 8 10 5x10 � �-, 4x8 C 11 l�:tiWg5, 4x5 587 W / 12 3x4 11 4 `.t 2 r 1 ql yry-1 S I 10 I t Y m 24 2322 21 20 19 16 27 17 16 16 14 13 3x4 II 3x8 3x8 = 3x4 = 3x4 II 3x4 = 3x6 = 4-2-0 12-6-14 25-2-12 295-2 38-0-0 " 4-2-0 8-4-14 12-7.14 4-2.6 8.6-14 Plate Offsets (X Y)-- [7:0-0-12,0-1-121,17:0-3-8,0-3-01, [9:0-2-8,Edae], 110:0-4-0,0-1-121, [12:0.2-0,0-1-8L [15:0-2-0,0-0-8t 119:0-1-12,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) IIden L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.92 Vert(LL) -0.12 13-14 >999 360 MT20 220/195 (Roof Snow --25.0) Lumber DOL 1.15 BC 0.43 Vert(CT) -0.21 13-14 >714 240 TCDL 8.0 Rep Stress Incr YES WB 0.35 Horz(CT) 0.01 13 n/a n/a BCDL 0.0 Code IRC2015/TP12014 Matrix -MSH Weight: 226 Ib FT = 20% BCDL 7.0 LUMBER- BRACING - TOP CHORD 2x4 OF No. 1&Btr *Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, T1,T4: 2x4 OF No.2 except end verticals. BOT CHORD 2x4 OF No.2 BOT CHCRD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 OF No.2 *Except* WEBS 1 Row at midpt 8-17, 9-17, 10-15 W2,W4,W1,W1 1,W9:2x4 OF Stud MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 OF Stud be installed during truss erection, in accordance with Stabilizer Installation nide. REACTIONS. All bearings 4-5-8 except Qt=length) 13=Mechanical, 15=0-5-8. (lb) - Max Horz 24=115(LC 9) Max Uplift All uplift 100 Ib or less at joint(s) 13, 22, 23 except 24=117(LC 6), 20=-209(LC 10), 21=-461(LC 5), 15=164(LC 11) Max Grav All reactions 250 Ib or less at joint(s) 21, 22, 23 except 24=285(LC 17), 20=1554(LC 1), 20=1554(LC 1), 13=632(LC 18), 15=1176(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 6-7=-9451136, 7-8=-936/166, 8-25=-5791112, 9-25=-4341140, 9-26=417/162, 10 -26= -544/134,10 -11=412/71,11-12=-580/53,2-24=-292/125,12-13=-575/105 BOT CHORD 18-19=-1 291786, 18-27=-129/786, 17-27=-129/786, 16-17=-2661110, 15-16=266/110, 14-15=-40/459 WEBS 6-20=-1287/347, 6-19=33/876, 8-17=-499/193, 10-17=-1 171867, 12-14=-91447, 10-15=-1307/200 NOTES - 1) Wind: ASCE 7-10; Vult=120mph (3 -second gust) Vasd=95mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) 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. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable studs spaced at 1-4-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * 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, with BCDL = 7.Opsf. 10) Refer to girder(s) for truss to truss connections. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 13, 22, 23 except ContA1T—&(?niQ7e, j0=209, 21=461, 15=164. A WARNING - Verlydeafgin paremerera and READ AI07ES ON 7H/SAND INCLUDEDMI7scREFERENCEPAGEMII-7479 BEFORE IJSE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown and is for an individual building component 9 Y g Y P P 9 P Applicability of design paramenters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery erection and bracing, consult ANSVTP11 Qmft Criteria, DSB-89 and ll Building Component 3e lety bdarmadon available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. RENEWS: 12131/20 September 18,2019 A CO. INC. The Truss Co., Eugene, CR 97402 LOAD CASE(S) Standard uromers 112974250 8.240 s Jul 14 2019 MTek Industries, Inc. Wed Sep 18 11:27:09 2019 Page 2 I D:QxdLY?2rAJ4iltMOHN?GpuyndmK-MiFu Mtrhu54idxHhX3clmbwRkzNADT9TVMws62ycPgW A WARNING -Vadfy deslyn parameters and READ NOTES ON THISAND INCLUDED MITEKREFERENCE PAGEMM-7473 BEFORE USE Design valid for use on with MiTek connectors. This design is based only upon parameters shown and is for an individual building component 9 N 9 Y P P 9 P Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. gracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTPII Quality Criteria, DSB49 and SCS11 Building Component Safety lnkimadon available from Truss Plate Institute, 583 D' nofrlc Drive, Madison, WI 53719. A t;CO. INC. Job cuss Truss Type Qty Ply Breeden Brothers 112974251 J1042315 A07 Common 7 1 _ I Job Reference (optional} The Truss Co., Eugene, OR 97402 8.240 s Jul 14 2019 MiTek Industries, Inc. Wed Sep 18 11:27:10 2019 Page 1 I D:Qxd LY?zrAJ4i ItMOH N?Gp uynd m K-gvpGZDsJfPCZF4ru4n7Xl pTcCIN iZyv_ckOgOfUycPg V -2-0-0 4-1-12 12-6-14 21-0-0 29.5-2 38.0-0 2-0.0 4-1.12 8-5-2 882 8-5-2 8-6-14 5x5 = e— 17,1-'- 6 18 17 16 10 21 14 1a 12 11 10 3x4 II 3x5 = 3x4 = 3x6 = 300 = 2x4 3x4 = 3x4 II 3x8 = Scale = 1:74.1 4-1-12 12.6-14 21-0-0 25-5-8 F 29-5-2 38-0-0 11-12 8.5-2 8.5.2 4-5-8 3-1.1-10 _ 8-6-14 Plate Offsets .X,Y)-- i2:0-2-4,0-2-01, [6:0-2-8,Edge1,17:0 4-0,0-1-8], [9:0-2-0,0-1 8], ]14:0-2-12,0-1-8L I17:0 -2-4,0-1-8L LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TO 0.92 Vert(LL) -0.12 10-11 >999 360 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.48 Vert(CT) -0.21 10-11 >708 240 TCDL 8.0 Rep Stress Incr YES WS 0.43 Horz(CT) 0.02 10 n/a n/a BCLL 0.0 Cade IRC2015/TP12014 Matrix -MSH Weight: 222 Ib FT = 20% BCDL 7.0 LUMBER- BRACING - TOP CHORD 2x4 DF No. 1&Btr *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, T1,T4: 2x4 OF No.2 except end verticals. BOT CHORD 2x4 OF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 OF No.2 *Except* WEBS 1 Row at midpt 3-16, 5-14, 7-12, 6-14 W3,W5,W1,W2,W12,W10: 2x4 OF Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation juide. REACTIONS. (lblsize) 18=117110-5-8 (min. 0-1-8), 12=1459/0-5-8 (min. 0-1-9), 10=528/Mechanical Max Herz 18=115(LC 7) Max Uplift 18=-193(LC 10), 12=-169(LC 11), 10=-73(LC 11) Max Grav 18=1201(LC 17), 12=1459(LC 1), 10=586(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1206/184, 3-4=1259/179, 4-5=-1067/202, 5-19=593/108, 6-1 9=44,8/136, 6-20=430/157, 7-20=-552/130, 7-8=-327/68, B-9=-521/50, 2-18=-1185/200, 9-1 0=-529/103 BOT CHORD 16-17=-243/1077, 15-16=-163/1079,15-21=-16311079, 14-21=-163/1079, 13-14=-5081155, 12-13=-508/155,11-12=-37/405 WEBS 3-17=-399/124, 5-16=0/324, 5-14=-862/243, 7-14=-171/1198, 7-12=-1 626Y207, 2-17=-1 5811213, 9-11=-5/388 NOTES - 1) Wind: ASCE 7-10; Vult=120mph (3 -second gust) Vasd=95mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. 11; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TOLL: ASCE 7-10; Pf=26.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. PH 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs t non -concurrent with other live loads. i 'k-� 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 an the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide y E will fit between the bottom chord and any other members, with BCDL = 7.Opsf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 10 except Qt=1b) OREGON 18=193,12=169. 7116182 LOAD CASE(S) Standard, 0f1��/ RENEWS: 12/31/20 September 18,2019 A WARNING- v&*dedyn peramalem and READ No7w ON 7HISAND /NCLUDED MITFXREFERENCE PAGEM/L7473 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 J/♦F�{rwJ,��, Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsihillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTPII Ouallly Criteria, DSB49 and BCSI1 Building Component Set* Information available tram Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. theTRUS ;CCl. INC. rJ10 42315 2-0-0 6 3x4 I I gTy��S 2 �Sy1 5.00 12 18 7� 15 13 12 11 5x5 9 10 7 Qty y Breedon Brothers � � 112974252 7 � Job Reference optional) 8.240 s Jul 14 2019 MiTek Industries, Inc. Wed Sep 18 11:27:12 2019 Page 1 I D:QxdLY?zrAJ4i ItMOHN?GpuyndmK-mHxO_vtZBOSH UO?GCC9?OEY6kATGQuavBK9XjNycPgT 42-0-0 21-0-0 Scale = 1:72.9 5x5 = 17 18 19 20 21 22 23 24 25 26 27 28 5x5 t 6 7 29 16: 19 30 31 0 S 1 Si 2 32 3x4 3 5724 S 25 S 26 S127 'B` 5tS13 34 S ST!9 ST:!0 f 'JV7 -lel 104� 415 69 68 67 66 65 64 63 52 61 60 59 58 57 56 55 54 53 52 51 50 49 48 47 4645 44 43 42 41 40 39 38 37 W 35 3x4 II 3x6 = 3x6 = 3x4 I 0 N 42-0-0 Plate Offsets ::X,Y:--_1:0-2-8,0-3-02,[29:0-2-8 0-3-01_ LOADING (psf) T SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.29 Vert(LL) 0.02 1 1 120 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.08 Vert(CT) -0.00 2 n/r 90 TCDL 8.0 Rep Stress Incr YES WB 0.11 Horz(CT) 0.00 35 n/a n/a BCLL 0.0 * Code IRC20151TP12014 Matrix -R Weight: 375 Ib FT = 20 BCDL 7.0 LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, BOT CHORD 2x4 DF No.2 except end verticals. WEBS 2x4 DF Stud BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 DF Stud *Except* WEBS 1 Raw at midpt 18-52, 17-53, 16-54, 15-55, 14-57, 19-51, ST16,ST15,ST14,ST13,ST12,ST11,ST17,ST18,ST19,ST20,ST21: 2x4 20-50, 21-49, 22-47 DF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 42-0-0. (lb) - Max Horz 69=100(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) 53, 54, 55, 57, 58, 59, 60, 61, 62, 63, 64, 65, 66, 67, 51, 50, 49, 47, 46, 45, 44, 43, 42, 41, 40, 39, 38, 37 except 69=-141(LC 11), 35=-128(LC 14), 68=-173(LC 22), 36=-161(LC 11) Max Grav All reactions 250 Ib or less at joint(s) 35, 52, 53, 54, 55, 57, 58, 59, 60, 61, 62, 63, 64, 65, 66, 67, 68, 51, 50, 49, 47, 46, 45, 44, 43, 42, 41, 40, 39, 38, 37, 36 except 69=335(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All farces 250 (Ib) or less except when shown. TOP CHORD 2-69=-323/107 NOTES - 1) Wind: ASCE 7-10; Vult=120mph (3 -second gust) Vasd=95mph; TCDL=4.Spsf; BCDL=4.2psf, h=25ft; Cat. 11; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) 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 ed building designer as per A 1. PR .; Ct=1 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 w); C r 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 4. <V Q 2 E r 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). +' 9) Gable studs spaced at 1-4-0 oc. t� OREGON 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7116182 11) * 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 s / f will fit between the bottom chord and any other members. L*. P��0� 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 53, 54, 55, 57, 58, 59, 60, 61, 62, 63, 64, 65, 66, 67, 51, 50, 49, 47, 46, 45, 44, 43, 42, 41, 40, 39, 38, 37 except Ot=lb) 69=141, 35=128, 68=173, RENEWS: 12/31/20 COntAU5161 page 2 September 18,2019 A WARN/ND - VA* dim" parameleta and READ NOTES ON 7HISAND INCLUDED MITFXREFERENCEPAGE MX7473BEFORE USE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporatlen of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding AA fabrication, quality control, storage, delivery, erection and bracing, consult A145VTPII Quality Crimde, D58-89 and 190511 BulldIng Component rwef7� ♦L,rmation ZNC Salmy InPoavailable from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. floe i,cKwSS�O. Supported Gable The Truss Co., Eugene, OR 97402 LOAD CASE(S) Standard ID:QxdL Brothers s Jul 14 2019 MiTek Industries, Inc. Wed Sep 18 11:27:13 112974252 A WARNING - Verily death pararrrefera and READ NOTES ON 7HISAND INCLUDED MITEKREFERENCE PAGEMII-7473 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. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilliry of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTPI1 quality Cdtede, DSS -89 and SCSIII Buildtp Component Sdetp pdormadon available from Truss Plate Institute, 593 D'Onofrio Drive, Madison, WI 53719. CO. INC. -2.0-0 17-9.9 _ 26.8.12 32-5-8 33-9.8 2 M 17-9-9 8-11-3 5-8-12 1-4-0 5x6 = Scale = 1:71.8 16 17 15 6.50 12 14 18 3x4 11 13 19 22 1 „48 23 4X4 = 10 3x1ii II 9 ,T•5 8 25 3x6 8 5 7 26 3x8 4 12 :1; .: j50 STrD Si -4 ` 44 3HT1 s6r ll, 4 s s s :x10 I S-,r....l tAl6 27 28 x4 I S 49 S I`r f2 S S .47 a TN 3_x8 = 30 3x4 11 l S� 4x8 = 3X4 11 3x4 = 3.4 11 48 45 44 43 42 41 40 39 38 37 36 35 34 33 32 5x5 = 17-9-9 _ 1 22-0-026-8-12 32-5-8 17.9-9 4-2.7 4.8-12 5-8-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.30 Vert(LL) -0.02 29-30 >999 360 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.20 Vert(CT) -0.03 29-30 >999 240 TCDL8.0 BCLL * Rep Stress Incr 0.0 YES WB 0.13 Horz(CT) 0.00 29 We n/a BCDL Code IRC2015/TPI2014 7.0 — Matrix -MSH Weight: 285 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 OF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 OF No.2 except end verticals. WEBS 2x4 OF Stud *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: W2,W4: 2x4 OF No.2 10-0-0 oc bracing: 32-33. OTHERS 2x4 OF Stud *Except* 6.0-0 oc bracing: 31-32 ST12,ST11,ST10,ST9: 2x4 OF No.2 WEBS 1 Row at midpt 16-33,15-34,14-35 JOINTS 1 Brace at Jt(s): 48, 50, 21 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 22-0-0 except Qt=length) 29=0-5-8. (lb) - Max Horz 46=190(LC 7) Max Uplift All uplift 100 Ib or less at joint(s) 46, 34, 35, 36, 37, 38, 39, 40, 41, 42, 43, 44, 45 except 32=-114(LC 11), 29=-100(LC 11) Max Grav All reactions 250 Ib or less at joint(s) 34, 35, 36, 37, 38, 39, 40, 41, 42, 43, 44, 45 except 46=269(LC 17), 32=625(LC 18), 32=623(LC 1), 29=485(LC 18), 33=277(LC 22) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 26-27=-386/80, 27-29=-448/120,20-21=-385/130,21-24=-371/122,24-25=-349/112 BOT CHORD 31-32=-600/129, 20-31=-510/207 WEBS 20-30=-92/279 NOTES - 1) Wind: ASCE 7-10; Vult=120mph (3 -second gust) Vasd=95mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; li (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) 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. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable studs spaced at 1-4-0 cc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * 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. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 46, 34, 35, 36, Cont�t�le� Rt age' g1, 42, 43, 44, 45 except (jt=lb) 32=114, 29=100. RENEWS: 12/31/20 September 18,2019 WARNING. v ry de.4m pemmeEera and READ No7ES ON 7141SAND INCLUDED MREKREFERENCE PAGE miA.7473 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. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTP11 Ouality criteria, DSB-89 and SCS11 Building Component Safety Informeton available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. t112'�' iiSr ;CO. INC. J1042315 �-'Uaa 1GE The Truss Co., Eugene, OR 97402 erotners 112974253 Job Reference (optional) 8.240 s Jul 14 2019 MTek Industries, Inc. Wed Sep 18 11:27:15 2019 Page 2 ID:QxdLY?zrAJ4iltMO HN?GpuyndmK-AscgcwvRUxgrLskrtKi?sAduOTAdOwLtl N BKhyePgQ NOTES - 11) Graphical pudin representation does not depict the size or the orientation of the purlin along the top andlor bottom chord. LOAD CASE(S) Standard A WARNING- Vo*dsv& pwamefav end READ NOTES ON THisAND imuw D mrrEKREFERENCE PAGEmo-7473 BEFORE US✓=. Design valid for use only with M!7ek connectors. This design is based only upon parameters shown, and is for an individual building component Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, wnsult ANSVfPl1 Oualfy Criteria, DSB419 and BCS11 Building Component Safety Infarntallon available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. A thCO. INC, Job Truss Fruss I yps Qty yBreeden Brothers Structural wood sheathing directly applied or 5-6-4 oc purlins, except end verticals. 7-6.5 112974254 J1042315 B2 ROOF SPECIAL 2 1 7-6-5 I be installed during truss erection, in accordance with Stabllizer 10-3-3 Job Reference {Optional} The Truss Co., Eugene, OR 97402 -2.0.0 6-1-8 11-11- 10-09 I 8-1-8 !— 5 -{ — ti.24U a JUI l4 d.uis MI I BN Inausines, mc. wec bep its i t:2ria tui 9 rage t ID:QxdLY?zrAJ4iItMOHN?GpuyndmK-f3AXgGw4FFyiz?Ji R1 ExY4ik6a1 MWIV6y7ks8ycPgP 17-9-9 22-0-0 V:04 32-5-8 33-9-8 5.10.0 4.2.7 5-0, 5-5-4 1-4-0 5x6 = Scale = 1:68.7 BCLL 0.0 Code IRC2015ITP12014 Matrix -MSH BCDL 7.0 LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF Stud *Except* W4,W5,W6,W8: 2x4 DF No.2 Weight: 200 Ib FT = 20% 3x6 = 3x8 = Structural wood sheathing directly applied or 5-6-4 oc purlins, except end verticals. 7-6.5 Rigid ceiling directly applied or 6-M oc bracing. Except: 17.9.9 22 "o 27-0-4 32-5-8 . 7-6-5 I be installed during truss erection, in accordance with Stabllizer 10-3-3 4-2-7 5-0-4 55-4 Plate Offsets MY)— 14:0-1-12,0-1-41, [6:0-1-12,0-2-121, 8:0-1-12 0-1-Sj, [10:0-2-0,0-1-81, [14:0-2-12,0-2-0)..[20:0-1-12,0-1-8] LOADING (psf) SPACING- 2-M CSI. DEFL. in (Ioc) I/defl L/d PLATES GRIP TCLL 25.0 plate Grip DOL 1.15 TC 0.52 Vert(LL) 0.32 17-18 >813 360 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.67 Vert(CT) -0.46 17-18 >558 240 TCDL 8.0 * Rep Stress Incr YES WB 0.80 Horz(CT) 0.02 16 n/a n/a BCLL 0.0 Code IRC2015ITP12014 Matrix -MSH BCDL 7.0 LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF Stud *Except* W4,W5,W6,W8: 2x4 DF No.2 REACTIONS. (Ib/size) 16=1490/0-5-8 (min. 0-1-9), 12=385/0-5-8 (min. 0-1-8), 20=942/0-5-8 (min. 0-1-8) Max Horz 20=190(LC 7) Max Uplift 16=171(LC 10), 12=-76(LC 11), 20=-155(LC 10) Max Grav 16=1490(LC 1), 12=427(LC 18), 20=986(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=305/112, 4-5=-1054/204, 5-21=-374/105, 6-7=0/297, 7-22=0/309, 9-10=304/38, 2-20=4471161, 10-12=-393/95 BOT CHORD 19-20=-215/974,18.19=-215/974,18-23=-1061631, 23-24=-1061631, 17-24=-1061631, 14-16=-1487/171, 7-14=4631158 WEBS 4-18=-259/168, 5-18=-871509,5-17=-6611232,6-17=-1211596, 14-17=0/318, 6-14=-9491135, B-14=-417/136,4-20=-914/32 NOTES - 1) Wind: ASCE 7-10; Vult=120mph (3 -second gust) Vasd=95mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) All plates are 3x4 MT20 unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 12 except Qt=lb) 16=171,20=165. LOAD CASE(S) Standard A WARNING-va* dsslin pararretars and READ Asti ON 7H6AND wauDED wrs-wREFERENCEPAGE U11-7479 aEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters rs sh wn, and is for an individual buildingcomponentonent Applability of design paramenters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown is or lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consuh ANSUTPH Quell y Cdbris. DSB89 and BCSI7 Building Comptmard Safety Infarutation available from Truss Plate Institute, 583 D'Onof. Drive, Madison, WI 53719. RENEWS: 12131/20 September 18,2019 A theTRUSSc0. INC. Weight: 200 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-6-4 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-M oc bracing. Except: 5-2-0 oc bracing: 14-16 WEBS 1 Row at midpt 5-17.6-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabllizer Installation guide. REACTIONS. (Ib/size) 16=1490/0-5-8 (min. 0-1-9), 12=385/0-5-8 (min. 0-1-8), 20=942/0-5-8 (min. 0-1-8) Max Horz 20=190(LC 7) Max Uplift 16=171(LC 10), 12=-76(LC 11), 20=-155(LC 10) Max Grav 16=1490(LC 1), 12=427(LC 18), 20=986(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=305/112, 4-5=-1054/204, 5-21=-374/105, 6-7=0/297, 7-22=0/309, 9-10=304/38, 2-20=4471161, 10-12=-393/95 BOT CHORD 19-20=-215/974,18.19=-215/974,18-23=-1061631, 23-24=-1061631, 17-24=-1061631, 14-16=-1487/171, 7-14=4631158 WEBS 4-18=-259/168, 5-18=-871509,5-17=-6611232,6-17=-1211596, 14-17=0/318, 6-14=-9491135, B-14=-417/136,4-20=-914/32 NOTES - 1) Wind: ASCE 7-10; Vult=120mph (3 -second gust) Vasd=95mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) All plates are 3x4 MT20 unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 12 except Qt=lb) 16=171,20=165. LOAD CASE(S) Standard A WARNING-va* dsslin pararretars and READ Asti ON 7H6AND wauDED wrs-wREFERENCEPAGE U11-7479 aEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters rs sh wn, and is for an individual buildingcomponentonent Applability of design paramenters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown is or lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consuh ANSUTPH Quell y Cdbris. DSB89 and BCSI7 Building Comptmard Safety Infarutation available from Truss Plate Institute, 583 D'Onof. Drive, Madison, WI 53719. RENEWS: 12131/20 September 18,2019 A theTRUSSc0. INC. Type Qty PlyBreeden Brothers 112974255 SPECIAL 1 1 The Truss Co., Eugene, OR 97402 8.240s Jul 14 2019 MiTek Industries, Inc. Wed Sep 18 11 I D:QxdLY?zrAJ4iltMOHN?GpuyndmK-7Fkvl cx!GZ4Zb9U E?IIA5HFvuB1 G52 5-11-14 I 11-9-15 17-7-15 f 21-10-6 r 26-10-10 } 32-3-14 %3-7-1� 5.11.14 5.10-0 5.10-0 4-2-7 5-0.4 5.5.4 1.4-0 5x6 = 19 is it ec w 16 15 14 3x6 = i- IA , 4 LOADING (psf) DEFL. SPACING- 2-0-0 TCLL 25.0 BC 0.67 Vert(CT) -0.46 16-17 >555 240 (Roof Snow --25.0) Horz(CT) Plate Grip DOL 1.15 TCDL 8.0 Lumber DOL 1.15 BCLL 0.0 Structural wood sheathing directly applied or 5-5-14 oc purlins, Rep Stress Incr YES BCDL 7.0 BOT CHORD Code IRC2015rTP12014 LUMBER - 5-2-0 cc bracing: 13-15 TOP CHORD 2x4 OF No.2 BOT CHORD 2x4 OF No.2 be installed during truss erection, in accordance with Stabilizer WEBS 2x4 OF Stud *Except* Installation guide. W4,W8,W5,W6: 2x4 OF No.2 3x8 = Scale = 1:67.4 B1N 1" CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TC 0.52 Vert(LL) -0.3216-17 >811 360 MT20 220/195 BC 0.67 Vert(CT) -0.46 16-17 >555 240 WB 0.77 Horz(CT) 0.02 15 n/a nla Matrix -MSH Weight: 197 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-5-14 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-M oc bracing. Except: 5-2-0 cc bracing: 13-15 WEBS 1 Row at midpt 5-13,4-16 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 15=148710-5-8 (min. 0-1-9), 11=388/0-5-8 (min. 0-1-8), 19=789/0-3-14 (min. 0-1-8) Max Horz 19=-173(LC 8) Max Uplift 15=-173(LC 10), 11=-75(LC 11), 19=112(LC 10) Max Grav 15=1487(LC 1), 11=428(LC 18), 19=834(LC 17) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-318/97, 3-4=-1070/210, 4-20=-3771104, 5-6=0/291, 6-21=0/303, 8-9=-305/37, 1-19=-289/106, 9-11=-394194 BOT CHORD 18-19=-221/987, 17-18=-221/987,17-22=-107/636, 22-23=-107/635,16-23=-107/635, 13-15=-1484/173,6-13=-4371158 WEBS 4 -17= -93/520,3-17=-2731174,13-16=01321,5-13=-944/137,4-16=-6621234, 5-16=-122/594, 7-13=-416/136, 3-19=-917151 NOTES - 1) Wind: ASCE 7-10; Vult=120mph (3 -second gust) Vasd=95mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. 11; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) All plates are 3x4 MT20 unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.0psf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 11 except (jt=lb) 15=173,19=112. LOAD CASE(S) Standard RENEWS: 12/31/20 September 18,2019 A WARNING-Verilydesign parameane and READ NOTES ON THISANDINCLUDED M/7EKREFEREAACE PAGEMX74M BEFORE LASE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTP11 Quality Criteria, DSB419 and SCS11 Building Component ♦ ar+Tf�y Safety kdprmalli r available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. L e S 2RYS :Co. INC. russruseType Qty Ply Braedan Brothers 112974256 11042315 64GR ROOF SPECIAL GIRDER 1 1 JJob Reference (optional? The Truss Co., Eugene, OR 97402 8.240 s Jul 14 2019 MiTek Industries, Inc. Wed Sep 18 11:27:25 2019 Page 1 1 - l I IU:UXOLY-2rAJ41111_11 W upuynUmK-unUXILII IUOKYU V RSQUY-zaL.;vv wiuzzsgArojgtlyct-gu 5-7-0 2 17-7-15 21_-5 26-11-06 32-3-14 3-7-14 57 40552 6-7-13 4-2.7 5.1 5-4-6 7x8 = Scale = 1:75.2 6.50 12 5� 3x4 li 6 4x6 i 23 ''� 24 4x6 -f, 47 -��3x4 11 7 3x6 8x8 i 3 ,,1 8 3X4 \\2 3x4 \\ W\ •�� 't', • j>„+'6 vyy 9 10.4 3 7x8 = 25 26 ,6 17 27 16 28 29 30 15 31 14 4x4 = 3x4 II JUS24 5x10 MT18HS =6X8 II JUS24 JUS24 6x8 =JUS24 7x8 JUS24= 6x10 MT18 II 3x8 1I JUS24 JUS24 JUS24 JUS24 JUS24 5.7.0 11.0-2 I 17-7.15 I 21-1-,4 21-']�fi 26.11-6_ 32-3-14 ` 5-7-0 5-5-2 6-7-13 4-0.15 0-1-8 5-1-0 5-4-8 Plate Offsets (X,Y)— [1:0-4-12,0-0-8], [2:0-3-8,0-2-4], [4:0-1-12,0-1-8], [5:0-2-8,0-2-8], [7:0-1-12,0-1-8], [9:0-2-0,0-1-8], [13:0-2-0,0-2-8], [14:0-4-8,0-0-0], [15:0-2-0,0-4-12], [16:0-4-12,0-2-8],[18:0-4-12,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lld PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.80 Vert(LL) -0.20 15-16 >999 360 MT20 2201195 (Raaf Snow=25.0) Lumber DOL 1.15 BC 0.94 Vert(CT) -0.30 15-16 >863 240 MT18HS 220/195 TCDL 8.0 Rep Stress Incr NO WB 0.93 Horz(CT) 0.05 14 n/a n/a BCLL 0.0 ' Code IRC2015fTRI2014 Matrix -MSH Weight: 222 Ib FT = 20% BCDL 7.0 LUMBER- BRACING - TOP CHORD 2x4 DF No. 1&Btr *Except* TOP CHORD Structural wood sheathing directly applied or 2-10-14 oe purlins, T1,T4: 2x4 DF No.2 except end verticals. BOT CHORD 2x4 DF No.2 *Except' BOT CHORD Rigid ceiling directly applied or 2-9-13 oc bracing. B1: 2x6 DF 240OF 2.0E, B2: 2x6 DF SS WEBS 1 Row at midpt 2-16 WEBS 2x4 DF Stud *Except* 2 Rows at 1/3 pts 4-15.5-13 W4,W5: 2x4 DF No.2, W7: 2x4 DF Ne.1&Btr MiTek recommends that Stabilizers and required cross bracing SLIDER Left 2x6 DF No.2 6-3-2 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=3693/0-3-14 (min. 0-3-12), 11=38710-5-8 (min. 0-1-8), 14=442910-4-0 (min. 0-1-13) Max Horz 1=167(LC 27) Max Uplift 1=-524(LC 10), 11=-85(LC 29), 14=579(LC 10) Max Grav 1=3740(LC 17), 11=405(LC 18), 14=4429(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=2350/402, 2-3=-4018/569, 3-4=-3866/591, 4-23=-1636/272, 5-23=1494/293, 5-6=-1/276, 6-24=0/302, 8-9=-288/54, 9-11=370/104 BOTCHORD 1-25=-75214721, 25-26=-752/4721, 18-26=-752/4721, 17-18=-74914692, 17-27=-749/4692, 16-27=-74914692, 16-28=-507/3477, 28-29=-50713477, 29-00=50713477, 15-30=-50713477,13-14=-42791571, 6-13=-447/157 WEBS 2-18=-16411439, 2-16=-1493/292, 4-16=-370/2789, 4-15=-0028/544, 5-15=537/3539, 13-15=-16311408,5-13=-3602/513,7-13=-4111138 NOTES - 1) Wind: ASCE 7-10; Vult=120mph (3 -second gust) Vasd=95mph; TCDL=4.Spsf; BCDi h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-0-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.Opsf. 8) Bearing at joint(s) 14 considers parallel to grain value using ANSI1TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 11 except Qt=lb) 1=524,14=579. Continued on page 2 A WARNING -Vaiffy daslpA parameters and READ NOTES ON THISAND INCLUDED Mf7EKREFERENCEPAGE MII-7473 BEFORE USE. Des.gn valid for use an tywi h connactors.This design is based only upon i shown and is for an individual building component. Applicability of design paramentem and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage,. delivery, erection and bracing, consult ANI Quality Crit rla, DSB-99 and BCS11 Bulldli Component Safely Inforrnetion available from Truss Plate Institute, 583 11 , Madison, WI 53719. RENEWS: 12/31/20 September 18,2019 th�ii2iiSSCO. INC. Brothers B4GR (ROOF SPECIAL GIRDER 1 7 _ Joh Reference (optional) Eugene, OR 97402 8.240 s Jul 14 2019 MiTek Induables, Inc. Wed ID,Qxd LY?zrAJ4i ItMOH N?Gp uyndmK-u n Dxj L1 j705RYOVmSQu2Pz NOTES - 10) Use USP JUS24 (With 4-10d nails into Girder & 4-10d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 1-11-2 from the left end to 19-9.10 to connect truss(es) A08 (1 ply 2x4 DF), A07GE (1 ply 2x4 DF), A06 (1 ply 2x4 DF) to back face of bottom chord. 11) Fill all nail holes where hanger is in contact with lumber. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-66, 5-9=-66, 9-10=-66, 14-19=-14, 11-13=14 Concentrated Loads (lb) Vert: 17= -572(B)18= -572(B)15= -606(B)25= -572(B)26= -572(B)27= -572(B)28= -572(B)29= -572(B)30=618(6)31=-606(6) WARN/NG- va* design perameMs and READ NOTES ON THisAND INCLUDED mn-EKREFERENCE PAGEM/L7479 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. 9 Y 9 Y P P 9 P Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillily, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fahriration, quality control, storage, delivery, erection and bracing, consuk ANSUTPII Qrre9ty CrIledom a, DSB-89 and SCSI1 BulldkV Cponent Safely kibrmatkm available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. 112974256 A theZ' CJS tCl.INC. The Truss Co., Eugene, OR 97402 -1-4-0 5-8.12 1-4-0 1 5-8-12 IO:QxdL 4x8 = 3x4 II IJob Reference 8.240 a Jul 14 2011 JyndnlK-M nJwt 11.5.8 112974257 s, Inc. Wed Sep 18 11:27:26 2019 Page 1 OBPHyB7VvgDmi3v2PVYGDZycPgF 12-9-8 1-4-0 Scale: 3/8"=1' 12 10 3x4 11 4xB = 3x4 II 5-8-12 _ _ 115-8 5-8-12 5-8-12 Plate Offsets (X,i)— 12:0-4-8,0-2-01, I3:0-1-12,0-0-121, j7:0-1-12,0-0-121, 18:0-4-8,0-2-01 LOADING (psf) I SPACING- 2-0-0 CSI. TCLL 25.0 I Plate Grip DOL 1.15 TC 0.31 (Roof Snaw=25.0) Lumber DOL 1.15 BC 0.20 TCDL 8.0 Rep Stress Incr YES WB 0.75 BCLL 0.0 * Code IRC20151TP12014 Matrix -MRH BCDL 7.0 LUMBER - TOP CHORD 2x4 OF Nc.2 BOT CHORD 2x4 OF No.2 WEBS 2x4 OF Stud OTHERS 2x4 OF Stud REACTIONS. (Ib/size) 12=54410-5-8 (min. 0-1-8), 10=544/0-5-8 (min. 0-1-8) Max Harz 12=80(LC 8) Max Uplift 12=-85(LC 10), 10=85(LC i 1) DEFL. in (loc) I/defl L/d PLATES GRIP Vert(LL) -0.03 11 >999 360 MT20 220/195 Vert(CT) -0.05 10-11 >999 240 Horz(CT) -0.00 10 n/a n/a Weight: 85 Ib FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc pur ins, except end verlicals. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. JOINTS 1 Brace at Jt(s): 14,16 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation ;7uide. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=448/40, 3-17=389/50, 4-17=-378/53, 4-5=-358/64, 5-6=361/64, 6-18=-373/52, 7-18=-387/48,7-8=-449/39,2-12=-511/101,8-10=-5111102 WEBS 2-14=-0/342, 13-14=0/334, 11-13=0/319,11-15=0/318, 15-16=01335, 8-16=01342 NOTES. 1) Wind: ASCE 7-10; Vult=120mph (3 -second gust) Vasd=95mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) 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. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable studs spaced at 1-4-0 cc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * 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. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 12, 10. 11) No notches allowed in overhang and 10400 from left end and 10400 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c. maximum between the stacking chords. For edge -wise notching, provide at least one tie plate between each notch. LOAD CASE(S) Standard A WARNING - VsvNydesvin parameters and READ NOTES ON THISAND INCLUDED MITEKREFERENCEPAGE MII.7473 BEFORE usE. Design valid for use only with Mirek connectors.This design is based only upon parameters shown and is for an individual buildIng component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 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R l< Cr CD cc 2 Y I CD 7 AD CD CD O CD N -Truss C.4 KGs 2.00-00 0 0 d 0 a• O i o' •,re�,R,a=•"•r^-a, 0 N r i O; : t•yt t O; J�d�`4' _ i 6 .:n"' %9••F}, \ O >�. - OD 1 t i (C J w _._._......__ ...._._. i i J' I I � o 0 b r� 22-00-00 B4GR 2-00 00 '- - 1 83 CD EA: i i 10-05-08 - 22-00-00 2 -00 -OD HATCH LEGEND i 10-06-00 Ceiling i TRIANGLES ON TRUSS ENDS INDICATE LEFT END OF TRUSS ON CORRESPONDING ENGINEERING SHEET - ....... - .......... R -- C = O O RaQ)'E.4 z c -0 s >s O ID t6 U>>,'0v 'co cc fa U N 12 co w C V N U O C m m U) cII �ID¢0E m ma �.E.0 RE •,re�,R,a=•"•r^-a, • ate° :aa'4 �_' as '_ \ O O O O L I2 CL z : t•yt t 2 W J�d�`4' _ i 6 .:n"' %9••F}, \ a cu C I¢ >�. - �5 as 'i (C J w _._._......__ ...._._. iZ O 1 0 ROOF NOTES: O !7FD" COMPOSITION ROOFI iz ROOF PITCH: 6.5/12 & 5/12 c j �� OVERHANG: 2-00-00 & 1-04-00 n I❑ TOP CHORD LIVE LOAD: 25 psf TOP CHORD DEAD LOAD: S psf BOTTOM CHORD DEAD LOAD: 7 psf Q) .r O WIND LOAD & EXPOSURE: Vult 120 mph - Exp, BaL-+ p ;cd N TRUSS TO PLATE CONNECTION BY OTHERS ! 0 o N LAYOUT NOT TO SCALE s` i -(- I GENERAL NOTES C = THIS DRAWING PROVIDES TRUSS DIMENSIONS AND LOCATIONS ONLY G} 0 AND SHALL ALWAYS BE USED IN CONJUNCTION WITH APPROVED ! 1 > ARCHITECTUAL AND STRUCTURAL DRAWINGS i = lw N W TIN iQ 2 THE GENERAL CONTRATOR SHALL VERIFY ALL DIMENSIONS IN L 1 I ID❑ r CO U-5 to WRITING AND BE RESPONSIBLE FOR REPORTING ANY r (('7 10 DISCREPANCIES TO THE MANUFACTURER PRIOR TO FABRICATION. I 3 TRUSSES ARE EXTREMELY FLEXIBLE UNTIL ALL FORMS OF BRACING ARE IN PLACE AND FASTENED. FOR ERECTION AND BRACING RECOMMENDATIONS, SEE THE ENCLOSED BCSI-B1 & BCSI-B3 SUMMARY SHEETS. A .e BEFORE INSTALLING TRUSSES, REFER TO INDIVIDUAL ENGINEERED TRUSS DRAWINGS. LOCATE THE TOP AND BOTTOM CHORDS, AND :J PLACE TRUSSES ACCORDINGLY. BRACE INDICATED ON THE ENGINEERED TRUSS DRAWINGS IS MANDITORY AND PERMANENT. c s 5 FOLLOW PROJECT ENGINEERS / DESIGNERS INSTRUCTION ON TIE DOWNS, NAILING AND OVERALL SWAY BRACING. 6 � DO NOT CUT, DRILL, OR ALTER TRUSSES IN ANY WAY WITHOUT WRITTEN AUTHORIZATION FROM THE TRUSSCO & BUILDING SUPPLY. THE CONTRACTOR ASSUMES SOLE RESPONSIBILITY OF ANY ALTERATION OF A TRUSS WITHOUT WRITTEN APPROVAL FROM THE TRUSSCO & BUILDING SUPPLY. ...._ .............. ... _......._.._........................ _.._....... SUPERIMPOSED LOADS: A. NO MATERIAL SHALL BE STORED ON A TRUSS SYSTEM UNTIL ALL PERMANENT BRACING HAS BEEN COMPLETELY INSTALLED. '' i Nz B. CONCENTRATED & UNIFORM LOADS DUE TO CONSTRUCTION a� o m 2inTHE AND/OR OCCUPANCY SHALL NOT EXCEED THOSE SPECIFIED BY TRUSS DESIGNER AS TO WEIGHT AND LOCATION. o' a ¢ > C. LOADS SHALL NOT BE SUSPENDED FROM THE BOTTOM CHORDS v m o .cL n OF TRUSSES UNLESS THE TRUSSES HAVE BEEN DESIGNED TO P z m ¢ •o SAFELY CARRY THE APPLIED LOAD. o c m y IMPORTANT: av�z> w8 w a 1. SEE BCSI-B1 SUMMARY SHEET FOR HANDLING, INSTALLING,o ° N E ¢ RESTRAINING AND TEMPORARY BRACING REQUIREMENTS.>�p n ? o J ¢ F W z 2. SEE ENGINEERED TRUSS DRAWINGS AND SUPPLIED SCSI -B3 FOR PERMANENT BRACING REQUIREMENTS F-2.0 F'-ZO r-_1 r-_1 NOTES: VENTED fOUNMTWN i p i I Q I L_ 11 B._D. L_J L_J , O FOUNDATION VENTILATIOW7'•- �2-,m0 X0 `t AREA OMD® BY iSQ: I 10a 7.01 SO. FL OF VENT REQUIRED. _ e_ PROVIDE ".,-------- - I ISO . PROVIDE ii GALV. SCREENED SK. YTL VENTS OF 18'x 6' 0 .70 SO. FT. 1 I EACH �' T.TO SQ. FT. OF VEKTANATION t 11 r I 1 I I I 1 1 p I z POSF:IVE CRAWL SPACE DRAINAGE - i L... .-._--_--__ _,,.--------�_-. 3' P.V.C. DRAIN TO STREET GUTTER • i + I I I I ! I I I ... . _ - : . o I" '—'`�'t' OR APPROVED LOCATION. DO NOT TIE TO D.S. LINE. zp BUM POCKEM PLASTIC 114S'ERTS FOR I 1 t i II ,1 I 1 I I r I I I ' 210 JOISTS. 8' M. STEM TEY WALL WHERE 01POCKETS OCCUR. ♦ 1 1/8' THICK 2-4-1 T&G DECKING 1� _2x� NY_yA,. _L O GLUED 6: NAILED OVER 19-T//8 1 -JOISTS /2-Q.. �r I FLOOR BM'S. O 2'-8' O.G. 8t1 4tt6 POSTS W/6 R -26 INS. BEII� -4 FELT ON i2z6' CONC. STRIPFic's _:[ V SRwI -• :FO i RIG W,'BM'S. POSTS "O BEAR ON #90 O 6' OC W/ $-/3 TONT. REBAR. 2X6- MY WALL I�� -1�- 1I ,---!+#LI �+ •-�II - �)I[ ��!I J�!I � -!OOt 1 1 t 1 E pA 6 MIL MACK VISQUEEN VAPOR &ARRER GARAtr'E SLAB 4' DP. S.T.F. CONC. ON t' GRANULAR FILL Wj 10 GA. 6x6 W.W.M. SLOPE TOWA�s 000 O 1/4' PER FT.I- 1 r OPT. 2666 DR. R.O.TO BE 2'-70' W I 1/2' DIA. A.B. EACH SIDE --ALSO - p / I i! ! I I ! ! I i - ' 42' SQUARE x 4' DP. CONC. PAD I I 1 I 1€ i t t 1 - I ''% pi OPT. 3'-6' so. x 0 OP. CONC. PAD I 1 I I I I I I Ip FOR OPT, HEAT PUMP W/ r SLEEVE THROUGH FOUNDATION O TOP OF STEM WALL TO CRAWL SPAM --PAD NOT TO cI 77 BE CLOSER THAN S' OF PROPERTY LINE TSO NOT TIE TO FOUNDATION. 3' LINE 51:T t9 AT ALL SLABS: 3 RMAR DOWEfS CONDUR i 30• LONG - 19' INTO SLAB AND 12' INTO FOUNDATION WALi, BEND DOWELS 21T PT FURRING %, • _..-._ - _ _ .. -.z �. ! TO CENTER OF SLA& ' FOR SI 1, P :�t '' fT tt GAS METER LOCATION. MUST BE 3'-0' YIN. FROM ELECTRIC METER. tz ELECTRIC METER LOCATION. MUST BE 3'-0' MIN. FROM GAS METER.JJr`"""--------------------..., _.... _. Ou T/2"x10' ANCHOR BOLTS 0 4`-O' O.C. 1 .t. Q fl1THIN 1'-0' Of CORNERS 3 END E? Of 51LL PLATES UNLESS OTHERWISE NOTED. ( ` '- S � •• " 1 { I i - j ! Ois 6' WIDE Cont, STEM WALL ON 12' WIDE x 61 DP. CONC. FOOTING 12' BELOW FIN. GRAM W/ SINGLE STORY. mi L--.-----,.� I �-- '- •- � •. .i I I I Y ', E pta 8' WIDE COIL. STEM WALL ON Ir j n 2-t'- �._ WIDE x 8' OP_ CONC. !VOTING 12' `• ".- I ! BELOW Fut GRADE Wf 2 STORY. „ I I •-_ -1- _. _,., .... ,.. ,„. "«='' _ ... ,.; "'''•- 'Y ---'t 1 € , - r n PORCH: 4' CONC. SLAB ON 4' MIN.(....�•' GRANULAR FILL• WALL 4' CONC. SLAB ON 4' YIN i 1 GRANULAR FILL an o3 ! I 1 _......,�:.PC » 1' WATER LONE TO HOUSE W/ TEE AND VALVE J o I CONT. FTC, W/ 2-/4 REBAR O24' x 24' x Ir CONC. FOOTING W/ __ „y v - _� - _, •. 0• 3-#3 REM EACH WAY. I -+--- -} A _ _ -_..__ � = ^�:�-...... T--; �• zt H02A HOEDOWN W/ SSMIS ANCHOR BOLT FAY' w AND (2) t/2' ANCHOR DOLTS AT EACH END. t 2'-10 1/2' 2'-10 1/Y" ("-'ElI s� 17'-0•WIVE - ..-......._....a. 3- pyC CONCRETE DRW m 10' FtiON of aARAGc a Bre e d ern 15i®m I"Co�REEtdBRIER #201 FOUPLAM Job .16-10 _ _ H s 2 "OUR REPUTATION IS BUILDING" 1a+cma ORS. eBe—oseL C 2005 D.B. Ane. :144• r ,'-0' LEFT i II CRAWL Di. eedem ITcorxiespeM In Shw 0- DSheN — "OUR REPUTATION IS BUILDING" R%ge.L.. ORL ��. -M GREENBRIER #201 BASEMENT FLOOR PLAN BUYSMS WARRAIM M Inc- i --3PB Y4 = I T2—Ml x du" ngx SPACE 9M)ROM 4 opnoM& + ee lose b AMIN 2065 UP NECIVAML o. - - ---- - -------- --------Y Crim i II CRAWL Di. eedem ITcorxiespeM In Shw 0- DSheN — "OUR REPUTATION IS BUILDING" R%ge.L.. ORL ��. -M GREENBRIER #201 BASEMENT FLOOR PLAN BUYSMS WARRAIM M Inc- i --3PB Y4 = I I DECK DECK JDIST: 2x8 MF /2 Pr le DER TO LEQLGE2R DECK LEDGER: M HF #2T W/ 3- 5/8" LEDGERWK ��ffYfes��7fi sr�a9i SCRIM'S O 24' B.C. -jI LPDBER TO RDf w (jp_= •H�1. -,g3t4t 2-2X19 NOR7 1' �_I4 E ! 1 DVZ $1 MDR 1, I'''-' a 71j r i 4t- !HO rAi `OC i!1 tlw.y.;1 210 Balli {'•9.G I I Ld g I �.IIi n ..I k -11 L, I I II i• I 1 II jlj � i Ii it II li Ii II it II II li II II II ii I LL -- " — JJ i �RQ e.. d em Iloma �r P�9Ps1tYl IC�uPY�9htl Maf.1 Ia0e /te-to 9aa ^_,:sem ds as V Sh90t "OUR REPUTATION IS BUILDING" • °M Bad—°4s1 a9rn, A"."rr Oc 2D99 S.B.Inc. ER #2Q FLO®R F h���� �. 3FF +:S• = t'-0' LEFT ,RU Bi o d eii ®.L32 � erfr,COP ht �1 ®.. � 6W-�� Q �� P"VIm MA �� GF "OUR REPUTATION IS BUILDING" s� ea�rrr Q SECTIONS Jeb p6 -f0 a; - V -V Shw 58 Alp' --'ISM SLU � i ---' ------__ �_�__ �---- _ -� _ - --WAXM&Ntr --- - ---- - - - - IV zW Come om � - am su � i ---' ------__ �_�__ �---- _ -� _ - --WAXM&Ntr --- - ---- - - - - !�A�'�.-r�_'r^lo! �� i'`!„`�—•.T I —� y I—I�y�_y I y_i y'�_' "F'Y—�—' w^—..... ii�J � ROOF YENTtNa-UPPER � � I I I I I I I I j II I I I� I I I � 'I p I 1 tour HIOH t �I I I I I I I I III I{ �I l i l l l l l i (: I �'• �}I3Eii I ( I it_ Au ��lfm� ' I fit' zit C, I I4 o �I lY l a e , r: �Ure e d eri ll®iii to—mProp�AylCalpyripM! Yedtl sn..r o.e /fir FRAMING t `� "OUR REPUTATtON i5 8UIlDtNG' °n" °m °5-°`'i �x� O� &e. Inc. REENBRtER #20©yf - PL�►!� I,.- = f _O• LEFT �•` I 1 1 1 Y ~' 1 ,fir I I I V , V , 1 �• I r I f7 rry 1 ti l i C�1 w .a.,. 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(A fr Z O O Q i iOU NC�� 0��. +.OU Z �W_ O Z CA .� U cn— UL71U o m i 1D �¢ k 1 1 k U M v CL rz 7 W Z) w lx 4 0 0 0 0 N 0 M N a r z _ ` 0 Tri • ZZ ••• 16 a 0 0 - W > ups 0 F w W r = V) O N o_ I � o .r y[Ijllli��' 0 Ld 111I1i# w ¢� w iit 'ISI +in •� �I�llnkl,k,.., .I,i{IlfkllkEllki • • in U cr- �'lllIlkf I I�I I�I�f C7 �,1 I 1 r .1; 0') o N W I w II -J t0 u) f W wO a (r) ui z z Z< 0 O U H 2 C� W 2 Ly > z �a ••Z • O tn qui �-•'•••'D 1164 Z i) �IIIRir' 1"1 yl11Hk .r y[Ijllli��' !•11�1ii 111I1i# 111111:� .Illlrr;s, Ili • iit 'ISI +in •� �I�llnkl,k,.., .I,i{IlfkllkEllki • • � .I IHt!lFFIIfi9 tl 11iHlAf lllulll�ml slnll,u, �'lllIlkf I I�I I�I�f • �,1 I 1 r .1; NOTES: VENTED FOUNDATION Oi FOUNDATION VENTILATION: AREA DIVIDED BY 150: 1052= 7.01 SQ. FT. OF VENT REQUIRED. 150 PROVIDE 11 GALV. SCREENED SHT. MTL. VENTS OF 18"x 6" O .70 SO. FT. EACH = 7.70 SO. FT. OF VENTAILATION O2 POSITIVE CRAWL SPACE DRAINAGE - 3" P.V.C. DRAIN TO STREET GUTTER OR APPROVED LOCATION. DO NOT TIE TO D.S. LINE. O BEAM POCKETS: PLASTIC INSERTS FOR 11-7/8" 210 I -JOISTS. 8" MIN. STEM WALL WHERE POCKETS OCCUR. 0 PAHO1 7/8" THICK 2-4-1 T&G DECKING GLUED & NAILED OVER 11-7/8" TJI 210 FLOOR JOISTS O 24" O.C. R-30 F.G INS. BETWEEN JOISTS. Os 6 NIL BLACK VISQUEEN VAPOR BARRIER aO GARAGE SLAB 4" OP. S.T.F. CONC. ON 4" GRANULAR FILL W/ 10 GA. 6x6 W.W.M. SLOPE TOWARDS DOOR O 1/4" PER FT. O OPT, 3'-6" SQ. x 4" OP. CONC. PAD FOR OPT. HEAT PUMP W/ 3" SLEEVE THROUGH FOUNDATION O TOP OF STEM WALL TO CRAWL SPACE --PAD NOT TO BE CLOSER THAN 5' OF PROPERTY LINE DO NOT TIE TO FOUNDATION. ,o AT ALL SLABS: /3 REBAR DOWELS c 30" LONG - 18" INTO SLAB AND 12" INTO FOUNDATION WALL. BEND DOWELS , TO CENTER OF SLAB. O GAS METER LOCATION. MUST BE 3'-0" MIN. FROM ELECTRIC METER. ,O2 ELECTRIC METER LOCATION. MUST BE 3'-0" MIN. FROM GAS METER. O 1/2"x10" ANCHOR BOLTS O 4'-0" O.C. & WITHIN 1'-0" OF CORNERS & END OF SILL PLATES UNLESS OTHERWISE NOTED. O 6" WIDE CONC. STEM WALL ON 12" WIDE x 6" DP. CONC. FOOTING 12" BELOW FIN. GRADE W/ SINGLE STORY. V 8' WIDE ''-LIN4. STEM WALL GPI IS." : WIDE k a" CJ" CONC. FOOTING 12' BELOW FIN_ ,SRACIE W? = TOR' i ,OT PORCH: 4" CONC. SLAB ON 4" MIN. N GRANULAR FILL. u WALK: 4" CONIC. SLAB ON 4" MIN GRANULAR FILL. w '"WATER UNE TO HOUSE W/ TEE AND VALVE. a1 HTT4 HOLDOWN W/ SSTS16 ANCHOR BOLT AND (2) 1/2" ANCHOR BOLTS AT EACH END. F-2.0 2'-0" X 2'-0" BY 8" THICK (MIN.) W/ /4 AT 8 O.C. EAH WAY. 3" CLR FROM BOTTOM F-2.5 2'-6 " -6" X 2'-6" BY 8" THICK (MIN.) W/ #4 AT 8" O.C. EAH WAY. 3" CLR FROM BOTTOM POST SCHEDULE PO 4x4 HF #2 P.T. IN LINE W/ POST ABOVE P1 4X4 HF #2 P.T. 44'-0" F-2.0 F-2.0 r --I I I 1 13 1 T.- ------- -----r--z----r-- ° II I I I I I I L ------- _ _ -- m -- - -- --- - Z f -7 � I I � - � -- � STP L i I I I 2X61 �oNY `ALL DII ING I/ I I I I I I I l o l 1 1 1 1 1 1 1 1 I iv i I 2 12 j " STRI FOO ING W I I I I I 1 N 1 1 I I I I .n 11X6 ONY ;, - --- f_2.0 . FI2.0 I------------ �----------- I �1-i 1 rl -I 1. I1 = i` ----------- 1 I I L I 1 1 LI- a I x. I F- 3/ -- 4^ I1 \_ m 2X PT FURRING ---------------� FOR SIDIN9,-N9ma-�. ,, I 3" LINE SET i r_____" CONDUIT r--� r______ RETAINING WALL 2" ELECTRICAL SEE DETAIL 4 1 1 1 I CONDUIT i i l "04" IN CALCS I I I I i ILL ---- JJ I I I I I- RETAINING WALL O I 1 I I I I I SEE DETAIL 5 I I "05" IN CALCS I I I I [RIP FOOTING AS DETAILED BY GEOLOGIST _ _ - _ -; L _ - _ L _ _ _ _ F-2.5 L - - - - - - - f F-2.5� \ I L _ - _ _ _ _ - _ - - CONT. W/ 2-1f4 REBAR -----------------r -- 7--` r---- -- ie 1 r1 it Ei i i � I I 2,_4" 4 O N 12 (CONDUITS -10 1 \ I I 1 7'-11 1/2" I m _ 6 o I 1 11 21 1 m CONC. PORCH a _CONT. FTG. W/ 2-#4 REBAR I e 22' 0" 4 1/2" -- 4 1/2" 4 1/2" -- 4 7/2" r- 2'-10 1/2" 2'-10 1/2" ® I I _�__ F-2.0 F-2.0 12'-11 1/2" 17'-0'w IDE 3" PVC SLEE CONCRETE DRIVEWAY 10' FROM FRqNT 44'-0" OF GARAGE 6 BELOW a 11-7-19 ccB4127 4 Federal Intellaetual Model SMN 0. Job #16-10 Dote O.rrn Sheaf BreTeldON lerDlNGrHom es BUYERS ENT R TY vOperty copyrtght REENBRIER #20 FOUNDATION PLAN - .-1 FT Eugene. ORE. 686-9431 INDEPENDENT WAR HOME C 2009 B.B. Inc. 2 1/4" = 1'-0" LEFT PROVIDE UNDERFLOOR ACCESS PER R408.4. OPENING SIZE THROUGH THE SHE FLOOR SHALL BE A MINIMUM OF L8"X 24" AND A MINIMUM OF 16N 24" THROUGH AN EXTERIOR FOUNDATION =OUNDATION WALL. ��tL� TZ1%Pt.�R(�sZi � STM! ill � 6SAR11hvr� caPo►c ry millh.Lso-- 09 P-Ew.9k•9nT tri1N4!.! HJSP#w%VdN e • • o• • IS Soso** • *.•• ••o• o • so 'D a 00 06 000• 06.06• 00.41 4• • s • • •••06• •0600 0 ••S• •• •• •60••0 • 6 • • • • • • 066• .6s•• *-R10r bmf +pE AIL Ari M CRAWL d 44'-0" 0 0 13'-3" ...... ..... 6040 SLOB b . . . . . ...... I I a ✓ 4'-0" 6068 SGD 5650 SLDR _ I BEDROOM 2 I I I I II II �I N IIIII IIIII I� •••••• •••••• •••• anl •• •• •r•••• F+E BEDROOM 4 '6I1I OPTIONAL 9N ReY— 4'_3" -" J C-44>MAIN 8amm� 26I�� meenE >SPACE BATH BEDROOM 288 10.,61 " 4- UP ��JJ 16R O MECHANICAL N7{ 3'-4" FAU CRAWL *-R10r bmf +pE AIL Ari M CRAWL d ...... ..... . . . . . ...... •••••• •••••• •••• 44'-0" •• •• •r•••• 11-7-19 ccBg27 Federal Intellectual Madel Sh«1 Ox Jeb #16-10 Oaf. Dra.n Sheet BreTeladlenING�Hom @S BUYERS WARRANTY Property Copyright IGREENBRIER #20 BASEMENT FLOOR PLAN a 7-24-1,3 3P8 Eugene, ORE. 886-8431 INDEPENDENT NOME C 2009 B.B. Inc. 1/4" = t'-0" LEFT HEADER/BEAM SCHEDULE ' ALL HEADERS TO BE (2) 2X8 DF #2 W/ 2X TRIMMERS U.N.O. H001: (2) 2X10 DF #2 H002: (2) 2X10 DF #2 H003: (2) 2X10 DF #2 FB101: (2) 1-1/2" X 11-7/8" LSL H FJ101: 11-7/8" TJI 210 ® 24" O.C. W/ WEYERHAEUSER 7/8" EDGE GOLD PANEL GLUED AND NAILED. IUS 2.06/11.88 HANGER TO BEAM/SILL PO (2) 2X TRIMMERS P4 6X6 HF #2 P.T. W/ BC CAP AND ABU BASE DECK BEAM SCHEDULE `" D8101: 6X12 HF #1 P.T. DJ101: 2X8 HF #2 P.T. AT 16" O.C. W/ LUS26Z HANGER TO LEDGER DECK LEDGER: 2X8 HF #2 PT W/ 3- 5/8" LEDGERLOK SCREWS ® 16" O.C. DTT2Z W/ 1/2" DIA. GRADE 36 gQ THREADED ROD W/ NUTS AND WASHERS DECK JOISTS TO FLOOR JOISTS DECK ® RIM .Y] aWAa DECK DETAILS eo suu E 2Y2 CEWM euu ms W s- W.a m Pr WCCn 24 Pr Im" 04V. ScOm Ere (2) /10 Y ]'WIL WHIM] • te' O.C. SIDE VIEW sel �� Y We a�M-rinu / rem PO57 eAfiE lar v OraM9 r7 eIL rtl b rLR artII r.al ao M ora te' COW. Cm m neer r.e u. Imm Bro Poor P45.i0R11 DECK DECK JOIST: 2X8 HF X12 PT 24" O.C. W/ LUS26Z HANGER TO LEDGER DECK LEDGER: 2X8 HF #2 PT W/ 3- 5/8" LEDGERLOK SCREWS 024" O.C. LEDGER TO RIM I I I r1lir "1 11 r 111111 1 1 imi I 1 I I I I XE JUISTS GI III I 28 C OAR TK CKI GO R ISI I I � �I I�,I mdmr L - n-7�6" SER ES 210 JI O 'f" O.C. r II II I II � II I II 11 I F II n I L' II II PO I I-- — -- -- — �� JL -- -- — -- -- — -- — I I I I --I -- GLULAA OR PC - W -- - -- - MY I� II I II II I II I I II II I II III I II III I I� III I II I I II 11� I II III I I II II I II II I II II II I I L� __ -- �J 11-7-19 Federal InlellacfuOl MWeel ShM DYe Jab y16-ta Oaie Ore." Sheet Breeden Hom es c°B"27 Properly Copyright REENBRIER 20 FLOOR FRAMING a r 3FF " Eugene, ORE. 686-9431 INDEPENDENT WARRANTY ROM@ C 2009 B.B. Ine. 1. OUR REPUTATION IS BUILDING" BUYERS MARRAHrY O 1/4" = 1'-O� LEFT Ire �� 0000•• PO 0000 0000• 2-2X10 NOR • e • • • ••••e• r- -- • • •0000• e• - - i • • 0 = 1 a • • • • • • • • PO •• e0 • • 0000•• 1 I I e0•• •00000 I II 2- ii ii I I I • I II —JI —� I .I II II II I I 00.000 0000 • • • I I I I I II it ii • • • so** I e•0• MI, SII I I1- e' S.Z. 210 TJI O t" O.C. I 2 N II � II II II II II I I I r1lir "1 11 r 111111 1 1 imi I 1 I I I I XE JUISTS GI III I 28 C OAR TK CKI GO R ISI I I � �I I�,I mdmr L - n-7�6" SER ES 210 JI O 'f" O.C. r II II I II � II I II 11 I F II n I L' II II PO I I-- — -- -- — �� JL -- -- — -- -- — -- — I I I I --I -- GLULAA OR PC - W -- - -- - MY I� II I II II I II I I II II I II III I II III I I� III I II I I II 11� I II III I I II II I II II I II II II I I L� __ -- �J 11-7-19 Federal InlellacfuOl MWeel ShM DYe Jab y16-ta Oaie Ore." Sheet Breeden Hom es c°B"27 Properly Copyright REENBRIER 20 FLOOR FRAMING a r 3FF " Eugene, ORE. 686-9431 INDEPENDENT WARRANTY ROM@ C 2009 B.B. Ine. 1. OUR REPUTATION IS BUILDING" BUYERS MARRAHrY O 1/4" = 1'-O� LEFT 0000•• 0000• 0000 0000• • e • • • ••••e• • •• • • •0000• e• • • • 0 = 1 a • • • • • • • • 00 •• e0 • • 0000•• e0•• •00000 0000 • • • e e • 000000 00.000 0000 • • • •• •• •0000• • • • so** e•0• 10' x 20' COVERED DECK 44'-0" 5'_D» 16'-0" 28'-0" a Soso sLDR e N 50UARE FOOT �y4 MAIN FLOOR 1290 LOWER FLOOR 750 I TOTAL 2040 GARAGE 446 10' x 20' COVERED DECK 44'-0" 5'_D» 16'-0" 28'-0" a Soso sLDR e N 44'-0" 11-7-19 CCBy27 Federal Intellectual Yadal SheN Dae Job /16-10 Date Drawn Sheaf Breeden Homes Properly Copyrighl'GREENBRIER #20 MAIN FLOOR '-'-1 "N 3P Eugene, ORE. 686-9431 1NDEPR, A`Rr HONE 2009 B.R. Inc. a "OUR REPUTATION IS BUILDING" BuveRs MARRANT'Y � 1%4" = 1'-0" LEFT 050 SH 4050 SLDR 6080 SGO I MASTER I I TV o MI. I N N nun �2'—D"�1'-8"Ir I N I N 7 I �A I i � W I _-y yy c p G 6.-1.. VINYL �� KITCHEN 4 L. BEHIND m x I o 70 PICT 2 ® 2868 ISA I 68 2'_g^ 3'_2^ 2'-10 1/2" H I PK ________________________ -------------------------- o l._lO I I I \ 2468 24611 to ® REFRIG. MICRO I ao 2 7 BA.VINYL O �A w n C `I 4'-11^ I — i COUP I I I I I LIVING I I I I C CARAOE I I .� N r 4N— C I I 30 Fx0 4070 SH 4070 SH I I I I 9^ 2'-7" I I I I I I I I o m 13'_11^ I OVERHEAD GARAGE DOOR I 3'-0" = 22'-0" 3 n 44'-0" 11-7-19 CCBy27 Federal Intellectual Yadal SheN Dae Job /16-10 Date Drawn Sheaf Breeden Homes Properly Copyrighl'GREENBRIER #20 MAIN FLOOR '-'-1 "N 3P Eugene, ORE. 686-9431 1NDEPR, A`Rr HONE 2009 B.R. Inc. a "OUR REPUTATION IS BUILDING" BuveRs MARRANT'Y � 1%4" = 1'-0" LEFT 1E"n ADV ov-Q. 23 EN( F 71'-O" CCB/27 Federal Ini•Ilaetuel Nedal Sh«1 Dac Job X116-10Firl D.a"o Sheet Breeden Hom PI sFNDEPENDENT HONE PO arty Copyright GREENBRIER #2 SECTIONS 2` 19 a 5A "OUR REPUTATION IS BUILDING" eusene. DRE. hes-9aaF BUYERS treRneNry C 2009 9.8. Inc. " = t'-0" LEFT •60•:a 0000• 0000 0000• • • •• • • •• • • 0000•• 00 • • • •9 •• 0 • •0000• 0000 000900 00*000 006• 000••• 0900 00 • •• • • • • 000000 0000•• 0000 • • • 00 00 :0600: 00 • 9 • 6960 0000 16'-0" x 8'-0" OVERHEAD 581650 11-7-19 CCBM27 Federal Intellectual Iledel Short Dec !ab /16-10 10.1-4/2409 ale 11- Sheet Breeden HoZY2 es,NDEPENDENTMo l Property)0 Copyright GREENBRIER #2 SECTIONS ` 24 79 ry" 5B "OUR REPUTATION IS BUILDING" Eugene, ORE. 686-9481 BUYERS WARRANTY C 2009 B.B. Ine. 1%4" = 1'-0" LEFT • • 6 •• • • • • • • 000060 • •6 • • ••0000 •0 • • 0000•• 0.6.:•• •• • • ••e6•• • • • 04,06 0 w 00 so 00 •0006• 0000 •• 0 •••6•• •00609 060• 6. *6 •0.00• • •• • • • • • •000 000* 16'-0" x 8'-0" OVERHEAD GARAGE DOOR 581650 11-7-19 Federal Intellectual Model Sh..f Du Job #16-10 Dab Dro.m $h - el Bre e d ems. Homes �DR 2D Q Property Copyright GREEN6RIER #2 SECTIONS 4'24'19 Hk 5B Eugene, ORE. 688-8431 INDEPENDENT ROME C 2009 8.8. Inc. ww OUR REPUTATION IS BUILDING" BUYERS WARRANTY 1/4^ = 1'-D^ LEFT o • 6666•• 6666• 6666 6666• • 6 •• • • • • • • 666600 ••6460 •• • 6 •0.06• • • •606•• *00 00 as 0 00 so •0•• •660•• 6660 66 0 • • 6 0.6••6 •60.6• •�_. 0• •• •66.0• 0 00 6 6 • 6.06 090* ®®a E®EiIiEHI � ED 9-1/4" NAROIELAP ❑ � ❑ ❑ � ❑ ❑ iRONT ONLY ❑�❑❑❑❑❑3050 F11D 7X4 AND 1X3 CEOAR TMPRNER ❑ I^ 1:11:1 ❑ ❑ I^�❑-��}^❑ LJ L�J �LJ u L�J — 16'-0" M $'-0" OVERHEAD OARAOE DOOR 581650 _ BRECKENRIDGE PANEL SIDING 1X2 BATTS O 24" O.C. 11-7-19 Federal In1e0eC}ual Nadel Sheet Ox Job /16-10k1/;4" Dw Sheet Bre e d eri Homes �� � Properly Copyright �GREENBRIER #20 ELEVATIONS ' 619 "" 6A Butene, ORE. 808-9431 INDEPENDENT HONG C 2009 8.8. Ine. "OUR REPUTATION IS BUILDING„ BVYERs xARRANTY = 1"-0^ LEFT •••••• •0.00 •••• 00000 • • • • • 000000 • •• • • •0•••• 00 • • •0.00• • • • •• •• •• 0 • 0.000• 9.19 0 00 •0•• 00.00• 0000 as • • 0 • 0•••0• •00.00 •••; 00 •• ••000_ • •• • • • • • 0000 0000 2666 11-7-19 Federal Intellectual yodel Sheet Dec Job y16-10 Dele Drawn Sheet Breeden Horn es °XM27 Property 200 Copyright GREENBRIER #20 ELEVATIONS ' 24 19 68 Eugene, ORE. 689-9431 INDEPENDENT XONE C 2009 B.B. Inc. e r "OUR REPUTATION IS BUILDING" s BUYERS WARRANTY 1/4" = 1'-0" LEFT 0000•• 00000 • • • 0000 0000• • • • • • 00.000 s •• w • •0•w•• •• • • ••••0• • • • • •• a• a • 0.0.0• 0 0000 0000 of • • 0 • so so • • • •••• 0000 HOLDOWN SCHEDULE a NTT{ W/ SSTS16 (5/8" X I6") OY USTC40 STRAP VERTICAL WALL TO WALL SHEAR WALL NOTES ® SEE LATERAL NAILING SCHEDULE pA =1 /2" DIA. X 1 J -BOLTS O 48" O.C. W/ 3" X 3" X .229" PLATE WASHER POST SCHEDULE P2 6X6 HF #2 P.T. LATERAL NAILING SCHEDULE NOTE EDGE BLOCKING OTHER O6" 0.L. NONE O6" O.C. 2X (FLAT) psi•• 2 O {" O.C. 2% (FLAT) (2) 2X O ABUTTED PANEL EDGES NAIL TOGETHER W/ (2) 16d 6" O.C. (2) 2X O ABUTTED PANEL EDGES 3 O 3" O.C. 2X (FLAT) NAIL TOGETHER W/ (2) 16d 6" O.C. O 2" O.C.(2) 2% (MT) 2X O ABUTTED PANEL EDGES STAGGERED NAIL TOGETHER W/ (2) 16d 6" O.C. NOTES: -STUDS 16" O.C. - 1/2" PLYWOOD OR 7/16" OSB - Bel NAILS (.131" X 2-1/2". 1 3/8' MIN. PENETRATION) - 12" O.C. FIELD - 3" X 3" X .229' WASHERS - 1/2" A.B. W/ 7" EMBEDMENT 72" O.C. MAX SPACING < ORB 686-0-691 r PORTAL FRAME SEEDETAIL 2 "02" IN CALLS GREENBRIER 20 MAIN LEVEL SHEAR WALL JOB 16-10 °+,.s•�," N/ BELOW 7A a • �•s• psi•• • s a� • • • w• • • • i HOL13OWN SCHEDULE RZ HTT4 W/ SST816 (5/8" X I6") OY USTC40 STRAP VERTICAL WALL TO WALL SHEAR WALL NOTES ® SEE LATERAL NAILING SCHEDULE A❑=1/2"DIA. X 10" J—BOLTS O 48" O.C. W/ 3" X 3" X .229" PLATE WASHER JNE W/ 1P ABOVE 0 LATERAL NAILING SCHEDULE • . ± s • • • • • • • NOTE EDGE BLOCKING OTHER OO fi" O.C. NONE09 • • • • • 000090 • •• • • 10 6" O.C. 2% (MT) 040 Ow a so • • J (2) 2X O ABUTTED PANEL EDGES O2 3" O.C. 2X (MT) NAIL TOGETHER W/ (2) 164 6" O.C. • 1 • r • • (2) 2% O ABUTTED PANEL EDGES 3 O 3" O.C. 2X (FLAT) NAIL TOGETHER W/ (2) 164 6" O.C. • • • • • 1.^ • • sees 0 • • • • • • • • • O.C. (2) 2X O ABUTTED PANEL EDGES O2" STAGGERED 2X (MT) NAIL TOGETHER W/ (2) 1 fid 6" O.C. _ • • • • • • ! • • • • • • • NOTES: •• • - STUDS 16" O.C. • • • 1/2" PLYWOOD OR 7/16" OSB -1/2 " • • • • • N • • • • • • • • • — 8d NAILS (.131" X 2-1/2". 1 3/8" YIN. PENETRATION) • • • — 12" O.C. FIELD •• •• •�)••• — 3" X 3" X .229" WASHERS • • • • • • 1 • • • a • — 1/2" A.B. W/ 7" EUSEDNENT 72" O.C. WAX SPACING lk� Broq&m Yodel S�s4t. Dsc JOB 1fi-10 4•.isian :rmsn Sheet Aare � LOWER LEVEL SHEAR WALL o,"—'—" ,w. !� ■ M� Cue—. ORB. 4389-9431 GREENBRIER 20 VFT " _ ; 7B x = ar Ems"