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Permit Building 2020-01-14
SPRINGFIELD OREGON Web Address: www.springfield-or.gov Permit Issued: January 14, 2020 Building Permit Residential 1 & 2 Fam Dwelling (New Only) Permit Number: 811-19-002781-DWL IVR Number: 811063035404 TYPE OF WORK Category of Construction: Single Family Dwelling Type of Work: New Calculated Job Value: $205,599.28 Description of Work: New SFD Lot 1 Jenny Gardens 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: DENNCO INC 960 S 47TH ST 1802051305600 Address: 979 66TH ST Springfield, OR 97478 SPRINGFIELD, OR 97478 LICENSED PROFESSIONAL INFORMATION Business Name License License Number Phone COVERT ENTERPRISES INC- CCB 82272 541-729-1649 Primary NUWAVE HEATING & COOLING CCB 215349 541-525-7214 INC HARDING ELECTRIC INC CCB 132089 541-688-5006 RIGHT WAY PLUMBING & CCB 213077 541-484-3787 BACKFLOW SERVICE INC PENDING INSPECTIONS Permits expire if work is not started within 180 Days of issuance or if work is suspended for 180 Days or longer depending on the issuing agency's policy. All provisions of laws and ordinances governing this type of work will be complied with whether specified herein or not. Granting of a permit does not presume to give authority to violate or cancel the provisions of any other state or local law regulating construction or the performance of construction. ATTENTION: Oregon law requires you to follow rules adopted by the Oregon Utility Notification Center. Those rules are set forth in OAR 952-001-0010 through OAR 952-001-0090. You may obtain copies of the rules by calling the Center at (503) 232-1987. All persons or entities performing work under this permit are required to be licensed unless exempted by ORS 701.010 (Structural/ Mechanical), ORS 479.540 (Electrical), and ORS 693.010-020 (Plumbing). Printed on: 1/14/20 Page 1 of 4 C:\myReports/reports//production/01 STANDARD Permit Number: 811-19-002781-DWL Page 2 of 4 Inspection Inspection Group Inspection Status 2999 Final Mechanical 1_2 Famdwell Pending 3999 Final Plumbing 1_2 Famdwell Pending 4999 Final Electrical 1_2 Famdwell Pending 1530 Exterior Shearwall 1_2 Famdwell Pending 1260 Framing 1_2 Famdwell Pending 2300 Rough Mechanical 1_2 Famdwell Pending 3170 Underfloor Plumbing 1_2 Famdwell Pending 4500 Rough Electrical 1_2 Famdwell Pending 1020 Zoning/Setbacks 1_2 Famdwell Pending 1090 Street Trees 1_2 Famdwell Pending 1110 Footing 1_2 Famdwell Pending 1120 Foundation 1_2 Famdwell Pending 1160 UFER Ground 1_2 Famdwell Pending 1220 Underfloor Framing/Post and Beam 1_2 Famdwell Pending 1410 Underfloor Insulation 1_2 Famdwell Pending 1430 Insulation Wall 1_2 Famdwell Pending 1440 Insulation Ceiling 1_2 Famdwell Pending 1520 Interior Shearwall 1_2 Famdwell Pending 1999 Final Building 1_2 Famdwell Pending 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 4220 Electrical Service 1_2 Famdwell Pending SCHEDULING INSPECTIONS Various inspections are minimally required on each project and often dependent on the scope of work. Contact the issuing jurisdiction indicated on the permit to determine required inspections for this project. Schedule or track inspections at www.buildingpermits.oregon.gov Call or text the word "schedule" to 1-888-299-2821 use IVR number: 811063035404 Schedule using the Oregon ePermitting Inspection App, search "epermitting" in the app store Printed on: 1/14/20 Page 2 of 4 C:\myReports/reports//production/01 STANDARD Permit Number: 811-19-002781-DWL Page 3 of 4 PERMIT FEES Fee Description Quantity Fee Amount Residential wiring 1888 $258.00 Technology Fee $189.84 Air conditioner 1 $19.00 Clothes dryer exhaust 1 $13.00 Decorative gas fireplace 1 $19.00 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 2 $26.00 Water heater 1 $19.00 Plan Review - Major, City 1 $251.00 Single Family Residence - Baths 2 $521.00 Address assignment - each new or change requested externally, per each 1 $54.00 SDC: Total Transportation Administration Fee 190.09 $190.09 SDC: Total Sewer Administration Fee 292.66 $292.66 SDC: Total Storm Administration Fee 120 $120.00 SDC: Compliance Cost - MWMC Regional Wastewater SDC 22.82 $22.82 SDC: Administrative Fee - MWMC Regional Wastewater SDC 10 $10.00 SDC: Total MWMC Administration Fee - Local 89.48 $89.48 SDC: Reimbursement Cost - Storm Drainage 987.85 $987.85 SDC: Improvement Cost - Storm Drainage 1421.12 $1,421.12 SDC: Reimbursement Cost - Local Wastewater 3921.5 $3,921.50 SDC: Improvement Cost - Local Wastewater 190.06 $190.06 SDC: Reimbursement - Transportation SDC 3611.72 $3,611.72 SDC: Improvement - Transportation SDC 135.93 $135.93 SDC: Reimbursement Cost - MWMC Regional Wastewater SDC 1620.85 $1,620.85 SDC: Improvement Cost - MWMC Regional Wastewater SDC 22.82 $22.82 Fire SDC - New Res Construction Sq Ft fee - enter sq ftg 1465 $87.90 Structural plan review fee $1,010.79 Structural building permit fee $1,555.06 Willamalane fees - Single Family Detached, per unit 1 $3,805.00 State of Oregon Surcharge - Elec (12% of applicable fees) $30.96 State of Oregon Surcharge - Plumb (12% of applicable fees) $62.52 State of Oregon Surcharge - Bldg (12% of applicable fees) $186.61 State of Oregon Surcharge - Mech (12% of applicable fees) $17.64 Total Fees: $20,814.22 VALUATION INFORMATION Printed on: 1/14/20 Page 3 of 4 C:\myReports/reports//production/01 STANDARD Permit Number: 811-19-002781-DWL Construction Type Occupancy Type Unit Amount Unit Unit Cost VB R-3 1 & 2 family 1,468.00 Sq Ft $122.46 VB U Utility, misc. 420.00 Sq Ft $48.73 VB U Utility, misc. - 220.00 Sq Ft $24.37 half rate Total Job Value: Page 4 of 4 Job Value $179,771.28 $20,466.60 $5,361.40 $205,599.28 Printed on: 1/14/20 Page 4 of 4 C:%myReports/reports//production/01 STANDARD SPRINGFIELD,, City of Springfield 11 ' Development and Public Works - - - , Transaction Receipt 225 Fifth Street 811-19-002781-DWL Springfield, OR 97477 . 541-726-3753 OREGON IVR Number: 811063035404 permitcenter@springfield-or.gov Receipt Number: 473548 Receipt Date: 1/14/20 www.spdngfield-or.gov Worksite address: 960 S 47TH ST, Springfield, OR 97478 Parcel: 1802051305600 Printed: 1/14/20 2:21 pm Page 1 of 3 FIN_TransactionReceipt_pr Fees Paid Transaction Units Description Account code Fee amount Paid amount date 1/14/20 1.00 Ea Structural building permit fee 224-00000-425602-1030 $1,555.06 $1,555.06 1/14/20 1,888.00 SgFt Residential wiring 224-00000-426102-1033 $258.00 $258.00 1/14120 2.00 Qty Single Family Residence - Baths 224-00000-425603-1034 $521.00 $521.00 1/14/20 1.00 Ea State of Oregon Surcharge - Elec 821-00000-215004-0000 $30.96 $30.96 (12% of applicable fees) 1/14120 1.00 Ea State of Oregon Surcharge - Plumb 821-00000-215004-0000 $62.52 $62.52 (12% of applicable fees) 1/14/20 1.00 Ea State of Oregon Surcharge - Bldg 821-00000-215004-0000 $186.61 $186.61 (12% of applicable fees) 1/14120 1,465.00 Sq Ft Fire SDC - New Res Construction Sq 100-00000-424005-1091 $87.90 $87.90 Ft fee - enter sq ftg 1/14/20 1.00 Qty Willamalane fees - Single Family 821-00000-215023-0000 $3,805.00 $3,805.00 Detached, per unit 1/14/20 1.00 Ea Air conditioner --------------------- 224-00000-425604-1031 $19.00 $19.00 1/14/20 1.00 Ea Clothes dryer exhaust 224-00000-425604-1031 $13.00 $13.00 1/14/20 1.00 Ea Decorative gas fireplace 224-00000-425604-1031 $19.00 $19.00 1/14/20 1.00 Ea Furnace - up to 100,000 BTU 224-00000-425604-1031 $23.00 $23.00 1/14/20 4.00 Qty Gas fuel piping outlets 224-00000-425604-1031 $9.00 $9.00 ------- 1/14/20 1.00 Ea --------------- - .-. Range hood/other kitchen equipment 224-00000-425604-1031 $19.00 $19.00 Printed: 1/14/20 2:21 pm Page 1 of 3 FIN_TransactionReceipt_pr Transaction Receipt 811-19-002781-DWL Receipt number: 473548 Fees Paid Transaction Units Description Account code Fee amount Paid amount date 1/14/20 2.00 Ea Ventilation fan connected to single 224-00000-425604-1031 $26.00 $26.00 duct 1/14/20 1.00 Ea Water heater 224-00000-425604-1031 $19.00 $19.00 1/14/20 1.00 Ea State of Oregon Surcharge - Mech 821-00000-215004-0000 $17.64 $17.64 (12% of applicable fees) 1/14/20 1.00 Ea Address assignment - each new or 224-00000-425602-0000 $54.00 $54.00 change requested externally, per each 1/14120 987.85 Amount SDC: Reimbursement Cost - Storm 617-00000-448029-8800 $987.85 $987.85 Drainage 1/14/20 1,421.12 Amoun SDC: Improvement Cost -Storm 617-00000-448028-8800 $1,421.12 $1,421.12 Drainage 1/14/20 3,921.50 Amoun SDC: Reimbursement Cost - Local 611-00000-448024-8800 $3,921.50 $3,921.50 Wastewater 1/14/20 190.06 Amount SDC: Improvement Cost - Local 611-00000-448025-8800 $190.06 $190.06 Wastewater 1/14/20 3,611.72 Amoun SDC: Reimbursement - Transportation 434-00000-448026-8800 $3,611.72 $3,611.72 SDC 1/14/20 135.93 Amount SDC: Improvement - Transportation 434-00000-448027-8800 $135.93 $135.93 SDC 1/14/20 1,620.85 Amoun SDC: Reimbursement Cost- MWMC 433-00000-448024-8810 $1,620.85 $1,620.85 Regional Wastewater SDC 1/14/20 22.82 Amount SDC: Improvement Cost - MWMC 433-00000-448025-8810 $22.82 $22.82 Regional Wastewater SDC 1/14/20 22.82 Amount SDC: Compliance Cost - MWMC 433-00000-426607-8810 $22.82 $22.82 Regional Wastewater SDC 1/14/20 10.00 Amount SDC: Administrative Fee - MWMC 611-00000-426604-8800 $10.00 $10.00 Regional Wastewater SDC 1/14/20 120.00 Amount SDC: Total Storm Administration Fee 719-00000-426604-8800 $120.00 $120.00 1/14/20 292.66 Amount -- - - - -- -- -- - SDC: Total Sewer Administration Fee 719-00000-426604-8800 $292.66 $292.66 1/14/20 190.09 Amount SDC: Total Transportation 719-00000-426604-8800 $190.09 $190.09 Administration Fee 1/14/20 89.48 Amount SDC: Total MWMC Administration Fee 719-00000-426604-8800 $89.48 $89.48 - Local Printed: 1/14/20 2:21 pm Page 2 of 3 FIN-TransactionReceipt_pr Transaction Receipt 811-19-002781-DWL Receipt number: 473548 Fees Paid Transaction Units Description Account code Fee amount Paid amount date 1/14/20 1.00 Ea Plan Review - Major, City 100-00000-425002-1039 $251.00 $251.00 1114/20 1.00 Automatic Technology Fee 204-00000-425605-0000 $189.84 $189.84 Payment Method: Credit card Payer: Dennis Covert Payment Amount: $9,500.00 authorization: 05203d Transaction Comment: Lot 1 Payment Method: Check number: 3071 Payer: Covert Enterprises Payment Amount: $10,303.43 Transaction Comment: Lot 1 Cashier: Katrina Anderson Receipt Total: $19,803.43 Printed: 1/14/20 2:21 pm Page 3 of 3 FIN_TransactionReceipt_pr Structural Permit Application SPRINGFIELD CITY OF '1 OREGON�y 225 Fifth Street ♦ Springfield, OR 97477 ♦ PH(541)726-3753 ♦ FAX(541)726-3689 OREGON I DEPARTMENT USE ONLY Permit no.: 1 `-00 �� � �WL- Date: This permit is issued under OAR 918460-0030. Permits expire if work is not started within 180 days of suspended for 180 days. LOCAL GOVERNMENT APPROVAL This project has final land -use approval. Signature: Date: This project has DEQ approval. Signature: Date: Zoning approval verified: ❑ Yes ❑ No Property is within flood plain: ❑ Yes ❑ No CATEGORY OF CONSTRUCTION. sidential ❑ Government ❑ Commercial JOB SITE INFORMATION AND LOCATION Job site address: r City: ' f State: Of, ZIP: q'71.1 Subdivision: nrl ',� �� Lot no.: Reference: Taxlot: PROPERTY OWNER Name: ay.—Ar t S Address: qi q ( - City: :4:4 l State: ZIP:q?cp Phone: 1-7 2 c) _1& q of Fax: - - E-mail: v-} J - „� • .F «lr ' Building Owner or Owner's agent authorizing this application: Sign here: ❑ 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 701.010. CONTRACTOR INSTALLATION Business name: (O-y.� Address: Q7 9 L 0' City: f' . State: QAC ZIP:q?y Phone: Fax: - - E-mail: e,0eio,..r, . CCB license no.: 7_Z_'7 Z Print name: Signature: SUB -CONTRACTOR INFORMATION Name CCB License # Phone Electrical e `f= �3 '2, 3yJ-953-� Plumbing k�_ z4 3o-� 5,,f i- TY3- Mechanical Other information: Last edited 5-5-2019 BJones r? 5Y() ,is if work is FEE SCHEDULE 1. Valuation information (a) Job description: I Occupancy Construction type: Square feet: [ q u lb -r- 16 (3 5 Cost per square foot: /00,a i) Other information: Type of Heat: (g y ',,..r Energy Path: ❑ new ❑alteration ❑ addition (b) Foundation -only permit? ❑ Yes ❑ No Total valuation: $ OS• 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+2b+2c]): $ (e) Subtotal of fees above (2a through 2d): $ 3. Plan review fees (a) Plan review (65% x permit fee [2a]): $ to(0 . (b) Fire and life safety (65% x permit fee [2a]): $ (c) Subtotal of fees above (3a and 3b): $ 4. Miscellaneous fees (a) Seismic fee, 1% (.01 x permit fee [2a]): $ (b) Tech fee, 5% (.05 x pennit fee[2a]+PR fee [3c]) $ TOTAL fees and surcharges (2e+3c+4a+b): $ 5coy- dLo Electrical Permit Application CITY OF SPRINGFIELD, OREGON 225 Fifth Street* Springfield, OR 974771 PH(541)726-3753 ♦ FAX(541)726-3689 SPRINGFIELD - S DEPARTMENT USE ONLY Permit no.. Date: t, iz I .3 Z © Z= 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 ❑ Government ❑ Commercial JOB SITE INFORMATION AND LOCATION Job site address: - ; City I State: ZIP: Reference: i g _p -z _cz�S - `�, Taxlot.:6jC_6 p DESCRIPTION OF WORK 4J - N Limited energy (2) PROPERTY OWNER Name: b Address: of :S -7 u� City �' State: ZIP: Phone: - - 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: 1'(1](16 Huak6 I (I Address -9 d ' City: State: Gi r i ZIP: 7 Phone:5A 5 Fax 3 . 9/ E-mail: :Ih__Fd ti Yl I C , G© CCB license no.: I 32DK 9 1 $C license no.:,:Z •y Signing supervisor's license no.: S Print name of signing supervisor: Signature of signing supervisor: Indc a Last edited 7/1/2019 BJones 1 FEE SCHEDULE Number of inspections per item ( )Qty, Cost ea. Total I 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) $654.00 $ Reconnect only (2) $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 perpanel a. Fee for branch circuits with purchase of a service or feeder fee: Each branch circuit $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): $ x� Iis. o Mvi _ s;a 10 -M g I s g �� $ g $. S I d $� 12 8 SI10'OOWW _ J .` n— N ---,--E so 92.50' 101.00' CD IN00'S0'00'E 39.22'i d I Aa � b y n av oom IM 2 Aol -N chi. =3 0 w BASIS OF BEARINGS -N 00'00'00' W 251.60')1 0 2'I 101.00' _ -M g I s g �� $ g $. S d $� 12 8 SI10'OOWW _ J .` n— N ---,--E so 92.50' 101.00' �o o cn � b y 3 o A CQ n (Jl m Ig I N 40 I SOUTH 47TH ST w w N O y -me O me �22a0 PR- �-��5 $sag 0 2289 $mom 84' 29 RR P" obs soft s2 8� ii- 00 s; o— o o m n so �o o cn � b y 3 o A n (Jl m mR 'gig 0-1 ;MD 9s sa $ � ay n � rn 8� ii- 00 s; o— o o m n so �o o cn � b y 3 o A n (Jl m CITY OF SPRINGFIELD SYSTEMS DEVELOPMENT WORKSHEET JOURNAL OR JOB NUMBER NAME OR COMPANY: LOCATION: TAX LOT NUMBER: DEVELOPMENT TYPE: NEW DWELLING UNITS ll.; IMPERVIOUS AREA 19-002781-DWL COVERT ENTERPRISES INC. 960 S 47TH ST 1802051305600 DIRECT RUNOFF TO CITY STORM SYSTEM A. REIMBURSEMENT COST: A. REIMBURSEMENT COST NUMBER OF FEU s x AREA DRAINING TO ADT TRIP RATE x NUMBER OF UNITS IMPERVIOUS S.F. x COST PER TRIP COST PER S.F. NEW TRIP FACTOR DRYWELL x CHARGE 1 3252.00 19.86 $0.301 = 0 B. IMPROVEMENT COST: $978.85 B. IMPROVEMENT COST ICOSTPERFEU ADT TRIP RATE x IMPERVIOUS S.F. x x COST PER S.F. x CHARGE 3252.00 9.57 $0.437 1 ITEM 1 TOTAL - STORM DRAINAGE SDC $2,399.98 = 2. SANITARY SEWER - CITY A. REIMBURSEMENT COST: NUMBER OF DFU's x COST PER DFU 23 $170.50 B. IMPROVEMENT COST: NUMBER OF DFU s x COST PER DFU 23 $83.99 ITEM 2 TOTAL - CITY SANITARY SEWER SDC = $5,853.27 3. TRANSPORTATION A. REIMBURSEMENT COST: A. REIMBURSEMENT COST: NUMBER OF FEU s x COST PER FEU ADT TRIP RATE x NUMBER OF UNITS x COST PER TRIP x NEW TRIP FACTOR NUMBER OF FEU s x 9.57 1 1 19.86 1$1,620.85 1.00 = B. IMPROVEMENT COST: NUMBER OF FEUs ICOSTPERFEU ADT TRIP RATE x NUMBER OF UNITS x COST PER TRIP x NEW TRIP FACTOR 9.57 1 $377.40 1.00 = ITEM 3 TOTAL - TRANSPORTATION SDC 4. SANITARY SEWER - MWMC A. REIMBURSEMENT COST: NUMBER OF FEU s x COST PER FEU 1 $135.93 B. IMPROVEMENT COST: NUMBER OF FEU s x ICOST PER FEU 1 1$1,620.85 C. COMPLIANCE COST: NUMBER OF FEUs ICOSTPERFEU 1 $22.82 MWMC CREDIT IF APPLICABLE (SEE REVERSE) MWMC ADMINISTRATIVE FEE ITEM 4 TOTAL - MWMC SANITARY SEWER SDC SUBTOTAL (ADD ITEMS 1, 2, 3, & 4) _ 1 $3,801.78 $1,789.60 $13,844.63 $978.85 ;1,421.12 1070 ;3,921.50 1091 ;1,931.77 1092 $190.06 1093 $3,611. 1094 $135.93 1054 $1,620.85 1055 $22.82 $0.00 1054 $10.00 1056 5. ADMINISTRATIVE FEE: SUBTOTAL x I ADM. FEE RATE = CHARGE $13,844.63 5% $692.24 TOTAL STORM ADMINISTRATION FEE $120.00 TOTAL SEWER ADMINISTRATION FEE: 292.66 1079 TOTAL TRANSPORTATION ADMINISTRATION FEE: $190.09 1077 TOTAL MWMC ADMINISTRATION FEE - LOCAL $89A8 1078 TOTAL SDC CHARGES = I $14,536.87 PREPARED BY Steven Petersen DATE 12/23/2019 DRAINAGE FIXTURE UNIT (DFU) CALCULATION TABLE NUMBER OF NEW FIXTURES x UNIT EQUIVALENT = DRAINAGE FIXTURE UNITS (NOTE: FOR REMODELS, CALCULATE ONLY THE NET ADDITIONAL FIXTURES) FIXTURE TYPE NO. OF FIXTURES 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 0 0 2 = 0 CLOTHESWASHER / MOP SINK 1 0 3 = 3 CLOTHESWASHER - 3 OR MORE (EA) 0 0 6 = 0 MOBILE HOME PARK TRAP 1 PER TRAILER 0 0 12 = 0 RECEPTOR FOR REFRIG / WATER STATION / ETC. 0 0 1 = 0 RECEPTOR FOR COM. SINK/ DISHWASHER/ ETC. 1 0 3 = 3 SHOWER, SINGLE STALL 1 0 2 = 2 SHOWER, GANG (NUMBER OF HEADS) 0 0 2 = 0 SINK: COMMERCIAL/RESIDENTIAL KITCHEN 1 0 3 = 3 SINK: COMMERCIAL BAR 0 0 2 = 0 SINK: WASH BASIN/DOUBLE LAVATORY 0 0 2 = 0 SINK: SINGLE LAVATORY/RESIDENTIAL BAR 3 0 1 = 3 URINAL, STALL / WALL 0 0 5 = 0 TOILET, PUBLIC INSTALLATION 0 0 6 = 0 TOILET, PRIVATE INSTALLATION 2 0 3 = 6 MISCELLANEOUS DFU TYPE NUMBER OF EDU'S 20 = TOTAL DRAINAGE FIXTURE UNITS *EDL' (Equivalent Dwelling Unit) is a discharge equivalent to a single family dwelling unit (20 DFUs) set at 167 gallons per day 0 23 MWMC CREDIT CALCULATION TABLE: BASED ON COUNTY ASSESSED VALUE YEAR ANNEXED CREDIT RATE/$1,000 ASSESSED VALUE $5.29 $5.29 $5.19 $5.12 $4.98 $4.80 $4.63 $4.40 $4.07 $3.67 $3.22 $2.73 $2.25 $1.80 $1.59 $1.45 $1.25 $1.09 $0.92 $0.72 $0.48 $0.28 $0.09 $0.05 IS LAND ELGIBLE FOR ANNEXATION CREDIT? (Enter 1 for Yes, 2 for No) IS IMPROVEMENT ELGIBLE FOR ANNEX. CREDIT? (Enter 1 for Yes, 2 for No) BASE YEAR CREDIT FOR LAND ; IF APPLICABLE) VALUE/ 1000 CREDIT RATE $0.00 x $5.29 = CREDIT FOR IMPROVEMENT (IF AFTER ANNEXATION) VALUE / 1000 CREDIT RATE $0.00 x $5.29 = TOTAL MWMC CREDIT = 2 2 1979 $0.00 0 $0.00 BEFORE 1979 1979 1980 1981 1982 1983 1984 1985 1986 1987 1988 1989 1990 1991 1992 1993 1994 1995 1996 1997 1998 1999 2000 2001 �'s a t U +1 Sf O 7 N O a c L (n a a -0� C O � L ro t LL i..� Y v O N l6 Ln a a L U O � E a C Ln fo a t U +1 Sf O 7 N O a c L (n a a -0� C O � L ro t LL i..� Y v O N l6 a L 7 a Ln fo O L O c� C } O CL O C UO U 4- tw co > L Q CU :3 a N a a f-� c O M 4- U Lnc N C L C co Q• C7 � � c a `�° a a m °1 a � U o L 4- 3 c V a cn 4- O aL, O N a a +-' a + V) O (n w (4 p (n a c c � c to C +� *' +� a C C1Q a sL aC 4- O L a CL V)En a (n o c fO •Q C a a 'a p U a U C W y_ 0 -0 M L sZ 4, v Q a QCO ao c to m ' C C > U a o m Q a4-1 $_av a •L eO V1 -o . 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O U tIA O C O m C co Y to U 'In ++ L O M k m * Q O N W p W 0 E� m C ++1 � O A Lu O � O 3 �E N O O O-0 > cu N ++ � �O Q to O ai — N VI Y Y Y Y m Y Y Y Y Y Y Y Y U U U U W M U U U U Y U U U U - O CD Y aJ a) aJ a) Vr a) a a) a) to W W W a) m C to U U U U U 4- U U U U U U U U rr LLI H 2 OEM a a� U L 0 ro Q CL ro ro U .0 v a 13 v C qA 0. TABLE N1101.1(2) ADDITIONAL MEASURES ENERGY EFFICIENCY For SI: 1 square foot = 0.093 m2, 1 watt per square foot =10.8 W/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 U -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(1) Standard base case design, Code UA shall be at least 8 percent less than the 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 High efficiency walls 1 , Exterior walls—U 0.045/R-21 cavity insulation + R-5 continuous Upgraded features 2; Exterior walls—U-0.057/R-23 intermediate or R-21 advanced, Framed floors—U-0.026/R-38, and Windows—U-0.28 (average UA) Upgraded features 3 Exterior walls—U-0.055/R-23 intermediate or R-21 advanced, Flat ceilinge U -0.017/R-60, and Framed floors—U-0.026/R-38 Super Insulated Windows and Attic OR Framed Floors q Windows—U-0.22 (Triple Pane Low -e), and Flat ceilinge—U-0.017/R-60 or Framed floors—U-0.026/R-38 Air sealing home and ducts 5 Mandatory air sealing of all wall coverings at top plate and air sealing checklis and Mechanical whole -building ventilation system with rates meeting M1503 or ASHRAE 62.2, and All ducts and air handlers contained within building enveloped or All ducts sealed with masticb 6 High efficiency thermal envelope UA9 Proposed UA is 8% lower than the code UA High efficiency HVAC systema /A Gas-fired furnace or boiler AFUE 94%, or Air source heat pump HSPF 9.5/15.0 SEER cooling, or Ground source heat pump COP 3.5 or Energy Star rated Ducted HVAC systems within conditioned space B All ducts and air handlers contained within building enveloped Cannot be combined with Measure 5 Ductless heat pump C Ductless heat pump HSPF 10.0 in primary zone of dwelling High efficiency water heater° `D Natural gas/propane water heater with UEF 0.85 OR �+ Electric heat pump water heater Tier 1. Northern Climate Specification Product For SI: 1 square foot = 0.093 m2, 1 watt per square foot =10.8 W/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 U -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(1) Standard base case design, Code UA shall be at least 8 percent less than the 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 -5 o t L_a . P_e�pCo iL-C ��`a11�i1 EW"G I N E E R I N G= Since 1977 December 20, 2019 Mr. Dennis Covert Covert Enterprises Inc. Via email: covertent@comcast.net RE: BunDING PAD SUBGRADE EVALUATION JENNY GARDENS - LOT 1 SPRINGFIELD, OREGON BRANCH ENGINEERING INC. PROJECT No. 19-364 A Branch Engineering Inc. (BEI) geotecbnical engineer visited the above referenced site on December 5, 2019 to assess the excavation to subgrade for residential foundation construction. The building site is located in the northwest corner of the seven lot subdivision and soil was removed to a depth of approximately 30 -inches below surface grade with an additional 6 -inches of material removed along the western most 3 -feet of the pad due to soft fill material that was likely not as well compacted on the edge of the pad when placed. Prior observation and testing by BEI showed fill was placed in accordance with structural specifications; however, the outer edges of the fill area was believed to be beyond the building envelope. After excavation and placement of about 4 -inches of aggregate, the building pad is suitable for a conventional perimeter -style foundation, and an allowable soil bearing capacity of 1,500 psf. The subgrade soil has a low to moderate shrink/swell potential. We recommend that the foundation perimeter be backfilled and graded to slope away from the structure as soon as concrete curing allows. Footing drains are not required due to the relatively flat topography surrounding the site. Permanent surface drainage shall be established to convey water to a suitable disposal area. Final perimeter landscape grades shall slope away from the foundation and surface water shall not be allowed to pond adjacent to the foundation. Sincerely, Branch Engineering Inc, PRO, X16170 Digitally signed by Ronald J. onald J. Derrick Derrick OREGON _Date: 2019.12.20 08:33:21 -08,00, �4D J. D EXPIRES: 12/31/2019 Ronald J. Derrick, 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 Branch October 18 2019 rN�G , INEERING Mr. Dennis Covert Since 1977 Covert Enterprises Inc. �11 _.- -transportation Via email: covertent@comcast.net structural - geotechnical RE: CONSTRUCTION DOCUMENTATION — ENGINEERED FILL PLACEMENT JENNY GARDENS SPRINGFIELD, OREGON BRANCH ENGINEERING INC. PROJECT No. 19-364 Branch Engineering Inc. (BEI) geotechnical engineering staff periodically visited the above referenced site during the summer months of 2019 at the request of Kipco Construction to observe the placement and compaction of fill material in residential lot areas. Project Description: The above referenced site is a single-family subdivision development consisting the 7 lots in Springfield, Oregon. The site is located northwest of the intersection of S. 4711' Street and Jasper Road. Site improvements as part of the subdivision include a private concrete driveway accessing lots 1-6, a private concrete driveway accessing lot 7, and associated utility infrastructure installation, see the attached lot layout for reference. Site grading work as part of the project included the placement of fill along western portions of the site that approaches 5 -feet in thickness at the lowest existing elevation area which appeared to be a former Swale, or ditch. From the swale location eastward, the fill thickness tapers down to match the existing ground surface. Scope of Work: Visits by BEI to the site were made in the preliminary clearing -and staging for fill placement. prior to fill placement. Visits to the site were periodically made as requested by Kipco Construction to evaluate the compaction of fill material by observing proof rolls with loaded haul trucks or water tanker trucks. Compaction testing by nuclear densometer (ASTM 6938) was performed on compacted base rock in pavement areas. Observations: Proof rolls observed during the site visits were generally satisfactory, areas of deflection under wheel loads were addressed by moisture conditioning and re -compacting the fill material. The fill material placed on the site consists of low plasticity silty clay spoils from utility trenches excavated on the site. Proof rolls and compaction testing performed on the private drive pavement areas were acceptable with compaction results in conformance with the project specifications. The fill material consists of low plasticity clay which is moisture sensitive and will soften if exposed to prolonged periods of precipitation. Conclusions: With the exception of any areas of soft, or wet fill material, the fill and the native soil across the residential lot areas are suitable for the placement of foundations with a bearing capacity of 1,500 psf following adequate building pad preparation. Adequate building pad preparation consists of the removal of any organic, soft, or wet soil in foundation areas and the placement of approximately 6 -inches of compacted aggregate thickness to mitigate the low to moderate shrink/swell potential of the subgrade material Foundation subgrade preparation work is acceptable to commence without site visits, or lot specific reports on the site. If, any questionably soft, or wet soil is encountered elsewhere on the site the excavation contractor is encouraged to contact or office for a site evaluation at the time of construction. EUGENE -SPRINGFIELD ALBANY-SALEM-CORVALLIS 310 51h Street, Springfield, OR 97477 1 p: 541.746.0637 1 www.branchengineering.com Jenny Gardens - Site Grading October 18, 2019 We recommend the site be protected from wet weather by methods such as establishing vegetation, or final grading to shed water away from foundation areas. If building pad excavations take place during the seasonally wet weather period, generally late October to late May additional excavation to remove saturated soil will likely be required. Areas of foundation subgrade soil shall be covered with compacted aggregate in a timely manner to minimize additional saturation of the subgrade soil. Sincerely, Branch Engineering Inc, PRD ;IE16,170Digitally signed by Ronald J. onald J. Derrick Derrick I OREGON F--1 Date: 2019.10.18 14:41:25 -07'00' t/vlt---JI5 . D;j EXPIRES: 12/31/2019 Ronald J. Derrick Principal Geotechnical Engineer Attached: Lotlayout Construction Observations Branch Engineering, Inc. 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EVENTS 'I!-- — ----- ----_ ®l nvcu nr •-".v w.v.vr � rovaa.acv.�urwrva8 � �'; '. � ��• �� lli �a orami«m mRb m ' e/' 2 :i J gl vv@.:r wv.an nmmr ,al 11 r;mlu., i CONSTP.ULD(M NOTES ® ommrvv.arva m.a:mrve.nmcuilr-r !,' j II!, TL mos 1, i;€f 7 'r. � • ,_____ _ ___ 9MTI T5 1 Branch E-N`GINEERING= Since 1977 CONSTRUCTION OBSERVATION REPORT Date: August 1, 2019 Project: Jenny Gardens Jasper & S. 471' Street Springfield, Oregon Project No.: 19-364 BEI Field Representatives: Tucker Hines, E.I.T. Re: Construction Observations - Site Excavation 08/1/2019: Weather: Clear Skies, temp in 80's Present: Morgan Osuna - Kipco Inc Tucker Hines - Branch Engineering Inc. Branch Engineering Inc. geotechnical engineering staff visited the above referenced site to meet with Morgan to discuss project plans and to observe excavation progress. During the time of the visit, the crew was in the process of removing organics and topsoil from the site. Plans were to fill in the ditch to match grade with the rest of the site with on-site soils from the street and pond excavation spoils, placing material in 1 -foot thick lifts. 08/2/2019: Weather: Clear Skies, temp in 80's Present: Excavation Crew - Kipco Inc Tucker Hines - Branch Engineering Inc. Branch Engineering Inc. geotechnical engineering staff visited the above referenced site to observe fill placement in the ditch area. During the time of the visit, the crew was in the process of placing fill from the excavation of the pond. The first lift was placed and compacted with a 6 -foot wide sheep's foot roller. Minimal depressions of the sheep's foot were witnessed, a sign of good compaction. Plans to proof roll every lift were made with the Kipco crew. Soil removed from the pond area was set out to dry before the next lift was placed and compacted. 08/5/2019: Weather: Sunny and Warm Present: Brandon Colby - Kipco Inc Tucker Hines - Branch Engineering Inc. Branch Engineering Inc. geotechnical engineering staff visited the above referenced site to observed proof rolls and observe progress on site excavation. During the time of the visit, a proof roll of a filled 10 CY truck was observed on the second lift of fill in ditch area. Minimal deformation of the soil was witnessed and no ruts were left by the truck. An agreement to observe future proof rolls on every other lift was discussed. An additional site visit took place later in the day to observe a proof roll on the fourth lift of fill in the ditch region. This proof roll was done with a filled water truck from the site. The proof roll was uniform across the length of the ditch and little to no deformation was seen. Some pockets of moist soil were observed and had slightly larger impressions left from the sheep's foot roller. 08/7/2019: Weather: Sunny and Warm Present: Excavation Crew - Kipco Construction Tucker Hines - Branch Engineering Inc. Branch Engineering Inc. geotechnical engineering staff visited the above referenced site to observed proof rolls and observe progress on site excavation. During the time of the visit, a proof roll by a water truck was observed. The northerly half of the ditch area showed little to no deformation during the proof roll and minimal pad impressions were left by the sheep's foot roller. The southern half of the ditch region resulted in a soft spot with significant rutting left by the water truck. Brandon Colby from Kipco Construction was contacted via phone to update proof roll results and to recommend further efforts to improve the compaction of the soil to the southern half of the ditch region. A crew member on-site provided spot elevations of existing grade at the time of the site visit and those elevations for record use are shown in the table below. Location of Spot Elevation Elevation (feet) Northerly portion of Ditch 498.56 Mid portion of Ditch 498.60 Southerly portion of Ditch 499.30 { ranch „El"'GINEERING-- Since 1977 CONSTRUCTION OBSERVATION REPORT Date: October 18, 2019 Project: Jenny Gardens Jasper & S. 4711, Street Springfield, Oregon Project No.: 19-364 BEI Field Representatives: Matt Renner P.E. Re: Construction Observations 08/13/2019: Weather: Clear skies, temps in high 70's Present: Excavation Crew - Kipco Construction Matt Renner - Branch Engineering Inc. Branch Engineering Inc. (BEI) geotechnical engineering staff visited the above referenced site to observe proof rolls with a loaded haul truck on areas of residential lot subgrade that exhibited deflection under wheel loads during a previous site visit. The area of concern was along the western portion of the site, south of the private drive. Proof rolls were observed across the western portion of the site, south of the private with acceptable results. The area was approved for additional fill placement as required for site grading. 09/25/2019: Weather: Cloudy skies, temps in high 60's Present: Excavation Crew - Kipco Construction Matt Renner - Branch Engineering Inc. BEI geotechnical staff visited the site to observe proof rolls on private driveway subgrade prior to the placement of base rock. Proof rolls with a loaded 10 CY haul truck were observed on the driveway subgrade with acceptable results, no areas of deflection under wheel loads requiring corrective work. During the visit proof rolls were also observed on the residential lot areas after grading work had been completed. Some isolated pockets of soft areas exhibited deflection under wheel loads south of the private drive however these areas appeared to be shallow and isolated. Widespread areas of soil were observed to be rutting, or exhibiting deflection under wheel loads across the central area of the site, north of the private drive. Kipco intended to aerate the soil and re -compact as weather conditions allow. 09/26/2019: Weather: Cloudy skies, temps in high 60's Present: Excavation Crew - Kipco Construction Matt Renner - Branch Engineering Inc. BEI geotechnical staff visited the site to observe proof rolls on compacted aggregate base rock prior to installation of concrete pavement and perform compaction testing by nuclear densometer on the base rock. Proof rolls on the private drive and the driveway accessing lot 7 were observed with acceptable results. Compaction test were performed on the compacted aggregate on the private drive, results are shown below, 95% relative compaction as determined by AASHTO T-180 (modified Proctor) is required for a passing result. Location Dry Density Moisture Content Relative Compaction Wastewater Trench 136.4 5.8 100+ Stormwater Trench 129.1 6.4 96 During the visit windrows were observed that were plowed into the material on lots 1-3 the exhibited deflection under wheel loads during proof rolls. 10/15/2019: Weather: Partly Cloudy skies, temps in 50's Present: Excavation Crew - Kipco Construction Matt Renner - Branch Engineering Inc. BEI geotechnical staff visited the above referenced site to observe proof rolls on lots 1-3 where previous proof rolls resulted in unsatisfactory results. Proof rolls with a loaded 10 CY haul truck were observed with satisfactory results, no areas exhibiting deflection under wheel loads that required correction were observed. Seeding the residential lot areas to establish vegetation was recommended to the crew during the visit. M1I MiTek MiTek USA, Inc. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Telephone 916-755-3571 Re: 2628-19 Arbor South Construction The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Relco Roof. Pages or sheets covered by this seal: R60433582 thru R60433596 My license renewal date for the state of Oregon is June 30, 2021. QED PROFF GIN 9 Q 7878 PE OREGON do `iQy� BER 1�`�C November 27,2019 Galinski, John IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. ... 0000. 0 41 0009 0000. 0000.. •. 0000.. .00 60 0000.. 0000 0 00 .. .. 0. 0 0 0 0 0000 0000 ... 7 Ply 1GE 860433582 o Roof and Floor, Inc, Harrisburg, OR - 97446, 8.320 s Nov 19 2019 MiTek Industries, Inc. Wed Nov 2715:23:38 2019 Page 1 ID:ggZ3GUkplOZgNk7gDzv4bvyExgT-U8LaLpkvi6RVVPoM9tm?VOTwYkhjyBsB3BVuKyExgZ F-1 6 0 0-2-5121-3 18 0 0 23-10-13 1 29-9-11 _I 36-0-0 ,37.6-0 , 1110 6-2-5 510-13 5-10-13 5-10-13 5-10-13 6-2-5 1-6-0 Scale = 1:62.5 MT 1.5x3 ON EACH FACE OF BOTH ENDS OF UN -PLATED MEMBERS OR EQUIVALENT CONNECTION BY OTHERS. 5.00 12 5X6 33 32 31 30 2928 27 26 25 24 23 22 21 2019 18 17 16 15 14 13 12 3x5 II 1.5x4 II 3x4 = 5x8 = 3x4 = 1.5x4 II 3x5 II 12-1-3 18-0-0i 23-10-13 2&9-11 36-0-0 5-10-13 5-10-13 T12-1-3 5-10-13 6-2-5 Plate Offsets (X,Y)— (2:0-2-15,0-0-9]15;x3-0 0-3.0 7:0-3-0.0-3-01,110:0-2-15,0-0-91,[24:0-".O-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.44 Vert(LL) -0.00 10 nlr 120 MT20 2201195 TCDL 7.0 Lumber DOL 1.15 BC 0.24 Vert(CT) 0.00 11 n/r 90 BCLL 0.0 Rep Stress Incr YES WB 0.43 Horz(CT) -0.00 24 n/a n/a BCDL 10.0 Code IRC2015IrP12014 Matrix -MS Weight: 300 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 OF No.1 &Btr TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 OF No.1&Btr BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 OF No.2 OTHERS 2x4 OF No.2 SLIDER Left 2x4 OF No.2 - 3-0-0, Right 2x4 OF No.2 -H 3-0-0 REACTIONS. All bearings 30-0-0 (lb) - Max Horz 33=232(LC 23), 10=232(LC 23), 10=152(LC 1) MaxUplift All uplift 100 to or less atjoint(s) 15, 10, 31, 14, 13, 12 except 33=327(LC 8), 29=117(LC 12), 24=132(LC 12), 119-1121113), 32=194(LC 1) Max Grav All reactions 250 Ib or less at joint(s) 25, 26, 27, 28, 30, 31, 32, 23, 22, 21, 20, 18, 17, 16, 14, 13, 12, 10 except 33=1140(LC 1), 29=308(LC 23), 24=516(LC 1), 19=365(LC 24), 15=3111 1), 10=273(LC 24) FORCES. (lb) -.Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=537,785, 4-5=155/306 BCT CHORD 2-33=-64n/587, 32-33=48713110, 31-32=-4871310, 30-31=-487/310, 29-30=487/310 WEES 4-33=-8391488, 4-29=278,'43C, 5.29=4771236, 6-24=4491221, 7-19=288/129, 8-115=-289/120 NO7 ES - 1) J.1ta:anc3d roof live loads have been consider -d for this design. 2) Nnd: ASCE 7-10; Vuk=t20mph (3 -second gust) Vasd=95mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C -C Comer(3) -1-6-0 to 2-1-3, Exterior(2) 2-1-3 to 18-0-0, Comer(3) 18-0-0 to 21-7-3, Extunoi (�.) 21-7-3 to 37-6-0 zone; canti.aver ;aft and right exposed ; end vertical left and right exposed;C-C for members and forces & VIAFRS for reac3iors shown; Lumher DOL =1.60 plate grip DOL=1.60 3) Truss designed foCwind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable Fnd Details as applicable, or cnnsuh qualified building designer as per ANSIfrPI 1. 4) Gable studs spaced at 1-4-0 oc. 5) ThiG fruss has been designed for a 10.0 pat bottom chord live load noneoncurrent with any other live loads. 6) ' This truss has bee..-. Jesigred for a I've to -id of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit behnreen the bottom chord and al,y othai members. 7) P: c Ak mechanicri conneNion (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 15, 10, 31, 14, 13, 12, 10 except Clt=1b) 3 t=3�7, 29=117, 24=132,19=1 28, 32=194. 8) Non Standard bearing condition. Review required. ® vmR;q&G - Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?PIl Quality Criteria, DSB-09 and BCS! Building Component Safelylnromatl/on available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. PROFFS ��5 ��GINFF9 �/DSL 9 78877S88PE 0 OREGON HOZ V. QTR A& N L. Glk EXPIRES: 06/30/2021 November 27,2019 Id Mifiek MiTek USA, Inc. Suite 270 J 11 3x5 Type Qty ;Ply Arbor South Construction I 860433582 GE i Root and Floor, Inc, Harrisburg, OR - 97446, 8.320 s Nov 19 2019 MiTek Inds ID:ggZ3GUkplOZgNk7gDzv4bvyExgT-UBLaLpk -1-6-0 6-2-5 12-13 16-0-0 23-10-13 29-9-11 180 8-2-5 5-10-13 510-13 5-10-13 5-10-13 Scale = 1:62.5 MT 1.5x3 ON EACH FACE OF BOTH ENDS OF UN -PLATED MEMBERS OR EQUIVALENT CONNECTION BY OTHERS. 5.00 12 5X6 33 32 31 30 2928 27 26 25 24 23 22 21 2019 18 17 16 15 14 13 12 1.5x4 II 3x4 = 5x8 = 3x4 = 1.5x4 II 3x5 II I _12-1-3 , 18-0-0 23-10-13 29-9-1136 12-1-3 5-10-13 5-10-13 1 f 1 5-10-13 6-25 Plate Offsets X Y. - (2:0-2-15,0-0-9), (5:0-3-0,0-3-Oj, [7:0-3-0,0-3-0], 110:0-2-15,0-0-pj .124:0-4-0,0-3-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.44 Vert(LL) -0.00 10 ri 120 MT20 220/195 I TCDL 7.0 Lumber DOL 1.15 BC 0.24 Vert(CT) 0.00 11 Irk 90 BCLL 0.0 Rep Stress Incr YES WB 0.43 Horz(CT) -0.00 24 fila n/a BCDL 10.0 Code IRC2015/TPI2014 Matrix -MS Weight: 300 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 DF No. 1&Btr TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No. 1&BV BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF No.2 OTHERS 2x4 DF No.2 SLIDER Left 2x4 OF No.2 - 3-0-0, Right 2x4 DF No.2 -H 3-0-0 REACTIONS. All bearings 30-0-0 (lb) - Max Horz 33=232(1_13 23), 10=232(LC 23), 10=152(LC 1) Max Uplift All uplift 100 Ib or less at joint(s) 15, 10, 31, 14, 13, 12 except 33=327(1_C 8), 29=117(LC 12), 24=132(LC .12), 19=-128(LC 13), 32=-194(LC 1) Max Grav All reactions 250 Ib or less at joint(s) 25, 26, 27, 26, 30, 31, 32, 23, 22, 21, 20, 18, 17, 16, 14, 13, 12, 10 except 33=1140(LC 1), 29=308(LC 23), 24=516(LC 1), 19=365(LC 24), 15=311(LC 1), 10=273(LC 24) FORCES. (lb) -.Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP•CH 4 R44 2 =537A85, 4-5=155/306 BqT C M 2-33=-A:A87, 32-33=487/310,31-32=-4871310, 30-31=487/310, 29-30=4871310 WEB'S• • • • 4-33=-8391486, 4-29=2FBWO, 5-29=-477/236, 624=449/221, 7-19=288/129, • • • • • • 8 1 `��r��/j1 • s • • NOAt- ••.••• 1)Ual►aiertded roof live loads have been considered for this design. 2) %r4d!ASCE 7-10; Vu%=: JOmph (3 -second gust) Vasd=95mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; Cat. 11; Exp B; Enclosed; MWFRS (envelope) gable end zone and C -C Comer(3) -1-60 to 2-1-3, Exterior(2) 2-13 to 18-0-0, Comer(3) 18-0-0 to 21-7-3, 1narPr(2> 21-7-3 to 37-6-0zone; car: i�ver 1Bft and right exposed ; end vertical left and right exposed;C-C for members and forces &eAVVF" for realiorp shown; Lumber fte=i.60 plate grip DOL=1.60 3) Truss designed foPAnd loads in the lane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry •Gable Find Details as applicable, or ifs%clbllidied building designer as per ANSUTPI 1. 4) Gable strllds spaced at 1-4-0 oc. • • 5)•TJ;ip gess has beep fiesjp% for a 1 S.Q Qg tloitorn 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 3-60 tall by 2-0-0 wide iy 11hrCtfelMeen the tip(lMLchord and aRlPotl12ffmembers. 7) Roo iWa,mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 15, 10, 31, 14, 13, 12, 10 except (jt=lb)i3E--%27, 29=117, 24=132, 19=128, 32=194. 8) Non Standard bearing condition. Review required. ® WARNING - Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSOPH 4uallly Criteria, DSB49 and BCSI Building Component Safely inimmatlon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. PRO'c GINE 9 78788PE, r �• r0 41_ OREGON ,LOQ vGyti-ERA"' L. G IAL EXPIRES: 06/30/2021 November 27,2019 M! aml MiTek MiTek USA, Inc. 400 Sundae Avenue, Suite 270 RD�emle CA 35dC- MiTek' MiTek USA, Inc. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Telephone 916-755-3571 Re: 2628-19 Arbor South Construction The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Relco Roof. Pages or sheets covered by this seal: R60433582 thru R60433596 My license renewal date for the state of Oregon is June 30, 2021. QED PROFF GIN s�0� 78788PE OREGON �o vOyN QER 1 p�\���� C . fi AL November 27,2019 Galinski, John IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. Type 7 1 1 R60433583 L I I I IJob Reference (optional) Reloc Roof and Floor, Inc, Harrisburg, OR - 97446, 8.320 s Nov 19 2019 MiTek Industries, Inc. Wed Nov 27 15:23:40 2019 Page 1 ID:ggZ3GUkp10ZgNk7gDzv4bvyExgT-OWrLmUm9EkhDkixlGloTbpYErXLzSnb9eNgcyDyExgX -1-6A 6-25 12-1-3 18-M23-10-13 29-9-11 36-U _ 37-" 1-6-0 6-2-5 5.10-13 5 10-13 5-1613 � 5-10-13 6-2 5 1.8-0 I Scale = 162.5 5.00 12 5x5 6 ax6 1.5x4 I 3x8 = 5x8 = 3x8 = 1.5x4 II 44 II I I 1-3 18-M 1 I2 a LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.45 Vert(LL) -0.09 12-13 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.38 Vert(CT) -0.16 12-13 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.75 Horz(CT) 0.04 10 n/a n/a BCDL 10.0 Code IRC2015ITP12014 Matrix -MS Weight: 183 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 4-5-5 oc purlins. BOT CHORD 2x4 OF No. 1&Btr BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF No.2 SLIDER Left 2x4 DF No.2 -H 3-0-0, Right 2x4 OF No.2 -H 3-0.0 REACTIONS. (Ib/size) 16=1942/0-5-8, 10=1274/0-5-8 Max Horz 16=68(LC 12) Max Uplift 16-195(LC 8), 10=-113(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-4721795, 4-5=-944/97, 5-6=1141/209, 6-7=1143/221, 7-8=-1741/266, 8-10=-2179/302 BOT CHORD 2-16=-647/499, 15-16=647/483,14-15=-22/808,13-14=-94/1541, 12-13=-186/1974, 10-12=186/1974 WEBS 4-16=1761/510, 4-15=-399/1607,5-15=-6151235, 6-14=45/481, 7-14=-776/167, 7-13=9/380, 8-13=4881106 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=120mph (3 -second gust) Vasd=95mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) and C -C Exterior(2) -1-6-0 to 2-1-3, Interior(1) 2-1-3 to 18-0-0, Exterior(2) 18-0-0 to 21-7-3, Interior(1) 21-7-3 to 37-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.0psf 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. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (t=1b) 16=195,10=113. ® Verity design parameters and READ NOTES Oi Design valid for use only with MITekO connectors. This design is based only upon parameters shown, and is for an individual budding component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSOPlt Quality Critetfe, D66-0 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. • • • •••••• •••••• D PROF •••. iNEF� slQ 78�S�P .. r 0000 s !• • �!` `• • 0000 + �� �•• • • • • �0 -GOEGON - `ipy8� �. G A�- EXPIRES: 06/30/2021 November 27,2019 MITek MITek USA, Inc, 400 Sundae Avenue, Suite 270 .RoARYltIo-C&.B501 rype (Qty Ply (Arbor South Construction 860433584 H HIP Relco Roof and Floor, Inc, Harrisburg, OR - 97446, 8.320 s Nov 19 2019 Mrrek Industries, Inc. Wed Nov 27 15:23:42 2019 Page 1 ID:ggZ3GUkpIOZgNk7gDzv4bvyExgT-Nvb5BAnPILxx_0570jrxgEe W7LAwpbS6h9jl5yExgV 1-0-0 _ 4-3.13 9-11-3 13-0-0 16-0-13 _ 21-8-3 260-0 27-0-0 111 D 4-3.13 5-7-6 3-0-13 F 3-0-13 5-7-6 4-313 16-0 4x4 -- 10 10 6x8 11 24 -- -- 23 —• -- -- 22 -- -- 21 axe II 8x8 = 8x8 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 25.0 Plate Grip DOL 1.15 TC 0.72 TCDL 7.0 Lumber DOL 1.15 BC 0.62 BCLL 0.0 Rep Stress Incr NO WB 0.21 BCDL 10.0 Code IRC2015rrP12014 Matrix -S LUMBER - TOP CHORD 2x4 DF No. 1&Btr *Except* Structural wood sheathing directly applied or 5-5-4 oc purlins. 3-18: 2x6 DF SS Except: BOT CHORD 2x6 DF SS 1 Row at midpt 3-6 WEBS 2x4 OF No.2 Rigid ceiling directly applied or 10.0-0 oc bracing. SLIDER Left 2x6 DF No.2 -H 4-1-14, Right 2x6 DF No.2 -H 4-1-14 Scale = 1:57.9 A 1199 DEFL in (loc) I/defl Ud PLATES GRIP Vert(LL) -0.11 21-22 >999 240 MT20 2201195 Vert(CT) -0.19 21-22 >999 180 Horz(CT) 0.06 19 n/a n/a Weight: 241 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-5-4 oc purlins. Except: 1 Row at midpt 3-6 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. JOINTS 1 Brace at Jt(s): 11, 17, 6 REACTIONS. (Ib/size) 2=2182/0-5-8, 19=2182/0-5-8 Max Horz 2=204(LC 26) Max Uplift 2=-376(LC 8), 19=-376(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3489/579,3-4=-11201141, 4-7=-1051/183,7-9=-973/189, 9-10=9691211, 10 -12=971/216,12 -14=-968/193,14-16=-10551190,16-18=-1120/146,18-19=-34921580, 3-5=-2871/686, 5-6=-28631683, 6-8=-28591684, 8-11=28591684, 1 1-1 3=-2 8 5 91684, 13-15=2859/684,15-17=2851/696,17-18=2859/698 BOT LIORrt 2-24=-54t/7747, 2324=543/2706, 22-23=-579/3673, 21-22=-407/2709, 19-21=-411/2749 WEBS 3-24=-451176, 18-21=-46/476, 1 0-1 1=1 8 718 62, 323=21211076, 6-23=-1331498, 15-23=199/311, 15-22=-8u/456. 18-22=20711 D61 NO rES- 1) Unbalanced roof live loads have been consldersd for this design. 2) And: ASOE 7-10; VuN=120mph (3 -second gust) Vasd=95mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; Cat. II; Exp B; Enclosed; M'f%�RS (envelope) gple end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Frovirie adequate drainage to prevent�water ponding. 4) Ai, �latcs are 1.5x,6M7'20 unless othcwise irdirated. 5) TI jr t uss has beets designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This ti iss has been designed for a !'ve to -d of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) ?:e. i.:e mechanical conceC°on (by orhnr^) o1 t uss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except 0=1b) 2=376,19=376. • 8) Graphica' purlin repues--itntion does not depict the size or the orientation of the purlin along the top and/or bottom chord. 9) Hangerts) or other7connect6n device(s) shall be provided sufficient to support concentrated load(s) 439 Ib down and 110 Ib up at 6-8-5,185 Ib down an`d $1 Ib up at B-0-12,185 lb down and 41 Ib up at 10-0-12, 185 Ib down and 41 Ib up at 12-0-12, 185 Ib down and 41 Ib up at 13-11-4,185 Ib down and 41 Ib up at 15-11-4, and 185 Ib down and 41 Ib up at 17-11-4, and 439 Ib down and 110 Ib up at 19-3-11 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). LOAD CASE(S) Standard Contin -ped on page 2 WAivVINC, - V, my design Pzremelcrs and RE4D NOTE: - Design valid for use only with MiTekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of'deslgn parameters and properly incorporate this design into the overall building design. Bredng indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSk TP11 6 uaft Crlteda, 090-0 and SCSI Su4durg Component Ssfaty inform nlion available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. PR�FF USX 029< 787FIVE O��co L OREGON 20� V, eER L. G P�- EXPIRES: 06/30/2021 November 27,2019 Mi%k MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Job ssTrussType City Ply Arbor South Construction860433584 �1, 1DM DUTCH HIP 1 1 _ Job Reference (optional] Retro Roof and Floor, Inc, Harrisburg, OR - 97446, 8.320 s Nov 19 2019 MiTek Industries, Inc. Wed Nov 27 15:23:42 2019 Page 2 ID: ggZ3GUkplOZgNk7gDzv4bvyExgT-Nvb5BAnPILxx_0570jrxgEeW7LzjwpbS6h9j15yExgV LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 2-19=-20, 1-3=64, 3-10=-64, 10-18=64, 18-20=64 Concentrated Loads (lb) Vert: 23=185(F) 22=-185(F) 25=-439(F) 26=-185(F) 27=185(F) 28=-185(F) 29=-185(F) 30=439(F) • ••• ••••• • • • • • •••••• ••••s• • • • • • •••••• • • • •••••• 00 •••••• •••• •• • •••••• • • • •••• •• •• •••••• &WARIVINC- -TV em fir' APA, f4w r.l!!!r C! to r rFY J:� : ' A :f s rtf. lith_ Ml! Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verily the applicability of design parameters and propedy incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only- Additional temporary and permanent bracing Mi%k is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and buss systems, see ANaf/rPH Quality CHtedA DSB-89 and BCSI Bullding Component MTek USA, Inc. Safety Warmation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 400 Sunrise Avenue, Suite 270 1�ttGd�St+i Type City Ply, South Construction 860433585 )r 1 i 1 lAr6x Reloo Roof and Floor, Inc, Harrisburg, OR - 97446, 8.320 s Nov 19 2019 MiTek Industries, Inc. Wed Nov 27 15:23:43 2019 Page 1 ID:ggZ3GUkplOZgNk7gDzv4bvyExgT-r59TOWo1 Wf3ocAgKxRMACSAfTIFufFobLLuGZYyExgU 6-7-12 13-0-0 19 -4 26-0-0 2_77 1-0-0 6-7-12 6-4.4 6.4-4 6-7-12 16-0 4x6 = Bx12 II 6-7-12 1341-0 Plate Offsets (X,Y)- 12:0-4-9.Edge1. 18A-4-9,Edl3e] TOP CHORD LOADING (pal) SPACING- 2-0-0 CSI. TCLL 25.0 Plate Grip DOL 1.15 TC 0.87 TCDL 7.0 Lumber DOL 1.15 BC 0.88 BCLL 0.0 Rep Stress Incr YES WB 0.27 BCDL 10.0 Code IRC2015rrP12014 Matrix -MS LUMBER - TOP CHORD 2x4 DF No.18Btr BOT CHORD 2x4 OF No.18Btr WEBS 2x4 OF No.2 SLIDER Left 2x8 DF 2250F 1.9E -H 3-00, Right 2x8 DF 225OF 1.9E -H 3-0-0 REACTIONS. (lb/size) 2=1188/0-5-8,8=1188/0-5-8 Max Horz 2=-163(LC 10) Max Uplift 2=-84(LC 12), 8=-84(LC 13) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-4=-2210/303, 4-5=-1772/228, 5-6=-1772/220, 6-8=2210/302 BOT CHORD 2-12=-162111821,111l-12=-162/1854, 10-11=170/1854, 8-10=168/1821 WEBS 5-11=-117/1425, 6-11=427/182, 4-11=427/186 6x12 11 m N V I DEFL. in (loc) Ildefl Ud PLATES GRIP Vert(LL) -0.22 11-12 >999 240 MT20 2201195 Vert(CT) -0.41 11-12 >762 180 Horz(CT) 0.33 8 n/a n/a Scale =1:61.4 Weight: 133 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Unbalanced roof live loacs have been considered for this design. 2)'.Vnd: ASCE 7-10; Vu@=+20mph (3 -second gust) Vasd=95mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; Cat. Il; Exp B; Enclosed; MlirWKS (onvelope) and C -C Exterior(2}-:-v J to 1-6-0, Interior(1) 1-6-0 to 13-0-0, Exterior(2) 13-0-0 to 16.0-0, Interior(1) 16-00 to ^7.F d' z j -e; cantilPvgr left and right exposed end vertical left and right exposed;C-C for members and forces & MWFRS for laactiuns shown; Lumber DCL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf-Dutrom chord live load nonconcurrent with any other live loads. 4) ' `h:s .r ;e 3 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 2-00 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 2, 8 cc-isiders parallel to grain value using ANSIfrPI 1 angle to grain formula. Building designer should verify rapacdy of bearing -surface. 6) Prax 'de :r3chanica' co-inection (by ot'7ers) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 8. �tF ® L'JRr?NTNG - .1, ECE5 AWEV REF?Q 9103/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANShTPll Quality Criteria, D9049 and BCSI Building Component Safely /rdarmetlon available from Truss Plate Institute, 21 a N. Lee Street, Suite 312, Alexandria, VA 22314. �NGINE F'19'4 1,'L 9 78!fiPP5 OREGON v0 cM�ER �Dr+ C yN G EXPIRES: 06/30/2021 November 27,2019 MiTek MlTek USA, Inc. 400 Sunrise Avenue. Suite 270 Job Truss Truss Type Qty Ply Arbor South Construction TCLL 25.0 Plate Grip DOL 1.15 TC 0.88 Vert(LL) -0.22 9-10 >999 240 MT20 2201195 J R60433586 2628-19 63 Scissor 6 1 TOP CHORD 2x4 OF No. 1&Btr TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 DF No.1 &Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 OF No.2 Job Reference {oplional) Relco Roof and Floor, Inc, Harrisburg, OR - 97446, 8.320 s Nov 19 2019 M7ek Industries, Inc. Wed Nov 27 15:23:44 2019 Page 1 ID:ggZ3GUkplOZgNk7gDzv4bvyExgT-1 HjrespgHyBfDKFVWBlPlfjg89b4OiwkZ9eg5yExgT 6-7-12 13-0-0 19-4-4 26 0 0 276-0 6-7-12 64-4 6.4-4 6-7-12 1-60 i f 4x8 = m N Q I� Scale = 1:60.4 6x12 I 6x12 II 6-7-12 13-0-0 1944 I 26-M 6-7-12-4 644 6.44 6-7-12 Plate Offsets (X,Y) 11:0-1-8,Edge), [7:0-4-9,Edg.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.88 Vert(LL) -0.22 9-10 >999 240 MT20 2201195 TCDL 7.0 Lumber DOL 1.15 BC 0.88 Vert(CT) -0.41 9-10 >764 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.28 Horz(CT) 0.33 7 n/a n1a BCDL 10.0 Code IRC2015/TP12014 Matrix -MS Weight: 130 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 OF No. 1&Btr TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 DF No.1 &Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 OF No.2 SLIDER Left 2x8 OF 2250F 1.9E -H 3-0-0, Right 2x8 OF 2250F 1.9E -H 3-0-0 REACTIONS. (Ib/size) 1=108910-5-8,7=1191/0-5-8 Max Horz 1=157(LC 10) Max Uplift 1=-69(LC 12), 7=-84(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-3=-22341322, 3-4=-17811236,4-5=-1780/226, 5-7=221181308 BOT CHORD 1-11 =-11 77118-46, 10-11=1 77/1878, 9-10=175/1860, 7-9=-17311826 WEBS 4-10=-125/1435, 5-10=-427/182, 3-10=4431188 NOTES - 1) Unbalanced roof live loads have been considered for this design. • ••• ••••• 2) Wind: ASCE 7-10; Vuk=120mph (3 -second gust) Vasd=95mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; Cat. II; Exp 8; Enclosed; • • • MWFRS (envelope) and C -C Exterior(2) 0.0-0 to 3-0-0, Interior(1) 3-0-0 to 13-0-0, Exterior(2) 13-0-0 to 16-0-0, Interior(1) 16-0-0 to 0000 ••••• 27-6-0 zone; cantilever left and right exposed ; and vertical left and right exposed;C-C for members and forces & MWFRS for • • • • • • •••••• •••••• reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 • • • 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • • • • • • • • 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide p PROF • • • • • will fit between the bottom chord and any other members. 5) Bearing at joint(s) 1, 7 considers parallel to grain value using ANSlfrPI 1 angle to grain formula. Building designer should verifyr] is [ ke capacity of bearing surface. • • • •�I• • 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 7 • • 9� • • • • • • 7�� PE •• • 0000 0• (� • •• • • • • OL QRREGON:. tiN C . G EXPIRES: 06/30/2021 November 27,2019 WARNING - Design valid for use only with MITek®connectors. This design is based only upon parameters shown, and Is for an Individual bulltling component, not DWI a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mi%k is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, dellvery, erection and bracing of trusses and truss systems, see ANS11TRI Quality Crlterfa, DS8$9 and SCSI Building Component M7ek USA, Inc. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 400 Sunrise Avenue, Suite 270 CA 9566 r F262 Truss 8-19 B4 South Construction R60433587 Relco Roof and Floor, Inc, Harrisburg, OR - 97446, 8.320 s Nov 19 2019 MiTek Industries, Inc. Wed Nov 27 15:23:45 2019 Page 1 ID:ggZ3GUkplOZgNk7gDzv4bvyExgT-nUG EpCgl2GJ WrTgi3sOeltG7uYuw79AuofNNeQyExgS 1- 6-7-12 13-0-0 19-44 i 26-0-0 27-6-0 6-7-12 6-4.4 6.4.4 6-7-12 1-6-0 MT 1.50 ON EACH FACE OF BOTH ENDS OF UN -PLATED 4x6 — MEMBERS OR EQUIVALENT CONNECTION BY OTHERS. 6x12 11 Plate LOADING (psf) SPACING- 2-0-0 CSI. TCLL 25.0 Plate Grip DOL 1.15 TC 0.88 TCDL 7.0 Lumber DOL 1.15 BC 0.97 BCLL 0.0 Rep Stress Incr YES WB 0.28 BCDL 10.0 Code IRC20151TP12014 Matrix -MS LUMBER - 400 Sundae Avenue, Suite 270 TOP CHORD 2x4 DF No. 1&Btr BOT CHORD 2x4 DF No. 1&Btr `Except" 7-12: 2x4 OF No.2 WEBS 2x4 DF No.2 SLIDER Left 2x6 DF 2250F 1.9E -H 3-0-0, Right 2x8 DF 2250F 1.9E -H 3-0-0 REACTIONS. (Ib/size) 1=108910-5-8,7=1191/0-5-8 Max Horz 1=-157(LC 8) Max Uplift 1=-69(LC 12), 7=84(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-3=-2234/322, 3-4=-1781/236, 4-5=1780/226, 5-7=-2218/308 BOT CHORD 1-11=-177/1846, 1 0-1 1=-1 7 711 8 78, 9-10=17&11860,7-9=173111826 WEBS 4-10=-12511435,5-10=-4271182,3-10=-"3/188 6x12 II N I9 DEFL. in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.22 9-10 >999 240 MT20 220/195 Vert(CT) -0.41 9-10 >764 180 Horz(CT) 0.33 7 n/a n/a Scale = 1:60.4 ' Weight: 153 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 9 NOTES - 1) I Inbal lnced roof live loars have been considered for this design. 2) Wn,;: A30E 7-10; VuR=120mph (3-seccnJ ;jt.st) Vasd=95mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; Cat. II; Exp B; Enclosed; e41WRS (envelope) and C -G Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 13-0-0, Exterior(2) 13-0-0 to 16-0-0, Interior(1) 16-0-0 to 27-6-C zone; cantilever left a.1d right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 p.a,e grip DOL=1.60 3) -F.ic trjr s has been designed for a 10.0 psf bot'om chord live load nonconcurrent with any other live loads. 4) This truss has been de: ioned for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) d66 ir,g a, joint(s) 11, 7 considers paralale; to gain value using ANSIIrPI 1 angle to grain formula. Building designer should verify CE'? -Cit'.' (%f bearingasurface. C 6) Provide mechanic2f 6onnection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 7. 1 0 PR04,,s ANG 11 NFF9 9 � 787F3 � Z QD OL OREGON foo v�y� BER 1 �\��,�� �. GN EXPIRES: 06/30/2021 November 27,2019 Design valid for use only with MITek®connedors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent budding of individual truss web and/or chord members only. Additional temporary and permanent bracing T M i Tiek is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSOP11 Quality Criteria, Da8-ag and SCSI Building Comiwrrenr MTek USA, Inc. Safety lnfomuf/on available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandre, VA 22314. 400 Sundae Avenue, Suite 270 Job Truss Truss Type Qty Ply Arbor South Construction 860433588 2628-19 B5 Common 9 1 Job Reference (optional) Relco Roof and Floor, Inc, Harrisburg, OR - 97446, 8.320 s Nov 19 2019 MiTek Industries, Inc. Wed Nov 27 15:23:46 2019 Pagel ID:ggZ3GUkplOZgNk7gDzv4bvyExgT-FggoOYgwpaRNTdPudZvtg4oH4yNXset11J7wAtyExgR _ 6-7-12 13-0-0 19-4-426 0 0 27-6-0 5-7-12 644 644 6-7-12 7.6-0 i■J 1 4x6 II 4 4x10 II 3x4 = 3x5 = 3x4 = 4x10 II N Scale = 1:58.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.40 Vert(LL) -0.17 9-11 X999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.44 Vert(CT) -0.26 9-11 X999 180 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(CT) 0.04 7 n/a n/a BCDL 10.0 Code IRC2015/TPI2014 Matrix -MS Weight: 139 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF No.1&Btr BOT CHORD 2x4 DF No.1&Btr WEBS 2x4 DF No.2 SLIDER Left 2x8 DF No.2 -H 3-0-0, Right 2x8 DF No.2 -H 3-0-0 REACTIONS. (Ib/size) 1=1089/0-5-8,7=1191/0-5-8 Max Hoa 1=-157(LC 8) Max Uplift 1=69(LC 12), 7=84(1_C 13) Max Grav 1=1109(LC 19), 7=1197(LC 20) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-3=-14131248, 34=113411307, 4-5=-1334/297,5-7=-14071239 BOT CHORD 1-11=-10411225, 9-11=01844,7-9=-10411117 WEBS 4-9=-1111619, 5-9=3301165, 4-11=-114/631, 3-11=-3391166 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-1-10 oe purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=120mph (3 -second gust) Vasd=95mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) and C -C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 13-0-0, Exterior(2) 13-0-0 to 16-0-0, Interior(1) 16-0-0 to 27-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, wfth BCDL = 10.0psf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 7. -YARNING - Verily. desrgn parameters and READ NOTES O Design valid for use only with Mrrek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIMP/i Ouellry CrRada, OSB -89 and SCSI Building Component Safety Irrformation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. • ••• 9999• • • 9999•• 96.00• 9.99.9 •• p PROF .6 I NEFA �"a�. • • • �4 •• (� .0 7$7 RP ■4 •• • 969• • ■� • • • -.OREGON O • • vO� �� R 6 EXPIRES: 06/30/2021 November 27,2019 MiTek- MiTek USA, Inc. 400 Sunrise Avenue. Suite 270 Type 7 R60433589 Relco Roof and Floor, Inc, Harrisburg, OR - 97446, 8.320 is Nov 19 2019 MTek Industries, Inc. Wed Nov 27 15:23:47 2019 Page 1 ID:ggZ3GUkplOZgNk7gDzv4bvyExgTjsO_EurYatZE4n_5AGQ6NILSsMjnb5ABFzsUiJyExgQ -1.6-0 6 7-12 I 13-0-0 19 4 4 26-0-0 _ V&-0 1-0�8-7-12 6 4 4 �- 6 4 4 6-7-12 1-0 4x6 11 5 4x10 II 3x4 = 3x5 = 3x4 = 4x10 II Ia Scale = 1:60.5 6 9 3 8-5-11 Plate Offsets 1X.Yr [2:0-7-1,0-0-1],[8:0-7-1,0-0-111 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.40 Vert(LL) -0.18 10-12 >999 240 MT20 2201195 TCDL 7.0 Lumber DOL 1.15 BC 0.43 Vert(CT) -0.27 10-12 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.18 Horz(CT) 0.04 8 n/a n/a BCDL 10.0 Code IRC20151TP12014 Matrix -MS Weight: 141 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 OF No. 1&Btr TOP CHORD Structural wood sheathing directly applied or 5-1-12 oc purlins. BOT CHORD 2x4 DF No. 1&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF No.2 SLIDER Left 2x8 DF No.2 -H 3-D-0, Right 2x8 DF No.2 -H 3-D-0 REACTIONS. (Ib/size) 2=1188/0-5-8,8=118810-5-8 Max Harz 2=163(LC 11) Max Uplift 2=-84(LC 12), 8=-84(LC 13) Max Grav 2=1195(LC 19), 8=1195(LC 20) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=14041238,4-5=13311297, 5-6=13311297, 6-8=1404/238 BOT CHORD 2-12=-93/1214, 10-12=01841, 8-10=100/1114 WEBS 5-10=-112/620, 6-10=330/165, 5-12=112/619, 4-12=330/165 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) V1`nj: ASCE 7-10; Vuft=120mph (3-secnrd_g,lst) Vasd=95mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) and C -G Exteriort2� -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 13-0-0, Extedor(2) 13-0-0 to 16-0-0, Interior(1) 16-0-0 to '7-6-^ zone; cantilever left rid right exposed end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plstii, grid DOL=1.60 3) Thi= t u%p,has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) - This -truss has been deigned 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 = 10.Opsf. 5) ?;a:i a r,:echanical connection (by oth crs) o` truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 8. i• r 1911111111111111_ - - — -- ®- VrOfy dr=:: n. ,Jrarneters rid READ NOTE: Design valid for use only with MiTeks connectors. This design is based only upon parameters shown, and is for an Individual building component, not e truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall bullding design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSYM11 Quality CHterfe, DS949 and BCSI Building Component Safely Information available from Truss Plate Institute. 213 N. Lee Street, Suite 312, Alexerldde, VA 22314. ,NG�►vEF'9 787W_3E/�'� v OL�OREGON O McER yN G EXPIRES: 06/30/2021 November 27,2019 to MiTek MTek USA, Inc. 400 Sunrise Avenue. Sulo 270 Job Truss Truss Type 2628-19 B7GE COMMON SUPPORTED GAB Relco Roof and Floor, Inc, Harrisburg, OR - 97446, R1 -1 60 I 13-0-0 1 6-0 13.0-0 (Arbor South Construction R60433590 B.32U s NOV 19 2U19 MITeK Industries, Inc. Wed Nov 27 15:23:49 2019 Page 1 10:ggZ3GUkpIOZgNk7gDzv4bvyExgT-gFVVk Zk)6VgxK57TIhTaSjQHAVG30NTjHLbnCyExgO 26-0-027-6-0 13-0-0 - F i-0 4x4 = 12 Scale = 1:59.7 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 3x4 = LOADING (psf) SPACING- 2-0-0 TCLL 25.0 Plate Grip DOL 1.15 TCDL 7.0 Lumber DOL 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code IRC2015/TP12014 LUMBER - CSI. TOP CHORD 2x4 DF No.1&Btr BOT CHORD 2x4 DF No.t&Btr WEBS 2x4 DF No.2 OTHERS 2x4 DF No.2 26-0-0 13-M REACTIONS. All bearings 26-0-0. (lb) - Max Horz 45=-228(LC 10) Max Uplift All uplift 100 Ib or less at joints) 36, 37, 38, 39, 40, 41, 42, 43, 33, 32, 31, 30, 29, 28, 27, 26 except 45=164(LC 8), 24=104(LC 9), 44=160(LC 9), 25=120(LC 13) Max Grav All reactions 250 Ib or less atjoint(s) 24, 36, 37, 36, 39, 40, 41, 42, 43, 44, 33, 32, 31, 30, 29, 28, 27, 26, 25, 34 except 45=283(LC 20) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=120mph (3 -second gust) Vasd=95mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; Cat. Il; Exp B; Enclosed; MWFRS (envelope) gable end zone and C -C Comer(3) -1-6-0 to 1-6-0, Exterior(2) 1-6-0 to 13-0-0, Comer(3) 13-0-0 to 16-0-0, Exterior(2) 16-0-0 to 27-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & M WFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 7) Gable studs spaced at 14-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent 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) 36, 37, 38, 39, 40, 41, 42, 43, 33, 32, 31, 30, 29, 28, 27, 26 except (jt=1b) 45=164, 24=104, 44=160, 25=120. • • • •••••• •••••• PROFS •: �� � GINFF9 lDI • e• • • • • • • s rr ik _/W - • • OG pREG )N:�, `i0 61`•R 1 �`�5 �. GAL EXPIRES: 06/30/2021 November 27,2019 WARNING - Uesign valid far use only with MiTele®connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing M iTe k is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANBV7pli Quality C~A, D.SB-a9 and BCSI Building Component Mrek USA, Inc. Salety Inlormadon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 400 Sunrise Avenue, Suite 270 t CSI. DEFL in (loc) I/deft Ud PLATES GRIP TC 0.12 Vert(LL) -0.01 23 n/r 120 MT20 220/195 BC 0.05 Vert(CT) -0.02 23 nlr 90 WB 0.08 Horz(CT) 0.00 24 n/a n/a Matrix -R Weight: 211 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 11-36,13-33,12-34 REACTIONS. All bearings 26-0-0. (lb) - Max Horz 45=-228(LC 10) Max Uplift All uplift 100 Ib or less at joints) 36, 37, 38, 39, 40, 41, 42, 43, 33, 32, 31, 30, 29, 28, 27, 26 except 45=164(LC 8), 24=104(LC 9), 44=160(LC 9), 25=120(LC 13) Max Grav All reactions 250 Ib or less atjoint(s) 24, 36, 37, 36, 39, 40, 41, 42, 43, 44, 33, 32, 31, 30, 29, 28, 27, 26, 25, 34 except 45=283(LC 20) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=120mph (3 -second gust) Vasd=95mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; Cat. Il; Exp B; Enclosed; MWFRS (envelope) gable end zone and C -C Comer(3) -1-6-0 to 1-6-0, Exterior(2) 1-6-0 to 13-0-0, Comer(3) 13-0-0 to 16-0-0, Exterior(2) 16-0-0 to 27-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & M WFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 7) Gable studs spaced at 14-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent 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) 36, 37, 38, 39, 40, 41, 42, 43, 33, 32, 31, 30, 29, 28, 27, 26 except (jt=1b) 45=164, 24=104, 44=160, 25=120. • • • •••••• •••••• PROFS •: �� � GINFF9 lDI • e• • • • • • • s rr ik _/W - • • OG pREG )N:�, `i0 61`•R 1 �`�5 �. GAL EXPIRES: 06/30/2021 November 27,2019 WARNING - Uesign valid far use only with MiTele®connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing M iTe k is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANBV7pli Quality C~A, D.SB-a9 and BCSI Building Component Mrek USA, Inc. Salety Inlormadon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 400 Sunrise Avenue, Suite 270 t Relco Roof and Floor, Inc, R60433591 burg, OR - 97446, 8.320 s Nov 19 2019 MiTek Industries, Inc. Wed Nov 27 15:23:51 2019 Page 1 ID: ggZ3GUkp I OZg Nk7gDzv4bvyExgTceeV4Fu3e64fZO H sP6V2XB WBYzBiXuvmAaghr4yExgM 1-9-10 4-1-15 _ _ 83-15 1-9-10 4-1-15 4-1-15 Scale = 1:21.5 3x4 II 7 axes = 3x4 = 1.5x4 II LOADING (psf) SPACING- 2-0-0CSI. TCLL 25.0 Plate Grip DOL 1.15 TC 0.23 TCDL 7.0 Lumber DOL 1.15 BC 0.18 BCLL 0.0 Rep Stress Incr NO WB 0.14 BCDL 10.0 Code IRC2015frP12014 Matrix -MS DEFL in (loc) Vdefl Lid PLATES GRIP Vert(LL) -0.01 5-6 >999 240 MT20 220/195 Vert(CT) -0.02 5-6 >999 180 Horz(CT) 0.00 5 n/a n/a LUMBER- BRACING - TOP CHORD 2x4 DF No. 1&Btr TOP CHORD BOT CHORD 2x4 DF No. I&Btr WEBS 2x4 DF No.2 BOT CHORD REACTIONS. (Ib/size) 7=501/"-13,5=463/Mechanical Max Horz 7=88(LC 5) Max Uplift 7=100(LC 4), 5=-86(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-7=-4651110, 2-3=-472/73 BOT CHORD 5-6=-94/423 WEBS 2-6=-671444, 3-5--446190 Weight: 44 Ib FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins, except and verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vuft=120mph (3 -second gust) Vasd=95mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been desiwned for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This 'cuss 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 wi. 6l itAmen the bottom chord and any �X.icr members. 4) R?fer+o_glyder(s) for truss to truss cwnn&ctions. 5) rroviCa mechanical connect:an (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 7, 5. 6) Hanger(s) or other connection device(s soail -oa provided sufficient to support concentrated load(s) 21 Ib down and 27 Ib up at 3, 33 'b down and 16 Ib up at 4-1-12, and 27 Ib down and 38 Ib up at 6-6-10, and 100 Ib down and 64 Ib up at 7-1-10 on top chord and 21 Ib down acid 1 Ib up at 3-6-6, 20 Ib down and 15 Ib up at 4-1-12, and 32 Ib down and 13 lb up at 6-6-10, and 68 Ib down at 7-1-10 on batto.,,rt`chord. The design/selection of such connection device(s) is the responsibility of others. 7) ltihe-LOAD CASE(S) section, loads applied :o the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Stafidard 1) bead + Roof Live (balanced): Lumberl)%rease=1.15, Plate Increase=1.15 Uniform Loads (plf) - ( Vert: 1-2=&4, 2-4=64, 5-7=-2g Concentrated Loads4l:)) Vert: 9=-19(FY10=100(B) 12=&1-2(F) 13=-34(B) ® WARNING - Vc-iry dowgn parametero and nEAO, fOTEE 10.E&2015 BEFORF Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSYTPH Quality Criteria, DSB48 and BCS!Building Component Safety erformsNan available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, PROFFss ANG'NEER ,0291! 78 PE ��GO,0� L. GAL EXPIRES: 06/30/2021 November 27,2019 IN! MiTek MiTek USA, Inc. Suite 270 South Construction R60433592 eference toptional) d MiTek Industries, Inc. Wed Nov 2715:23:51 2019 Page 1 I D: ggZ3GUkplOZgNk7gDzv4bvy ExgT-ceeV4Fu3e64fZO HsP6V2X8 W DCz95XwtmAaghr4yExgM 1-0-0 3-4-10 1-0-0 3-4-10 1.5x4 II LOADING (psf) SPACING- 2-0-0 CSI. TCLL 25.0 Plate Grip DOL 1.15 TC 0.12 TCDL 7.0 Lumber DOL 1.15 BC 0.09 BCLL 0.0 Rep Stress Incr YES WB 0.01 BCDL 10.0 Code IRC2015fTP12014 Matrix -MP DEFL. in (loc) Udefl L/d PLATES GRIP Vert(LL) -0.00 5-6 >999 240 MT20 220/195 Vert(CT) -0.01 5-6 >999 180 Horz(CT) -0.00 3 n/a n/a LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 BOT CHORD REACTIONS. (Ib/size) 6=219/0-5-8,3=89/Mechanical, 5=34/Mechanical Max Horz 6=34(LC 9) Max Uplift 6=37(LC 8), 3=-25(LC 12) Max Grant 6=219(LC 1), 3=89(LC 1), 5=67(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown Scale = 1:13.5 Weight: 16 Ib FT = 20% Structural wood sheathing directly applied or 3-4-10 oc purlins, except end verticals. Rigid ceiling directly applied or 10.0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vuit=120mph (3 -second gust) Vasd=95mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; Cat. 11; Exp B; Enclosed; MW°RS (envelope) and C -C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 3-3-14 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and fomes & MW=RS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 0000 4) Refer to girder(s) for truss to truss connections. • • 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 3. • • • • •••••• •••••• 1--5EP R �-O-F& • •/� •- -r • • 7$ E" ...• s' 00 OREGON' ' eR L. G A�- EXPIRES: 06/30/2021 November 27,2019 AVIA RIVING - Verify design parameters and READ NOTES O Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design Into the overall p� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ! V I i7ek Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSWPtf Quality Crifeda, DSB-80 and BCS! Building Component MiTek USA, Inc. Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 400 Sunrise Avenue, Suite 270 Ro�evWe- CA 1 Job Truss 2628-19 J2 Relco Roof and Floor, Inc, H: Type 97446, 1 -1-0-0 1 1-0-0 South Construction R60433593 8.320 s Nov 19 2019 MiTek Industries, Inc. Wed Nov 27 15:23:52 2019 Page 1 ID:ggZ3GUkplOZgNk7gDzv4bvyExgT-0qCtHbvhPQCWBYs2zgOH4L2GONQKGNpwPEaFNWyExgL 6-4-10 641-10 1.5x4 11 ��� 4 LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 REACTIONS. (Ib/size) 5=34010-5-8, 3=191/Mechanical, 4=62/Mechanical Max Horz 5=53(LC 8) Max Uplift 5=-44(LC 8), 3=51(LC 12) Max Grav 5=340(LC 1), 3=191(LC 1), 4=125(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-278/134 Scale = 1:20.1 0 dr N DEFL. in (loc) Vdefl L/d PLATES GRIP Plate Offsets MY 0-2-0 MT20 220/195 Vert(CT) -0.16 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 25.0 Plate Grip DOL 1.15 TC 0.63 TCDL 7.0 Lumber DOL 1.15 BC 0.41 BCLL 0.0 Rep Stress Incr YES WB 0.03 BCDL 10.0 Code IRC20151TP12014 Matrix -MP LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 REACTIONS. (Ib/size) 5=34010-5-8, 3=191/Mechanical, 4=62/Mechanical Max Horz 5=53(LC 8) Max Uplift 5=-44(LC 8), 3=51(LC 12) Max Grav 5=340(LC 1), 3=191(LC 1), 4=125(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-278/134 Scale = 1:20.1 0 dr N DEFL. in (loc) Vdefl L/d PLATES GRIP Vert(LL) -0.08 4-5 >940 240 MT20 220/195 Vert(CT) -0.16 4-5 >470 180 Horz(CT) -0.00 3 n/a n/a Weight: 28 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-D-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vuit=120mph (3 -second gust) Vasd=95mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) and C -C Exterior(2) -1-0.0 to 2-0-0, Interior(1) 2-0-0 to 6-3-14 zone; cantilever left and right exposed ; end vertical left and right exp-)sed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This buss has been desiyrted for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) " -his tars has been designed for a live Ord 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 6 cord and .my other members. 4) Refer to girder(s) for truss to truss connections. 5) P.ovide mechanical connection (by c0cr-) Yt..tss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 3. �W.1RNlNG-2EFORFVM Design valid for use only with MITskO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent budding of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSM11 Qaal/ty Criteria, DSH-ae and 6CS1 Buf/d/ng Component Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 0 PRO'C'6 ��5 �NGINEF9 ��2 9 787PP��P "L OREGON 20" � BER 1 0N: L. GA\-� EXPIRES: 06/30/2021 November 27,2019 MiTek MiTek USA, Inc. Suite 270 Job Tr 2628-19 J3 Reloo Roof and Floor, Inc, Harrisburg, OR - 97446, type city Ply Arbor South Construction 860433594 pen 2 i 1 Job Reference [optional 8.320 s Nov 19 2019 MiTek Industries, Inc. Wed Nov 27 15:23:53 2019 Page 1 ID:ggZ3GUkplOZgNk7gDzv4bvyExgT-YOIFUxwJAjKNoiRFXXXWcZbZOnsR?gJ3euJowzyExgK 10 2-3-2 11 2-3-2 1.5x4 11 Scale = 1:14.5 REACTIONS. (Ib/size) 6=179/0-5-8, 3=45/Mechanical, 5=22/Mechanical Max Horz 6=37(LC 9) Max Uplift 6=4(LC 12), 3=-16(LC 12), 5=8(LC 12) Max Grav 6=179(LC 1), 3=45(LC 1), 5=45(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; VuK=120mph (3 -second gust) Vasd=95mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) and C -C Exterior(2) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will id between the bottom chord and any other members. • • • • • . • • 4) Refer to girder(s) for truss to truss connections. • • • • ' • • • • • • 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 3, 5. • •• • • •••••• •••••• PROF��S . . 787P, P .. .... . � :rte¢• •� • •' • OLj 0 QREGON' v0�� QER A"' L. GN EXPIRES: 06/30/2021 November 27,2019 ® WARNING - Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall !)f building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVfPIt Quality Made, OSB -89 and BCSI Building Component MiTek USA, Inc. Safely lntarma8on available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 400 Sunrise Avenue, Suite 270 Rneville. CA 9ri6G: 2-3-2 2-3-2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/clef] Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.08 Vert(LL) -0.00 6 >999 240 MT20 2201195 TCDL 7.0 Lumber DOL 1.15 BC 0.03 Vert(CT) -0.00 5-6 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.01 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code IRC2015/TPI2014 Matrix -MP Weight: 12 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-3-2 oc purlins, BOT CHORD 2x4 DF No.2 except end verticals. WEBS 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 6=179/0-5-8, 3=45/Mechanical, 5=22/Mechanical Max Horz 6=37(LC 9) Max Uplift 6=4(LC 12), 3=-16(LC 12), 5=8(LC 12) Max Grav 6=179(LC 1), 3=45(LC 1), 5=45(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; VuK=120mph (3 -second gust) Vasd=95mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) and C -C Exterior(2) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will id between the bottom chord and any other members. • • • • • . • • 4) Refer to girder(s) for truss to truss connections. • • • • ' • • • • • • 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 3, 5. • •• • • •••••• •••••• PROF��S . . 787P, P .. .... . � :rte¢• •� • •' • OLj 0 QREGON' v0�� QER A"' L. GN EXPIRES: 06/30/2021 November 27,2019 ® WARNING - Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall !)f building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVfPIt Quality Made, OSB -89 and BCSI Building Component MiTek USA, Inc. Safely lntarma8on available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 400 Sunrise Avenue, Suite 270 Rneville. 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Q m e y o w 3 (D m =� CJ d ID '< 2 Ft m m a Q o v C m n m J m O 7 ,C.. y •p m m 0 y fp 3 � 0 j y� (D p O • y 7 (D p _ 9 2 O J (D 01 J� C 3 m 1 r.rIn v s J 9 m p- 3 ui m c m a a m o (i O i tD R J N J(D G Ip FL ° C O 3 N (D S cr O /C /D V) �cf) r a M cr � m 2 N O j r O cr A > 0 v CO w f, acn Z N 0) 0 0 m a-0 3 u�o D 0, m O ' w °^3mm (D O W fD CD — 0 M OL CD g,2. Z 605,_0 . �� -1 n 3 W C 9 a�= N LO. ai N O Z 0 W r'^ (D x y F W . rn �D N + + m 9D v W Vn A W N v 2c w' wpm 3m N �DI�n ��o ao aSc Q° two N- �c mm oov .cam mmv mm v3f2 ma c Nw o�< �.<,W m v> > CU ?01 �a m3 g°,Z 3v3 mm mm mw. 5°' 000< p< 0` (D 0n roa, 0) C c~ aN Q &0 d °-' � e 3 m p � D, a K a H _ ° m J 0 a-6 3 m al a 3 x w'° m y m 9 r« c�wc0_' a a $ 3 Jo cH aW d� oc'n =v x� a� dWW o J°$ m �cq� om (D p SIi sr cID 0 Jm o°i ID ° °a 3 mQ my' CLI �(D °m m3 Qo @mm' ma c& 10 Xm TI r y •'J' 0 m=3 °' ma -r Q N IDN m3 3m o. s'3 m��-' �.w �m �aJ o �O°, w� 0.��.3 0•� O < J m 'm a a m < _ m ID m _ o R J cm 3 y Boca ; pc, �a c e '3. a 2 3J J n e c m aJ !. �9m o (D m •�°/m o �� 3° mQ c� y2 �° St 0) DZem 13 m C.' .a ° .� G �. O �S m W o t y m m 7 I.S. m a` IP d Iu W to J (� N c3 O 3. !D p' O p m p- m C �- 9L ?L m °. T. d m ?� O'm w$ G d . C1 O d" C N m N O 'O N cr Vl Q 3 p m m J C. m< y j dam' ;U Col m3c ~m mm m� o� mJ m 5. 8-' m 3o aF. DN0 � �mm co mmc° o O a I <m c om' m "3" s - a m m n ma = Zd m n(D m o. nam= m C rn n o o m y a 3° y m S Ig [n a 2 m a m < 5 m N 2 t 41, i J 3 r c 'm D m tl so /Q� (p 7 C NS q C° ID m m J m (A .C�• m w .yi m J Dl S m '< N �• l/ r p - J 7. pf - J O p -� y C W cn 01 -O N f0 3 3 O N .�.• fo J 6 ID 0 m `C D- J iLi �1/ lc m CD y m w m a W J o o• � '�'� d r°�i o m a - °� n g J 3 S m J y J w° "? n ^--� 3 R w 3 d 3 p v ? °� ' 3 4. Q m e y o w 3 (D m =� CJ d ID '< 2 Ft m m a Q o v C m n m J m O 7 ,C.. y •p m m 0 y fp 3 � 0 j y� (D p O • y 7 (D p _ 9 2 O J (D 01 J� C 3 m 1 r.rIn v s J 9 m p- 3 ui m c m a a m o (i O i tD R J N J(D G Ip FL ° C O 3 N (D S cr O /C /D V) O cr 2 N O a v CO w f, acn y o 0 O ' w n O1 � 3 x' W rn �D N + + m 9D v W Vn A W N v 2c w' wpm 3m N �DI�n ��o ao aSc Q° two N- �c mm oov .cam mmv mm v3f2 ma c Nw o�< �.<,W m v> > CU ?01 �a m3 g°,Z 3v3 mm mm mw. 5°' 000< p< 0` (D 0n roa, 0) C c~ aN Q &0 d °-' � e 3 m p � D, a K a H _ ° m J 0 a-6 3 m al a 3 x w'° m y m 9 r« c�wc0_' a a $ 3 Jo cH aW d� oc'n =v x� a� dWW o J°$ m �cq� om (D p SIi sr cID 0 Jm o°i ID ° °a 3 mQ my' CLI �(D °m m3 Qo @mm' ma c& 10 Xm TI r y •'J' 0 m=3 °' ma -r Q N IDN m3 3m o. s'3 m��-' �.w �m �aJ o �O°, w� 0.��.3 0•� O < J m 'm a a m < _ m ID m _ o R J cm 3 y Boca ; pc, �a c e '3. a 2 3J J n e c m aJ !. �9m o (D m •�°/m o �� 3° mQ c� y2 �° St 0) DZem 13 m C.' .a ° .� G �. O �S m W o t y m m 7 I.S. m a` IP d Iu W to J (� N c3 O 3. !D p' O p m p- m C �- 9L ?L m °. T. d m ?� O'm w$ G d . C1 O d" C N m N O 'O N cr Vl Q 3 p m m J C. m< y j dam' ;U Col m3c ~m mm m� o� mJ m 5. 8-' m 3o aF. DN0 � �mm co mmc° o O a I <m c om' m "3" s - a m m n ma = Zd m n(D m o. nam= m C rn n o o m y a 3° y m S Ig [n a 2 m a m < 5 m N 2 t 41, i J 3 r c 'm D m tl so /Q� (p 7 C NS q C° ID m m J m (A .C�• m w .yi m J Dl S m '< N �• l/ r p - J 7. pf - J O p -� y C W cn 01 -O N f0 3 3 O N .�.• fo J 6 ID 0 m `C D- J iLi �1/ lc m CD y m w m a W J o o• � '�'� d r°�i o m a - °� n g J 3 S m J y J w° "? n ^--� 3 R w 3 d 3 p v ? °� ' 3 4. Q m e y o w 3 (D m =� CJ d ID '< 2 Ft m m a Q o v C m n m J m O 7 ,C.. y •p m m 0 y fp 3 � 0 j y� (D p O • y 7 (D p _ 9 2 O J (D 01 J� C 3 m 1 r.rIn v s J 9 m p- 3 ui m c m a a m o (i O i tD R J N J(D G Ip FL ° C O 3 N (D S cr O /C /D V) 14-00-00 Hatch Legend 4 12 Vault All truss to truss connections are toe nailed unless noted otherwise. 0 N O O 8 8 O O 0 CD 9 PZ. 14-00-00 �211 1124 RELCO •.• r. "a s s PO BOX 84 Harrisburg , OR 541-995-6311 relcotruss.com 26 -DD -00 ss�y1 �a 10-11-00 • ••• 9999• i••i 9000• _B2—�••��• I ww 810M wi• ••9• i I ]� 1 _ • •9 � 9999•• i J4� •w w• •• ••• •s c 9999 00 O • 0� • • i 9999 r • *008 9999 o 22 -00 -DO - o p N N o Indicates Left End of Truss Loading: 25-7-10 Arbor South Construction Spacing: 24"o.c. Roof Pitch: 8/12, 5/12 & 4112 Ceiling Pitch: 4112 Overhang: 18" Roof Area =2782.92 Springfield, OR walls:2x6 2628-19 0 a O N N Hatch Legend 4/12 Vault All truss to truss connections are toe nailed unless noted otherwise. 1 _ 1400-00 RELCO �► T R O S S PO BOX 84 Harrisburg , OR 541-995-6311 relcotruss.com 4 m 15 04-00 __ 10-�1-00 I s o• M u5 • Ij • 82 #*eaa•J. •• Biom goo •• J311 1 0 • • •• %C' • 0 22-00-00 G 0 0 N ri, o Indicates Left End of Truss Loading: 25-7-10 Arbor South Construction Spacing: 24"o.c. Roof Pitch: 8/12, 5/12 & 4/12 Ceiling Pitch: 4/12 Overhang: 18" Roof Area =2782.92 Springfield, OR walls:2x6 2628-19 rr J Is, IL),1J y � t( I t: I -AU- NALKAbt KtF'UKI Ai The Jasmine #1 Framing Members • Member Name Results Current5olution Comments Floor: Joist Passed 1 piece(s) 9 1/2" TJI@ 210 @ 16" OC web Stiffeners Required Floor: Joist - Long Passed 1 piece(s) 9 1/2" TJI@ 210 @ 16" OC Web Stiffeners Required H 101 Passed 1 piece(s) 2 x 6 Douglas Fir -Larch No. 2 H 102 Passed 1 pieces) 2 x 8 Douglas Fir -Larch No. 2 •• H 103 Passed 1 piece(s) 3 1/8" x 10 1/2" 24F -V4 DF Glulam • H 104 Passed 1 piece(s) 4 x 6 Douglas Fir -Larch No. 2 H 105 Passed 1 pieces) 2 x 8 Douglas Fir -Larch No. 2 • • H 106 Passed 1 piece(s) 4 x 8 Douglas Fir -Larch No. 2 • • H 107 Passed 1 piece(s) 2 x 8 Douglas Fir -Larch No. 2 0000 H 108 Passed I piece(s) 2 x 8 Douglas Fir -Larch No. 2 00 00 H 109 Passed I pieces) 2 x 8 Douglas Fir -Larch No. 2 0000•• H 110 Passed 1 pieces) 4 x 8 Douglas Fir -Larch No. 2 H 111 Passed 1 piece(s) 4 x 8 Douglas Fir -Larch No. 2 • H 112 Passed 1 pieces) 2 x 8 Douglas Fir -Larch No. 2 0000•• B 104 Passed 1 piece(s) 4 x 12 Douglas Fir -Larch No. 2 • of H 113 Passed 1 piece(s) 2 x 8 Douglas Fir -Larch No. 2 6000•• H 114 Passed 1 piece(s) 4 x 6 Douglas Fir -Larch No. 2 B 101 Passed 1 plece(s) 6 x 6 Douglas Fir -Larch No. 2 ••6• B 102 Passed I piece(s) 6 x 12 Douglas Fir -Larch No. 1 B 103 [NON-BEARING] Passed 1 piece(s) 2 x 8 Douglas Fir -Larch No. 2 ForteWEB Software Operator I lob Notes i Ryan Walla Arbor South Architecture (541) 344-3332 ryanwalla@arborsouth.com 12/9/2019 9:47:03 PM UTC n--- Y / 9C • •.• 0000• 0000 0000• • • 0000.• 0000.• 0000•• •• • • 0000.• • • • • • 6 • • 00.00• e 0000 00 00 •• 0000•• 0000 •• • 6• • • 0000•• • • • 0000 • • • of •. 06 6000•• 0000 • • 4, • 6666 ••6• 12/9/2019 9:47:03 PM UTC n--- Y / 9C w r v n i r. ILi.Lii 0 MEMBER REPORT Framing Members, Floor: Joist 1 piece(s) 9 1/2" T31@ 210 @ 16" OC Overall'. engeh: 25-' 11` 12'4' 12'4 112' 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual 0 Location Allowed Result LDF load: Combination (Pattern) Member Reaction lbs 1083 @ 12' 111/4" 2145 (3.50") Passed (51%) 1.00 1.0 D + 1.0 L (All Spans Shear (lbs) 510 @ 13'1" 1463 Passed (35%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft -lbs) -1354 @ 12'11 1/4" 3000 Passed (45%) 1.00 1.0 D + 1.0 L(All Spans) Live Load Defl. (in) 0.109 @ 19'6 7/16" 0.313 Passed (L/999+) -- 1.0 D + 1.0 L (Alt Spans) Total Load Deft. (in) 0.131 @ 19' 7 3/4" 1 0.626 1 Passed(L/999+) 1.0 D + 1.0 L (Alt Spans TJ -Pro'" Rating 56 1 55 Passed • uenection cntena: LL (L/48o) and TL (L/z40). • Top Edge Bracing (W): Top compression edge must be braced at 6 7" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 5'7" o/c unless detailed otherwise. • A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 7/8" Weyerhaeuser Edge Gold'" Panel (32" Span Rating) that is glued and nailed down. • Additional considerations for the TJ -Pro`" Rating include: None. Supports • Total Bearing Length Available Required Loads to Supports (lbs) Dead Floor Live Total Accessories 1 - Hanger on 91/2" DF IedgerOnMasonry 5.50" Hanger' 1.75-/-2 82 316/-18 398/-18 See note' 2 - Stud wall - DF 3.50" 3.50" 3.50" 250 833 1083 None 3 - Hanger on 91/2" DF IedgerOnMasonry 5.50" Hanger' 1.75"/ - 2 83 317/-17 400/-17 See note ' AL ndnger supwru, uie 1 ordi oeanng uimension is equal w me wiam or me matenai mac is supporting the nanger • ' See Connector grid below for additional information and/or requirements. • 2 Required Bearing Length / Required Bearing Length with Web Stiffeners PASSED 0 System : Floor Member Type: Joist Building Use : Residential Building Code: IBC 2018 Design Methodology : ASD Connector: Simpson Strong -Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1 - Face Mount Hanger HU2.1/9 2.50" N/A 1+10d 6-10dxl.5 Web Stiffeners 3 - Face Mount Hanger HU2.1/9 2.50" N/A 1+10d 6-10dx1.5 Web Stiffeners Vertical Load Location (Side) Spacing Dead (0.90) Floor Live (1.00) Comments 1 - Uniform (PSF) 0 tc 25'V11" 16" 12.0 40.0 Default Load Location Analysis - Actual Shear (Ibs) j Allowed LDF Actual Moment (Ft -lbs) Allowed LDFLive Deflection (in) Load Total Comments 1- 7' _ 357 1330 1.00 45 30W 1.00 0.004 0.005 2 - L' 4" 3 - 19' 8� 122 1330 1330 1.00 1.00 954 926 3000 3000 1.00 1.00 0.107 0.129 0.108 0.129 4 - 25' -336 1 1330 1.00 161 3000 1.00 0.014 0.017 F ember Notes or TJ? FOMWEB Software operator 13ob Notes Ryan Walla Arbor South Architecture (541) 34+3332 ryanwalla@arborsouth.com 12/9/2019 9:47:03 PM UTC ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2 File Name: The Jasmine #1 n--- � r �, weyernaeuser notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims 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. Products manufactured at 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/woodproducts/document-library. I The product application, Input design loads, dimensions and support information have been provided by ForteWEB Software Operator Al l SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser ForteWEB software Operator lob Notes 12/9/2019 9:47:03 PM UTC Ryan Walla Arbor South Architecture ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2 (541) 344-3332 ryanwalla@arborsouth.com File Name: The Jasmine #1 n--- 7 r -r r • • • •••••• •••• •••••• • • • •••• •• •• •••••• •••• • • • • •••• ForteWEB software Operator lob Notes 12/9/2019 9:47:03 PM UTC Ryan Walla Arbor South Architecture ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2 (541) 344-3332 ryanwalla@arborsouth.com File Name: The Jasmine #1 n--- 7 r -r r wi i V R i C 4La MEMBER REPORT PASSED c Framing Members, Floor: Joist - Long 1 piece(s) 9 1/2" T]I@ 210 @ 16" OC rr -D 12'4' 13110 1 /21 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual Et Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 1151 @ 12' 11 1/4" 2145 (3.50") Passed (54%) 1.00 1.0 D + 1.0 L All Spans) Shear (lbs) 561 @ 13' 1" 1463 Passed (38%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft -lbs) -1537 @ 12' 111/4" 3000 Passed (51%) 1.00 1.0 D + 1.0 L(All Spans Live Load DeFl. (in) 0.160 @ 20'4 5/16" 0.351 Passed (L/999+) -- 1.0 D + 1.0 L Alt Spans) Total Load Defl. (in) 0.196 @ 20' 5 1/2" 0.701 Passed L/860 0.153 0.186 1.0 D + 1.0 L Alt Spans) TJ -Pro- Rating 51 25 Passed 1.00 - • Denection criteria: LL (L/48a) and TL (L/240). • Top Edge Bracing (Lu): Top compression edge must be braced at 5' 11" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at T 2" o/c unless detailed otherwise. • A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 7/8" Weyerhaeuser Edge Gold'" Panel (32" Span Rating) that is glued and nailed down. • Additional considerations for the TJ -Pro'" Rating include: None. Supports - Location ISX-3) Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Noor live Total 1- Hanger on 91/2" DF IedgerOnMasonry 5.50" Hanger' 1.75"/ - z 79 318/-31 397/-31 See note' 2 - Stud wall - DF 3.50" 3.50" 3.50" 266 886 1152 Blocking 3 - Hanger on 91/2" DF li d erOnMasonry 5.50" Hanger' 1.75" / 2 94 349/-10 443/-10 See note 1 .--j - u, -Y rru .- aPpneu urrmuy aw %: urem anu we run ioaa is appueu w me memoer oemg aesigneo. • At hanger supports, the Total Bearing dimension is equal to the width of the material that Is supporting the hanger •' See Connector grid below for additional information and/or requirements. • z Required Bearing Length / Required Bearing Length with Web Stiffeners System : Floor Member Type : Joist Building Use : Residential Building Code: IBC 2018 Design Methodology : ASD Connector: Simpson Strong -Tie support Model Seat Length Top Fasteners Face Fasteners Membw Fasteners Accessories 1 - Face Mount Hanger HU2.1/9 2.50" N/A 14-10d 6-10dx1.5 Web Stiffeners 3 - Face Mount Hanger HU2.1/9 2.50" N/A 14-10d 6-10dx1.5 Web Stiffeners Vertca! '-Jad Location ISX-3) Spacing Dead (0.90) Floor Live (1.00) Comments 1 - Ln roan tP�F) 0 to :�T 5" 16" 12.0 40.0 Default Load Localbon Analysis 1-7' 2-6'4" 3-19' 4 - 25' 5-26'11" ForteWES Software Operator lob Notes 1 Ryan Walla Arbor South Architecture (541) 344-3332 ryanwallaCcbarborsouth.com Comments 12/9/2019 9:47:03 PM UTC ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2 File Name: The Jasmine #1 M... w 1 -rr Shear (Ibs) Moment (Ft -lbs) Deflection (in) Actual Allowed LDF Actual Allowed LDF Live Load Total 35F 1330 1.00 45 3000 1.00 0.004 0.005 98 1330 1.00 948 3000 1.00 0.109 0.128 175 1330 1.00 1 1078 3000 1.00 0.153 0.186 -276 1330 1.00 673 3000 1.00 0.074 0.092 -411 I 1330 1.00 0 2700 0.90 0.000 0.000 ForteWES Software Operator lob Notes 1 Ryan Walla Arbor South Architecture (541) 344-3332 ryanwallaCcbarborsouth.com Comments 12/9/2019 9:47:03 PM UTC ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2 File Name: The Jasmine #1 M... w 1 -rr 19CIIIV01 ItVK.D Floor TJI Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims 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. Products manufactured at 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/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser • ••• 0000• 0000 0000• • • 0000•• 0000•• •0.000 •• • • 09.00• • go: 00go • • • • • • • *00 • • • 0• 0 •• • • 0000•• • • • 0000 • • • •• •• •• •0000• 0000 • • • • •••• ••09 ForteWEB Software Operator Job Notes 12/9/2019 9:47:03 PM UTC Ryan Walla Arbor South Architecture ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2 (541) 344-3332 File Name: The Jasmine #1 ryanwalla@arborsouth.00m til Ir V R 1 C u= MEMBER REPORT PASSED Framing Members, H 101 1 pieces) 2 x 6 Douglas Fir -Larch No. 2 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. 0 Design Result's Actual 0 Location Allowed Result LDF Load: Combination (Pattern) Member Reaction Ibs 226 @ 0 1406 1.50" Passed (16%) -- 1.0 D + 1.0 S All Spans) Shear (Ibs) 182 @ 7" 1139 Passed (16%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft -lbs) 267 @ 1' 7 1/2" 848 Passed 31%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.004 @ 1' 7 1/2" 0.081 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.013 @ 1'7 1/2" 0.162 Passed (L/999+) 1.0 D + 1.0 S(All Spans) • Deflection criteria: LL (L/480) and TL (L/240). • Top Edge Bracing (Lu): Top compression edge must be braced at 3' 3" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 3' 3" o/c unless detailed otherwise. • Applicable calculations are based on NDS. Supports Bearing Length Total Available Required Loads to Supports (lbs) Dead Roof Live Snow Total Accessories 1 - Trimmer - DF 1.50" 1.50" 1.50" 145 65 81 291 None 2 - Trimmer - DF 1.50" 1.50" 1.50" 145 65 81 291 1 None Vertical Loads Location (Side) Tributary Width Dead Roof Live Snow (0.90) (non -snow: 1.25) (1.15) Comments 0 - Self Weight (PLF) 0 to TY N/A 2.1 — 1 - Uniform (PSF) 0 to 3' 3" 2' 12.0 20.0 25.0 Roof Load 2 - Point (lb) 1'7 1/2" N/A 205 - MI Truss System: Wall Member Type : Header Building Use : Residential Building Code: IBC 2018 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 disclaims any other warranties related to the software. Use of his 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 responsiule to assure that this rarculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyer`u-r •sir facilities are third -party certified c s'1i'ainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC -ES under evaluation reports ESR -1153 and ESR -1387 and/or tested in accordant, with apoicable ASTM stanCards. For current code evaluation reports, Weyerhaeuser product literature and Installation details refer to www.weyerhaeuser.com%woodurooucts/documnt-litxary. The product application, input design loads, ourtensrons and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Ryan Walla Arbor South Architecture (541) 3443332 ryanwalla@arborsouth.com AoSUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser 12/9/2019 9:47:03 PM UTC ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2 File Name: The Jasmine #1 n. -r.. a i'Ir Shear (lbs) Moment (Ft -lbs) Deflection (in) Location Analysis Actual I Allowed LDF Actual Allowed LDF Live Load Total Comments 1 - 1'7 1/2" 103 891 0.90 267 1 848 1.15 0.004 0.013 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of his 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 responsiule to assure that this rarculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyer`u-r •sir facilities are third -party certified c s'1i'ainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC -ES under evaluation reports ESR -1153 and ESR -1387 and/or tested in accordant, with apoicable ASTM stanCards. For current code evaluation reports, Weyerhaeuser product literature and Installation details refer to www.weyerhaeuser.com%woodurooucts/documnt-litxary. The product application, input design loads, ourtensrons and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Ryan Walla Arbor South Architecture (541) 3443332 ryanwalla@arborsouth.com AoSUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser 12/9/2019 9:47:03 PM UTC ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2 File Name: The Jasmine #1 n. -r.. a i'Ir Al r V n i C u= MEMBER REPORT PASSED Framing Members, H 102 1 piece(s) 2 x 8 Douglas Fir -Larch No. 2 Overall Length: 6' 3" 6' n All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 750 @ 6'3" 1406 (1.50") Passed (53%) -- 1.0 D + 1.0 S (All Spans) Shear (lbs) 489 @ 5' 6 1/4" 1501 Passed (33%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft -lbs) 986 @ 4' 11/2" 1360 Passed (72%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.023 @ 3' 1 1/2" 0.156 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.081 @ 3' 3 5/16" 1 0.313 1 Passed (L/927) - 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/480) and TL (L/240). • Top Edge Bracing (Lu): Top compression edge must be braced at 6' 3" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 6'3" o/c unless detailed otherwise. • Applicable calculations are based on NDS. Supports Bearing Length Total Available Required Loads to Supports (lbs) Dead Roof Live Snow Total Accessories 1 - Trimmer - DF 1.50" 1.50" 1.50" 241 125 156 522 None 2 - Trimmer - OF 1.50" 1.50" 1.50" 594 125 156 875 None Vertical Loads Location (Side) Tributary Width Dead Roof Live (0.90) (non -snow: 1.25) Snow (1.15) 1 Comments 0 - Self Weight (PLF) 0 to 6'3" N/A 2.8 -- -- 1 - Uniform (PST) 0 to 6'3" 2' 12.0 20.0 25.0 Roof Load 2 - Point (lb) 4' 1 1/2" 7 N/A 463 - - HORI Truss 3 - Point (lb) 6' 11/2" N/A 205 - M1 Truss System: Wall Member Type: Header Building Use : Residential Building Code: IBC 2018 Design Methodology : ASD Location Analysis Shear (Ibs) Moment (Ft -lbs) Deflection (in) Comments Actual Allowed LDF Actual 1 Allowed LDF Live Load Total 1 - 3' 161 1175 0.90 846 1360 1.15 0.022 0.080 "e Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disdaiws any other wawari" 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 rdbord, builder or frad4exr is • responsible to assure that this calculation is compatible with the overall project Accessories (Rim Board, Blocking Panels and Squash Blocks) are not desi &1`4 1 V software• Produgs manufacl!W al s Weyerhaeuser facilities are third -party cer1fled to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by IC09S under evalw 1lm capsids IISR-1153 end"R.]e87 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/woodproducWdocument-library. • • • • • • • • • The product application, Input design loads, dimensions and support information have been provided by ForteWEB Software Operator • . • • : • • ; • �rteWEB Software Operator 13ob Notes Ryan Walla . Arbor South Architecture (541) 3443332 ryanwal la@arborsouth.com 12/9/2019 9:47:03 PM UTC ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2 File Name: The Jasmine #1 n.,.... -7 1 -t r • • INITIATIVE SUNNi:IABLE FORESTRY •• o• Y Y Goes "e • rhseuser s Goss • • 12/9/2019 9:47:03 PM UTC ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2 File Name: The Jasmine #1 n.,.... -7 1 -t r w Ir V R i C Laaj MEMBER REPORT PASSED 0 Framing Members, H 103 1 piece(s) 3 1/8" x 101/2" 24F -V4 DF Glulam Dverall Length: 9'3' All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual 0 Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 2985 @ TY 3047 (1.50") Passed (98%) -- 1.0 D + 1.0 S (All Spans Shear (lbs) 2722 @ 8'3" 5217 Passed (52%) 0.90 1.0 D(All Spans) Pos Moment (Ft -lbs) 6968 @ 3'10" 10336 Passed (67%) 0.90 1.0 D(All Spans) Live Load Defl. (in) 0.015 @ 4' 7 1/2" 0.231 Passed L/999+ 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.213 @ 4' 7 9/16" 1 0.463 Passed (L/521) - 1.0 D + 1.0 S (All Spans • oetlection criteria: LL (L/480) and TL (U240). • Top Edge Bracing (Lu): Top compression edge must be braced at 9' 3" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 9' 3" o/c unless detailed otherwise. • Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 9' 3". • The effects of positive or negative camber have riot been accounted for when calculating deflection. • The specified glulam is assumed to have its strong laminations at the bottom of the beam. install with proper side up as indicated by the manufacturer. • Applicable calculations are based on NDS. Bearing Length Loads to supports (Ibs) Supports Total Available I Required Dead Roof Lire Snow Total Accessories 1 - Trimmer - DF 1.50" 1.50" 1.50" 2530 185 231 2946 None 2 - Trimmer - DF 1.50" 1.50" 1 1.50" 2754 185 231 3170 None Vertical Loads Location (Side) Tributary Width Dead Roof Lige (0.90) (non -snow: 1.25) snow (1.15) Comments 0 - Self Weight (PLF) 0 to 9'3" N/A 8.0 -- — 1 - Uniform (PSF) 0 to 9'3" 2' 12.0 20.0 25.0 Roof Load 2 - Point (Ib) 1' 10" N/A 1247 - - A2 Truss 3 - Point (Ib) 3' 10" N/A 1247 A2 Truss 4 - Point (lb) 51101, N/A 1247 A2 Truss 5 - Point (lb) 7' SO" N/A 1247 A2 Truss System: Wall Member Type : Header Building Use : Residential Building Code: IBC 2018 Design Methodology: ASD Shear (lbs) LoLation Analysis Actual Al owed LDF Moment (Ft -lbs) Deflection (in) Comments Actual Allowed LDF Live Load Total 1- 4' 8;'„ 0-114 5217 0.90 6884 10336 0.90 0.015 0.213 Weyerhaeuser Notes Weyerhaeuser warrants that thr sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of'rhis 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 respr-r.11ir. t -issure that this calculation is corepatib'e with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Wey.:rhaeuser facilities a"e thir.l-party certifi6J to susta.nable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC -ES under evaluation reports ESR -1153 and ESR -1387 and/or tested in accordancg with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to wwv:.v e,c-haeuser.con%woodproducts/docu-mil,-I'b-3; /. The product application, input design loads, dirre.isions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator I Job Notes I Ryan Walla Arbor South Architecture (541) 344-3332 ryanwalla@arborwuth.com 12/9/2019 9:47:03 PM UTC ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2 File Name: The Jasmine #1 n-..-- 0 r n c A0 SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser l ForteWE6 Software Operator Sob Notes 12/9/2019 9:47:03 PM UTC l Ryan Walla Arbor South Architecture ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2 (541) 344-3332 ryanwalla@arborsouth.com File Name: The Jasmine #1 Il...... A / 7 r • 6666 •••9• • • •s••9• 6666•• 6666•• •• • • 6666•• • • • 6666•• so: 00 00 6666•• 6096 • • • 6666•• • • • 6666 • • • • • • 6 • •••• ••• ForteWE6 Software Operator Sob Notes 12/9/2019 9:47:03 PM UTC l Ryan Walla Arbor South Architecture ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2 (541) 344-3332 ryanwalla@arborsouth.com File Name: The Jasmine #1 Il...... A / 7 r w P V n II C uAw MEMBER REPORT Framing Members, H 106 1 piece(s) 4 x 8 Douglas Fir -Larch No. 2 Overall Lcng:h: 5 51 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results AcbraF0 Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 1799 @ 0 3281 1.50" Passed (55%) 1.0 D (All Spans) Shear (lbs) 1589 @ 8 3/4" 2741 Passed (58%) 0.90 1.0 D (All Spans) Moment (Ft-lbsX 2324 @ 2' 71/2" 2691 Passed (86%) 0.90 1.0 D (All Spans) Live Load Defl. (in) 0.000 @ 0 0.131 Passed (2L/999+) -- 1.0 D (All Spans) Total Load Den. (in) 0.060 @ 2' 7 1/2" 0.262 Passed (L/999+) -- 1.0 D (All Spans) • Deflection criteria: LL (L/480) and TL (L/240). • Top Edge Bracing (Lu): Top compression edge must be braced at 53" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 5' 3" o/c unless detailed otherwise. • Applicable calculations are based on NDS. Vertical Loads Bearing Length Loads to Supports Dead (0.90) Comments 0 - Self Weight (PLF) (bs) N/A Supports Total Available Required Dead Total Accessories 1 - Trimmer - DF 1.50" 1.50" 1.50" 1799 1799 None 2 - Trimmer - DF 1.50" 1.50" 1.50" 1799 1799 None Vertical Loads Location (Side) Tributary width Dead (0.90) Comments 0 - Self Weight (PLF) 0 to 5' 3" N/A 6.4 594 2741 0.90 2324 2691 1 - Point (lb) 71/2" N/A 1188 B6 Truss 2 - Point (lb) 2-7112" N/A 1188 B6 Truss 3 - Point (lb) 4'7 1/2" N/A 1188 B6 Truss PASSED System: Wall Member Type: Header Building Use : Residential Building Code: TBC 2018 Design Methodology: ASD Wey6ihaeGuserr warrants that "sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related[to ti5e software. Use�of this .software is-riorihnt4'nled to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is respcndt%1c tasure thabL*i cnlw!ation is c6mpatiblo with the overall project Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-paity 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 ASfM standards. For current code evaluation reports, Weyerhaeuser product literature and Installation details refer to wwwvw-ryper,,'Y--aaser.com/woodproducts/document-librar;-. 0P The prcd;ct application, 1npuL-cL_gn loads, dimensions and support information have been provided by ForteWEB Software Operator L ForbeWEB Software Operator bob Notes Ryan Walla Arbor South Architecture (541) 3443332 ryanwalla@arborsouth.com A0 SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser `i 12/9/2019 9:47:03 PM UTC FolteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2 File Name: The Jasmine #1. M-.-- 4n / nr Shear (Ibs) Moment (Ft -lbs) Deflection (in) Location Analysis Actual Allowed LDF Actual Allowed LDF Live Load Total Comments 1 - 2'7 1/2" 594 2741 0.90 2324 2691 0.90 0.000 0.060 Wey6ihaeGuserr warrants that "sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related[to ti5e software. Use�of this .software is-riorihnt4'nled to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is respcndt%1c tasure thabL*i cnlw!ation is c6mpatiblo with the overall project Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-paity 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 ASfM standards. For current code evaluation reports, Weyerhaeuser product literature and Installation details refer to wwwvw-ryper,,'Y--aaser.com/woodproducts/document-librar;-. 0P The prcd;ct application, 1npuL-cL_gn loads, dimensions and support information have been provided by ForteWEB Software Operator L ForbeWEB Software Operator bob Notes Ryan Walla Arbor South Architecture (541) 3443332 ryanwalla@arborsouth.com A0 SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser `i 12/9/2019 9:47:03 PM UTC FolteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2 File Name: The Jasmine #1. M-.-- 4n / nr =1 Ir V R 1 C taw MEMBER REPORT PASSED 0 R Framing Members, H 107 1 piece(s) 2 x 8 Douglas Fir -Larch No. 2 Overall Length: 6' ?" 6' All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. 0 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 240 @ 0 1406 (1.50") Passed (17%) 1.0 D + 1.0 5 (All Spans) Shear (lbs) 184 @ 8 3/4" 1501 Passed (120%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft -lbs) 375 @ 3' 11/2" 1360 Passed (28%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.023 @ 3' 11/2" 0.156 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.035 @ 3' 11/2" 0.313 Passed (L/999+) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (1-/480) and TL (U240). • Top Edge Bracing (Lu): Top compression edge must be braced at 63" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 6' 3" o/c unless detailed otherwise. • Applicable calculations are based on NDS. Supports Bearing Length' Total Available Required Loads to Supports (Ibs) Dead Roof Live Snow Total Accessories 1 - Trimmer - DF 1.50" 1.50" 1.50" 84 125 156 365 None 2 - Trimmer - DF 1.50" 1.50" 1.50" 84 125 156 365 None Dead Roof Live Snow Vertical Loads Location (Side) Tributary Width (0.90) (non -snow: 1.75) (1.15) Comments ) - Self Weight (PLF) 0 to 6' 3" N/A 2.8 I - Uniform (PSF) 0 to 6'3" 2' 12.0 20.0 25.0 Roof Load 0 System : Wall Member Type: Header Building Use : Residential Building Code : IBC 2018 Design Methodology: ASD Location Analysis Shear (Ibs) Moment (Ft4bs) Deflection (m) Comments Actual Allowed LDF Actual Allowed LDF Live Load Total 1-3-1 1/2" 0 1175 0.90 375 1 1360 1 1.15 0.023 0.035 Weyerhaeuser warrants that the sizing of Its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims 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 Bloch) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC -ES under evaluation•*prts ESR-1153•a(rcl, F,9471387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to t 0 www.weyerhaeuser.com/woodproducts/document-library. seer. r.. C-10 The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator '- r, c r. •.., r • r. • ' .. c c ForteWEB Software Operator 13ob Notes Ryan Walla Arbor South Architecture (541) 344-3332 ryanwalla@arborsouth.com 12/9/2019 9:47:03 PM UTC ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2 File Name: The Jasmine #1 n...... In I � r • r rr.• /� r • r 1,6TAINABLE FORESTRYWfNSrIiIATIVE r s 1 We} es .. r rr••rr • r • r r •. r 12/9/2019 9:47:03 PM UTC ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2 File Name: The Jasmine #1 n...... In I � r MEMBER REPORT Framing Members, H 112 1 piece(s) 2 x 8 Douglas Fir -Larch No. 2 Overall'Length: 2'9' 0 1 6' All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual 0 Location Allowed Result LDF Load- Combination (Pattern) Member Reaction (lbs) 653 @ 2'9" 1406 (1.50") Passed (46%) 1.0 D (All Spans) Shear lbs 651 @ 2'1/4" 1175 Passed 55%) 0.90 1.0 D (All Spans Moment(R-lbs) 815 @ 1'6" 1064 Passed (77%) 0.90 1.0 D (All Spans) Live Load Defl. in 0.000 @ 0 0.069 Passed (2L/999+) 1.0 D (All Spans) Total Load Defl. (in) 0.012 @ 1'4 15/16" 1 0.138 Passed(i./999±L_1.0 D (All Spans) • UeneCmm cnteria: LL (L/460) and TL (L/ 240). • Top Edge Bracing (Lu): Top compression edge must be braced at 2' 9" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 2' 9" o/c unless detailed otherwise. • Applicable calculations are based on NDS. Bearing Length Loads to Supports (Ibs) Supports Total Available Required Dead Total Accessories 1 - Trimmer - DF 1.50" 1.50" 1.50" 545 545 None 2 - Trimmer - DF 1.50" 1.50" 1.50" 653 653 None Vertical Loads Location (Side) Tributary Width Dead (0.90) Comments 0 - Self Weight (PLF) 0 to 2' 9" N/A 2.8 LDF Live Load 1- Point (lb) 1-6- N/A 1191 53 Truss PASSED System: Wall Member Type: Header Building Use : Residential Building Code : IBC 2018 Design Methodology: ASD Location Analysis Slur (Ibs) Moment (Ft4bs) Deflection (in) Cornawnts Actual Allowed LDF Actual I Allowed LDF Live Load Total 1-1-41/2' 541 1175 0.90 747 1064 0.90 0.000 0.012 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims 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 respon�ige*t q assure that this l�ulation is compatible with the overall project Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weygrhaer.4er facilities are thr -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/orteatrrhio accordance with applicable AS*trsieadards. For current code evaluation reports, Weyerhaeuser product literature and Installation details refer to www,,w,ey,e;hvvser.com/,w"PrDd4cts/docurAgpt-librfrt. The fttcl application, input desk% loads, d s nd support information have been provided by ForteWEB Software Operator 1 / 1 1 1 1 1 • 1 1 1 1 • 1 � 1 1 ► 1 • 1 . r 1 1 / 1 1 1 1 1 1 1 1 1 1 1 1 ( 1 ForteWEB Software Operator ]ob Notes Ryan Walla Arbor South Architecture (541) 344-3332 ryanwalla@arborsouth.com Ao SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser 12/9/2019 9:47:03 PM UTC ForteWEB Q.1, Engine: V7.3.2.309, Data: V7.2.0.2 File Name: The Jasmine #1 n --- •n i nr iiiiiI r V R 1 C u&w MEMBER REPORT Framing Members, B 104 1 piece(s) 4 x 12 Douglas Fir -Larch No. 2 0verall Length: 76" ❑f All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 1865 @ 7'4 1/2" 6563 (3.00") Passed (28%) -- 1.0 D (All Spans) Shear (lbs) 1853 @ 6'3 3/4" 4253 Passed (44%) 0.90 1.0 D (All Spans) Moment (Ft -lbs) 4156 @ 3' 10" 5482 Passed (76%) 0.90 1.0 D (All Spans) Live Load Defl. (in) 0.000 @ 0 0.181 Passed (2L/999+) -- 1.0 D (All Spans) Total Load Defl.(in) 0.056 @ T9 1/8" 0.363 Passed (L/999+) -- 1.0 D (All Spans) • Deflection criteria: LL (L/480) and TL (L/240). • Top Edge Bracing (Lu): Top compression edge must be braced at 7' 6" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 7'6" o/c unless detailed otherwise. • Applicable calculations are based on NDS. Vertical Loads Bearing Length Loads to Supports Dead (0.90) Comments (lbs) Supports Total Available Required Dead Total des 1 - Trimmer - DF 3.00" 3.00" 1.50" 1783 1783 None 2 - Trimmer - DF 3.00" 3.00" 1 1.50" 1865 1865 None Vertical Loads Location (Side) Tributary Width Dead (0.90) Comments 0 - Self Weight (PLF) 0 to 7'6" N/A 10.0 0.000 0.056 1 - Point (lb) 1' 10" N/A 1191 B3 Truss 2 - Point (lb) 3' 10" N/A 1191 B3 Truss 3 - Point (lb) 5' 10" N/A 1191 B3 Truss PASSED System: Wall Member Type: Header Building Use : Residential Building Code: IBC 2018 Design Methodology: ASD Location Analysis Shear (lbs) Actual Allowed LDF Moment (Ft-Ibs) Actual Allowed LDF Deflection (in) Live Load Total Comments 1 - 3'9" 554 4253 0.90 4110 1 5482 1 0.90 0.000 0.056 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disdarms any other warenties► 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 jurisd9ftit. the designer of record, builder dP **AAs responsible to assure that this calculation is compatible with the overall project Accessories (Rim Board, Blocking Panels and Squash Blocks) are not defied by,&s softw#eMc;s manu%VVVt • 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 arW ESW387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation detain •eI W • • • www.weyerhaeuser.cam/woodproducts/document-library. • • sees•• application, input design loads, dimensions and support • • • The product a ppl pport information have been provided by ForteWEB Software Operator • • • • • ForteWEB Software Operator 13ob Notes Ryan Walla Arbor South Architecture (541) 344-3332 ryanwalla@arborsouth.com • • sees•• • • ••• • • • • • • so 00 ( SUSIATNABLE FORESTWIVIiIATIVE • • 11 • Wpylrhaeuser • e•ese• • • • sees 0 •• •• sees•• sees • • • • sees sees 12/9/2019 9:47:03 PM UTC ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2 File Name: The Jasmine #1 w r v Inc i s u=j MEMBER REPORT Framing Members, H 113 1 piece(s) 2 x 8 Douglas Fir -Larch No. 2 6' 0 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual 0 Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 750 @ 0 1406 1.50" Passed 53%) -- 1.0 D + 1.0 S (All Spans) Shear (lbs) 489 @ 8 3/4" 1501 Passed (33%) 1.15 1.0 D + 1.0 S(All Spans) Moment (R. s) 986 @ 2' 1 1/2" 1360 Passed 72% 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.023 @ 3' 19/16" 0.156 Passed (L/999+) - 1.0 D + 1.0 S (All Spans) Total Load Defl.(in) 0.081 @ 2' 115/8" 0.313 Passed L/927) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (1./480) and TL (L/240). • Top Edge Bracing (Lu): Top compression edge must be braced at 6'3" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 6'3" o/c unless detailed otherwise. • Applicable calculations are based on NDS. Supports Bearing Length Total Available Required Loads to Supports (lbs) Dead Roof Live Snow Total Accessories 1 - Trimmer - DF 1.50" 1.50" 1.50" 594 125 156 875 None 2 - Trimmer - OF 1.50" 1.50" 1.50" 241 125 156 1 522 None Vertical Loads Location (Side) Tributary Width Dead Roof Live (0.90) (non -snow: 1.25) Snow (1.15) Comments 0 - Self Weight (PLF) 0 to 6'3" N/A 2.8 Actual Allowed LDF 1- Uniform (PSF) 0 to 6' 3" 2' 12.0 20.0 25.0 Roof Load 2 - Point (lb) 2'1 1/2" N/A 463 - HOR1 Truss 3 - Point (lb) 1 1/2" N/A 1 205 Ml Truss System: Wall Member Type : Header Building Use : Residential Building Code: IBC 2018 Design Methodology: ASD Weyerhaeuser -warrants that thhesizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties relate -l' to the software. Use of tpys 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 respons;;A.! assure that this calculation is comWjUeJwith the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facllities areJtrilyd-Darty certified sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC -ES under evaluation reports ESR -1153 and ESR -1387 and/o:ste°1 ,tein accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.wLyLrhaeuser.com/woodproducts/docum_-rx„'txa}G The p. o:L .t a,4„ication, input design loads, dimensions &ad support information have been provided by ForteWEB Software Operator Q ForteWEB Software Operator lob Notes 1 Ryan Walla Arbor South Architecture (541) 3443332 ryanwalla@arborsouth.com AA SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser ll 12/9/2019 9:47:03 PM UTC ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2 File Name: The Jasmine #1 Sherr (lbs) I Moment (Ft4bs) Deflection (In) Location Analysis Actual Allowed LDF Actual Allowed LDF Live Load Total Comments L- 3' -154 1175 0.90 886 1360 1.15 0.022 0.081 Weyerhaeuser -warrants that thhesizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties relate -l' to the software. Use of tpys 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 respons;;A.! assure that this calculation is comWjUeJwith the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facllities areJtrilyd-Darty certified sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC -ES under evaluation reports ESR -1153 and ESR -1387 and/o:ste°1 ,tein accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.wLyLrhaeuser.com/woodproducts/docum_-rx„'txa}G The p. o:L .t a,4„ication, input design loads, dimensions &ad support information have been provided by ForteWEB Software Operator Q ForteWEB Software Operator lob Notes 1 Ryan Walla Arbor South Architecture (541) 3443332 ryanwalla@arborsouth.com AA SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser ll 12/9/2019 9:47:03 PM UTC ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2 File Name: The Jasmine #1 .Iron i c uua MEMBER REPORT Framing Members, H 114 1 piece(s) 4 x 6 Douglas Fir -Larch No. 2 Overall Length: 3' 3" 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (pattern) Member Reaction (lbs) 1709 @ 0 3281 (1.50") Passed (52%) -- 1.0 D + 1.0 S (All Spans) Shear (lbs) 918 @ 2'8" 2079 Passed (44%) 0.90 1.0 D (All Spans) Moment (Ft -lbs) 924 @ TY 1548 Passed (60%) 0.90 1.0 D (All Spans) Live Load Defl. (in) 0.005 @ 1'7 1/2" 0.081 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Total Load Deft. (in) 0.025 @ 1'8 1/8" 1 0.162 Passed (L/999+) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/480) and TL (L/240). • Top Edge Bracing (Lu): Top compression edge must be braced at 3'3" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at NY o/c unless detailed otherwise. • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (lbs) des Total Available Required Dead Roof Live Snow Total 1 - Trimmer - DF 1.50" 1.50" 1.50" 1465 195 244 1904 None 2- Trimmer- DF 1.50" 1.50" 1.50" 963 195 244 1402 None Vertical Loads Location (Side) Tributary Width Dead Roof Live (0.90) (non -snow: 1.25) Snow (1.15) Comments 0 - Self Weight (PLF) 0 to 3' 3" N/A 4.9 1548 1 - Uniform (PSF) 0 to 3' 3" 6' 12.0 20.0 25.0 Roof Load 2 - Point (lb) 3" N/A 1089 - - B5 Truss 3 - Point (lb) 2' 3" 1 N/A 1089 B5 Truss System: Wall Member Type: Header Building Use : Residential Building Code: IBC 2018 Design Methodology : ASD Location Analysis Shear (lbs) Moment (Wbs) Deflection (in) Comments Actual Allowed LDF Actual Allowed LDF Live Load Total 1 - 1'7 1/2" 251. 2079 0.90 782 1548 0.90 0.005 0.025 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disLi§Ts any other %arr%nge 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 ofrgcord, builder or fraWer is • responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not desigredrby/his software. Products manufacturer oto Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by IMP ung* evaluatith re rNSR-1153.a%dAP V87 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/woodproducts/document-library. • • • • • • • • • The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator • • • • • + • ForteWEB Software Operator � ]ob Notes Ryan Walla Arbor South Architecture (541) 34+3332 ryanwal la@artrorsouth.00m •••••• [ZS) SLAT`ItRABLE FOR"RY*SIATIVE 12/9/2019 9:47:03 PM UTC ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2 File Name: The Jasmine #1 n_.... -11 1 -IC mai i V R i C ■'a MEMBER REPORT Framing Members, B 101 1 piece(s) 6 x 6 Douglas Fir -Larch No. 2 Overall Length: 8'3' 0 0 7' 6' 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. 0 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 616 @ 7' 11" 18906 (5.50") Passed 3% -- 1.0 D (All Spans) Shear (lbs) 609 @ 7' 4" 3086 Passed (20%) 0.90 1.0 D(All Spans) Moment (Ft -lbs) 842 @ 4' 1560 Passed 54% 0.90 1.0 D (All Spans) Live Load Defl. (in) 0.000 @ 0 0.194 Passed (2L/999+) -- 1.0 D(All Spans) Total Load Defl. (In) 0.091 @ 4' 15/16" 0.387 Passed (L/999+) -- 1.0 D (All Spans) • Deflection criteria: LL (L/480) and TL (L/240). • Top Edge Bracing (Lu): Top compression edge must be braced at 8'3" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 8' 3" o/c unless detailed otherwise. • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (lbs) Accessories Total Available Required Dead Total 1 - Stud wall- DF 3.50" 3.50" 1.50" 354 354 None 2 - Column - DF 5.50" 5.50" 1.50" 616 616 None Vertical Loads Location (Side) Tributary Width Dead (0.90) Comments 0 - Self Weight (PLF) 0 to 8'3" N/A 7.7 1 - Point (lb) 2' Crop) N/A 227 34 Truss 2 - Point (lb) 4' (Top) N/A 179 33 Truss 3 - Point (lb) 7' Crop) N/A 1 501 HORl Truss PASSED System: Floor Member Type: Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Location Analysis Shear (lbs) Actual Allowed LDF Moment (Ft -lbs) Actual Allowed LDF Deflection (in) Live Load Total Comments 1-4-11/2' -84 3086 0.90 831 1 15W 0.90 0.000 0.091 Weyerhaeuser Notes Wey4i evwr warrants that ihi sizing of its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties relatet tv t"rc rnftware. Use of this software is col Litmded 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 Uiis cakt�iation is c,,mpatiblewvith the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser tadlitles are thea -party cerbfiecitc sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC -ES under evaluation reports ESR -1153 and ESR -1387 and/or tcsted in accordance with applicable AiTa! s 3 C7rd5. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-librai v. The product application, Input k.esign loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes I Ryan Walla Arbor South Architecture (541) 3443332 ryanwalla@arborsouth.com Al SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser 1 12/9/2019 9:47:03 PM UTC ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2 File Name: The Jasmine #1 ;I i V R i C u= MEMBER REPORT Framing Members, B 102 1 piece(s) 6 x 12 Douglas Fir -Larch No. i Overall Leng4h: 22' 1 Fil All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. 0 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 1896 @ V 46406 (13.50") Passed (4%) -- 1.0 D (All Spans) Shear (lbs) 1844 @ 2' 1" 6452 Passed (29%) 0.90 1.0 D (All Spans) Moment (Ft -lbs) 10167 @ 11' 12274 Passed (83%) 0.90 1.0 D (All Spans) Live Load Defl. (in) 0.000 @ 0 0.500 Passed (2L/999+) - 1.0 D (All Spans) Total Load Defl. (in) 0.728 @ 11' 1.000 Passed (L/330) - 1.0 D (All Spans) • Deflection criteria: LL (L/480) and TL (L/240). • Top Edge Bracing (Lu): Top compression edge must be braced at 22' o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 22' o/c unless detailed otherwise. • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (lbs) Acoessories Total Available Required Dead Total 1 - Column - OF 13.50" 13.50" 1.50" 1896 1896 None 2 - Column - DF 13.50" 13.50" 1 1.50" 1896 1896 None Vertical Loads Location (Side) 'tributary Width Dead (0.90) comments 0 - Self Weight (PLF) 0 to 22' N/A 16.0 I - Point (lb) 2' (Top) N/A 219 J Truss 2 - Point (lb) 4' (Top) N/A 340 32 Truss 3 - Point (Ib) 6' trop) N/A 387 Ml Truss 4 - Point (lb) 8' (Top) N/A 387 Ml Truss 5 - Point (lb) 10' (Top) N/A 387 Mi Truss 6 - Point (lb) 12' (top) N/A 387 Ml Truss 7 - Point (lb) 14' (Top) N/A 387 Ml Truss 8 - Point (lb) 16 (Top) N/A 387 Ml Truss 9 - Point (lb) 18' (Top) N/A 340 32 Truss 10 - Point (lb) 29 (Top) N/A 219 31 Truss System : Floor Member Type: Drop Beam Building Use: Residential Building Code : IBC 2018 Design Methodology: ASD Weyerhaeuser Notes • • • • • • • • Weyerhaeuser warrants that the sizing of Its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaini% any other warWgtigs 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 juriAit4M. $ designer of record, builder or lamer i? responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designedbpthis software. Products manufa•tured at Weyerhaeuser facilities are third -party certified tb sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC -ES under evaluatlER repoPts ESR -1153 Ahg E5:2-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details t4Ptas • • • • • • www.weyefteuser.com/woodproducis/document-library. • • • • • ^ • s • • The product application, Input design loads, dimensions and support information have been provided by ForteWEB Software Operator • • • • • • r• ForteWEB Software Operator Sob Notes 1 Ryan Walla Arbor South Architecture (541) 344-3332 ryanwalla@arbommth.com 12/9/2019 9:47:03 PM UTC ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2 File Name: The Jasmine #1 n.,.".. '1.3 1 nr Shear (lbs) Moment (Ft4bs) Deflection On; • • Location Analysis Actual Allowed LDF ActualAllowed LDF Live Load otal Comments • • 0 6452, 0.90 10167 12274 0.90 0.000 0.728 • • • Weyerhaeuser Notes • • • • • • • • Weyerhaeuser warrants that the sizing of Its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaini% any other warWgtigs 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 juriAit4M. $ designer of record, builder or lamer i? responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designedbpthis software. Products manufa•tured at Weyerhaeuser facilities are third -party certified tb sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC -ES under evaluatlER repoPts ESR -1153 Ahg E5:2-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details t4Ptas • • • • • • www.weyefteuser.com/woodproducis/document-library. • • • • • ^ • s • • The product application, Input design loads, dimensions and support information have been provided by ForteWEB Software Operator • • • • • • r• ForteWEB Software Operator Sob Notes 1 Ryan Walla Arbor South Architecture (541) 344-3332 ryanwalla@arbommth.com 12/9/2019 9:47:03 PM UTC ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2 File Name: The Jasmine #1 n.,.".. '1.3 1 nr ForteWEB Software Operator Sob Notes Ryan Walla Arbor South Architecture (541) 3443332 ryanwalla@arborsouth.com A4 SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser Y 12/9/2019 9:47:03 PM UTC ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2 File Name: The Jasmine #1 n...... �A / nr ;iaI r v R i r- u= MEMBER REPORT Framing Members, B 103 [NON-BEARING] 1 piece(s) 2 x 8 Douglas Fir -Larch No. 2 Ojerall Length: 14'33 1/2" 13,61j2' 11 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load., Combination (Pattern) [Group] Member Reaction (lbs) 19 @ 14' 11/2" 3281 (3.50") Passed (1%) -- 1.0 D (All Spans) [1] Shear (lbs) 17 @ 1' 3/4" 1175 Passed (1%) 0.90 1.0 D (All Spans) [1] Moment (Ft -lbs) 66 @ 7' 2 3/4" 1064 Passed (6%) 0.90 1.0 D (All Spans) [1] Live Load Defl. (In) 0.000 @ 0 0.345 Passed (2L/999+) -- 1.0 D (All Spans) [i] Total Load Den. (in) 0.029 @ 7' 2 3/4" 0.690 Passed (L/999+) -- 1.0 D (All Spans) [3] • Deflection criteria: LL (L/480) and TL (1./240). • Top Edge Bracing (W): Top compression edge must be braced at 14'4" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 14'4" o/c unless detailed otherwise. • Applicable calculations are based on NDS. Bearing Length toads to Supports (lbs) Supports Total Available Required Dead Total Accessories 1 - Column - DF 5.50" 5.50" 1.50" 20 20 None 2 - Stud wall - DF 3.50" 3.50" 1.50" 19 19 None Vertical Load Location (Side) Dead Tributary Width (0.90) Comments 0 - Self Weight (PLF) 0 to 14' 3 1/2" N/A 2.8 65 1064 0.90 System: Floor Member Type : Drop Beam Building Use: Residential Building Code : IBC 2018 Design Methodology: ASD Location Analysis Shear (Ibs) Actual Allowed LDF Moment (Ft -lbs) Actual Allowed LDF Deflection (in) Live Load Total Comments 1- 7' 13/4" 0 1175 0.90 65 1064 0.90 0.000 0.029 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims 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. Products manufactured at 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/woodproducWdocument-library. • � • • • : ■ • • The product application, input design loads, dimensions and support information have been provided by ForteW EB Software Operator • sees • • • of*** ForteWEB Software Operator [Job Notes Ryan Walla Arbor South Architecture (541) 3443332 ryanwalia@arborsouth.com 12/9/2019 9:47:03 PM UTC ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2 File Name: The Jasmine #1 M--- -Ir r -I r • (7jKUSTAINABLE FORE5TNY IINIb4TIVE 00 •• ey haeuser • •WSr 0;000• so 00.00• •■•0 •• • •• • • 000060 • • • ■e •• so as •00• • • • • 0000 0000 12/9/2019 9:47:03 PM UTC ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2 File Name: The Jasmine #1 M--- -Ir r -I r THE JASMINE #I FOOTING & BWL CALCULATIONS JOB # 3019 9 December 2019 ARBOR SOUTH ARCHITECTURE, PC 380 Lincoln Street Eugene, Oregon 97401 541-344-3332 1 ••• 00.00 0000 0000• 0000•• •• • • • • 0000•• rss• • s • •• • • 0000•• • • • 0000 • 0 • •0 •• •• •0000• •••• • • 0 • •00• 0600 ARBOR SOUTH ARCHITECTURE, PC Project Name: The jasmine #11 Site Location : South 47th St Springfield Oregon 97478 Map &Tax Lot 18-02-05-13 #45600 Lot I Roof Snow Load: Wind Pressure: Wind Exposure: Basic Wind Speed: Design Wind Loads: Seismic Design Category. Frost Depth: Soil Type: Soil Bearing Capacity: 25 psf Table R301.2(I) 18 psf Table 11301.2(1) B Section R301.2.1.4 120 mph Figure R301.2(4) N/A Table R301.2(1) Di Table R301.2(1) 12 Table R301.2(1) 1,500 psf (assumed) STRUCTURAL CALCULATIONS Page I of 5 3019 ARBOR SOUTH ARCHITECTURE, PC Project Name: The Jasmine # 1 STRUCTURAL CALCULATIONS Page 2 of 5 Job No. 3019 DESIGN VALUES Soil Brg : 1,500 psf F'c: 2,500 psi Fy : 60,000 psi ROOF LOADING DL: 15 psf LL: 25 psf FLOOR LOADING DL: 10 psf LL: 40 psf F O O T I N G S MK MEMBERS (SEE FORTE CALCS) COLUMN LOADS STRIP ROOF FLOOR TOTAL LOADIDT (lbs.) (lbs.) (lbs.) (plo Sl Z E DEPT (in.) (in.) REINFORCEMENT #4 #5 #6 REMARKS A H 101 291 291 400 8 6 2 Cont. Footing OK B H 102/113 875 875 400 12 6 2 Cont. Footing OK C H 103 3,170 3,170 400 20 6 1 2 D H 104 1,760 1,760 400 16 6 2 Cont. Footing OK E H 105 676 676 400 12 6 2 Cont. Footing OK F H 106 1,799 1,799 400 16 6 2 Cont. Footing OK G H 107/108 365 365 400 12 6 2 Cont. Footing OK H H 109 814 8141400 12 j 6 2 Cont Footing OK I H 110 1,893 1,893 400 16 6 2 Cont. Footing OK J H 1 1 1 2,354 2,354 400 20 6 2 Cont. Footing OK K H 112 653 653 400 12 6 2 Cont. Footing OK L H 114 1,904 1,904 400 16 6 2 Cont Footing OK M B 101 623 623 400 12 6 2 Cont. Footing OK N B 102 2,519 2,519 400 20 6 2 O B 103 400 [ NON- BEARING ] P B 104 1,865 1,865 400 16 6 2 Cont. Footing OK Q 400 R 400 •;� S 400 +••. T 400 • • 609006 • U 400 i • V 400 • W 400 • X 400 ' • • • • Y 400 • • Z 400 •' • 6000 .0000 • 0000•• • 0000•, • • • STRUCTURAL CALCULATIONS Page 3 of 5 4 z 0 a 6 O Q Q O d j O Z o c V 3 G v ° °c m m r L7 'a 0 aT_ m a 3 N _ • x a CD m °m F cC a a m n N GT C • 01 m 0 o m 3 N .3•. ,moi '� m N N NT Nro N NT 0 0 0 0 0 0 0 3 3 3 3 3 3 3 V O N A W N ISHII, m» R m 0 0 W D cn A WFr N 7•� O V N V O O V V A O W O O N m Ul W fn Ul V<SJ fn �m 12 Vl -0 mm rm � CD @ O jV W V OD O a A A O N N O N 01 mA co co cn 0 0 7 C. 0 0 0 C, 0 O O 0 m GT m 0 0 0 ° o m m m m o I o m m m -n O N N U cyll 0 0 0 O O 0 0 0• z 0 a 6 O Q Q O d j O Z o c V 3 G v ° °c m m r L7 'a 0 aT_ m a 3 N _ • x a CD m °m F cC a a m n N GT C • 01 m 0 o m 3 N .3•. ,moi '� m N N NT Nro N NT 0 0 0 0 0 0 0 3 3 3 3 3 3 3 V O N A W N ISHII, m» R 7•� O V N V O O V V A O W O O N m W W N W N C d � am O jV W V OD O �Dco co co cn 0 z 0 a 6 O Q Q O d j O Z o c V 3 G v ° °c m m r L7 'a 0 aT_ m a 3 N _ • x a CD m °m F cC a a m n N GT C • 01 m 0 o m 3 N .3•. ,moi '� m N N NT Nro N NT 0 0 0 0 0 0 0 3 3 3 3 3 3 3 V O N A W N ISHII, I CD N _a 0 CA m m CD n iW y 0 v � On cn n ON C rn C O 7 0 7 90 C- J=oo gf i■K� 0 E 10� / CL ta 7 .0 $x \ ( V r _ ( -4_ (D 2 k Z g c KE f■ � «£ �■ ® c t C. ■e CD Em (k �o /-3: m00w> D ( § § § £ n IIIloll g I §Gg § GB$ °� a $ $%� ° § 2 d ° ° ca ƒ� ƒ / 2 [ �§ co co Cl) co `R cn co CD cn(n c 2 2 Q§b. 2 2/■ /{ ) §- C, C, 22 90 C- J=oo gf i■K� 0 E 10� / CL ta 7 .0 $x \ ( V r _ ( -4_ (D 2 k Z g c KE f■ � «£ �■ ® c t C. ■e CD Em (k �o /-3: ( § § § IIIloll I NUNN ° § 2 d ° ° A§ ƒ / 2 [ �§ co co Cl) co `R cn co CD cn(n c 90 C- J=oo gf i■K� 0 E 10� / CL ta 7 .0 $x \ ( V r _ ( -4_ (D 2 k Z g c KE f■ � «£ �■ ® c t C. ■e CD Em (k �o /-3: IIIloll I NUNN 90 C- J=oo gf i■K� 0 E 10� / CL ta 7 .0 $x \ ( V r _ ( -4_ (D 2 k Z g c KE f■ � «£ �■ ® c t C. ■e CD Em (k �o /-3: BWL Spacing: 25.0' BWL Spacing: 25.0' BWL Length: 56.0' BWL Length: 56.0' Provided: 39.75' Provided: 18.0' Wind Req: 7.18' Wind Req: 7.18' Seismic Req. 9.71' U Seismic Rei: 9.71' E.G.1 CS-WSP CS-WSP GS- a c!l E.c.1 E:] 1'-O" VIPI V/ U I QL I cfla 1 Y U II I GB 3'-7 Gg IGS-WSP GS-WSP ----=..�--- 13' GB 10'-1' 77 I 3 u i � I U O `O -G, ..S-WSF ra k�/ L. r"-,) i a ram -� SGALE: 1/8" - 1'-0" Um + I 10-2' 1 I BWL Spacing: 24.0' I' BWL Length: 26.0' Provided: 20.25' Wind Req: 15.83' Seismic Rei: 7.96' _ I I _ I I I I I I I � I 4-4 4-" 2-6" 2'-(o" GS -W P GS-WSP GS-WSP O 3 U a 3 u a K.] BWL Spacing: 22.0' BWL Length: 26.0' Provided: 13.0' Wind Req: 7.16' Seismic Re : 4.51' E.G.1 BWL Spacing: 30.0' BWL Length: 40.0' Provided: 20.8' Wind Req: 19.79' Seismic Re : 14.69' O N 0� � v °L o w�O �w _J ot kb aLn Z 380 Lincoln stmt Eugm4 Oregon 97401 Phone: 541-3443332 F— 541-3441597 �.ubonouehxofn M03Err Jenny Gardens - The Jasmine #1 South 47th St Springfield OR INDEX BWL DIAGRAM JOB NO 3019 DATE 09 December 2019 DRAWN BY Ryan W CHECKED BY Dan REVISION HLL ``t'OF My MEMBERS OF THE r I r 1 AMERICAN INSTITUTE OF ARCHITECTS BWL Spacing: 24.0' BWL Length: 41.5 Provided: 16.0' Wind Req: 7.73' Seismic Rea: 7.20' SHEET NO A 9 ® A.hnr Snveh Amhitr BWL Spacing: 15.0' BWL Length: 30.0' Provided: 30.0' Wind Req: 4.65' U Seismic Rea: 5.2' 1'-O" VIPI V/ U I QL I cfla 1 Y U II I GB 3'-7 Gg IGS-WSP GS-WSP ----=..�--- 13' GB 10'-1' 77 I 3 u i � I U O `O -G, ..S-WSF ra k�/ L. r"-,) i a ram -� SGALE: 1/8" - 1'-0" Um + I 10-2' 1 I BWL Spacing: 24.0' I' BWL Length: 26.0' Provided: 20.25' Wind Req: 15.83' Seismic Rei: 7.96' _ I I _ I I I I I I I � I 4-4 4-" 2-6" 2'-(o" GS -W P GS-WSP GS-WSP O 3 U a 3 u a K.] BWL Spacing: 22.0' BWL Length: 26.0' Provided: 13.0' Wind Req: 7.16' Seismic Re : 4.51' E.G.1 BWL Spacing: 30.0' BWL Length: 40.0' Provided: 20.8' Wind Req: 19.79' Seismic Re : 14.69' O N 0� � v °L o w�O �w _J ot kb aLn Z 380 Lincoln stmt Eugm4 Oregon 97401 Phone: 541-3443332 F— 541-3441597 �.ubonouehxofn M03Err Jenny Gardens - The Jasmine #1 South 47th St Springfield OR INDEX BWL DIAGRAM JOB NO 3019 DATE 09 December 2019 DRAWN BY Ryan W CHECKED BY Dan REVISION HLL ``t'OF My MEMBERS OF THE r I r 1 AMERICAN INSTITUTE OF ARCHITECTS BWL Spacing: 24.0' BWL Length: 41.5 Provided: 16.0' Wind Req: 7.73' Seismic Rea: 7.20' SHEET NO A 9 ® A.hnr Snveh Amhitr