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Home My WebLink AboutPermit Building 2020-01-14SPRINGFIELD--- OREGON Web Address: www.springfield-or.gov Building Permit Residential 1 & 2 Fam Dwelling (New Only) Permit Number: 811-19-002861-DWL IVR Number: 811064267092 Permit Issued: January 14, 2020 TYPE OF WORK Category of Construction: Single Family Dwelling Calculated Job Value: $198,388.98 Type of Work: New City of Springfield Development and Public Works 225 Fifth Street Springfield, OR 97477 541-726-3753 Email Address: permitcenter@springfield-or.gov Description of Work: New SFD Lot 6 Jenny Gardens JOB SITE INFORMATION Worksite Address Parcel Owner: DENNCO INC 978 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: 811-19-002861-DWL Page 3 of 4 PERMIT FEES Fee Description Quantity Fee Amount Residential wiring 1833 $258.00 Technology Fee $186.69 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: Improvement Cost - MWMC Regional Wastewater SDC 1620.85 $1,620.85 SDC: Administrative Fee - MWMC Regional Wastewater SDC 10 $10.00 SDC: Total Storm Administration Fee 114.43 $114.43 SDC: Total Transportation Administration Fee 190.09 $190.09 SDC: Total MWMC Administration Fee - Local 89.48 $89.48 SDC: Reimbursement Cost - MWMC Regional Wastewater SDC 135.93 $135.93 SDC: Improvement - Transportation SDC 3611.72 $3,611.72 SDC: Reimbursement - Transportation SDC 190.06 $190.06 SDC: Improvement Cost - Local Wastewater 1931.77 $1,931.77 SDC: Reimbursement Cost - Local Wastewater 3921.5 $3,921.50 SDC: Improvement Cost - Storm Drainage 1355.14 $1,355.14 SDC: Reimbursement Cost - Storm Drainage 933.4 $933.40 SDC: Compliance Cost - MWMC Regional Wastewater SDC 22.82 $22.82 SDC: Total Sewer Administration Fee 292.66 $292.66 Fire SDC - New Res Construction Sq Ft fee - enter sq ftg 1833 $109.98 Structural building permit fee $1,516.84 Structural plan review fee $985.95 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 - Mech (12% of applicable fees) $17.64 State of Oregon Surcharge - Plumb (12% of applicable fees) $62.52 State of Oregon Surcharge - Bldg (12% of applicable fees) $182.02 Total Fees: $22,548.45 VALUATION INFORMATION Printed on: 1/14/20 Page 3 of 4 C:\myReports/reports//production/Di STANDARD SPRINGFIELD City of Springfield Development and Public Works -�- Transaction Receipt 225 Fifth Street r: 811-19-002861-DWL Springfield, OR 97477 541-726-3753 OREGON IVR Number: 811064267092 permitcenter@springfield-or.gov Receipt Number: 473547 Receipt Date: 1/14/20 www.spdngfield-or.gov Worksite address: 978 S 47TH ST, Springfield, OR 97478 Parcel: 1802051305600 Printed: 1/14/20 2:15 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 $1,516.84 $1,516.84 1/14/20 1.00 Ea Furnace - up to 100,000 BTU 224-00000-425604-1031 $23.00 $23.00 1/14/20 1.00 Ea Air conditioner 224-00000-425604-1031 $19.00 $19.00 1/14/20 1.00 Ea Decorative gas fireplace 224-00000-425604-1031 $19.00 $19.00 1/14/20 1.00 Ea Water heater 224-00000-425604-1031 $19.00 $19.00 1/14/20 1.00 Ea Range hood/other kitchen equipment 224-00000-425604-1031 $19.00 $19.00 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 Clothes dryer exhaust 224-00000-425604-1031 $13.00 $13.00 1/14/20 4.00 Qty Gas fuel piping outlets 224-00000-425604-1031 $9.00 $9.00 1/14/20 1.00 Ea State of Oregon Surcharge - Mech 821-00000-215004-0000 $17.64 $17.64 (12% of applicable fees) 1/14/20 1.00 Ea State of Oregon Surcharge - Bldg 821-00000-215004-0000 $182.02 $182.02 (12% of applicable fees) 1/14/20 933.40 Amount SDC: Reimbursement Cost - Storm 617-00000-448029-8800 $933.40 $933.40 Drainage 1/14/20 1,355.14 Amoun SDC: Improvement Cost - Storm 617-00000-448028-8800 $1,355.14 $1,355.14 Drainage 1/14/20 3,921.50 Amoun SDC: Reimbursement Cost - Local 611-00000-448024-8800 $3,921.50 $3,921.50 Wastewater Printed: 1/14/20 2:15 pm Page 1 of 3 FIN_TransactionReceipt_pr Transaction Receipt 811-19-002861-DWL Receipt number: 473547 Fees Paid Transaction Units Description Account code date 1/14/20 1.00 Automatic Technology Fee 204-00000-425605-0000 1/14/20 292.66 Amount SDC: Total Sewer Administration Fee 719-00000-426604-8800 Fee amount Paid amount $186.69 $186.69 $292.66 $292.66 Payment Method: Credit card Payer: dennis Covert Payment Amount: $9,500.00 authorization: 20516g Transaction Comment: Lot 6 Payment Method: Check number: 3072 Payer: Covert Enterprises Payment Amount: $12,062.50 Transaction Comment: Lot 6 Cashier: Katrina Anderson Receipt Total: $21,562.50 Printed: 1114/20 2:15 pm Page 3 of 3 FIN_TransactionReceipt_pr Structural Permit Application SPRINGFIELD DEPARTMENT USE ONLY • ` ' `' ` " '11§r Permit no.: 225 Fifth Street ♦ Springfield, OR 974771 PH(541)726-3753 ♦ FAX(541)726-3689 OREGON 9 y) — Date: 1 This permit is issued under OAR 918-460-0030. Permits expire if work is not started within 180 days of issuance or if work is suspended for 180 days. LOCAL GOVERNMENT APPROVAL This project has final land -use approval. Signature: Date: This project has DEQ approval. Signature: Date: Zoning approval verified: ® Yes ❑ No Property is within flood plain: ❑ Yes 19 No CATEGORY OF CONSTRUCTION �(] Residential I ❑ Government I ❑ Commercial JOB SITE INFORMATION AND LOCATION Job site address: 170T City: I State: C) PL ZIP:q 7y Subdivision: r,-vn ,.t 5 1 Lot no.: (o Referexlot: Q� PROPERTY OWNER Name: a,,e,+ i✓'"1 ie ri es Address: ct 7 5 City: State: Cr ,0_ ZIP: q -2K Phone: Fax: - - E-mail: �y�,r Cwn1Sy' Building Owner or Owner's agent authorizing this application: Sign here: ❑ This installation is being made on residential or farm property owned by me or a member of my immediate family, and is exempt from licensing requirements under ORS 701.010. CONTRACTOR INSTALLATION Business name: Address: City: State: ZIP: Phone: - - Fax: - - E-mail: CCB license no.: 2 -272 - Print name: Signature: (c) Reinspection ($ per hour): (number of hours x fee per hour) SUB -CONTRACTOR INFORMATION (d) Enter 12% surcharge (12 x [2a+2b+2c]): Name CCB License # Phone Electrical (a) Plan review (65% x permit fee [2a]): Plumbing xl3077 5`11 -z21 -y M�e6anical /f " —'� Last edited 5-5-2019 BJones 7 e �� 4 31 FEE SCHEDULE 1. Valuation information (a) Job description: Occupancy Construction type: Square feet: 1 cY33�ro Cost per square foot: Other information: Type of Heat: Energy Path: ® new ❑alteration ❑ addition (b) Foundation -only permit? ❑ Yes No Total valuation: $ 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]): (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 permit fee[2a]+PR fee [3c]) $ TOTAL fees and surcharges (2e+3c+4a+b): $ [' 1�hl.�l-lI�'f�1C�i--P► ��:A�i�pc�4�lai 400 CaAp_ sd. c_ >r qhs , u7 s- To��.L ��►� = i�4tJ�il Electrical Permit ApplicationSPRINGFIELD r DEPARTMENT USE ONLY -. CITY OF SPRINGFIELD,.�t Permit no.: --Cj 62 225 Fifth Street * Springfield, OR 97477 * PH(541)726-3753 # FAX(541)726-3689 Date: 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 J' Residential ❑ Government j ❑ Commercial JOB SITE INFORMATION AND LOCATION Job site address: D -]SS 4-7 M! Sm, City: - _ L-f%State: $36.00 ZIP: cT74 'S Reference: ry_0. v M I Taxlot.: CSr C> t -j DESCRIPTION OF WORK u Pte. �- Each manufactured home or modular dwelling service or feeder (2) PROPERTY OWNER Name: I)l=t3lvC® t� . Address: -a- city: 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: [ n1% Address:,?,b , City Phone: - E-mail: CCB license no.: State: ZIP:® Fax � jl tc--f I C,5 B D license no.: Signing supervisor's license no.: Print name of signing supervisor: f Signature of signing supervisor: o _ � Last edited 7/1/2019 BJones FEE SCHEDULE Number of inspections per item () Qty.Cost Totalea. 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) 5131.00 $ 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 1 $ Over 600 amps or 1,000 volts, see services or feeders section above Branch circuits: new, alteration, extension per panel a. Fee for branch circuits with purchase of a service or feeder fee: Each branch circuit $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): $ (Branch E=N'GINEERING-- Since 1977 January 13, 2020 Mr. Dennis Covert Covert Enterprises Inc. Via email: covertent@comcast.net RE: BUILDING PAD SUBGRADE EVALUATION JENNY GARDENs - LOT 6 SPRINGFIELD, OREGON BRANCH ENGINEERING INC. PROJECT NO. 19-364 Branch Engineering Inc. (BEI) geotechnical engineering staff visited the above referenced site on January 13, 2020 to assess the excavation to subgrade for residential foundation construction. The building site is located in the western portion 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 approximate 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 approximately 6 -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 which is mitigated by the placement of the compacted aggregate. 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, P �jMZ� 1r1?Q Digitally signed by Ronald J. Dnald J. Derrick Derrick 08 EGON Date: 2020.01.13 17:27:26 -08'00' EXPIRES: 12/3112021 Ronald J. Derrick, G.E. 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Ln o wx 0 a) C On Cu Y L m � E cu aJ O +�, Ln 4 .� CUN bD fa L 0 (a cr N a) N IP - 0 0 U 4- CU CN C N a-+ v O N a) Y to O Y U N L U C fa C O N N aJ U U (a 0 0 a) C C N N a, U U Ca U 0 0 Y U CU L U i u i 3 � c 4 6 S j .. u i 0 EO C O , u � c p co � z C i C C C Y -C u JL s o 0 C 7 aN, C L U CU i +, E f : o cu_ i .rC aJ co E cl:� C C L L C i f6 0 s L ¢ O ++ c N O C d Z Ln la®' om Q) U N L O U U .Q CL m Ri U .L U N d .a N C dA m a� +, m c y -a O O .�.+ L O N =! f6bz O w, �= U i O CL O _ V ..Y U N L a CITY OF SPRINGFIELD SYSTEMS DEVELOPMENT WORKSHEET JOURNAL OR JOB NUMBER: NAME OR COMPANY: LOCATION: TAX LOT NUMBER: DEVELOPMENT TYPE: 19-002861-DWL COVERT ENTERPRISES 978 S 47TH ST 1802051305600 Single Family Residence NEW DWELLING UNITS 1 BUILDING SIZE (SF): 1833 LOT SIZE (SF): 4625 IMPERVIOUS AREA x COST PER TRIP x MAX 45% 1 40% 1 MAX 35% 0 1. STORM DRAINAGE 19.86 1.00 = $190.06 1093 DIRECT RUNOFF TO CITY STORM SYSTEM ADT TRIP RATE x NUMBER OF UNITS x COST PER TRIP x NEW TRIP FACTOR A. REIMBURSEMENT COST 9.57 1 AREA DRAINING TO 1.00 = $3,611.72 IMPERVIOUS S.F. x COST PER S.F. DRYWELL CHARGE 3101.00 $0.301 = 0 $933.40 F $933.40 B. IMPROVEMENT COST A. REIMBURSEMENT COST: IMPERVIOUS S.F. x COST PER S.F. CHARGE 3101.00 $0.437 = 0 $1,355.14 $1,355.14 ITEM 1 TOTAL - STORM DRAINAGE SDC $2,288.54 2. SANITARY SEWER- CITY NUMBER OF FEVs x COST PER FEU A. REIMBURSEMENT COST: 1 $1,620.85 = NUMBER OF DFU s x COST PER DFU C. COMPLIANCE COST: 23 $170.50 NUMBER OF FEU 's x ICOSTPERFEU = $3,921.50 B. IMPROVEMENT COST: 1 1 $22.82 = NUMBER OF DFU's x COST PER DFU MWM(' CREDIT IF APPL1( :ABLE (SEE REVERSE) = 23 $83.99 MWMC ADMINISTRATIVE FEE = $1,931.77 ITEM 2 TOTAL - CITY SANITARY SEWER SDC = $5,853.27 ITEM 4 TOTAL - MWMC SANITARY SEWER SDC = $1,789.60 1091 1092 3. TRANSPORTATION A. REIMBURSEMENT COST: ADT TRIP RATE x NUMBER OF LTIITS x COST PER TRIP x NEW TRIP FACTOR 9.57 1 19.86 1.00 = $190.06 1093 B. IMPROVEMENT COST: ADT TRIP RATE x NUMBER OF UNITS x COST PER TRIP x NEW TRIP FACTOR 9.57 1 $377.40 1.00 = $3,611.72 1094 ITEM 3 TOTAL - TRANSPORTATION SDC = $3,801.78 4. SANITARY SEWER - MWMC A. REIMBURSEMENT COST: NUMBER OF FEVs x COST PER FEU 1 $135.93 = $135.93 1052 B. IMPROVEMENT COST: NUMBER OF FEVs x COST PER FEU 1 $1,620.85 = $1,620.85 105` C. COMPLIANCE COST: NUMBER OF FEU 's x ICOSTPERFEU 1 1 $22.82 = $22.82 MWM(' CREDIT IF APPL1( :ABLE (SEE REVERSE) = $0.00 1052 MWMC ADMINISTRATIVE FEE = 510.00 1056 ITEM 4 TOTAL - MWMC SANITARY SEWER SDC = $1,789.60 SUBTOTAL (ADD ITEMS 1, 2, 3, & 4) _ $13,733.19 5. ADMINISTRATIVE FEE: SUBTOTAL x ADM. FEE RATE = CHARGE $13,733.19 1 5% $686.66 TOTAL STORM ADMINISTRATION FEE TOTAL SEWER ADMINISTRATION FEE: TOTAL TRANSPORTATION ADMINISTRATION FEE: TOTAL MWMC ADMINISTRATION FEE - LOCAL PREPARED BY Petersen DATE 12/24/2019 TOTAL SDC CHARGES = $1 $89.48 $14,419.85 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 I I RINAL, STALL / WALL 0 0 5 = 0 TO] LET, 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 *EDU (Equivalent Dwelling Unit) is a discharge equivalent to a single family dwelling unit (20 DFU's) set at 167 gallons per day 0 23 MN MC CREDIT CALCULATION TABLE: BASED ON COUNTY ASSESSED VALUE YEAR ANNEXED CREDIT RATE/$1,000 ASSESSED VALUE $5.29 $5.29 $5.19 $5.12 $4.98 $4.80 $4.63 $4.40 $4.07 $3.67 $3.22 $2.73 $2.25 $1.80 $1.59 $1.45 $1.25 $1.09 $0.92 $0.72 $0.48 $0.28 $0.09 $0.05 IS LAND ELGIBLE FOR ANNEXATION CREDIT? (Enter 1 for Yes, 2 for No) IS IMPROVEMENT ELGIBLE FOR ANNEX. CREDIT? (Enter 1 for Yes, 2 for No) BASE YEAR CREDIT FOR LAND (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 E3 "y w ui w L d0 d5M5� 1 ;O -,o d5�5I7 �SMS� dSMS� dSMSf) •� ��, - Tv u I I l a 'I 43 VJ 0 u I d5tt5� 995• I ' I�IdSM-S 00� n 3' 995 .O -,L d5M-S� &GA S0 %S 006WOOd 3 19NI5) E L OL'ZO9tJ 319 d1 a9d w (D bDp�� w S OOOIt�- w O�g�F m(�`7ry19d old�� 061 Mb v 6 LOU ean EEO f' i 0 'd � 0 o w "a E3 "y w ui w L d0 d5M5� 1 ;O -,o d5�5I7 �SMS� dSMS� dSMSf) •� ��, - Tv u I I l a 'I 43 VJ 0 u I d5tt5� 995• I ' I�IdSM-S 00� n 3' 995 .O -,L d5M-S� &GA S0 %S 006WOOd 3 19NI5) E L OL'ZO9tJ 319 d1 a9d w (D bDp�� w S OOOIt�- w O�g�F m(�`7ry19d old�� 061 Mb v 6 LOU ean EEO f' i SPRINGFIELD i� r i; OREGON Transaction Receipt 811 -19 -002861 -DW L IVR Number: 811064267092 Receipt Number: 473378 Receipt Date: 12/24119 City of Springfield Development and Public Works 225 Fifth Street Springfield, OR 97477 541-726-3753 permitcenter@springfield-or.gov www.springfield-or.gov Worksite address: 978 S 47TH ST, Springfield, OR 97478 Parcel: 1802051305600 Fees Paid Transaction Units Description Account code Fee amount Paid amount date 12/24/19 1.00 Ea Structural plan review fee 224-00000-425602-1030 $985.95 $985.95 Payment Method: Credit card Payer: dennis covert Payment Amount: $985.95 authorization: 18206g Transaction Comment: via phone Cashier: Katrina Anderson Receipt Total: $985.95 Printed: 12/24/19 10:11 am Page 1 of 1 FIN_TransactionReceipt_pr ENERGY EFFICIENCY TABLE N1101.1(2) ADDITIONAL MEASURES 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 CD Exterior walls—U-0.057/R-23 intermediate or R-21 advanced, Framedfloors—U-0.026/R-38, and y Windows—U-0.28 (average UA) Upgraded features W 2 3 Exterior walls—U-0.055/R-23 intermediate or R-21 advanced, c .- Flat ceiling'—U-0.017/R-60, and E o Framed floors—U-0.026/R-38 d Super Insulated Windows and Attic OR Framed Floors R— c 4 Windows—U-0.22 (Triple Pane Low -e), and W " Flat ceiling'—U-0.017/R-60 or Q, 0 Framed floors—U-0.026/R-38 > Air sealing home and ducts W Mandatory air sealing of all wall coverings at top plate and air sealing checklists, and 5 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 mastic 6 High efficiency thermal envelope UA9 Proposed UA is 8% lower than the code UA High efficiency HVAC systema 2 Gas-fired furnace or boiler AFUE 94%, or Air source heat pump HSPF 9.5/15.0 SEER cooling, or N Ground source heat pump COP 3.5 or Energy Star rated Ducted HVAC systems within conditioned space c O B All ducts and air handlers contained within building envelope w io _ Cannot be combined with Measure 5 dV Ductless heat pump C N o V Ductless heat pump HSPF 10.0 in primary zone of dwelling High efficiency water heater° ® 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 THE AZALEA FOOTING & BWL CALCULATIONS JOB # 3019 23 December 2019 ARBOR SOUTH ARCHITECTURE, PC 380 Lincoln Street Eugene, Oregon 97401 541-344-3332 ►.�.�. . .• . • u 1 . . ...... ...... .. . . .. .. .. ...... .... . . ...... .. . .... .... ...... ARBOR SOUTH ARCHITECTURE, PC Project Name: The Azalea Site Location : South 47th St Springfield Oregon 97478 Map &Tax Lot: 18-02-05-13 #05600 Lot 6 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(1) 18 psf Table R301.2(1) B Section R301.2.1.4 120 mph Figure R301.2(4) N/A Table R301.2(2) Di Table R301.2(1) 12 Table R301.1(1) 1,500 psf (assumed) STRUCTURAL CALCULATIONS Page I of 5 3019 • • • •••••• •••••• • •• • • • • •• •• •••••• •••• •••••• • • • •••• 00 so 0060 :6090: 00 •••• ARBOR SOUTH ARCHITECTURE, PC Project Name: The Azalea 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 ILL 2S 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.) (plf) Sl Z E EPT (in.) (in.) REINFORCEMENT #4 #5 #6 REMARKS A H 101/114 188 188 400 8 6 2 Cont Footing OK B H 102 424 424 400 12 6 2 Cont Footing OK C H 103 2,941 2,941 400 20 6 2 D H 104 282 282 400 8 6 2 Cont Footing OK E H 105 803 803 400 12 6 2 Cont Footing OK F H 106 661 661 400 12 6 2 Cont Footing OK G H 107 363 363 400 12 6 2 Cont Footing OK H H 108 1,711 1,711 400 16 6 2 Cont Footing OK I H 109 479 479 400 12 6 2 Cont Footing OK J H 110 1,659 1,659 400 16 6 2 Cont Footing OK K H 111 2,396 1 2,396 4001 20 6 2 1 Cont Footing OK L H 112 838 838 400 12 6 2 Cont Footing OK M H 113 1,190 1,190 400 16 6 2 Cont Footing OK N H 115 741 741 400 12 6 2 Cont Footing OK O H 116 1,645 1,645 400 16 6 2 Cont Footing OK P B 101 + B 102 1,532 1,532 400 16 6 2 Q B 102 723 723 4001 12 6 2 R B 103 1075 1,075 400 16 6 2 S B 104 2428 2,428 400 20 6 2 Cont. Footing OK • T 400 • U 400 • . :.... • V 400 •••••• • W 400 • • X 400 Y 400 .•• : •� Z 400 .••••• • STRUCTURAL CALCULATIONS Page 3 of 5 •.. 0000. 0000 0000. 0000.. 0.0066 ...... .• 00.00. ..6.06 .. . 0000.. • . • • • . • .. as 66.60. 0000 •. . .0 . . 06.60. . . • 0.0• •• 00 000006 •.66 0 6 0 0000 R CO O � r 7 CD 3 � U) sO N Q 0 s U- E E N 3 L.1 Q. jj�l; E E E E E E E 0 0 0 0 0 0 0 S W R LL LL LL LL LL L LL L LL LL Z t C m N .01 41 O Oi ttX C S •C_ = N J Q LL m O d 'd p 7 m X i 2 Cl�S S a E 8 a � E a° m C9 Z00 c m 0 V v Q W 0 Z 0 LO p w o� co 0< a a a 0 lIR�N a a a a o W {O O f0 Of fp O O O O 00 GD m C] m O OD owe �o.>N o � M ,a to O O N r b n O 9 Q N IA J a. •.•••• •• • •e•... • • • • •• .. 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Of •• • • • • ease ease P., E 7 Z a m O Z 0 00 �n �a m y�, a'Q` Qaaaa O N N N LO O as N a< a< O a o • W O N M y�N ear e♦n Udo W u0 Q , N , W N N02 M M • N A n o • �a V Osseo •o•••• go • • 9y1 •• • • • • • a rn •• • •9.000 C t W N O O t m • V. etes �C 1006 Oi O O a 0 N 10 O m� I O milli h 1� P O .SD G • 12 Ii • 'M �m 0 -0 10 N l9 0v 91 M IL 0 m O Z 0 00 �n �a m y�, a'Q` Qaaaa O N N N LO O as N a< a< O a o • W O N M y�N ear e♦n Udo W u0 Q , N , W N N02 M M • N A n o • �a V Osseo •o•••• go • • 9y1 •• • • • • • a rn •• • •9.000 C t W N O O t m • V. etes �C 1006 Oi O O a 0 N 10 O m� N O f07 h 1� P O .SD G • 12 f • o� a 00 �n �a m y�, > w N O N N N LO O N N N O • t b o • W O N M y�N ear e♦n Udo W u0 00 n C M M • o • V Osseo •o•••• go • • 9y1 •• • • • • • a rn •• • •9.000 u t W N O O t m • V. etes �C 1006 Oi O O a 0 N 10 O ev CD .SD G • $ c� f • 'M �m 0 -0 10 N l9 0v 91 M IL 0 7 • N m 7 9 U U J m o� a 00 �n �a m y�, •O LO v" O e� a LO • t b o • W O N M y�N ear e♦n Udo W u0 00 n C M M • o • V Osseo •o•••• go • • 9y1 •• •••••• • • • • •s•••• •• • •9.000 • • V. etes • •• •so00e ,0000 • • see* e3,•0 w�! C:FlLt, F'A[:KAUt Ktf'UFL 1 The Azalea vel • ••• .sees Member Name Results Current Solution comments Ffoor. Joist Passed 1 plece(s) 9 1/2" TJI@ 210 @ 16" OC Floor: Joist @ Bump Out Passed i plece(s) 9 1/2" T310 210 @ 16" OC Floor: Joist Long Passed i plece(s) 9 1/2" T31@ 210 @ 16" OC H 101 Passed 1 piece(s) 2 x 6 Douglas Fir -Larch No. 2 H 102 Passed 1 plece(s) 2 x 8 Douglas Fir -Larch No. 2 H 103 Passed 1 plece(s) 3 1/2" x 9" 24F -V4 DF Glulam H 104 Passed 1 plece(s) 2 x 6 Douglas Fir -Larch No. 2 H 105 Passed 1 piece(s) 2 x 8 Douglas Fir -Larch No. 2 H 106 Passed 1 piece(s) 2 x 8 Douglas Fir -Larch No. 2 H 107 Passed 1 plece(s) 2 x 6 Douglas Fir -Larch No. 2 H 108 Passed 1 piece(s) 4 x 6 Douglas Fir -Larch No. 2 H 109 Passed 1 plece(s) 2 x 6 Douglas Fir -Larch No. 2 H 110 Passed 1 plece(s) 4 x 6 Douglas Fir -Larch No. 2 H 111 Passed 1 piece(s) 4 x 8 Douglas Fr -Larch No. 2 H 112 Passed 1 plece(s) 2 x 6 Douglas Fr -Larch No. 2 H 113 Passed 1 plece(s) 2 x 6 Douglas Fr -Larch No. 2 H 114 Passed 1 piece(s) 2 x 6 Douglas Fir -Larch No. 2 H 115 Passed 1 piece(s) 2 x 8 Douglas Fir -Larch No. 2 H 116 Passed 1 plece(s) 4 x 6 Douglas Fir -Larch No. 2 B 101 Passed 1 plece(s) 4 x 6 Douglas Fir -Larch No. 2 B 102 Passed 1 piece(s) 2 x 4 Douglas Fr -Larch No. 2 B 103 Passed 1 plece(s) 2 x 8 Douglas Fr -Larch No. 2 B 104 Passed I plece(s) 4 x 10 Douglas Fir -Larch No. 2 ForteWEB Software Operator Job Notes Ryan Walla Arbor South Architecture (541) 344-3332 ryanwalla@arborsouth.com 12/22/2019 9:22:48 PM VrC • ••• .sees ••.. sees• • • sees•• • • • sees•• •• • • • • •• •• sees•• sees •• •• sees•• sees • • • • sees 12/22/2019 9:22:48 PM VrC �w r V R i C YLm MEMBER REPORT PASSED F N Level, Floor: Joist 1 piece(s) 91/2" T3I@ 210 @ 16" OC Overall Length: 26' 11 9 �J4" 14' 2 1/4" 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Aehral @ Location Allowed Result LDF Loadr Combination (Pattpm) Member Reaction (lbs) 1091 @ 11' 9 3/4" 2145 (3.50") Passed (51%) 1.00 1.0 D + 1.0 L (All Spans) Shear (lbs) 542 @ 11' 11 1/2" 1463 Passed (37%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft -lbs) -1391 @ 11'9 3/4" 3000 Passed (46%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.145 @ 19' 15/16" 0.342 Passed (L/999+) 1.0 D + 1.0 L (Aft Spans) Total Load Defl. (in) TJ-ProTM Rating 0.179 @ 19'113/16" 52 0.684 35 Passed (L/918) Passed - 1.0 D + 1.0 L (Alt Spans) • uenection cniena: LL (L/48o) ara TL (L/z4o). • Top Edge Bracing (Lu): Top compassion edge must be braced at 6' o/c unless detailed otherwise. • Bottom Edge Bradng (Lu): Bottom compression edge must be braced at 5' 6" 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 TI -Pro- Rating include: None. • ' See Connector grid below for additional Information and/or requirements. • ' Required Bearing Length / Required Bearing Length with Web Stiffeners 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 Armories 1- Face Mount Hanger Connector not found N/A N/A N/A N/A 3 -Face Mount Hanger Connector not found N/A N/A N/A N/A • Vertical toad Location (Side) Bcering Length Loads to Supp (lbs) Supports Total Available Required Dead Floor -Live Total Accessories I -Hanger on concrete 6.00" Hanger' 1.75" / - z 70 294/-34 364/-34 See note' t- Stud wall- DF 3.50" 3.50" 3.50" 252 839 1091 None 3 - Hanger on concrete 6.00" Hanger' 1.75" / - 2 94 342/-2 436/-2 See nate' 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. • ' Required Bearing Length / Required Bearing Length with Web Stiffeners 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 Armories 1- Face Mount Hanger Connector not found N/A N/A N/A N/A 3 -Face Mount Hanger Connector not found N/A N/A N/A N/A • Vertical toad Location (Side) Dead Spacing (0.90) Floor Live (1.00) Comments 1 - Uniform (PSF) 0 to 26 16" 12.0 40.0 Default Load Member Notes Floor Framing TJI • • •••••• •••••• • • • • •• • • • • •• •• Weyerhaeuser Notes • • • Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyefha4Wf�xessly coarqpoMy other warrantees • 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 jurisdi"n.Jye designer of record, builder orirarae•i• • 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. Fr&Adts manufactEred at • Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC -ES under evaluatiofi pM ESR -1153 art to -'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 ForkeWEB software operator lob Notes 12/22/2019 9:22:48 PM UTC Ryan Walla Arbor south Architecture ForteWEB Q.1, Engine: V7.3.2.309, Data: V7.2.0.2 (541) 344-3332 ryanwalla@arborsouth.com File Name: The Azalea v 4 SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser ForteWEB software operator 13ob Notes 12/22/2019 9:22:48 PM UTC Ryan Walla ForteWEB v2.1 Engine: V7.3.2.309 Data: V7.2.0.2 Arbor South Architecture . 9 � (541) 344-3332 ryanwalla@arborsouth.com File Name: The Azalea • • • •••••• •••••• • • •• • • • • •• •• •••••• •••• •••••• • • • •••• •• •• •••••• • • •••• 0000 ForteWEB software operator 13ob Notes 12/22/2019 9:22:48 PM UTC Ryan Walla ForteWEB v2.1 Engine: V7.3.2.309 Data: V7.2.0.2 Arbor South Architecture . 9 � (541) 344-3332 ryanwalla@arborsouth.com File Name: The Azalea W rFifl r V rt i C taw MEMBER REPORT PASSED K '.7 Level, Floor: Joist @ Bump Out 1 piece(s) 9 1/2"T310 210 @ 16" OC Overall Length: 27'6" C 11'93-/4' a 15- 8 114" 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) 1168 @ 11' 9 3/4" 2145 (3.50") Passed (54%) 1.00 1.0 D + 1.0 L (All Spans) Shear (lbs) 597 @ 11' 11 1/2" 1463 Passed (41%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft -lbs) -1619 @ 11' 9 3/4" 3000 Passed (54%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl.(in) 0.208 @ 19'10 13/16" 0.380 Passed (L/877) - 1.0 D + 1.0 L (At Spans) Total Load Defl.(in) 0.259 @ 19' 11 5/8" 1 0.759 1 Passed (L/703) 1.0 D + 1.0 L (Alt Spans) TJ-PrOT" Rating 46 1 35 1 Passed - • Deflection criteria: LL (1-/480) and TL (L/240). • Tap Edge Bracing (W): Top compression edge must be braced at 5 5" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 5' 1" o/c unless Mailed 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 Ti -Pro"" Rating Include: None. — — Bearing Length Supports Total I Available I Required 1 -Hanger on concrete 6.00" Hanger' 1.75"/ - z 2 - Stud wall - DF 3.50" 3.50" 3.50" 3 -Hanger on concrete 6.00" Hanger' 1.75" / - 2 • At hanger supports, the Total Bearing dimension Is equal to the width of the material • ' See Connector grid below for additional information and/or requirements. • z Required Bearing Length / Required Bearing Length with Web Stiffeners Loads to supports (Ibs) Dead Floor Live Tota• Accessories 65 296/-51 361/-51 See note' 270 899 1169 None 105 1 374 479 See note' is suDDortino the hanger 0 System : Floor Member Type; -loist 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 Connector not found N/A N/A N/A N/A 3 - Face Mount Hanger Connector not found N/A N/A N/A N/A • *of** Vertical Load Location (side) spacing Dead (0.90) Floor Live (1.00) Comments 1- Uniform (PSF) 0 to 27' 6" 16" 12.0 40.0 Default Load *see 040.0 • 4 • •' • • ••4.4• 000066 00 • • • • 0000•• • • • Member Notes Floor Framing TJI • • r • • • • • • • 0000 Weyerhaeuser Notes +• • • Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyeriraeyser eepressly 4daimr 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 jurisdieden. W* designer of record builder or ft'a*er9s • 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,FM nuf c:bi W pI6 • • Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC -ES under evaluation 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.wL-yerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWE6 Software Operator 13ob Notes Ryan Walla Arbor South Architecture (541) 3443332 ryanwalla@arborsouth.com 12/22/2019 9:22:48 PM UTC ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2 File Name: The Azalea r%--- n 1 "r -r AoSUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser ForteWEB Software Operator Sob Notes 12/22/2019 9:22:48 PM UTC Ryan Walla ForteWEB v2.1 Engine: V7.3.2.309 Data: V7.2.0.2 Arbor South Architecture � 9 i (541) 3443332 ryanwalla@arborsouth.com File Name: The Azalea n--- r r %- ... 6666. 6666 6666. 6666.. .. 6666.. .. .. . . . . .. .. 6666.. 6666 .... .. .. . 6 0 0 0 6 6666 . . 0 0 . 6966 ForteWEB Software Operator Sob Notes 12/22/2019 9:22:48 PM UTC Ryan Walla ForteWEB v2.1 Engine: V7.3.2.309 Data: V7.2.0.2 Arbor South Architecture � 9 i (541) 3443332 ryanwalla@arborsouth.com File Name: The Azalea n--- r r %- i V R 1 C 4L3� MEMBER REPORT PASSED Level, Floor: Joist Long 1 pieces) 9 1/2" TJIO 210 @ 16" OC 0 Overall Lengih: 32'21/2' 1 6` 6 1/4' 11' 6" o a a a All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Acarol 0 Location Allowed Result LDF load., Combination (Pattern) Member Reaction (lbs) 1056 @ 18' 1/4" 2145 (3.50") Passed (49%) 1.00 1.0 D + 1.0 L (Adj Spans) Shear (lbs) 538 @ 18'2" 1463 Passed (37°x6) 1.00 1.0 D + 1.0 L (Adj Spans) Moment (Ft -lbs) -1328 @ 18' 1/4" 3000 Passed (44%) 1.00 1.0 D + 1.0 L (Adj Spans) Live Load Deft. (in) 0.143 @ 25' 3 3/4" 0.342 Passed (L/999+) -- 1.0 D + 1.0 L (Alt Spans) Total Load DeFl. (in) 0.178 @ 25' 4 7/16" 1 0.684 Passed (L/922) - 1.0 D + 1.0 L (Alt Spans) TI -Pro"` Rating 52 1 35 Passed - - • Deflection criteria: LL (1./480) and TL (L/240). • Top Edge Bracing (Lu): Top compression edge must be braced at 6' 1" o/c unless detailed otherwise. • Bottom Edge Brading (W): Bottom compression edge must be braced at 5' 8" o/c unless detailed otherwise. • A structural analysis of the deck has riot 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. I Supports Tot91 Bearing Length Available Required loads to Supports (lbs) — — Dead Fh.,. Live Total Aoeessorias 1 -Hanger on concrete 6.00" Hanger' 1.75" / - 2 40 212/-54 252/-54 See note' 2 - Stud wall- DF 3.50" 3.50" 3.50" 139 588 727 None 3 - Stud wall- DF 3.50" 3.50" 3.50" 241 815 1056 None 4 -Hanger on concrete 6.00" Hanger' 1.75"1 - 2 95 340 435 See note' • At nanger suppor6, me rorai tieanng mmension is equdi w me wium or vie mawnai mak is suppurmiy uia ivn ym • ' See Connector grid below for additional information and/or requirements. • 2 Required Bearing Length / Required Bearing Length with Web Stiffeners 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 Fare Fasteners I Member Fasteners Accessories 1 - Face Mount Hanger Connector not found N/A N/A N/A N/A 4 - Face Mount Hanger I ConneklDrnot found N/A N/A N/A N/A • Dead Floor Live Vertical Load Location (Side) Spacing (0.90) (1.00) 1 comments 1 - Uniform (PSF) 0 to 32' 2 1/2" 16" 12.0 40.0 Default Load Member Notes Floor Framing TJI FoMWES Software operator 13ob Notes Ryan Walla Arbor South Architecture (541) 3443332 ryanwalla@arborsouth.com • • •••••• •••••• • •••••• • • • •••• • • • • :0400: • • 0000 0000 12/22/2019 9:22:48 PM UTC ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2 File Name: The Azalea In— c r 71� 11 wevemaeuser notes _ Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design aiheria and published design values. Weyerhaeuser egressly disclaims any other warrandes 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 ForbeWEB Software Operator 1 ForWWES Software Operator 13ob Notes Ryan Walla Arbor South Architecture (541) 3443332 ryanwalia@iarborsouth.cem A A& YSUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser 12/22/2019 9:22:48 PM UTC ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2 File Name: The Azalea • w•w ••••a • • •••••• •••••• • • •• • • • • •• •• •• •• •••••• 12/22/2019 9:22:48 PM UTC ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2 File Name: The Azalea we yemaeuser fvores Weyerhaeuser warrants that the sting 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 bads, dimensions and support information have been provided by ForteWEB Software Operator ForbeWEB Software Operator Ryan Walla Arbor South Architecture (541) 344-3332 ryanwalla@arborsouth.com 130110 Notes ASUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser 12/22/2019 9:22:48 PM UTC ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2 File Name: The Azalea • • • •••••• •••••• • • •• • • • • •• •• •••••• •••• •••••• • • • •••• • • • • :0000: • • • • • • 12/22/2019 9:22:48 PM UTC ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2 File Name: The Azalea `ram r V R i C &a= MEMBER REPORT PASSED Level, H 101 1 piece(s) 2 x 6 Douglas Fir -Larch No. 2 Overall Length: TY o 0 Q 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) 124 @ 0 1406 (1.50") Passed (9%) -- 1.0 D + 1.0 S (All Spans) Shear (lbs) 79 @ T' 1139 Passed (7%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft -lbs) 100 @ 1'7 1/2" 848 Passed (12%) 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) 0.006 @ V7 1/2" 0.162 Passed (L/999+) — 1.0 D + 1.0 5 (All Spans) • Deflection cribeda: 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. — — Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Roof Live Snow Total Accessories 1 - Trimmer - DF 1.50" 1.50" 1.50" 42 65 81 188 None 2 - Trimmer - OF 1.50" 1.50" 1.50" 42 65 81 188 None Vertical Loads Dead Location (Side) Tributary Width (0.90) Roof Live Snow (non -snow, 1.25) (1.15) Cornments 0 - Self Weight (PLF) 0 to 313" N/A 2.1 •••••• 1 - Uniform (PSF) 0 to 3' 3" 2' 12.0 20.0 25.0 Roof Load 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 viteria 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 FSR -1153 and ESR -1387 and/or bested 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. • ••• 00 0 0• The product application, Input design bads, dimensions and support information have been provided by ForteWEB Software Operator • • • For teWEB Software Operator 13ob NotPB Ryan Walla Arbor South Architecture (541) 344-3332 ryanwalla@arborsouth.com 12/22/2019 9:22:48 PM UTC FoiteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2 File Name: The Azalea • • ••• see •••••• r (raj) SUSTAINABLE FORESTRY INITIATIVE • YYY *0:00:0 Weyerhaeuser • • eye 0000•• •• • • • 0000•• •• • • • • •• •• 0000•• 0000 •• • • 0000•• • • • 0000 00 00 0000 • • • • 0000 egos 12/22/2019 9:22:48 PM UTC FoiteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2 File Name: The Azalea -Nil r• V R i C Luda MEMBER REPORT PASSED 0 Level, H 102 1 pieces) 2 x 8 Douglas Fir -Larch No. 2 Overall Length: 6' M 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual 41) Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 424 @ 0 1406 (1.50") Passed (30%) 1.0 D (All Spans) Shear (lbs) 422 @ 8 3/4" 1175 Passed (36%) 0.90 1.0 D (Ail Spans) Moment (Ft -lbs) 758 @ 3' 11/2" 1064 Passed (71%) 0.90 1.0 D (All Spans) Live Load DeFl. (in) 0.000 @ 0 0.156 Passed (2L/999+) - 1.0 D (All Spans) I Total Load Defl. (in) 0.066 Cn 3' 11/2" 0.313 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 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. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Total Accessories 1 -Trimmer - DF 1.50" 1.50" 1 1.50" 424 424 None 2 - Trimmer - DF 1.50" 1.50" 1 1.50" 424 424 None Vertical Loads Location (Side) Tributary Width Dead (0.90) Comments 0 - Self Weight (PLF) 0 to 6'3" N/A 2.8 1 - Point (Ib) r 1 1/2" N/A 277 Truss M2 2 - Point (ib) 3' 11/2" N/A 277 Truss M2 3 - Point (lb) 5' 11/2" N/A 277 Truss M2 0 System: Wall Member Type: Header Building Use : Residential Buildng Code : IBC 2018 Design Methodology : ASD Weveilhaeuser 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, bulkier 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. PrM8s; manufactuMAt • • Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC -FS u4 a&evaluation reports FSR -1153 agdAft•1 6 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/woodpDducts/document-library. • • p • • • • • • •: • • : The product application, input design bads, dimensions and support information have been provided by ForteWEB Software Operator • • • • • • • • • 0000•• FortaWEB Software Operator 13ob Notes Ryan Walla Arbor South Architecture (541) 3443332 ryanwallaoarborsouth.com 0000•• •• • • VSTAIWABLE FORES?O ORIA*E •• • • • • •0 •• Weyerhaeuser • • • • •••••• 0000 •• • 00.00• • • • 0000 • • • •• •• 00 0.000• 0000 • • • . •••• 410696 12/22/2019 9:22:48 PM UTC ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2 File Name: The Azalea n....., n r '1� %I r V R i C u= MEMBER REPORT Level, H 103 1 piece(s) 3 1/2" x 9" 24F -V4 DF Glulam Overall Length: 9'3" 0 1 0 9 9' 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) 2941 @ 9' 3" 3413 (1.50") Passed (86%) - 1.0 D (Ail Spans) Shear (lbs) 2935 @ 8'4 1/2" 5009 Passed (59%) 0.90 1.0 D (Ali Spans) Pos Moment (Ft -lbs) 7663 @ 3' 8" 8505 Passed (90%) 0.90 1.0 D (All Spans) Live Load Defl. (in) 0.000 @ 0 0.231 Passed (2L/999+) - 1.0 D (All Spans) Total Load Defl.(in) 0.312 @ 4'7 1/2" 1 0.463 1 Passed (L/356) -- 1.0 D (All Spans) • Deflectlon criteria: LL (1./480) and TL (L/240). • 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 camp have not been accounted for when calculating deflecdon. • 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. — - r Bearing Length Loads to supports _ (111115) Supports Total Available Required Dead Total Accessories 1 - Trimmer - DF 1.50" 1.50" 1.50" 2889 21M None 2 - Trimmer - DF 1.50" 1.50" 1.50" 2941 2941 None Vertical Loads Location (side) Tributary Width Dead (0.90) commmrts 0 - Self Weight (PLF) 0 to 9'3" N/A 7.7 1 - Point (lb) 118.. N/A 1440 Tnns B2 2 - Point (lb) 3-8- N/A 1440 Truss B2 3 - Point (lb) 5181. N/A 1440 Truss B2 4 - Point (lb) 7'8' N/A 1440 Truss 132 PASSED System: Wall Member Type : Header 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 epressly disci0ims any other warrant!& • 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 jurisd !*A Cdigner of record, builder or framer Ise • responsible to assure that this calculation Is compatible with the overall project Accessories (Rim Board, Blocking Panels and Squash Blocks) are not design by this software. Products manufactureil ate • • • Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC -ES under evaluation r�rts 1153 and ESR -138T 00 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 • • • • • • 006000 0000 • r (1.j) SUSTAINABLE FORESTRY INFIAW E '*gerlfaituser 0000 • • • • • • • • •••• ForbaWEB software operator lob Notes Ryan Walla Arbor South Architecture (541) 3443332 ryanwalia@arborsouth.com 12/22/2019 9:22:48 PM UTC ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2 File Name: The Azalea SII i V R i C u= MEMBER REPORT PASSED Level, H 104 1 piece(s) 2 x 6 Douglas Fir -Larch No. 2 Overall Length: 3' 3" r in 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) 184 @ 0 1406 (1.50") Passed (13%) -- 1.0 D + 1.0 S (All Spans) Shear (lbs) 118 @ 7" 1139 Passed (10%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft -lbs) 149 @ 1' 7 1/2" 848 Passed (18%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.006 @ V 7 1/2" 0.081 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.009 @ V7 1/2" 0A62 Passed (LJ999+) — 1 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (11480) and TL (1.1240). • 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 retailed otherwise. • Applicable calculations; are based on NDS. Supports -- Bearing Length Total Available Required Loads to Supports (lbs) Dead Roof Live Snow Tow Accessories 1 - Trimmer - DF 1.50" 1.50" 1.50" 62 98 122 282 Nom' 2 - Trimmer - DF 1.50" 1.50" 1.50" 62 98 122 282 None Dead Roof live Vertical Loads Location (Side) Tributary Width (0.90) (non -snow: 1.25) 0 - Self Weight (PLF) 0 to TY N/A 2.1 — 1 - Uniform (PSF) 0 to TY 3' 12.0 20.0 Snow (1.15) Commesrffi 25.0 Roof Load 0 System: Wail Member Type : Header Building Use : Residential Building Cade : 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 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. • ••• 00 0 0• The product application, input design loads, dimensions and support information have been provided by r-orteWEB Software Operator • • • ForteWE8 software operator 130b Notes Ryan Walla Arbor South Architecture (541) 3443332 ryanwalla@arborsouth.com • 0000•• 0000•• • • SUSTAINABLE FORESTRY INITIATIVE •0000•• W 77 ei' erhaeuser • • 0.00•• • • •• • • • 0000•• •• • • • • •• •• 09 •• 0000•• 0000 04.00: • • 9 0009 •• •• 0000•• 12/22/2019 9:22:48 PM LITC FolteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2 File Name: The Azalea -►1rvn i c taw I MEMBER REPORT Level, H 105 1 plece(s) 2 x 8 Douglas Fir -Larch No. 2 Overall Length: 2' 2' 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 LOF Load: Combination (Pattem) Member Reaction (lbs) 803 @ 2' 3" 1406 (1.50") Passed (57%) -- 1.0 D (All Spans) Shear (lbs) 801 @ 1'6 1/4" 1175 Passed (68%) 0.90 1.0 D (All Spans) Moment (Ft -lbs) 802 @ V 3" 1064 Passed (75%) 0.90 1.0 D (All Spans) Live Load Defl. (in) 0.000 @ 0 0.056 Passed (2L/999+) -- 1.0 D (Ail Spans) Total Load Defl. (in) 0.008@1'111/16" 0.112 Passed (L/999+) r -- 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 2' 3" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 2' 3" o/c unless detailed otherwise. • Applicable calculations are based on NDS. Supports 1 - Trimmer - DF 2 - Trimmer - DF Bearing Length Total Available Required 1.50" 1.50" 1.50" 1.50" 1.50" 1.50" Loads to supports (lbs) Dead Total Acce 643 643 None 803 803 None Dead Vertical Loads Location (side) Tributary Wldith 1 (ago) Comrrrear� 0 - Self Weight (PLF) 0 to 2'3" N/A 2.8 1 - Point (lb) 1' 3" N/A 1440 Truss B2 PASSED 0 System: Wall Member Type: Header Building Use : Residential Bulking 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 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 FSR -1153 and FSR -1387 and/or tested in accordance with applicable ASTM standards. For cement code evaluation reports, Weyerhaeuser product literature and installation details refer to • www.weyertweuser.com/woodproducts/document-library. • • • • w • • • The product application, input design bads, dimensions and support Information have been provided by ForteWEB Software Operator *see ••••a — - a • • ass••• ease*: •(Z SUSTAINABLE FORES" IIII AY:E 0 Weyerhaeuser • of • • •••••• •• • • • • •• •• •• •• •••••• ease • Y • • 0000 0600 FOrteWES Software Operator lob Notes 12/22/2019 9:22:48 PM UTC Ryan walla Arbor South Architecture FolteWEB v2.1,9 Engine: V7.3.2.309, Data: V7.2.0.2 (541) 344-3332 ryanwalla@arborsouth.com File Name: The Azalea n_-,.. • n r n� ,2c r V R I C &'A= MEMBER REPORT PASSED Level, H 106 1 piece(s) 2 x 8 Douglas Fr -Larch No. 2 a-erall Length: 2' 2' I 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Member Reaction (lbs) Actual 0 Location 661 @ 0 Allowed 1406 (1.50") Result Passed (47%) LDF Load: Combination (pattern) -- 1.0 D (All Spans) Shear (lbs) 659 @ 8 3/4" 1175 Passed (56%) 0.90 1.0 D (All Spans) Moment (Ft -lbs) 660 @ V 1064 Passed (62%) 0.90 1.0 D (All Spans) Live Load Defl. (in) 0.000 @ 0 0.056 Passed (2L/999+) -- 1.0 D (All Spans) Total Load Defl. (in) 0.006 @ P 15/16" 1 0.112 1 Passed (L/999+) -- 11.0 D (All Spans) • Deflection criteria: LL (L/480) and TL (1./240). • Top Edge Bracing (Lu): Top compression edge must be braced at 2'3" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 2' 3" o/c unless detailed otherwise. • Applicable calculations are based on NDS. Length Loads to Supports � (lbs) Supports Total Avaflable Required Dead Total Accessories 1 - Trimmer - DF 1.50" 1.50" 1.50" 661 661 None 2 - Trimmer - DF 1.50" 1.50" 1.50" 530 530 None Vertical Loads Location (Side) Dead Tributary Width PL90) Comruents 0 - Self Weight (PLF) 0 to 2'3" I N/A 2.8 1- Point (lb) 1' N/A 1185 Truss AS 0 System: Wall Member Type : Header 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 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 or 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 FSR -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/docunient-library. • • • • • • • • The product application, Input design bads, dimensions and support Information have been provided by ForteWEB Software Operator • • • • • • • • • ForteWEB Software Operator Sob Notes Ryan Walla Arbor South Architecture (541) 344-3332 ryanwalla@arborsouth.com • • 600060 ••00•• • `Ij)OUSTAINABLE FOREST1Z1 ITAA?P�E ��iiiiii Weyerhaeuser . 0 0 0 0 • • • • • [ • • • • • • • • 0 • • • 0 so 00 • • • •0 • 60 004 00*0 • •to • •• 00 •00• • • • •••0 •••• 12/22/2019 9:22:48 PM UTC ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2 File Name: The Azalea n-.-- . - 1 -1-7 , i i V R 1 C u= MEMBER REPORT Level, H 107 1 pieces) 2 x 6 Douglas Fir -Larch No. 2 Overall Length: 6' 3" AL0 - - N0 6 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. r L 0 Design Results Actual 0 Location _ Allowed Result LDF Load: Combination.(Pattern) Member Reaction (lbs) 238 @ 0 1406 (1.50") Passed (17%) -- 1.0 D + 1.0 S (All Spans) Shear (lbs) 193 @ 7" 1139 Passed (17%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft -lbs) 372 @ 3' 11/2" 848 Passed (44%) 1.15 1.0 D + 1.0 S (Ali Spans) Live Load Defl. (in) 0.052 @ 3' 11/2- 0.156 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.079 @ T1 1/2" 0.313 Passed (L/955) -- 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 riled otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at B 3" o/c unless detailed otherwise. • Applicable calculations are based on NDS. Bearing Length Loads to Supp" (lbs) Supports Total Available Required Dead Roof Live Snow Total Accessories L - Trimmer - DF 1.50" 1.50" 1.50" 82 125 156 363 None Z - Trimmer - DF 1.50" 1.50" 1.50" 82 125 156 363 None Dead Roof Live Snow Vertical Loads Location (Side) Tributary Width (0.90) (non -snow., 1.25) (1.15) Comments 0 - Self Weight (PLF) 0 to 6 3" N/A 2.1 — 1- Uniform (PSF) 0 to 6 3" 2' 12.0 20.0 25.0 Roof Load PASSED 0 System: Wall Member Type : Header 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 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, milder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Bloddng Panels and Squash Blocks) are not designed by this software. Products mamifactWred 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/woodpukxts/document-library. • The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator •: • • • : • ForteWEB Software operator ISob Notes 1 12/22/2019 9:22:48 PM UTC Ryan Walla Arbor South Architecture ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2 (541) 344-3332 ryanwalla@arborwuth.com File Name: The Azalea • • 0000•• •••6r• • SUSTAINABLE FORESTRY INITIATIVE T � 0000•• Weyerhaeuser • • • • •000.0 •• • •• • • • • 00 •• •• •0 0000 • • • 46••66• • • • •••• • • • •• •• to 0.000• 0200 • i • • 0049 ForteWEB Software operator ISob Notes 1 12/22/2019 9:22:48 PM UTC Ryan Walla Arbor South Architecture ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2 (541) 344-3332 ryanwalla@arborwuth.com File Name: The Azalea -w rV R i C saw MEMBER REPORT PASSED Level, H 108 1 piece(s) 4 x 6 Douglas Fir -Larch No. 2 Overall Length: TT' 0 — --- a All locations are measured from the outside face of left support (or left cantilever end). Al dimensions are horizontal. I` U2 Design Results Actual 0 Location Allowed Result LOF Load: Combination (Pattern) Member Reaction (lbs) 1711 @ 0 3281(1.50") Passed (52%) 1.0 D (All Spans) Shear (Ibs) 1464 @ 2'8" 2079 Passed (70%) 0.90 1.0 D (All Spans) Moment (R -lbs) 1099 @ 2'6" 1548 Passed (71%) 0.90 1.0 D (All Spans) Live Load Defl. (in) 0.000 @ 0 0.081 Passed (2L/999+) -- 1.0 D (All Spans) Total Load Defl. (in) 0.028 @ 1'7 3/4" 0.162 Passed (L/999+) -- 1 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 3' 3" 0/c unless detailed otherwise. • Bottom Edge Bracing (W): Bottom compression edge must be braced at 3' 3" o/c unless detailed otherwise. • Applicable calculations are based on NDS. 1 - Trimmer - DF 2 - Trimmer - DF Bearing Length Total Available Required 1.50" 1.50" 1.50" 1.50" 1.50" 1.50" Loads to Supports (lbs) Dead Total Accessories 1711 1711 None 1467 1467 None Vertical Loads Location (side) Tributary Width Dead (0.90) Commients 0 - Self Weight (PIF) 0 to 3' 3" N/A 4.9 1 - Point (lb) 6" N/A 1581 Truss A6 2 - Point (lb) 2'6" N/A 1581 Truss A6 n 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 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 FSR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For anent code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.mm/woodproducts/doament-library. • i • • • • • • The product application, input design Toads, dimensions and support information have been provided by ForteWEB Software Operator • • • • 0000•• 0000•• ••• 4• • SUSTAINABLE FORESTRY INITIATIVE • •4••4• Weyerhaeuserto ` .000• ` `eY •• • • • ••644• • • • • • • • •• • • • • •• •• 6• •4 •• • 46 4 • 06.46• • • • 0600 • • • • :0000: • • •4•• 0000 rorteWE6 Software Operator ]ob Notes 12/22/2019 9:22:48 PM UTC Ryan Walla Arbor South Ax0itect1Ye ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2 (541) 34+3332 ryanwalla@arborsouth.com File Name: The Azalea -1 r V R ii C 'j MEMBER REPORT PASSED 0 Level, H 109 1 pieces) 2 x 6 Douglas Fir -Larch No. 2 Overall Length: a' a'. 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) 314 @ 0 1406 (1.50") Passed (22%) -- 1.0 D + 1.0 S (All Spans) Shear (lbs) 269 @ 7" 1139 Passed (24%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft -lbs) 647 @ 4' 11/2" 848 Passed (760/6) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.157 @ 4' 11/2- 0.206 Passed (L/632) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.238 @ 4' 11/2" 0.313 1 Passed (L/415) - 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (U480) and TL (L/5/16"). • 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 Total Available Required Loads to Supper (Ibs) Dead Roof Live Snow Total Accessories 1 -Trimmer- DF 1.50" 1.50" 1.50" 108 165 206 479 None 2 - Trimmer - DF 1.50" 1.50" 1.50" 108 165 206 479 None Dead Root Live Snow Vertical Loads Location (Side) Tributary Width (0.90) (non -snow: 1.25) (1.15) Comments 0 - Self Weight (PLF) 0 to 8'3" N/A 2.1 — — 1- Uniform (PSF) 0 to 8'3" 1 2' 12.0 20.0 25.0 Roof Load L System : Wap Member Type : Header Building Use : Residential Building Cade : 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 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, Bloddng Panels and Squash Blodcs) 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/doajment-library. The product application, Input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWES SoRware 0 11w Notes i12/22/2019 9:22:48 PM UTC Ryan Walla Arbor south Architecture FotteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2 (541) 3443332 ryanwalia@arborsouth.com File Name: The Azalea n......,C,,-7 •i• 0000• ••A • �"'''' 0000• •�SLjSCWBLE F0QF%T�11J!JT*TlVE �� sees 0Wer • 0000•• •0000• •• • • 0000•• •• • • • • • • 00 •• •• 00.00• ••00 •• 0 •• • • •••00• • • • 0000 00 00 00 0000• • 0 0 • • • 0 •0• ForteWES SoRware 0 11w Notes i12/22/2019 9:22:48 PM UTC Ryan Walla Arbor south Architecture FotteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2 (541) 3443332 ryanwalia@arborsouth.com File Name: The Azalea n......,C,,-7 Ill r V R i G &A= MEMBER REPORT Level, H 110 1 piece(s) 4 x 6 Douglas Fir -Larch No. 2 Overall Length: 631" 0 ♦ 0 6' Id 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 LOF Load: Combination (Pattern) Member Reaction (Ibs) 1659 @ 0 3281(1.50") Passed (51%) -- 1.0 D (All Spans) Shear (lbs) 471 @ 7" 2079 Passed (23%) 0.90 1.0 D (All Spans) Moment (Ft -lbs) 999 @ 3' 1 1/2" 1548 Passed (65%) 0.90 1.0 D (All Spans) Live Load Deft. (in) 0.000 @ 0 0.156 Passed (2L/999+) -- 1.0 D (All Spans) Total Load Defl. (in) 0.092 @ 3' 11/2" 0.313 Passed (L/817) -- 11.0 D (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. Bearing Length Lis to Supporta (lbs) Supports Total Available Required Dead Total Aries 1 - Trimmer - DF 1.50" 1.50" 1.50" 1659 1659 None 2 - Trimmer - DF 1.50" 1 1.50" 1.50" 933 933 None Vertical Loads Location (Side) Tributary Width Dead (0.90) comments 0 - Self Weight (PLF) 0 to 6'3" N/A 4.9 a 1- Point (lb) 1 1/2" N/A 1185 Truss AS 2 - Point (lb) 2' 11/2. N/A 459 Truss A6 3 - Point (lb) 4-11/2' N/A 459 Truss A6 4 - Point (lb) 6'1 1/2" N/A 459 Truss A6 PASSED System: Wall Member Type : Header Building Use: Residential Building Code : IBC 2018 Design Methodology: ASD Weyerhaeuser warrants that the stung of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerlweuser expressly disclaims any other warranties rriated 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 evatuationeVrts ESR-1153%F4ESR-J387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer" 00006 www.weyerhaeuser.eom/woodproducls/document-library. • • • • 000000 The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator • • • • •see •IN�•Tg•• 00 a SUSTAINABLE TVE FOR•EI•T• • • • ••b a • • • • • •••••• •••• •••••• • • • •••• •• •• •••••• ease •" • • • 0000 •• • ForteWIEB Software operator Sob Notes 12/22/2019 9:22:48 PM UTC Ryan Walla Arbor South Architecture ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2 (541) 3443332 ryarwralla@arborsouth.com File Name: The Azalea r1--- 1-7 / n7 Bill f V i'[ E C was MEMBER REPORT Level, H 111 1 piece(s) 4 x 8 Douglas Fir -Larch No. 2 Overall Length: FY 0 0 6' 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 L DF Load: Combination (Pattern) Member Reaction (lbs) 2396 @ 0 3281 (1.50") Passed (73%) -- 1.0 D (All Spans) Shear (lbs) 1203 @ 8 3/4" 2741 Passed (44%) 0.90 1.0 D (All Spans) Moment (Ft -lbs) 2556 @ 3' 11/2- 2691 Passed (95%) 0.90 1.0 D (Ail Spans) Live Load Defl. (in) 0.000 @ 0 0.156 Passed (2L199S+) -- 1.0 D (All Spans) Total Load Defl. (in) 1 0.103 @ 3' 11/2" 0.313 Passed (L/731) 1- 1.0 D (Ail Spans) • Deflection criteria: LL (L/480)and TL (L/240). - 4 - Point (lb) 61112- N/A • Top Edge Bracing (Lu): Top compression edge must be braced at 6' 3" o/c unless detailed otherwise. Truss A4 0000•• • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 6 3" o/c unless detailed otherwise. 0000 • • • Applicable calculations are based on NDS. so 00 — — SearingI Length Loads to Supports 0000 • • (Ibs) 0000 Supports Total Available Required Dead Total Accessories 1 - Trimmer - DF 1.50" 1.50" 1.50" 2396 2396 None 2 - Trimmer - DF 1.50" 1.50" 1.50" 2396 2396 None Vertical Loads Location (Side) Tributary Width Dead (0.90) Comments 0 - Self Weight (PLF) 0 to 6'3" N/A 6.4 • • • 1 - Point (Ib) 11/2" N/A 1188 Truss A4 2 - Point (lb) T 11/2- N/A 1188 Truss A4 3 - Point (lb) 4' 1 1/2" N/A 1188 Truss A4 4 - Point (lb) 61112- N/A 1188 Truss A4 0 J PASSED System: Wali Member Type : Header Building Use : Residential Building Code: IBC 2.018 Design Methodology: ASD Weyerhaeuser Notes__ Weyefteuser 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 responsive to assure that this calculation is compatible with the overall projecL Accessories (Rim Board, Blocking Panels and Squash Blacks) 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%Srts FSR-1153•ah1t4$ V87 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details rafwWo 00000 www.weyerhaeuser.com/woodproducts/document-library. • 6 • • • • 0000 • • 0000•• The product application, Input design loads, dimensions and support information have been provided by ForbeWEB Software Operator • • • • • 00.06• ForteWEe Software Operator Sob Notes Ryan Walla Arbor South Architecture (541) 3443332 ryanwalla@arborsouth.00m 12/22/2019 9:22:48 PM UTC ForteWEB Q.1, Engine: V7.3.2.309, Data: V7.2.0.2 File Name: The Azalea n....,. In ! n17 • • • • 0000• •• • SUSTAINABLE FORS LNLTIATIVE • • • • • i%leyerUQeuser • • • 660099 •• 0• • • • • • • **410 • • • •• • • 0000•• • • • 0000 • • • •• so 00 0000 • • • • 0000 12/22/2019 9:22:48 PM UTC ForteWEB Q.1, Engine: V7.3.2.309, Data: V7.2.0.2 File Name: The Azalea n....,. In ! n17 %I i V R i C taw MEMBER REPORT PASSED Level, H 112 1 piece(s) 2 x 6 Douglas Fir -Larch No. 2 Overall Length: 2' Y 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Ed Design Results Actual @ Location Allowed Result LDF Load: combination (Pattern) Member Reaction (lbs) 838 @ 0 1406 (1.50") Passed (60%) -- 1.0 D (All Spans) Shear (lbs) 837 @ 7" 891 Passed (94%) 0.90 1.0 D (All Spans) Moment (R -lbs) 558 @ 8" 664 Passed (84%) 0.90 1.0 D (AII Spans) Live Load Defl. (in) 0.000 @ 0 0.056 Passed (2L/999+) -- 1.0 D (All Spans) Total Load Defl. (in) J 0.012 @ 1'7/8" 0.112 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 T 3" o/c unless detailed otherwise. • Bottom Edge Bracing (W): Bottom compression edge must be braced at T 3" o/c unless detailed otherwise. • Applicable calculations are based on NDS. Bearing Length Loads to Supporta (lbs) Supports Total Available Required Dead Total Aries 1 -Trimmer- DF 1.50" 1.50" 1.50" 838 838 INone 2 - Trimmer - DF 1.50" 1.50" 1.50" 354 354 INone Dead Vertical Loads Location (Side) Tributary Width (0.90) comments 0 - Self Weight (PLF) 0 to 2' 3" N/A 2.1 1 - Point 0b) 8" N/A 1188 Truss A3 0 System: Wall Member Type : Header Building Use : Residential Building Code: IBC 2018 Design Methodology : ASD Weyerhaeuser Notes Weyerhaeuser wan -ants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser e)ressly disclaims any other warranties related to the software. Use of this software is riot 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 facilites 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.weyedoeuser.cDm/woodproducts/document-library. The product application, input design loads, dimensions and support Information have been provided by ForteWEB Software Operator • SUSTAINABLE FORESTRY Wn T;E • • • Weyerhaeuser • • • • • • • • • •r•••• •••••• •••• ForteWEB Software Operator 13ob Notes 1 Ryan Walla Arbor South Architecture (541) 3443332 ryanwalia@arborsouth.com 12/22/2019 9:22:48 PM UTC FoIteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2 File Name: The Azalea wl r V R i G u= MEMBER REPORT lei Level, H 113 1 pieces) 2 x 6 Douglas Fir -Larch No. 2 Overall Length: 2' 3" 2' 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 wad: combination (Pattern) Member Reaction (lbs) 1190 @ 0 1406 (1.50") Passed (85%) -- 1.0 D (All Spans) Shear (lbs) 109 @ 7" 891 Passed (12%) 0.90 1.0 D (All Spans) Moment (Ft -lbs) 199 @ V 11/211 664 Passed (300k) 0.90 1.0 D (All Spans) Live Load Defl. (in) 0.000 @ 0 0.056 Passed (2L/999+) -- 1.0 D (All Spans) Total Load Defl. (in) 0.006 @ 1' 11/2" 0.112 Passed (L/999+) -- 11.0 D (All Spans) • Deflection criteria: LL (L/480) and TL (L/240). • Top Edge Bracing (W): Top compression edge must be traced at 2' 3" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 2' 3" o/c unless detailed otherwise. • Applicable calculations are based on NDS. Bearing Length loads to supporta (lbs) Supports Total Arallable I Required Dead Tota! Accessories 1- Trimmer - OF 1.50" 1.50" 1.50" 1190 1190 None 2 - Trimmer - OF 1.50" 1.50" 1.50" 1190 1190 None Vertical Loads Location (side) Tributary Width Dead (0.90) comments 0 - Self Weight (PLl7 0 to TY N/A 21 1 - Point (Ib) 2" N/A 1188 Truss A3 2 - Point (lb) 2' 1" N/A 1188 Truss A3 1 PASSED 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 cdberia 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/woodproductsidocument-ribrary. The product application, input design loads, dimensions and support information have beenY provided by FarteWE6 Software Operator • y• Y Y Y U ••• Y Y 11 • •� nn a [Z�SUSTAINABLE FORESTRY INITIATIVE ••••• Weyerhaeuser 111111 . • ... • ForteWEB software operator Sob Nobes 12/22/2019 9:22:48 PM UTC Ryan Walla Arbor South architecture FotteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2 (541) 3443332 I` ryanwalla@arborsouth.com File Name: The Azalea fii i V R i C u'=j MEMBER REPORT PASSED Level, H 115 1 pieces) 2 x 8 Douglas Fir -Larch No. 2 Overall Length: 3" 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) 677 @ 3' 3" 1406 (1.50") Passed (48%) -- 1.0 D + 1.0 S (All Spans) Shear (Ibs) 576 @ 2' 6 1/4" 1175 Passed (49%) 0.90 1.0 D (All Spans) Moment (R -lbs) 909 @ 1' 8" 1064 Passed (85%) 0.90 1.0 D (All Spans) Live Load Defl.(in) 0.002 @ 1'7 7/16" 0.081 Passed (L/999+) -- 1.0 D + 1.0 S (Ail Spans) Total Load Defl. (in) 0.020 @ 1' 7 9/16" j 0.162 j Passed (L/999+) - 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/480) and TL (L/240). • Top Edge Bracing (W): Top compression edge must be braced at TY 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 (Ibs) Dead Roof Lire snow Tow Accessories 1 - Trimmer - DF 1.50" 1.50" 1 1.50" 568 65 81 714 None 2 - Trimmer - DF 1.50" 1.50" 1.50" 595 65 81 741 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 313" N/A 2.8 — i - Uniform (PSF) 0 tD 3'3" 2' 12.0 20.0 25.0 Roof Load 2 - Point (lb) 1' 8" N/A 1076 - - Truss A3 System : Wall Member Type : Header Building Use: Residential Building Code : IBC 2018 Design Methodology: ASD Weyerhaeuser warrants that the stung 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 wtth the overall project. Accessories (Rim Board, Bloddng Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser fadllties are third -party eerdW 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 repots, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, inert design bads, dimensions and support information have been provided by ForteWEB Software Operator • . • • • • • ForteWEB Software operator 13ob Notes Arbor South Architecture (541) 344-3332 ryanwalla@arborsouth.com 12/22/2019 9:22:48 PM UTC ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2 File Name: The Azalea r• • • �••••• •••••• • • • SUSTAINABLE FORESTR?IyITJ&IVE • 1 ' Weyerhaeuser • • • • • • •••••• •••• •••••• • • • •••• •• •• •••••• 12/22/2019 9:22:48 PM UTC ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2 File Name: The Azalea -vI i V R 1 C &11= MEMBER REPORT T Level, B 101 1. 1 plece(s) 4 x 6 Pouglas Fir -Larch No. 2 Overall Length: 6'3" + 0 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 IAF wad: Combination (Pattern) Member Reaction (lbs) 679 @ 2" 7656 (3.50") Passed (9%) -- 1.0 D (All Spans) Shear (lbs) 801 @ 5'4" 2079 Passed (39%) 0.90 1.0 D (Ail Spans) Moment (R -lbs) 1429 @ 2' 3 1/2" 1548 Passed (92%) 0.90 1.0 D (All Spans) Live Load Defl. (in) 0.000 @ 0 0.192 Passed (2L/999+) - 1.0 D (All Spans) Total Load Deft. (in) 0.108 @ 3'3/4" 0.287 1 Passed (L/638) - 1.0 D (All Spans) • Deflection criteria: LL (L/360) and TL (1.1240). • 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. Bring J Loads to Supports (Ibs) Supports Total j Available Required Dead Total Acce 1- Stud wall - DF 3.50" 3.50" 1.50" 679 679 None 2 - Column - OF 5.50" 5.50" 1.50" 8D6 I 8D6 None Vertical Loads A Location (side) Tributary Width Dead (0.90) comments 0 - Self Weight (PLF) 0 to 6'3" N/A 4.9 1 - Point (lb) 2'3 1/2" (Top) N/A 727 Truss C2 2 - Point (lb) 4' 3 1/2" (Top) N/A 727 Truss C2 PASSED System : Floor Member Type: Drop Beam 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 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.weyernaeuser.com/woodproducts/document-library. • The product application, input design loads, dimensions and support information have been provided by ForbeWEB Software Operator • • • ForteWEB Software Operator lob Notes 12/22/2019 9:22:48 PM UTC Ryan Walla Arbor South Architecture ForteWEBv2.1, Engine: V7.3.2.309, Data: V7.2.0.2 (541) 344-3332 ryanwalla@arWmuth.com File Name: The Azalea n.,.".. nn r n� • •••••• •••••• • • M SUSTAINABLE FORESTRY INITIATIVE O.0 T Weyerhaeuser • • • • • • • • • •• • • • • •• •• •••••• •••• •••••• • • • •••• •• •• •••••• ForteWEB Software Operator lob Notes 12/22/2019 9:22:48 PM UTC Ryan Walla Arbor South Architecture ForteWEBv2.1, Engine: V7.3.2.309, Data: V7.2.0.2 (541) 344-3332 ryanwalla@arWmuth.com File Name: The Azalea n.,.".. nn r n� ,rdirun i r- saw 0 MEMBER REPORT Level, B 102 1 piece(s) 2 x 4 Douglas Fir -Larch No. 2 Overall Length: 14' 5 1/2' AII locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. 9 Design Results Actual 0 Location Allowed Result LDF Load: combination (Pattern) Member Reaction (lbs) 726 @ 14' 11/2" 5156 (5.50") Passed (14%) -- 1.0 D (All Spans) Shear (lbs) 6 @ 6' 2 1/2" 567 Passed (1%) 0.90 1.0 D (All Spans) Moment (Ft -lbs) -9 @ 5' 8 1/4" 310 Passed (3%) 0.90 1.0 D (All Spans) Live Load Defl. (in) 0.000 @ 0 0.178 Passed (2L/999+) -- 1.0 D (All Spans) Total Load Defl. (in) 0.010 @ 10'3 5/8" 4.422 Passed (L/999+) -- J 1.0 D (All Spans) • Deflection criteria: LL (L/360) and TL (1.1240). • Top Edge Bracing (W): Top compression edge must be braced at 14'6" o/c unless detailed otherwise. • Bottom Edge Bracing (W): Bottom compression edge must be braced at 14' 6" o/c unless detailed otherwise. • Applicable calculations are based on NDS. Searing tu Loads to SoPPorts � -- (lbs) Supports Total Available Required Dead Total Accessories 1 - Column - DF 5.50" 5.50" 1.50" 723 723 None 2 - Column - DF 5.W., 5.50" 1.50" 12 12 None 3 - Column - DF 5.50" 5.50" 1.50" 726 726 None Vertical Loads Location (Side) Tributary Width Dead (0-90) comments 0 - Self Weight (PLF) 0 to 14'5 1/2" N/A 1.3 1 - Point Ob) 2 3/4" (Top) N/A 721 Truss C1ST 2 - Point (Ib) 14' 2 1/2" Crop) N/A 721 Truss CIST PASSED 0 System : Floor Member Type: Drop Beam Building Use: Residential Building Code : IBC 2018 Design Methodology: ASD W erhaeuser 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 Wmber Products have been evaluated by ICC -ES under evaluation regarts FSR -1153 and FSR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to *00 ••••• www.weyerhaeuser.com/woodproducls/doament-library. • • • 0000 0000• The product application, input design loads, dimensions and support Information have been provided by ForteWEB Software Operator • • 0 • ForteWEB Software Operator 13ob Notes Ryan Walla Arbor South Architecture (541) 3443332 ryanwalla@atborsouth.com 12/22/2019 9:22:48 PM UTC FoiteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2 File Name: The Azalea 0000 • •• • 0000•• •5�1 �T IIC:ABLE FORESTRf IN ITblrIVE Weyerabaeuser • • • • • • •• • • • • •• •• 0000•• 0000 • • e •• • 0000•• • • • 0000 •• 60 0000•• 0000 • • • • 0000 0.00 12/22/2019 9:22:48 PM UTC FoiteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2 File Name: The Azalea •2Irun ir- u a r MEMBER REPORT Level, B 103 1 pieces) 2 x 8 Douglas Fir -Larch No. 2 Overall Length: 6' 3 1;'2" 5' 6 1/2' 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) 1075 @ 5' 111/2" 5156 (5.50") Passed (21%) -- 1.0 D (All Spans) Shear (lbs) 511 @ 5'2 3/4" 1175 Passed (44%) 0.90 1.0 D (All Spans) Moment (Ft -lbs) 927 @ 2' 3 1/2" 1064 Passed (87%) 0.90 1.0 D (All Spans) Live Load Defl. (in) 0.000 @ 0 0.193 Passed (2L/999+) -- 1.0 D (All Spans) Total Load Defl. (in) 0.073 @ 3' 1" 0.290 Passed (L/956) -- 1.0 D (All Spans) • Deflection criteria: LL (1./360) and TL (L/240). • Top Edge Bracing (Lu): Top compression edge must be braced at 64" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 6' 4" o/c unless detailed otherwise. • Applicable calculations are based on NDS. Wads to Supports Bearing Length I rnr% Supports Total Available Required I Dead I Total I Accessories 1 - Stud wall - DF 3.50" 3.50" 1.50" 1 439 1 439 None 2 - Column - DF 5.50" 5.50" 1.50" 1 1075 1 1075 1 None Vertical Loads Location (Side) Tributary Width Dead (0.90) Comments 0 - Self Weight (PLF) 0 to 6 3 1/2" N/A 2.8 I - Point (lb) 2' 3 1/2" (Top) N/A 468 Truss A6 2 - Point (lb) 4'3 1/2" (Top) N/A 468 Truss A6 3 - Point (lb) 6'2 3/4" (Top) N/A 561 Truss A7ST PASSED 0 System : F1oor 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 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 Wmber 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 • • • 96060 www.weyerhaeuser.oom/woodproducls/document-library. • • • The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator • • • • 00.000 •• • ° 0000•• ({�Jl�SJA:4 iBLE F0RE5TRY9tJTJ411VE Weyerlsaeuser **sees • • • • • • • •• •• ••••J• 0000 0000•• • • • 0000 •• as •00090 0000 • • • • 0000 •••• ForteWEB Software operator Job Notes Ryan Walla Arbor South Architecture (541) 34+3332 ryanwailafdadrorsouth.mm 12/22/2019 9:22:48 PM UTC ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2 File Name: The Azalea n.".... nC / n7 e f— MEMBER REPORT Level, B 104 1 piece(s) 4 x 10 Douglas Fir -Larch No. 2 Overall Length: 77" 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) 2428 @ 7' S" 7656 (3.50") Passed (32%) -- 1.0 D (All Spans) Shear (lbs) 2013 @ 1'3/4" 3497 Passed (58%) 0.90 1.0 D (All Spans) Moment (Ft -lbs) 3927 @ 2'10" 4043 Passed (97%) 0.90 1.0 D (All Spans) Live Load Defl. (in) 0.000 @ 0 0.242 Passed (2V999+) 1.0 D (All Spans) Total Load Deft. (in) 0.103 @ 3' 9 1/2" 1 0.363 Passed (L/846) I j 1.0 D (All Spans) • Deflection criteria: LL (1./360) and TL (L/240). • Top Edge Bracing (Lu): Top compression edge must be braced at T 7" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 7' 7" o/c unless detailed otherwise. • Applicable calculations are based on NDS. Bearing Length Loads to supports (lbs) Supports Total Available Required Dead Twat Accessories 1 - Stud wall- DF 3.50" 3.50" 1.50" 2374 2374 None 2 - Stud wall - DF 3.50" 3.50" 1.50" 2428 2428 None Vertical Loads Location (Side) Tributary Width Dead (0.90) Comments 0 - Self Weight (PLF) 0 to 7' 7" N/A 8.2 Y • • 1 - Point (lb) 1o" crop) N/A 1185 Truss AS 2 - Point (lb) T 10" (Top) N/A 1185 Truss AS 3 - Point (lb) 4' 10" Crop) I N/A1185 Truss AS 4 - Point (Ib) 6' 10" Crop) I N/A 1 1185 1 Truss AS PASSED System : Floor Member Type: Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Weyerhaeuser Notes Weyerhaeuser wan -ants that the slang of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser a Vessly disclaims any other warranties relate to the software. Use of this software is not intended to circumvent the need for a design professioral 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 rot designed by this software. Pmts manufacWpg it, • Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC -ES under evaluation rep" ESR -1153 and ESR -1367 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details r�t� • • • • 00600 www.weyerhaeuser.comlvvoodproducts/docEiment-library. • • a•.••• 0000•• The product application, Input design loads, dimensions and support information have been provided by ForteWEB Software Operator fee*** • • • • • ForteWEB Software Operator I Job Notes Ryan Walla Arbor South Archltechire (541) 3443332 ryanwalla@arborsouth.com 12/22/2019 9:22:48 PM UTC FoiteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2 File Name: The Azalea (Zj] 5U5TAINABLE FORESjgjrJ� WIVE • Y • • • • Wp�pr�� • • • • • • • 0•• 0 Jr 0000 • a •••• • • • •• •• Of 0600•• 0000 • • • • •a0• •••• 12/22/2019 9:22:48 PM UTC FoiteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2 File Name: The Azalea a O W In d 0 N 0) 0 g 14-00-00 14-00-00 RELCO �•• T R u S S PO BOX 84 Harrisburg , OR 541-995-6311 relcotruss.com 40-00-00 11-06-00 I 14-06-00 A5 A5 5'12 Vault AS - — -- —_-= - -- A4 I- - - - - ------ 0 A4 T=---- -- --- - - - a tn A3 — — — A3 A3 A3 - - V 0 0 OD LO A3 • •.• 0000• A3 ••oo 00000 .r • • ■0000 o•.•.• • • • Al R • •0000• • o Ni - - • • • .: • y .. 0000 •. •• _C2 - 0000 C1STi•.•.• �0000 60M .." 0000.. 11-06-00 5-06-00 9-00-00 0000 . . . •.•. 0000 40-00-00 o Indicates Left End of Truss Roof Area =2701.97 Loading: 25-7-0-10=42# Dennis Covert Spacing: 24"o.c. Jenny Gardens Lot 6 Roof Pitch: 5112, 6/12, 81112 S 47th Street Ceiling Pitch: 5/12 S rin field, OR 97477 Overhang: 18" p 9 walls:2x6 2757-19 A3 40.00-00 o Indicates Left End of Truss ORELCO Dennis Covert 7 8U $ a Jenny Gardens Lot 6 PO BOX 84 S 47th Street Harrisburg , OR 541-995-6311 Springfield, OR 97477 relcotruss.com • ..•••• sees • goes 0000 Roof Area =2701.97 Loading: 25-7-0-10=42# Spacing: 24"o.c. Roof Pitch: 5112, 6/12, 8/12 Ceiling Pitch: 5/12 Overhang: 18" Walls:2x6 2757-19 MiTek' 0000 0000.. 0000 0000 0000.. 0000.. .00.00 00.00 00000 0000 00 00 .. Re:®2757-19 a„-.. Dennis C®verb.. 0000.. MiTek USA, Inc. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Telephone 916-755-3571 0000.. 0000.. 0000 The Ms drawings) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based'bn the parameters provided by Relco Roof. Pages or sheets covered by this seal: R60672773 thru R60672788 My license renewal date for the state of Oregon is June 30, 2021. i PROFFs GINE 87 22P N VP vOREGSfERA. -H / December 19,2019 Hernandez, Marcos IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSIIfPI 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 ANSI1TPI 1, Chapter 2. MiTek' 0000 0000.. 0000 0000 00 00 .00000 00 0000.. 0000.. 0000. 00000 0000 0000 Re:•2157-19 •„• • • Dennis Covarl.. 0000.. 0000.. MiTek USA, Inc. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Telephone 916-755-3571 0000.. 0000 The s drawings) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based'bn the parameters provided by Relco Roof. Pages or sheets covered by this seal: R60672773 thru R60672788 My license renewal date for the state of Oregon is June 30, 2021. , PROFFS �NGINFFR S/p29 8 2P y 04 OREGON ti� lv 'A AMBER �N'` �� COS A u Gpl`_P . December 19,2019 Hernandez, Marcos IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSVTPI 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 perANSI/TPI 1, Chapter 2. Type 2757-19 Relco Roof and Floor, Inc, Harrisburg, OR - 97446, Qty Ply (Dennis Covert R80872773 1 1 Job Reference or:tionai, 8.330 s Dec 5 2019 MiTek Industries, Inc. Thu Dec 1917:12:14 2019 Page 1 ID:fgfhma5KDeehNwWE9sSpTHy7gMj-8_JEgBEoppWP2eeTgd5gMo9phm4Y?DcPUwu WyXy7Kw1 18-0 485 6 7-12 13-0-0 194-4 215-11 _ 26 0 0 276-0 1 6 0 46-5 ' 2-1-7 644 644 2-1-1-7 48-5 18-0 44 11 MT 1.5x3 ON EACH FACE OF BOTH ENDS OF UN -PLATED MEMBERS OR EQUIVALENT CONNECTION BY OTHERS. 3x5 3x5 4 5 6 Scale: 3116'=1' 0000 •••• • • • • •••t •••••• 8.0010 •• • •••0•• \\ 0000 as • • 0000•• 4x10 • 0000 •• •• 3 •••••• 7 •• •• • • • • • 0000•• • • •• • • • • •� II •• 0000 • • • 000000 • 4x6 1 I • • axs 0000 00• 2 1 • 8 9 000.00 ••00 • �J. 0l Lli • • : • • • 14 • • • 37 38 39 40 13 41 • 00000 ••• rjxB o • 1242 43 5x6 = 11 10 Bx8 4 6 5 8-9 3 11-0 8 17-0-0 17 13 21 X11 26-0-0 4 6 5 4 2-13 23 5 511-0 0. -13 4-2-13 48-5 Plate Offsets (X,Y�_ Al1:0-4-0 0-4-8; LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.38 Vert(LL) -0.06 13-14 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.36 Vert(CT) -0.13 13-14 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.73 Horz(CT) 0.01 10 n/a n/a BCDL 10.0 Code IRC20151rP12014 Matrix -MS Weight: 286 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied orb -0-0 oc purlins, BOT CHORD 2x6 DF SS except end verticals. WEBS 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF No.2 WEBS 1 Row at midpt 5.11 REACTIONS. All bearings 9-0.0 except at --length) 14=0-6-8,12=0-5-8. (lb) - Max Horz 14=189(LC 6) Max Uplift All uplift 100 Ib or less at joint(s) 10, 12 except 11=146(1_C 9), 14=202(LC 8) Max Grav All reactions 250 Ib or less at joints) 12 except 11=1224(LC 1), 11=1224(LC 1), 10=495(LC 1), 14=1149(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-452!146, 3-5=10161272, 2-14=488/135, 8-10=340/85 BOT CHORD 13-14=2071860,12-13=73/345,11-12=73/345 WEBS 5-11=781/114, 7-11=395/164, 5-13=269/969, 3-13=-350/158, 3-14=732179 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu1r120mph (3 -second gust) Vasd=95mph; TCDL=4.2psf; BCDL=3.Opsf, h=25ft; Cat ll; 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 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 perANSI/TPI 1. 4) All plates are 3x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = I O.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 10, 12 except (jt --lb) 11=146,14=202. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 77 Ib down and 69 Ib up at 2-7-8 on top chord, and 42 Ib down and 24 Ib up at 2-7-8, 132 Ib down and 56 Ib up at 4-0-12, 132 Ib down and 56 Ib up at 6-0-12, and 132 Ib down and 56 Ib up at B-0-12, and 132 Ib down and 56 Ib up at 10-0-12 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 (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-64, 2-5=-64, 5-8=-64, 8-9=64, 10-14=20 r4�� NG�NEER 07AAh DC �y N�;0 OREGON oCV �ti �C'OSMBER A. HES EXPIRES: 06/30/2021 December 19,2019 �onhn�ed on nage 2 WARWNG - V•r/ryde, r0,1132015 BEFORE USE Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSYM1 Quality Criteria, DSB-88and BCS( Building Component MiTek USA, Inc. Safety Information available from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexandria, VA 22314. 400 Sunrise Avenue, Suite 270 RozaY9 ca 55x0 f Job Truss 2757-19 AIGR Relco Roof and Floor, Inc, Harrisburg, OR - 97446, rype LOAD CASE(S) Standard Concentrated Loads (lb) Vert. 37=-14(F) 38=132(F) 39=132(F) 40=132(F) 41=132(F) Qty Ply Dennis Covert R80672773 1 iJob Reference iootionah 8.330 s Dec 5 2019 MiTek Industries, Inc. Thu Dec 1917:12:14 2019 Page 2 1 D:fgfhma5KDeeh NwW E9s5pTHy7gMj-8_JEgBEoppVvf2eeTgd5gMo9phm4Y?DcPUwu WyXy7KwI A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERENCE PAGE M11-74; 0M W15 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 •••••• •• •• MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the •••• • • • •••••• MiTek USP., Inc. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Sufte 312, Alexandria, VA 22314. 400 Sunrise Avenue, Suite 270 uLca9!)M •••• •••••• •• •• • • • • •• •••••• • • s • ••••• ••• Qty Ply Dennis Covert R80672773 1 iJob Reference iootionah 8.330 s Dec 5 2019 MiTek Industries, Inc. Thu Dec 1917:12:14 2019 Page 2 1 D:fgfhma5KDeeh NwW E9s5pTHy7gMj-8_JEgBEoppVvf2eeTgd5gMo9phm4Y?DcPUwu WyXy7KwI A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERENCE PAGE M11-74; 0M W15 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 andlor chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSYMI Quality Criteria, DS849 and BCSI Building Component MiTek USP., Inc. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Sufte 312, Alexandria, VA 22314. 400 Sunrise Avenue, Suite 270 uLca9!)M Job 2757-19 Relco Roof and Floor, Inc, type Covert R60672774 I 1 [Job Reference fogrilionaD Harrisburg, OR - 97446, 8.330 s Dec 5 2019 MTek Industries, Inc. Thu Dec 1917:12:15 2019 Page 1 ID10ma5KDeehNwWE9sSpTHy7gMj-cBtcO(FRa7eWfoDfELc3u?h fAQgknr7iad4Vry7Kwk 6-7-12 13-M 194 26-0-0 , 27-6-0 . 6-7-12 -4 64 4 A 4 4 6-7-12 4x6 11 3x6 = 3x4 = 5x6 = 3x6 = 6-7-12 8-&3 11-0-8 143-0 17-2-13 17.511944 67-12 2-1-7 2-3-5 32� 2-11-13 1-11-12 Plate Offsets (X,)-- 18:0-3-0,0-374 LOADING (psi) SPACING- 24)-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 IRC2016ITP12014 LUMBER - TOP CHORD 2x4 DF No.l&Btr BOT CHORD 2x4 DF No.1&Btr WEBS 2x4 DF No.2 _ 28-0-0 6-7-12 1= Scale= 1:60.6 CSI. DEFL in (loc) lidetl Ud I PLATES GRIP TC 0.37 Vert(LL) -0.11 10-11 >999 240 MT20 220/195 BC 0.36 Vert(CT) -0.22 10-11 >593 180 WB 0.28 Horz(CT) 0.01 7 n/a n/a Matrix -MS Weight: 148 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 10-0-0 oc bracing. WEBS 1 Row at midpt 3-8,2-11.4-7 REACTIONS. All bearings 6-5-0 except at --length) 7=0-5-8, 11=0-5-8, 9=0-3-8. (lb) - Max Horz 111=185(1_Cll) Max Uplift All uplift 100 Ib or less atjoint(s) 8, 7, 11 Max Grav All reactions 250 Ib or less at joints) 9 except 8=1074(LC 1), 8=1074(LC 1), 7=466(LC 24), 11=691(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=307/113,2-3=-624/224,4-5=286/139, 1-11=-289/109,5-7=378/181 BOT CHORD 10-11=90/618, 9-10=28/264, 8-9=28/264 WEBS 3-8=-606/53,4-8=-386/186,3-10=1221557,2-10=345/180, 2-11=508/55 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. It; Exp B; Enclosed; MWFRS (envelope) and C -C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 13-0-0, Extedor(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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 8, 7, 11. 4 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 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 ANSVM1 Quality Crirans, DSB-89 and BCS1 Building Component Safetylnforma9on available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. PROFFss �NGINS 9 870 PE N V 9 SAT OREGON ti5z, QMH �C�OSMBER A, HEFT EXPIRES: 06/30/2021 December 19,2019 MiTek MTek USA, Inc. 400 Sunrise Avenue, Suite 270 J ._ N44e4�1c- CA 95ffi1 Job Truss Truss Type Qty Ply Dennis Coven RSM72775 2757-19 A3 Common 11 1 Job Reference • o ,tionall Relco Roof and Floor, Inc, Harrisburg, OR - 97446, 8.330 s Dec 5 2019 MiTek Industries, Inc. Thu Dec 1917:12:16 2019 Page 1 IDfgfhma5KDeehNwWE9sSpTHy7gMj-4NR_5tG3LRmMHyoso271RDE904UTDMbd Nd1Py7Kwj 6-7-12 13-0-0 19-0 4 26-0-0 6 7-12 6 4 4 6 4 4 6-7-12 �&o� 4x6 II Scale= 1:60.3 0000 r•er • • 13 • • ••r• 12 -0000• •• ••6.00 12 0000 • • • 0000•• • • • • 4x4 i 4x4 • •• • • • 2 4 0000 •00000 • • • • •• •• • • • • •• s •• • • • • 000••0•• • • 0000••• 11 :60:00 3x5 Tl 14 3x5 11 • • 1 • 0 ••• ...... . ••.• 5 .. lop 00.00 •.• 10 15 16 9 17 1s a 19 20 7 3X6 = 3x4 = 5x6 = 3x6 LUMBER- BRACING - TOP CHORD 2x4 DF No.1&Btr TOP CHORD BOT CHORD 2x4 OF No.1&Btr WEBS 2x4 DF No.2 BOT CHORD WEBS REACTIONS. (Ib/size) 10=107610-5-8,7=118810-5-8 Max Horz 10=185(LC 10) Max Uplift 10=-68(LC 12), 7=84(LC 13) Max Grav 10=1092(LC 19), 7=1189(LC 20) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (ib) or less except when shown. TOP CHORD 1-2=307/116, 2-3=1269/300, 3-4=1260/290, 4-5=3311147, 1-10=292/111, 5-7=413/186 BOT CHORD 9-10=92/1138, 8-9=0/803, 7-8=81/1030 WEBS 3-8=1 1 0157 9, 4-8=-282/168, 3-9=112/592, 2-9=-297/170, 2-10=11521130, 4-7=1137/104 PLATES GRIP MT20 220/195 Weight: 148 Ib FT = 20% Structural wood sheathing directly applied or 5-7-6 oc punins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 2-10,4-7 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) and C -C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 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, with BCDL = 10.0psf. 5) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 100 Ib uplift at joint(s) 10, 7. ,& WARNING - V d& d tgn peramefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -747 1x4134016 BEFORE USE Design valid for use only with MiTek8 connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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 ANSVfPI1 Quality Criferis 088-89 and BCSI Building Component Saletyinformation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. PROF�s GIN `Sj0y9 87 3W E f-1 SAT OREGON �4(tN "�ooSMeER 'X"%' A. HSR EXPIRES: 06/30/2021 December 19,2019 MiTek MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 8-9-3 17-2-13 26-0-0 8-9-3 B-9-11 8-93 Plate Offsets tX.Yf- 18:0-4-0.0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 25.0 Plate Grip DOL 1.15 TC 0.37 Vert(LL) -0.14 8-9 >999 240 TCDL 7.0 Lumber DOL 1.15 BC 0.46 Ven(CT) -0.21 9-10 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(CT) 0.03 7 n1a n/a BCDL 10.0 Code IRC2015/TP12014 Matrix -MS LUMBER- BRACING - TOP CHORD 2x4 DF No.1&Btr TOP CHORD BOT CHORD 2x4 OF No.1&Btr WEBS 2x4 DF No.2 BOT CHORD WEBS REACTIONS. (Ib/size) 10=107610-5-8,7=118810-5-8 Max Horz 10=185(LC 10) Max Uplift 10=-68(LC 12), 7=84(LC 13) Max Grav 10=1092(LC 19), 7=1189(LC 20) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (ib) or less except when shown. TOP CHORD 1-2=307/116, 2-3=1269/300, 3-4=1260/290, 4-5=3311147, 1-10=292/111, 5-7=413/186 BOT CHORD 9-10=92/1138, 8-9=0/803, 7-8=81/1030 WEBS 3-8=1 1 0157 9, 4-8=-282/168, 3-9=112/592, 2-9=-297/170, 2-10=11521130, 4-7=1137/104 PLATES GRIP MT20 220/195 Weight: 148 Ib FT = 20% Structural wood sheathing directly applied or 5-7-6 oc punins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 2-10,4-7 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) and C -C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 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, with BCDL = 10.0psf. 5) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 100 Ib uplift at joint(s) 10, 7. ,& WARNING - V d& d tgn peramefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -747 1x4134016 BEFORE USE Design valid for use only with MiTek8 connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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 ANSVfPI1 Quality Criferis 088-89 and BCSI Building Component Saletyinformation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. PROF�s GIN `Sj0y9 87 3W E f-1 SAT OREGON �4(tN "�ooSMeER 'X"%' A. HSR EXPIRES: 06/30/2021 December 19,2019 MiTek MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 job Truss Truss Type Qty Ply Dennis Covert R60672776 2757-19 A4 Roof Special 5 1 Job Reference {optional) Relco Roof and Floor, Inc, Harrisburg, OR - 97446, 8.330 s Dec 5 2019 MiTek Industries, Inc. Thu Dec 1917:12:17 2019 Page 1 IDfigthma5KDeehNwWE9sSpTHy7gMj-ZZ?MIDGh6kuDv6N2LmeX_QnJhz6LCgPrAu6AZsy7Kv.i Nil � _11-11-8 _ 134-01 _18-M 194 26-0-0 2750 6-1-8 510-0 -0-8 5.9-0 ¢7 6-7-12 150 0000 0000•• 0000 • • ••e• ee •• e • see••• •• • 0000•• 0000•• 0000• • e 0000• 6x8 = 11 10a 3x6 5x8 I 5.00 12 3x4 11 = = 18.10-12 8.1.8 11-11-8 18-74 18 {1 264-0 51-� 5-10.0 6-7-12 0-1 2 7-14 Plate Offsets (X,Y),- [6:0-3-0.0-1_12],110:0-5-12,0-2-8) LOADING (psf) SPACING- 2-0-0 CSI. TCLL 25.0 Plate Grip DOL 1.15 TC 0.40 TCDL 7.0 Lumber DOL 1.15 BC 0.29 BCLL 0.0 Rep Stress Incr YES WB 0.34 BCDL 10.0 Code IRC20151TP12014 Matrix -MS LUMBER - TOP CHORD 2x4 DF No.1&Btr BOT CHORD 2x4 DF No.1&Btr WEBS 2x4 DF No.2 REACTIONS. (Ib/size) 12=107610-5-8,8=1188/0-5-8 Max Horz 12=187(LC 8) Max Uplift 12=-68(LC 12),8=84(!_C 13) Scale = 1:60.8 DEFL in (loc) Vdefi L/d PLATES GRIP Vert(LL) -0.11 9 >999 240 MT20 220/195 Vert(CT) -0.22 9-10 >999 180 Mitek' Horz(CT) 0.12 8 n/a n/a MiTek USA, Inc. Weight: 159 Ib FT = 20% BRACING - 400 Sunrise Avenue, Suite 270 TOP CHORD Structural wood sheathing directly applied or 4-0-2 oc pudins, _Jha;e g.'CA <L5684 except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-10.4-10 FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=1313/218, 2-3=1048/246, 3-4=-963/304, 4-5=2374/430, 5-0=-2391/293, 1-12=1019/187, 6-8=-1196/264 BOT CHORD 10-11=88/1013, 9-10!0/838, 8-9=54/279 WEBS 2-10=344/1119,3-10=-261/1120, 1-11=88/911, 6-9=10211722,5-9=430/208, 4-10=173/395, 4-9=238/1762 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=25fk Cat II; Exp B; Enclosed; MWFRS (envelope) and C -C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 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. 5) Bearing at joint(s) 8 considers parallel to grain value using ANSIfrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 12, 8. PROFFss �NGINEF9 A7AAA�C OREGON 0 OWN �cpSMBER A. HES EXPIRES: 06/30/2021 December 19,2019 A WARMNO - Verify design parameters and READ NOTES ON AND INCLUG 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 vertfy the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing Mitek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/rP11 quality Criteria, DS" and 8CS18ujldmg 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 _ _Jha;e g.'CA <L5684 Job 2757-19 Relco Roof and Floor, Inc, •e • 4800• • � • • • 0000 e • o • • • 0:00 • 0 000000 3x8 • • • ♦ 0.0.48•••• • •0••48 •0a•♦ •♦ 0 3x4 II 3x6 = 5x8 = 5.00112 3x4 II 16.1(412 11-11-8 18-74 1bR{1 26-0-0 8-i-0 5_10-0 T 6-7-12 0--0r2 7-14 covert R60672776 lanisburg, OR - 97446, 8.330 s Dec 5 2019 MTek Industries, Inc. Thu Dec 19 17:12:17 2019 Page 1 ID:fglhma5KDeehNwWE9sSpTHy7gMj-ZZ?MIDGh6kuDv6N2LmeX_QnJhz6LCgPrAu6AZsy7Kwi 6-1.8 11-11-8 �3�_ 18-9-0 14-41 2640-0 ,27 6-1-8 510-0 -0-8 5-540 0-7 6-7-12 6x8 = 1.5x4 II 4 Plate Oifsets ,XY} [0A±,00-1-121. 110:0-5-1z 0-2 19 N Scale= 1:60.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Vdef1 L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.40 Vert(LL) -0.11 9 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.29 Vert(CT) -0.22 9-10 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.34 Horz(CT) 0.12 8 n/a n/a BCDL 10.0 Code IRC2015/TPI2014 Matrix -MS Weight: 159 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 OF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 4-0-2 oc purlins, BOT CHORD 2x4 DF No. 1&Btr except end verticals. WEBS 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-10,4-10 REACTIONS. (Ib/size) 12=1076/0-5-8,8=1188/0-5-8 Max Horz 12=187(LC 8) Max Uplift 12=-68(1_C 12), 8=84(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=1313/218, 2-3=1048/246, 3-4=-963/304, 4-5=2374/430, 5-6=-2391/293, 1-12=1019/187, 6-8=-1196/264 BOT CHORD 10-11=88/1013, 9-100/838, 8-9=541279 WEBS 2-10=-344/119,3-10=-261/120, 1-11=88/911, 6-9=102/1722, 5-9=-4301208, 4-10=173/395, 4-9=238/1762 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=120mph (3 -second gust) Vesd=95mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; Cat II; Exp B; Enclosed; MWFRS (envelope) and C -C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 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 20.0psf 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) Bearing atjoint(s) 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 12, 8. PRare,, NNW NFF9 9 ,87022P� _Lo f >,V OREGON ti� Ol(ti �C�OSMBER 11�Pa A. HER EXPIRES: 06/30/2021 December 19,2019 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MTEKREFERENCE PAGE Design valid for use only with MTek® 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 MiTek Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANNbTP11 Quality CNtans, Ds" and BCSI Building Component MTek USA, Inc. Safety Infonnedon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 400 Sunrise Avenue, Suite 270 Pose1ft_CA9596t Job Truss Truss Type Qty Ply Dennis Covert R60672777 2757-19 A5 ROOF SPECIAL 6 1 Job Reference (optional). Relco Roof and Floor, Inc, Harrisburg, OR - 97446, 8.330 s Dec 5 2019 MiTek Industries, Inc. Thu Dec 1917:12:18 2019 Page 1 ID:fgfhma5KDeehNwWE9sSpTHy7gMj-1 mZNVZHJs204WFxEvTgm WeJUSNSax7g?OYsk51y7Kwh .-180 6t8 11-11-8 3-0-0 1s-9-0 1 26.0-0 27E4 "-a 61� 5-10.0 -O-B 5-&0 -7 6-7-12 180 6x8 = Scale = 1:61.7 1.5x4 II 5 4 0000 •e•• • 16 ••eco•• •. ••15 • • • • • 8.00 12 1.5x4 I I • • • • • 3x5 i6 •e 3 • •• • • e • • • • •• • ••••• 8x8 � • • •••••• • • 4x6 G 14 • 17 • 10 7 • • 5x10 8do ••••• •:• 13 12 11 3x4 II 5.00 12 3x4 3x6 = 5x8 = 18-10-12 61-0 , 11-11-8 18-7-418-RO 260-0 { 61-8 5-160 I 67-12 61 7-14 Pt -12 _ Plate Offsets (X Y)- [2:0-2-14,0-2-0j, [7:0 -3 -0,0 -1 -12]. [11:0 -5 -12.0 -2 -SJ _ LOADING (psf) SPACING- 2-0-0 CSI. DEFL in floc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.40 Vert(LL) -0.11 10 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.29 VerXCT) -0.22 10-11 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.34 Horz(CT) 0.12 9 n/a n/a BCDL 10.0 Code IRC2015/TP12014 Matrix -MS _ Weight: 161 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 DF No. 18Btr TOP CHORD Structural wood sheathing directly applied or 4-0-3 oc purlins, BOT CHORD 2x4 OF No.1&Btr except end verticals. WEBS 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-11,5-11 REACTIONS. (Ib/size) 13=1185/0-5-8,9=1185/0-5-8 Max Harz 13=193(LC 11) Max Uplift 13=84(1-13 12), 9=84(1-C 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=1302/212, 3-4=-1040/240, 4-5=962/306, 5-6=2365/430, 6-7=2382/293, 2-13=1128/245, 7-9=1193/263 BOT CHORD 11-12=86/996, 10-11=0/833,9-10=-541279 WEBS 3-11=-327/114, 4-11=-274/125, 2-12=-66/897, 7-10=102/1714, 6-10=430/208, 5-11=1176/399,5-10=237/1757 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=3.0psf; h=251t; Cat II; Exp B; Enclosed; MWFRS (envelope) and C -C Exterior(2) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 13-0-0, Exterior(2) 13-" to 16-0-0, Interior(1) 16-0-0 to 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 n PRO 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. EQ r R O s 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 ��(, G' NE will fit between the bottom chord and any other members. G 5) Bearing at joint(s) 9 considers parallel to grain value using ANSIITPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) 13, 9. 87022 E N />\� �ORE GON ti� OCH 1 MBER A. HER EXPIRES: 06/30/2021 December 19,2019 a WARMi y dssVn parameters a .FORE USE Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible persona[ injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPIf Omfily Catera, DSB,89 and BCSI Building Component MiTek USA, Inc. Sefetylnrormaiion available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 400 Sunrise Avenue, Suite 270 Job Truss 'Truss Type Qty PlyDennis Covert R@0672778 2757-19 A6 ROOF SPECIAL 3 1 _ Job Reference tions Relco Roof and Floor, Inc, Harrisburg, OR - 97446, 8.330 s Dec 5 2019 MiTek Industries, Inc. Thu Dec 1917:12:19 2019 Page 1 I D:fgfhma5KDeeh NwW E9sSpTHy7gMj-Vy77julxdM8x8PW RTAg?3rsg5noGgZn6dCbHeky7Kwg -1$0 6-18_ _ 1 11-11-8 13-04 16.9-01 26-0.0 27.6-0 1 1-6-0 6-1.8 5.10-0 1-0.8 5-9-0 7 6-7-12 1-6-0 5x8 = 0 13 12 11 1.5x4 II 3x6 = 5x8 = 6-1A 11-6-0 i1 11 s 6-1-6 54-6 0• Plate Offsets (X,Y)— [2:0-2-14,0-2 O , [7:0-3-0,0-1-12),111:0-5-12, 0-2-8' 5.00 12 3x4 18-10-12 10-74 1. z6-0-0 6.7-12 0-1- 7-14 0.1-12 Scale = 1:61.7 LOADING (psf) 1.5x4 II 5 CSI. DEFL in •0•• 4 TCLL 25.0 Plate Grip DOL •••• • • Vert(LL) -0.07 9-10 >999 240 MT20 220/195 • • 0.6• Lumber DOL 1.15 16 0096•• 9-10 >999 180 •� •• 15 BCLL 0.0 Rep Stress Incr 0996 •00• • 12 Horz(CT) 0.03 9 n/a n/a • •0••8� 9 •• Code IRC2015frP12014 1.5x4 II • • • 3x5 i LUMBER- 6 0 BRACING - TOP CHORD 2x4 OF No.t&Btr 69•• Structural wood sheathing directly applied or 6-0-0 oc purlins, 00.000 3 •• •• :00000 • • • •• BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 4-11.5-11 •• • ••606• 5x6 e�000• 4x6 i 14 • 17 • •609• 70 7 0000 2• m 9099.0 ••00 6 5x10 = 6 a •666• •• N I ••• •06.0 - 0 13 12 11 1.5x4 II 3x6 = 5x8 = 6-1A 11-6-0 i1 11 s 6-1-6 54-6 0• Plate Offsets (X,Y)— [2:0-2-14,0-2 O , [7:0-3-0,0-1-12),111:0-5-12, 0-2-8' 5.00 12 3x4 18-10-12 10-74 1. z6-0-0 6.7-12 0-1- 7-14 0.1-12 Scale = 1:61.7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.34 Vert(LL) -0.07 9-10 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.26 Vert(CT) -0.14 9-10 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.41 Horz(CT) 0.03 9 n/a n/a BCDL 10.0 Code IRC2015frP12014 Matrix -MS Weight: 161 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 OF No.t&Btr TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 OF NoA&Btr except end verticals. WEBS 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 4-11.5-11 REACTIONS. (Ib/size) 13=330/0-5-8,11=1681/0-5-8,9=45910-5-8 Max Horz 13=193(LC 11) Max Uplift 13=40(LC 12), 11=81(LC 12),9=51(!_C 13) Max Grav 13=468(LC 23), 11=1581(LC 1), 9=481 (LC 24) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=300/210, 3-4=0/505, 4-5=01388, 5-6=X25/155, 6-7=428/0, 2-13=-4141139, 7-9=-476/161 BOT CHORD 10-11=379/202 WEBS 3-12=0/270, 3-11=459/137,4-11=311/133, 6-10=-450/211, 5-11=790/0, 5-10=94!755 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=120mph (3 -second gust) Vasd=95mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; Cat 11; Exp B; Enclosed; MWFRS (envelope) and C -C Exterior(2)-1-6-0 to 1-6-0, Interior(1) 1-6-0 to 13-0-0, Exterior(2) 1340-0 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. 5) Bearing atjoint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 13, 11, 9. 4 =FORE USE Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent budding of individual truss web and/or chord members only. Additional temporary and permanent bracing is ahvays 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 ANWMir Quality Crifenn, 086.89 and BCS! Building Component Safelylnformadon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. PRO OWE sio� 870 2PE N ,Ov 9 SAT OREGON ti� Opti 90, ER A. HEFT EXPIRES: 06/30/2021 December 19,2019 MiTek MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Job Truss Truss Type Qty Ply Dennis Covert 860672779 2757-19 A7ST GABLE 1 1 Job Reference: ontionall Relco Roof and Floor, Inc, Harrisburg, OR - 97446, 8.330 s Dec 5 2019 MiTek Industries, Inc. Thu Dec 19 17:12:212019 Page 1 I D.fgfhma5KDeehNwW E9sSpTHy7gMj-RLEtBaKB9zPFNjgpabj78GxOBbVf6TzR5 W40idy7Kwe 6-1-8 11-11-8 '3 -OA Is -"1 26-0-0 27-6-0 1-6-0 6-1-8 5-10-0 1-0-8 5-9-0 7 6-7-12 1-8-0 MT 1.5x3 ON EACH FACE OF BOTH ENDS OF UN -PLATED 8x8 i� MEMBERS OR EQUIVALENT CONNECTION BY OTHERS. 3x6 11 5 6 3x4 i 4 •• • 3x4 i 0000 • • • 9 • • • 52 ••9a•• a03x4 i • : • • r 8.00F2 0000 • • • r•••f• 3x8 \\ • • • 3x4 • •• ••0f 000069 3 be • • • 3x4 i 0000•• � • • i 53 1.5x4 II 7 5x6 54 13 8 N 14 15 5x10 = 9 N ••• 20 19 • 1.5x4 It 4x4 18 17 5'00 12 12 11 10 = 5x8 = 1.5x4II 18-10-12 11-6-0 11�11rl 18-74 16�j{J_ 2640 6-1$ 5-4-6 &7-12 .1 I - 7-14 Scale: 3116"=1' FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-442/83, 2-20=-504/153, 8-10=362/159 BOT CHORD 18-19=-631329 WEBS 3-19=0/251, 3-18=-438/140, 4-18=277/120, 7-13=-452/210 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 1-6-0, Interior(1) 1-6-0 to 13-0-0, Exterior(2) 13-0-0 to 16-0-0, Interior(1) 16-0-0 to 27-0-0 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) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable studs spaced at 1-4-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 20, 13, 10, 17, 11 except at --lb) 18=126. N �In/ 9C��SORE;ON MBE RA A. UK EXPIRES: 06/30/2021 December 19,2019 ? 7K REFER cDRE USE. Design valid for use only with MiTeW 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 j building design. Bracing indicated is to prevent budding of individual truss web and/or chord members only. Additional temporary and permanent bracing WE 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?pl1 Quality Criteria, DSB-89 and 8C91 Building Component MiTek USA, Inc. Safelytnrwmsalon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 400 Sunrise Avenue, Suite 270 PROFFS 1'4§ �NWNEF9 sips 9 87022PE I LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.37 Vert(LL) -0.02 19-20 >999 240 MT20 2201195 TCDL 7.0 Lumber DOL 1.15 BC 0.20 Vert(CT) -0.04 19-20 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.37 Horz(CT) 0.00 10 n1a n/a BCDL 10.0 Code IRC2015/TPI2014 Matrix -MS Weight: 266 Ib 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&Btr except end verticals. WEBS 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 DF No.2 WEBS 1 Row at midpt 4-18, 6-18, 6-13 REACTIONS. All bearings 14-6-0 except (it --length) 20=0-0-8. (lb) - Max Horz 20=192(LC 11) Max Uplift All uplift 100 Ib or less at joints) 20, 13, 10, 17, 11 except 18=126(LC 12) Max Grav All reactions 250 Ib or less at joint(s) 16, 15, 14, 12 except 20=561(LC 1), 18=825(LC 1), 18=825(LC 1), 13=579(LC 24), 10=352(LC 24) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-442/83, 2-20=-504/153, 8-10=362/159 BOT CHORD 18-19=-631329 WEBS 3-19=0/251, 3-18=-438/140, 4-18=277/120, 7-13=-452/210 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 1-6-0, Interior(1) 1-6-0 to 13-0-0, Exterior(2) 13-0-0 to 16-0-0, Interior(1) 16-0-0 to 27-0-0 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) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable studs spaced at 1-4-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 20, 13, 10, 17, 11 except at --lb) 18=126. N �In/ 9C��SORE;ON MBE RA A. UK EXPIRES: 06/30/2021 December 19,2019 ? 7K REFER cDRE USE. Design valid for use only with MiTeW 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 j building design. Bracing indicated is to prevent budding of individual truss web and/or chord members only. Additional temporary and permanent bracing WE 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?pl1 Quality Criteria, DSB-89 and 8C91 Building Component MiTek USA, Inc. Safelytnrwmsalon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 400 Sunrise Avenue, Suite 270 PROFFS 1'4§ �NWNEF9 sips 9 87022PE Job Truss Truss Type 2757-19 BIG Common Supported Gable Relco Roof and Floor, Inc, Harrisburg, OR - 97446, 1 6-0 16-0-0 1 5 0 16.0-0 • s ! • • • • 6x8 • ! ••••s• 351 •Q c)1® • ! •11� •I I 50 • a •••� 12 • • • L••••• 10 •♦ 9 • • i • •• 6 • 5. � •• • • •• •• GOven R60672780 I - 1 [Job Reference (optional) _ 8.330 s Dec 5 2019 MTek Industries, Inc. Thu Dec 1917:12:23 2019 Page 1 ID.igfima6KDeehNwWE9sSpTHy7gMj-NjMeZGLShaf 4dtgCi01xDhlQxOD4cR6kYgZVnVy7Kwc 32-0.0 16-0.0 1-0-0 Scale =1:56.4 4x4 = 13 14 15 16 53 17 18 19 20 21 22 23 I 24 6x8 25 54 26 27 tj - - o 10 •••• • II 4! • • 48 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 4x10 • 5x6 4 ITf EY r r Plate Offsets {X Y�- [2:Edge. O-0 0], (3:0-2-6 0-2-4 , 125:0-2-6,0-2-41, [26:Edge,04A, 139:0-3-0,0-3-01 BOT CHORD 2x4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF No.2 A. HER SLIDER Left 2x8 DF No.2 -H 1-5-4, Right 2x8 DF No.2 -H 1-5-4 EXPIRES: 06/30/2021 REACTIONS. All bearings 32-0-0. December 19,2019 (lb) - Max Horz 2=-61 (LC 13) Max Uplift All uplift 100 Ib or less atjoint(s) 2, 40, 41, 42, 43, 44, 45, 46, 47, 48, 49, 50, 38, 37, 36, 35, Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not 34, 33, 32, 31, 30, 29, 28, 26 LOADING (psf) SPACING- 240-0 CSI. DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.09 Vert(LL) -0.00 27 n/r 120 MT20 2201195 TCDL 7.0 Lumber DOL 1.15 BC 0.01 Vert(CT) -0.01 27 n/r 90 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(CT) 0.00 26 n/a n/a BCDL 10.0 Code IRC2015/TP12014 Matrix -S Weight: 225 Ib FT = 20% LUMBER- BRACING - N �>\N TOP CHORD 2x4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD 2x4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF No.2 A. HER SLIDER Left 2x8 DF No.2 -H 1-5-4, Right 2x8 DF No.2 -H 1-5-4 EXPIRES: 06/30/2021 REACTIONS. All bearings 32-0-0. December 19,2019 (lb) - Max Horz 2=-61 (LC 13) Max Uplift All uplift 100 Ib or less atjoint(s) 2, 40, 41, 42, 43, 44, 45, 46, 47, 48, 49, 50, 38, 37, 36, 35, Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not 34, 33, 32, 31, 30, 29, 28, 26 Max Grav All reactions 250 Ib or less at joints) 2, 39, 40, 41, 42, 43, 44, 45, 46, 47, 48, 49, 50, 38, 37, 36, 35, 34, 33, 32, 31, 30, 29, 28, 26 is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP11 Quality Criteria, DS" and BCSI Balfding Componenf FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. MiTek USA, Inc. 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 Comer(3) -14-0 to 1-8-6, Exterior(2) 1-8-6 to 16-0-0, Comer(3) 16-0-0 to 19-2-6, Exterior(2) 19-2-6 to 33.6-0 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) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry P Gable End Details as applicable, or consult qualified building designer as per ANSIrrPI 1. aGp r tit QF cc 4) All plates are 1.5x4 MT20 unless otherwise indicated. Gable requires continuous bottom chord bearing.G I✓ N s�A 6) Gable studs spaced at 14-0 oc. 7) This truss has been designed for a 10.0 bottom chord live load nonconcurrent with any other live loads. 9` psf Q 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 87022FE: will fit between the bottom Chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 2, 40, 41, 42, 43, 44, 45, 46, 47, 48, 49, 50, 38, 37, 36, 35, 34, 33, 32, 31, 30, 29, 28, 26. N �>\N 9 SAT OREGON ti� OWN �G��SMeER �1�Q� A. HER EXPIRES: 06/30/2021 December 19,2019 A WARNING - Verify design parameters su 'AND MCLUL I0622016 BEFORE USE Design valid for use only with MTek® 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 andfor chord members only. Additional temporary and permanent bracing MTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP11 Quality Criteria, DS" and BCSI Balfding Componenf MiTek USA, Inc. Sefetyinformetion available from Truss Plate Institute, 218 N- Lee Street, Suite 312, Alexandria, VA 22314. 400 Sunrise Avenue, Suite 270 Job Truss Truss Typery Ply Dennis Covert 860672781 2757-19 B2 Common �6Q 1 Job Reference c tion Relco Roof and Floor, Inc, Harrisburg, OR - 97446, 8.330 s Dec 5 2019 MiTek Industries, Inc. Thu Dec 19 17:12:24 2019 Page 1 1 DlglhmaSKDeeh NwW E9sSPTHy7gM j-rvwOmcM4SunEEBPOGkGAmvZPnoPdLs3tnUJ2Jyy7Kwb 1 6-0 8-1-12 16-0-0 23-10.4 32-0-0 .33-6-0 - 1 6 0 8-1-12 7-10-4 7-104 B-1-12 1-" Scale= 1:56.1 5x6 = 0000 22 0000 • • 5.00 12 • • 0000 0000•• •• •• • • • • • 3x4 % 0000 • • • 0000•• • • •• 4 0000 •• •• •• • • • • • • • •00.00 21 3 • • • •• •0 • •2 • g1. 0 • • `�81j • 23 3x4 6 5x6 24 8 • ••0•• 0.0••0 • • 12 11 10 0000• • •5x10 11 • • • • • 1.5x4 11 Sx8 = 1.5x4 I I 5x10 I 0000• ••• • 8-1-12 16-041 23-104 32-0.0 8-1-12 7-104 7-1 DA 8-1_12 Plate Offsets (X,Y)` [2:Edge,0.0 , [8:Edge,QO-0][11:04-0,0-3-03 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Udefi Vd PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.86 Vert(LL) -0.18 11-12 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.69 Vert(CT) -0.35 11-12 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(CT) 0.11 8 n/a n/a BCDL 10.0 Code IRC2015/TP12014 Matroc-MS Weight: 155 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOT CHORD 2x4 OF No.i&BV BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF No.2 WEBS 1 Row at midpt 6-11,4-11 SLIDER Left 2x8 DF 225OF 1.9E -H 3-0-0, Right 2x8 DF 226OF 1.9E -H 3-0-0 REACTIONS. (Ib/size) 2=1440/0-6-8,8=1440/0-5-8 Max Horz 2=61(LC 13) Max Uplift 2=11O(LC 12), 8=1 1 O(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-4=2269/372, 4-5=-1723/333, 5-6=1723/333, 6-8=2269/372 BOT CHORD 2-12=254/2019, 11-12=-254/2019, 10-11=268/2019, 8-10=268/2019 WEBS 5-11=-85/738, 6-11=-665/147, 6-10=0/263, 4-11=-665/147, 4-12=0/263 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=3.0psf; h=25ft; Cat it; Exp B; Enclosed; MWFRS (envelope) and C -C Exterior(2) -1-6-0 to 1-8-6, Interior(1) 1-8-6 to 16-0-0, Exterior(2) 16-0-0 to 19-2-6, Interior(1) 19-2-6 to 33-6-0 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. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 2=110,8=110. AWARMNG - Verrfy de, ra tmw15 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent budding of individual truss web and/or chord members only- Additional temporary and permanent bracing is always required for stability and 10 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 ANS11TPJl Quality Criteria, DSO -89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. PROFFss �NGI ke 9 8, 2PE ,j < 9 N P OREGON do ,N Opti 'AC��SM r% ER AN I A. HExxR EXPIRES: 06/30/2021 December 19,2019 MiTek MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Job Truss Truss Type Qty Ply Dennis Covert 860672782 2757-19 B3 Common 1 1 Job Reference coptional) Relco Roof and Floor, Inc, Harrisburg, OR - 97446, 8.330 s Dec 5 2019 MiTek Industries, Inc. Thu Dec 1917:12:25 2019 Page 1 I D.fgfhma5KDeeh NwWE9sSpTHy7g Mj-K6UOyNiDCvSsK_apRnP166bDCID4JF 1782brOy7Kwa 8-1-12 16-0-0 23-104 32-M B-1-12 7-10-0 7-104 8-1-12 Scale =1:53.9 5x6 = ••c ••I •4 ••a • • • • 10 • • 4x80' 41 • • • 1.5x4 I 5x8 = 1.5x4 11 LUMBER - 8-1-12 16-0-0 2x4 DF No.t&Btr BOT CHORD 23-104 WEBS 2x4 DF No.2 SLIDER B-1-12 7-104 _ 7-10-4 Plate Offsets (X,Y)— [1:0.38,Edge], [7:0-8-3 Edge] j9:0� 0,0-3-Oj LOADING (psi) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl Ud TCLL 25.0 Plate Grip DOL 1.15 TC 0.81 Vert(LL) -0.18 9-10 >999 240 TCDL 7.0 Lumber DOL 1.15 BC 0.67 Vert(CT) -0.34 9-10 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(CT) 0.11 7 n/a n/a BCDL 10.0 Code IRC201SITP12014 Matrix -MS LUMBER - TOP CHORD 2x4 DF No.t&Btr BOT CHORD 2x4 DF No.1&Btr WEBS 2x4 DF No.2 SLIDER Left 2x8 OF 2250F 1.9E -H 3-0-0, Right 2x8 DF 2250F 1.9E -H 30-0 REACTIONS. (Ib/size) 1=1344/0-5-8,7=1344/0-5-8 Max Horz 1=56(1-C 13) Max Uplift 1=96(LC 12), 7=96(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-3=-2290/393, 34=1733/341, 4-5=1733/341, 5-7=2290/393 BOT CHORD 1-10=290/2041, 9-10=290/2041, 8-9=-290/2041, 7-8=290/2041 WEBS 4-9=921748, 5-9=679/149, 5-8=0/264, 3-9=679/149, 310=0/264 n b 4x10 11 32-0-0 J 8-1-12 — PLATES GRIP MT20 220/195 Weight: 150 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. WEBS 1 Row at midpt 5-9,3-9 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuit=120mph (3 -second gust) Vasd=95mph; TCDL=4.2psf; BCDL=3.0psf; h=25ft; Cat II; Exp B; Enclosed; MWFRS (envelope) and C -C Exterior(2) 0-0-0 to 3-2-0, Interior(1) 3-2-6 to 16-0-0, Exterior(2) 16-0-0 to 19-2-6, Interior(1)19-2-6 to 32-" zone, cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL --1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s) 1, 7. PROFS �� NG�NEF9 s/O29 Q 87022PE r N ,V 9 SAT OREGON ti� Off~ �C�oSMeER A. HER EXPIRES: 06/30/2021 December 19,2019 fl rydasignperameterst faN$2015, � Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe k Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVM1 Qualify Criteria, OSB -M and BCS/ Building Componenf MiTek USA, Inc. SerW intormadon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 400 Sunrise Avenue, Suite 270 Rosoviuo_ r,,% 9 Job Truss Truss Type Qty PyDennis Covert 880672783 2757-19 C1ST (Common Structural Gable 1 1 _ Job Reference tions Reloo Roof and Floor, Inc, Harrisburg, OR - 97446, 8.330 s Dec 5 2019 MTek Industries, Inc. Thu Dec 1917:12:27 2019 Page 1 I Dfigfhma5KDeehNwV4E9sSpTHy7gMj-GUcBPeOylp9p5e8zxsptOXB21?XdYGNKTSXiwHy7KwY 1�i 0 75-12 14-11.8 165- , 15-0 75-12 75-12 1-6-0 0000 0000•• 0000 • • 0000 0000•• • *::Goo •••••• 0000• 0000• MT 1.5x3 ON EACH FACE OF BOTH ENDS OF UN -PLATED 4x4 = MEMBERS OR EQUIVALENT CONNECTION BY OTHERS. 3 4 5 • ••• 75-12 75-12 Plate Offsets (X Y�- [2:0-5-0,0 2-Oj, [6:0-5-0,0-2-0 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 25.0 Plate Grip DOL 1.15LBC 0.30 TCDL 7.0 Lumber DOL 1.15 0.29 BCLL 0.0 Rep Stress Incr YESB0.05 BCDL 10.0 Code IRC20151TPI2014 trix-MS LUMBER - TOP CHORD 2x4 DF No.1&Btr BOT CHORD 2x4 DF No.1&Btr WEBS 2x4 DF No.2 OTHERS 2x4 DF No.2 REACTIONS. (lb/size) 10=721/0-5-8,8=721/0-5-8 Max Horz 10=124(LC 10) Max Uplift 10=54(LC 12), 8=54(LC 13) FORCES. (lb) -Max. Camp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=620/116,4-6=-620/116,2-10=-649/190,6-8=-649/190 BOT CHORD 9-10=-125/279 WEBS 4-9=01293 4xB = 75-12 Y Scale = 1:39.1 DEFL in (loc) Udefl L/d PLATES GRIP Vert(LL) -0.04 9-10 >999 240 MT20 220/195 Vert(CT) -0.09 9-10 >999 180 Horz(CT) 0.00 8 n/a n/a Weight: 135 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 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 11; Exp B; Enclosed; MWFRS (envelope) and C -C Exterior(2) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 7-5-12, Exterior(2) 7-5-12 to 10-5-12, Interior(1) 10-5-12 to 16-5-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 3x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 1-4.0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any otherlive loads. 7) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of buss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 10, 8. PROFFS 87022PE N ^N OREGON 'AC�OS�18ER A. HER EXPIRES: 06/30/2021 December 19,2019 AWARNING- Vedfy des/gn psranW. and READ NOTES O :KREFERENCE PAGE FORE 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 3 building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek ' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANWTPlt QuelNy Criferfe, DSB.89 and SCSI Building Component MiTek USA, Inc. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, 400 Sunrise Avenue, Suite 270 Job R60672784 2757-19 C2 (Common 13 1 1 (Job Reference top6onap Relco Roof and Floor, Inc, Harrisburg, OR - 97446, 8.330 s Dec 5 2019 MTek Industries, Inc. Thu Dec 1917:12:28 2019 Page 1 1 D.7gfhmaSKDeehNwWE9sSpTHy7gMj-khgXczPa W7HgjoigVZL6vAk9zPsuHjf ri6HGSjy7KwX 7-5-12 7-5-12 1-" 4x6 = 3x4 II 6x12 = 3x4 II Scale = 1:39.8 7-5-12 _ 14-11.8 ' 7-5-12 75-12 Plate Offsets (X,Y)— f 1:Edpe,0-1-141,j3:0-3-8 Edp1_ LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.52 Vert(LL) -0.05 6-7 >999 240 MT20 2201195 TCDL 7.0 Lumber DOL 1.15 BC 0.29 Vert(CT) -0.09 6-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code IRC2015/TPI2014 Matra -MS Weight: 77 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 except end verticals. WEBS 2x4 OF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 7=610/0-5-8,5=72710-5-8 Max Horz 7=123(LC 8) Max Uplift 7=38(LC 12), 5=54(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=627/124, 2-3=636/125, 1-7=5451131, 3-5=6621192 BOT CHORD 6-7=119/273, 5-6=-73/257 WEBS 2-6=0/279, 1-6=35/254 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) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 7-5-12, Exterior(2) 7-5-12 to 10-5-12, Interior(1) 10-5-12 to 16-5-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcument 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. Q D D r 17 Or ` 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 7, 5. C`eID �(, s s' Q 87022PE P N ,N y OREGON ti� o�ti �C�OSMBER A. HER EXPIRES: 06/30/2021 December 19,2019 EFUSE Design valid for use only withwithMTeksD connectors. This design is based only upon parameters shown, and is for an individual building component, not 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 MTek 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 ANSVI'MI Quality Criasrte DEB -89 and BCSf Building Component MTek USA, Inc. Safeylnformat/on available from Truss Plate Institute, 218 N. Lee StreaL Suite 312, Alexandria, VA 22314. 400 Sunrise Avenue, Suite 270 • .RVse.vil le, SAim0.- Job iTruss Truss Type (ally Ply (Dennis Covert 860672785 2757-19 Relco Roof and Floor; Inc, Jam. ]Job Referenceiootionan Harrisburg, OR - 97446, 8.330 s Dec 5 2019 MTek Industries, Inc. Thu Dec 1917:12:28 2019 Page 1 ID fglhma5KDeehNwWE9sSpTHy7gMj-kh9XczPaVV7Hgjoi9VZL6wlkCCPvaHjJTi6HGSjy7KwX Plate Offsets {X,Yr[3:0-2-15,0-0-8) 2-" 4-2-15 LOADING (psf) ease 2-0-0 TCLL 25.0 Plate Grip DOL :00000000 *00 7.0 Lumber DOL 1.15 BCLL 0.0 Rap Stress Incr NO BCDL 10.0 0 00 3 n/a n/a Matrix -MP Weight: 25 Ib FT = 20% 00 TOP CHORD Structural wood sheathing directly applied or 4-2-15 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 00000 Goo Plate Offsets {X,Yr[3:0-2-15,0-0-8) 2-" 4-2-15 LOADING (psf) SPACING- 2-0-0 TCLL 25.0 Plate Grip DOL 1.15 TCDL 7.0 Lumber DOL 1.15 BCLL 0.0 Rap Stress Incr NO BCDL 10.0 Code IRC2015/TP12014 LUMBER - TOP CHORD 2x4 DF No.i&Btr BOT CHORD 2x4 DF No.1&BV WEBS 2x4 DF No.2 Scale= 1:18.3 REACTIONS. (lb/size) 6=377/0-8-3, 5=37/Mechanical, 3=52/Mechanical Max Horz 6=56(LC 5) Max Uplift 6=80(LC 4), 6=11(LC 4), 3=40(LC 8) Max Grav 6=377(LC 1), 5=88(LC 3), 3=66(LC 42) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-6=-342186 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 11; 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 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 tell by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 5, 3. 7) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 40 lb down and 93 lb up at 2-5-6, and 50 Ib down and 31 Ib up at 3-3-4 on top chord, and 13 Ib down and 17 Ib up at 2-5-6, and 22 Ib down and 2 Ib up at 3-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert 1-2=-64, 2-3=-64, 4-6=20 Concentrated Loads (lb) Vert 7=20(B) 9=9(B)10=2(F) D PROFFS I NEER _87022P� -N >V 9 .00 OREGON �C�OSMBER A. HECK EXPIRES: 06/30/2021 December 19,2019 P 9 rev. 'FORE USE Design valid for use only with M7ek® connectors. This design is based only upon parameters shown, and is for an individual buildingng 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 r building design. Bracing indicated is to prevent buckling of individual truss web andfor chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVJAIt Oselity Criteria, DSS -Mand BCSI Building Component MiTek USA, Inc, Safely Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, 400 Sunrise Avenue, Suite 270 _Et se'2[he CA 25001 1.5x4 II L2 - CSI. DEFL in (loc) I/deft Ud PLATES GRIP TC 0.38 Vart(LL) -0.01 5-6 >999 240 MT20 220/195 BC 0.12 Vert(CT) -0.02 54 >999 180 WB 0.01 Horz(CT) -0.00 3 n/a n/a Matrix -MP Weight: 25 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-2-15 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 6=377/0-8-3, 5=37/Mechanical, 3=52/Mechanical Max Horz 6=56(LC 5) Max Uplift 6=80(LC 4), 6=11(LC 4), 3=40(LC 8) Max Grav 6=377(LC 1), 5=88(LC 3), 3=66(LC 42) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-6=-342186 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 11; 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 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 tell by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 5, 3. 7) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 40 lb down and 93 lb up at 2-5-6, and 50 Ib down and 31 Ib up at 3-3-4 on top chord, and 13 Ib down and 17 Ib up at 2-5-6, and 22 Ib down and 2 Ib up at 3-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert 1-2=-64, 2-3=-64, 4-6=20 Concentrated Loads (lb) Vert 7=20(B) 9=9(B)10=2(F) D PROFFS I NEER _87022P� -N >V 9 .00 OREGON �C�OSMBER A. HECK EXPIRES: 06/30/2021 December 19,2019 P 9 rev. 'FORE USE Design valid for use only with M7ek® connectors. This design is based only upon parameters shown, and is for an individual buildingng 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 r building design. Bracing indicated is to prevent buckling of individual truss web andfor chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVJAIt Oselity Criteria, DSS -Mand BCSI Building Component MiTek USA, Inc, Safely Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, 400 Sunrise Avenue, Suite 270 _Et se'2[he CA 25001 Job 2757-19 Reloo Roof and Floor, Inc, Harrisburg, OR - 97446, Type Qty Ply Dennis Covert R60672786 1 1 Job Reference ioptionalf 8.330 s Dec 5 2019 MiTek Industries, Inc. Thu Dec 19 17:12:29 2019 Page 1 ID:fqMma5KDeehNwWE9sSpTHy7gM}CtjvpJQDHQPWLyHM2HsLTyHQKpFNOAfaxm0p 9y7KwW 1-" 3-0-12 1.5x4 11 •••• OREGON ti� Q�ti 'QCOS�,jQER 3-0-12 A. HES • • 0000 LOADING (psf)SPACING- December 19,2019 2-0-0 CSI. go go ••e• • • • Ud TCLL • • •• 1.15 0000•• • • Vert(LL) -0.00 4-5 •• ••ee TCDL 7.0 •j • 1.15 •• •• a ••e• • >999 180 • • • • • 0 YES WS 0.00 • 3 •1 • • 0000•• 10.0 Code IRC2015/TPI2014 • 0000e •• • • • •• • • • • e•e• •••••• • 0000•• • •e••• • • • • • 0000 00.00 ••e • Type Qty Ply Dennis Covert R60672786 1 1 Job Reference ioptionalf 8.330 s Dec 5 2019 MiTek Industries, Inc. Thu Dec 19 17:12:29 2019 Page 1 ID:fqMma5KDeehNwWE9sSpTHy7gM}CtjvpJQDHQPWLyHM2HsLTyHQKpFNOAfaxm0p 9y7KwW 1-" 3-0-12 1.5x4 11 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) 5=256/0-5-8, 3=66/Mechanical, 4=23/Mechanical Max Horz 5=46(LC 9) Max Uplift 5=13(LC 12), 3=28(LC 12) Max Grav 5=256(LC 1), 3=66(LC 1), 4=52(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. v Scale = 1:16.3 PLATES GRIP MT20 2201195 Weight: 12 Ib FT = 20% Structural wood sheathing directly applied or 3-0-12 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=120mph (3 -second gust) Vasd=95mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; Cat. ll; Exp B; Enclosed; MWFRS (envelope) and C -C Exterior(2) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 3-0-0 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 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) 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) 5, 3. PROFFss GIN /D29r 870 PE N *00',`�Y OREGON ti� Q�ti 'QCOS�,jQER 3-0-12 A. HES EXPIRES: 06/30/2021 LOADING (psf)SPACING- December 19,2019 2-0-0 CSI. DEFL in (loc) I/defi Ud TCLL 25.0 Plate Grip DOL 1.15 TC 0.16 Vert(LL) -0.00 4-5 >999 240 TCDL 7.0 Lumber DOL 1.15 BC 0.08 Vert(CT) -0.01 4-5 >999 180 BCLL 0.0 * Rep Stress Incr YES WS 0.00 Horz(CT) -0.01 3 n/a n/a BCDL 10.0 Code IRC2015/TPI2014 Matrix -MR 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) 5=256/0-5-8, 3=66/Mechanical, 4=23/Mechanical Max Horz 5=46(LC 9) Max Uplift 5=13(LC 12), 3=28(LC 12) Max Grav 5=256(LC 1), 3=66(LC 1), 4=52(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. v Scale = 1:16.3 PLATES GRIP MT20 2201195 Weight: 12 Ib FT = 20% Structural wood sheathing directly applied or 3-0-12 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=120mph (3 -second gust) Vasd=95mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; Cat. ll; Exp B; Enclosed; MWFRS (envelope) and C -C Exterior(2) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 3-0-0 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 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) 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) 5, 3. PROFFss GIN /D29r 870 PE N *00',`�Y OREGON ti� Q�ti 'QCOS�,jQER A. HES EXPIRES: 06/30/2021 December 19,2019 Jk WARNING - VerNydesign parameters and READ NOTES C AND INCLUDED MITEK REFERENCE PAGE M11-74; Design valid for use only with Wek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing r {, M � prevent is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the i e R fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSYMI Quality CdW&, DSB.ag and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek USA, Inc. i 400 Sundae Avenue, Suite 270 Ro se Y]IC..r.F.. K66.3 Govert 2757-19 RBW72787 Relco Roof and Floor, Inc, Harrisburg, OR - 97446, 8.330 s Dec 5 2019 MTek Industries, Inc. Thu Dec 1917:12:30 2019 Page 1 I D:fgthma5KDeeh NwWE9sSpTHy7gMj-g3HH 1 fRr2kXNy6sYc_Na?Apb4Db01ddm9Qm M Wby7KwV 1�r0 3-10-0 4--" 1� 0 3-10-0 0-2-0 1.5x4 11 4 Scale =1:18.6 •••• 000• • 0 � • 0000 00.00• •• •• B • 0 • • 3x4 5- 0 •• 0000 0000•• 2 00 •• •0 •• • 0 0000•• • • • • ••0 • 0000•• 00000 •• 0 _^ •• • • • • 0000 Li • 6 0000• 0000• 3x6 = 00000 ••• 7 5 0 1.5x4 II 3-10-0 3-10-0 0-2-0 i LOADING (psf) I SPACING- 240-0 CSI. DEFL in (loc) Well Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.16 Vert(LL) -0.01 6-7 >999 240 MT20 220/195 jl TCDL 7.0 Lumber DOL 1.15 BC 0.12 Vert(CT) -0.02 6-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(CT) -0.00 6 n/a rile BCDL 10.0 Code IRC2015ITP12014 Matrix -MP Weight: 23 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 DF Not TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc pur ins, BOT CHORD 2x4 DF No.2 except end verticals. WEBS 2x4 OF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 7=277/0-5-8, 6=152/Mechanical Max Horz 7=56(LC 9) Max Uplift 7=-11(LC 12), 6=-36(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=120mph (3 -second gust) Vesd=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 1-6-0, Interior(1) 1-6-0 to 4-0-0 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 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) 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 joints) 7, 6. 'AGE M/1-7473 rov. 101111 15 BEFORE USE. Design valid for use only with MTek® 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 buss web andfor chord members only. Additional temporary and permanent bracing is allays 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 busses and truss systems, see ANSVfPl1 Quality Criteria, OS" and BCV Building Component Sefaly Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. PROFS Q 870 2PE 9 (P ,� N SAT OREGON �C��SMBER 'k4" A. HER EXPIRES: 06/30/2021 December 19,2019 �9 M iTek MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 rc¢asvilLe_GA.9.5661 - - A • Job Truss Truss Type Qty Ply Dennis Covert R60672788 2757-19 N1 Jack -Open 1 1 Job Reference ioptionaq Relco Roof and Flow, Inc, Harrisburg, OR - 97446, 8.330 s Dec 5 2019 MiTek Industries, Inc. Thu Dec 1917:12:30 2019 Page 1 IDigflma5KDeehNwM9sSpTHy7gMj-g3HH1fRr2kXNy6sYc Na?Apb1Dc5ldvm9QmMWby7KwV 18 01-5-1 18-0 — 15-1 Scale= 1:14.7 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES - 1) Wind: ASCE 7-10; Vuit=120mph (3 -second gust) 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 fit 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 Ib uplift at joint(s) 5, 3, 4. PROFS �,co� �cNGINFF9 s/1 y9 Q 870 2PE N ,'V 9 SAT OREGON x1,4 Opti �C�OSMBER A. HEP EXPIRES: 06/30/2021 December 19,2019 AWARN/NG - Verlty design parameters and READ NOTES ON THIS AND INCLUDED WI7EK REFERENCE PAGE EFORE USE. 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 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 MiTek is atmys 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 ANSVTPff Quality Crd•ri4 088-80 and BCSf 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 y I? 8.00 12 •••• 3x4 II • + •••• 2 so 00 • • 06 SO•• • • 000 • • • cit • •• C4N as •• •• •• • • • • a • ••••• ••• 5 4 • 1.5x4 II 1-5-1 1-5.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/def! Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.17 Vert(LL) 0.00 5 >999 240 MT20 220/195 TCDL 7.0Lumber DOL 1.15 BC 0.05 Vert(CT) 0.00 5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code IRC2015ITP12014 Matrix -MR Weight 8 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 1-5-1.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) 5=227/0-5-8, 3=-13/Mechanical, 4=3/Mechanical Max Horz 5=43(LC 9) Max Uplift 5=-1(LC 12), 3=16(1-13 9), 4=12(LC 9) Max Grav 5=227(LC 1), 3=10(LC 10), 4=21 (LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES - 1) Wind: ASCE 7-10; Vuit=120mph (3 -second gust) 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 fit 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 Ib uplift at joint(s) 5, 3, 4. PROFS �,co� �cNGINFF9 s/1 y9 Q 870 2PE N ,'V 9 SAT OREGON x1,4 Opti �C�OSMBER A. HEP EXPIRES: 06/30/2021 December 19,2019 AWARN/NG - Verlty design parameters and READ NOTES ON THIS AND INCLUDED WI7EK REFERENCE PAGE EFORE USE. 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 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 MiTek is atmys 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 ANSVTPff Quality Crd•ri4 088-80 and BCSf Building Component MiTek USA, Inc. Safety Information available from Truss Plate Institute, 218 N. 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