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Permit Building 2019-12-10
Web Address: www.springfield-or.gov Building Permit Residential 1 & 2 Fam Dwelling (New Only) Permit Number: 811-19-001958-DWL IVR Number: 811095440282 Permit Issued: December 10, 2019 TYPE OF WORK Category of Construction: Single Family Dwelling Calculated Job Value: $269,546.26 Description of Work: New SFD Lot 9 River Heights 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 1 JOB SITE INFORMATION Worksite Address Parcel Owner: BREEDEN BROS INC 3520 River Heights DR 1702301200400 Address: 366 E 40TH AVE STE 250 Springfield, OR 97477 EUGENE, OR 97405 LICENSED PROFESSIONAL INFORMATION Business Name BREEDEN BROS INC - Primary License License Number Phone CCB 27 541-686-9431 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: 12/10/19 Page 1 of 5 C:\myReports/reports//production/01 STANDARD Permit Number: 811-19-001958-DWL Page 2 of 5 Inspection Inspection Group Inspection Status 2999 Final Mechanical 1_2 Famdwell Pending 3999 Final Plumbing 1_2 Famdwell Pending 4999 Final Electrical 1_2 Famdwell Pending 11060 Driveway Approach 1_2 Famdwell Pending 1065 Sidewalk 1_2 Famdwell Pending 1530 Exterior Shearwall 1_2 Famdwell Pending 1260 Framing 1_2 Famdwell Pending 2300 Rough Mechanical 1_2 Famdwell Pending 3170 Underfloor Plumbing 1_2 Famdwell Pending 4500 Rough Electrical 1_2 Famdwell Pending 1020 Zoning/Setbacks 1_2 Famdwell Pending 1090 Street Trees 1_2 Famdwell Pending 1110 Footing 1_2 Famdwell Pending 1120 Foundation 1_2 Famdwell Pending 1124 Foundation Drain/Waterproofing 1_2 Famdwell Pending 1160 UFER Ground 1_2 Famdwell Pending 1220 Underfloor Framing/Post and Beam 1_2 Famdwell Pending 1410 Underfloor Insulation 1_2 Famdwell Pending 1430 Insulation Wall 1_2 Famdwell Pending 1440 Insulation Ceiling 1_2 Famdwell Pending 1999 Final Building 1_2 Famdwell Pending 2020 Underground Gas 1_2 Famdwell Pending 2250 Gas Piping/Pressure Test 1_2 Famdwell Pending 3130 Footing/Foundation Drains 1_2 Famdwell Pending 3200 Sanitary Sewer 1_2 Famdwell Pending 3206 Site Utilities 1_2 Famdwell Pending 3300 Water Service 1_2 Famdwell Pending 3400 Storm Sewer 1_2 Famdwell Pending 3500 Rough Plumbing 1_2 Famdwell Pending 3620 Backflow Device 1_2 Famdwell Pending 3650 Shower Pan 1_2 Famdwell Pending 4000 Temporary Power Service 1_2 Famdwell Pending 4220 Electrical Service 1_2 Famdwell Pending SCHEDULING INSPECTIONS Printed on: 12/10/19 Page 2 of 5 C:\myReports/reports//production/01 STANDARD Permit Number: 811-19-001958-DWL Various inspections are minimally required on each project and often dependent on the scope of work. Contact the issuing jurisdiction indicated on the permit to determine required inspections for this project. Schedule or track inspections at www.buildingpermits.oregon.gov Call or text the word "schedule" to 1-888-299-2821 use IVR number: 811095440282 Schedule using the Oregon ePermitting Inspection App, search "epermitting" in the app store Page 3 of 5 Printed on: 12/10/19 Page 3 of 5 C:\myReports/reports//production/01 STANDARD Permit Number: 811-19-001958-DWL Page 4 of 5 PERMIT FEES Fee Description Quantity Fee Amount Residential wiring 2394 $294.00 Technology Fee $233.22 Balance of minimum permit fees - mechanical $93.00 Gas fuel piping outlets 2 $9.00 Plan Review - Major, City 1 $251.00 Single Family Residence - Baths 3 $613.00 Address assignment - each new or change requested externally, per each 1 $54.00 SDC: Total Transportation Administration Fee 190.09 $190.09 SDC: Total Sewer Administration Fee 356.29 $356.29 SDC: Total Storm Administration Fee 101.55 $101.55 SDC: Reimbursement Cost - MWMC Regional Wastewater SDC 135.93 $135.93 SDC: Improvement Cost - MWMC Regional Wastewater SDC 1620.85 $1,620.85 SDC: Total MWMC Administration Fee - Local 87.56 $87.56 SDC: Administrative Fee - MWMC Regional Wastewater SDC 10 $10.00 SDC: MWMC Credit - Regional Wastewater SDC -38.36 $-38.36 SDC: Compliance Cost - MWMC Regional Wastewater SDC 22.82 $22.82 SDC: Reimbursement Cost - Storm Drainage 828.35 $828.35 SDC: Improvement Cost - Storm Drainage 1202.62 $1,202.62 SDC: Reimbursement Cost - Local Wastewater 4774 $4,774.00 SDC: Improvement Cost - Local Wastewater 2351.72 $2,351.72 SDC: Reimbursement - Transportation SDC 190.06 $190.06 SDC: Improvement - Transportation SDC 3611.72 $3,611.72 Fire SDC - New Res Construction Sq Ft fee - enter sq ftg 2394 $143.64 Structural plan review fee $1,237.93 Structural building permit fee $1,904.50 Willamalane fees - Single Family Detached, per unit 1 $3,805.00 State of Oregon Surcharge - Bldg (12% of applicable fees) $228.54 State of Oregon Surcharge - Plumb (12% of applicable fees) $73.56 State of Oregon Surcharge - Mech (12% of applicable fees) $12.24 State of Oregon Surcharge - Elec (12% of applicable fees) $35.28 Curb cut and Sidewalk construction - multiple permit discount 1 $-42.00 Curb cut fee - enter # of cuts 1 $125.00 Sidewalk construction - permit, first 90 linear feet 1 $125.00 Total Fees: $24,641.11 VALUATION INFORMATION Printed on: 12/10/19 Page 4 of 5 C:\myReports/reports//production/01 STANDARD Permit Number: 811-19-001958-DWL Page 5of5 Construction Type Occupancy Type Unit Amount Unit Unit Cost Job Value VB R-3 1 & 2 family 1,948.00 Sq Ft $122.46 $238,552.08 VB U Utility, misc. 446.00 Sq Ft $48.73 $21,733.58 VB U Utility, misc. - 380.00 Sq Ft $24.37 $9,260.60 half rate Total Job Value: $269,546.26 Printed on: 12/10/19 Page 5 of 5 C:\myReports/reports//production/01 STANDARD St-ructurai Perniat Application i =t,72+ � DEPARTMENT USE ONLY Permit no.:1 9 Date: j A, This permit is issued under DAR 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 -lase apptoval. Signature: Date: This project has 'DEQ approval. Signature: Date: Zoning approval verified: ❑ Yes [�. No Property is within flood plain: ❑ Yes ❑ No CATEGORY OF CONSTRUCTION Ttesidential. Q Government ❑ Commercial JOB SITE INFORMATION AND LOCATION Job site address; 3520 RIVGR 1-09FE3 DQ City: S PF i J i. D I state: 0 P_ I Z1P: 97 � Subdivisian.,,I� R HELTSLotno.: 96e Preference: j -D Z30 I `Z.. 1 Taxlot: PROPERTY OWNER Mame: euQ Address: R AVO- STE 2 ,a City: E Uq F -NE- State: OR ZIP: IMS Phone J - a - $1 Fr E-mail: i2I t4A . 2 _._ — a . : p QPN This installation -is being made on residential or farro.property owned lay me or amember of my hnmediate family, and is exempt from licensing requirements under ORS 701.010. sign bene: CONTRACTOR INSTALLATION Business name: { s Address: City: State: ZIP: Phone: - Fax - - E-mail: JZZ� kN COM CCB license no.: Print name:_Jo W vj C)D g Signature; j SUBCONTRACTOR INFORMATION . Name ) CCB License Number PlydneNnmbet Eketrienl g 55S - 00 vi Plumbing J 6 7; f S, Z06- 7 6 i 1 Mechanical '7431- -744 5 FEE SCHELIULE 1. VOuation.information (a) Job descr)ptiorr: g't Irt3i4 i LT S t N ' rLE FArrl t Occupancy 5)rl� LE F DE! fiCHED Construction type, NC>O0 Fp-(b Lr Squarefuet- ic! 49 -LIV 0q 146- 012ME 380-e� Coot•pet square foot Other •information: Tyke of Heat: C 4A5 Energy, Path; � new ❑ altetatioii ❑ addition (b) Foundation -only permit? ❑ Yes No Total valuation: 2. Sanding fees (a) Permit fee (use valuation table): $ (b) Investigative fee (equal to [Za]): $ (c) Reinspectidn ($ per hour): (number of hosts x fee per hour) $ (d) Enter 1.2% surcharge (.12 x [2a+2b+-2c]): $ (c) Sribtotal or fees above (2a. through 2d): $ 3. Plan feview fees (a) PJan review (65%x permit fee [2a]): (b) Fire and Life safety (44% x permit fee [2a]): $ (c) ,Subtotal of.fees above (3a and 3b): S 4. Miscellaneous fees (a) Seismic fee, 1.%(.O1 xpennit fee [2a]): 3 TOTAL fees and surcharges (2e+3e+4a): S OW_ _ -'F"L S 14�i81�-f`iLo � �3t9oC�^°T r.�' b Electrical Permit Application CITY OF SPRINGFIELD, OREGON 225 Fifth Street* Springfield, OR 97477*PH(541)726-37531FAX(541)726-3689 SPRINGFIELD DEPARTMENT USE ONLY Permit no.: I(}-VQ68 Date: t on, l O `q�, This permit is issued under OAR 918-309-0000. Permits are nontransferable. Permits expire if work is not started within 180 days of issuance or if work is suspended for 180 days. LOCAL GOVERNMENT APPROVAL Zoning approval verified? ❑ Yes ❑ No CATEGORY OF CONSTRUCTION Residential ❑ Government ❑ Commercial JOB SITE INFORMATION AND LOCATION Job site address: C) vim! + S City: 1 State: ZIP: — q - Reference: 25012 Taxlot.:(70�n� DESCRIPTION OF WORK $ Limited energy (2) PROPERTY OWNER Name: Address:3u(-, ©� 2 -so City: State:! ZIP: r-)gQ5 Phon . j - 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: G.(Az�,v.1 Address: Li City:State: OL I ZIP: Phone: - Fax: - - E-mail: CCB license no.: 2i9 1 BCD license no.: Signing supervisor's license no.: Print name of signing supervisor: Signature of signing supervisor: Last edited 7/1/2019 Wones FEE SCHEDULE Number of inspections per item () Qty, Cost ea. Total 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) $89.00 $ Services or feeders: installation, alteration, relocation 200 amps or less (2) 201 to 400 amps (2) $112.00 $ 1$131.00 $ 401 to 600 amps (2) $221.00 $ 601 to 1,000 amps (2) $285.00 $ Over 1,000 amps or volts (2) $654.00 $ Reconnect only (2) $89.00 $ Temporary services or feeders: installation, alteration, relocation 200 amps or less (2) $89.00 $ 201 to 400 amps (2) $122.00 $ 401 to 600 amps (2) $177.00 $ Over 600 amps or 1,000 volts, see services or feeders section above Branch circuits: new, alteration, extension 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 1 $ Each additional branch circuit $8.00 I $ 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): $ fD a N W co 3 0 m m '0 m m b m CA =r CD 01 3 N D a CD w 0 0 n n s r.. 0 d m 00 CD s ? Co Cf � O CD E; a O_ CD n y Q w o 3 �' o c a m m N c 3 O N N O Cl) O c w 0 0 E d a CD m CD W < m m m D CD m z v O Z n N a N n o O CD c CD „� O CL CilO C'1 O N CD O O N O W O 69 m IV 3W V C < Co c 3 W .�. CD 7 D 3 0 c 69 6 N C W N � :14 -4 0 o O w w = N g 0 n o V1 N y — in Ln m 7D m 47 � i Z N O to ?S] U, -0 N n F M 0 5 6 -n 3 n o T 7 W co oN Z M < W V rfr fA v v 0 o = 0po O Er CD co co v CD 2 N CD r CD co' N rh v :U ca fD a O co 4 4 V a � o 3. < fD n o a rr Ln m r � i 0 O to ?S] U, -0 N r M 0 5 6 0 3 n o T 7 W co .� Z M < W V rfr fA 0 v c o = Er CD co co v CD w N r CD rh a � o 3. < fD n o a rr Ln m r n a 3 V7 CD N G O to ?S] U, -0 —h r M 0 5 6 0 3 n o T 7 W co V rNr ' O Ln V CD M < W V rfr fA O. CITY OF SPRINGFIELD SYSTEMS DEVELOPMENT WORKSHEET JOURNAL OR JOB NUMBER: 19-001958 NAME OR COMPANY: BREEDAN HOMES LOCATION: 3520 RIVER HEIGHTS TAX IAT NUMBER 1702301200400 DEVELOPMENT TYPE: Single Family Residence NEW DWELLING UNITS 1 BUILDING SIZE (SF): 11 2751.98 11 LOT SIZE (SF)JI12632 IMPERVIOUS AREA I MAX 45% 1 C1 IMAX 35% 22% 1. STORM DRAINAGE DIRECT RUNOFF TO CITY STORM SYSTEM A. REIMBURSEMENT COST x COST PER TRIP x NEW TRIP FACTOR AREA DRAINING TO 9.57 1 19.86 1.00 = $190.06 IMPERVIOUS S.F. x B. IMPROVEMENT COST: COST PER S.F. DRYWELL ADT TRIP RATE x NUMBER OF UNITS CHARGE 2751.98 9.57 1 $0.301 = 0 ITEM 3 TOTAL - TRANSPORTATION SDC $828.35 B. IMPROVEMENT COST 4. SANITARY SEWER - MWMC IMPERVIOUS S.F. x COST PER S.F. CHARGE 2751.98 $0.437 = 0 $1,202.62 ITEM 1 TOTAL - STORM DRAINAGE SDC B. IMPROVEMENT COST: $2,030.96 2. SANITARY SEWER - CITY NUMBER OF FEUs x COST PER FEU A. REIMBURSEMENT COST: 1 $1,620.85 = $1,620.85 105`. NUMBER OF DF[Ps x COST PER DFU NUMBER OF FEU's x COST PER FEU 28 1 1$22.82 = $170.50 MWMC CREDIT IF APPLICABLE (SEE REVERSE) B. IMPROVEMENT COST: (x3836) 1052 MWMC ADMINISTRATIVE FEE NUMBER OF DFCTs x 1056 COST PER DFU = $1,751.24 28 SUBTOTAL (ADD ITEMS 1, 2, 3, & 4) _ $14,709.70 $83.99 5. ADMINISTRATIVE FEE: ITEM 2 TOTAL - CITY SANITARY SEWER SDC = $7,125.72 1 $82835 II O 1070 774.00 II 1091 = 1 $2,351.72 11 1092 3. TRANSPORTATION A. REIMBURSEMENT COST: ADT TRIP RATE x NUMBER OF UNITS x COST PER TRIP x NEW TRIP FACTOR 9.57 1 19.86 1.00 = $190.06 1093 B. IMPROVEMENT COST: ADT TRIP RATE x NUMBER OF UNITS x COST PER TRIP x NEW TRIP FACTOR 9.57 1 $377.40 1.00 = $3,611.72 1094 ITEM 3 TOTAL - TRANSPORTATION SDC = $3,801.78 4. SANITARY SEWER - MWMC A. REIMBURSEMENT COST: NUMBER OF FEU s x COST PER FEU 1 $135.93 = $135.93 105 B. IMPROVEMENT COST: NUMBER OF FEUs x COST PER FEU 1 $1,620.85 = $1,620.85 105`. C. COMPLIANCE COST: NUMBER OF FEU's x COST PER FEU 1 1$22.82 = $22.82 MWMC CREDIT IF APPLICABLE (SEE REVERSE) _ (x3836) 1052 MWMC ADMINISTRATIVE FEE = 510.00 1056 ITEM 4 TOTAL - MWMC SANITARY SEWER SDC = $1,751.24 SUBTOTAL (ADD ITEMS 1, 2, 3, & 4) _ $14,709.70 5. ADMINISTRATIVE FEE: SUBTOTAL x I ADM. FEE RATE = CHARGE $14,709.7 5% $735.49 TOTAL STORM ADMINISTRATION FEE $101.55 TOTAL SEWER ADMINISTRATION FEE: 356.29 1079 TOTAL TRANSPORTATION ADMINISTRATION FEE: $190.09 1077 TOTAL MWMC ADMINISTRATION FEE - LOCAL $87.56 1078 TOTAL SDC CHARGES = $15,445.19 PREPARED BY Steven Petersen DATE 10/31/2019 DRAINAGE FIXTURE UNIT (DFU) CALCULATION TABLE NUMBER OF NEW FIXTURES x UNIT EQUIVALENT = DRAINAGE FIXTURE UNITS (NOTE: FOR REMODELS. CALCULATE ONLY THE NET ADDITIONAL FIXTURES) FIXTURE TYPE NO. OF FIXTURES UNIT NEW OLD EQUIVALENT DRAINAGE FIXTURE UNITS BATHTUB 1 0 3 = 3 DRINKING FOUNTAIN 0 0 1 = 0 FLOOR DRAIN 0 0 3 = 0 INTERCEPTORS FOR GREASE / OIL / SOLIDS / ETC. 0 0 3 = 0 INTERCEPTORS FOR SAND / AUTO WASH / ETC. 0 0 6 = 0 LAUNDRY TUB 1 0 2 = 2 CLOTHESWASHER/MOP SINK 1 0 3 = 3 CLOTHESWASHER - 3 OR MORE ( EA1 0 0 6 = 0 MOBILE HOME PARK TRAP 1 PER TRAILER) 0 0 12 = 0 RECEPTOR FOR REFRIG / WATER STATION / ETC. 0 0 1 = 0 RECEPTOR FOR COM. SINK / DISHWASHER / ETC. 1 0 1 3 = 3 SHOWER,SINGLE STALL 1 0 2 = 2 SHOWER, GANG BER OF HEADS) 0 0 2 = 0 SINK: COMMERCIAL/RESIDENTIAL KITCHEN 1 0 3 = 3 SINK: COMMERCIAL BAR 0 0 2 = 0 SINK: WASH BASIN/DOUBLE LAVATORY 0 0 2 = 0 SINK: SINGLE LAVATORY/RESIDENTIAL BAR 3 0 1 = 3 URINAL STALL / WALL 0 0 5 = 0 TO] LET, PUBLIC INSTALLATION 0 0 6 = 0 TOILET, PRIVATE INSTALLATION 3 0 3 = 9 MISCELLANEOUS DFU TYPE NUMBER OF EDUS 20 = TOTAL DRAINAGE FIXTURE UNITS *EDU(Equivalent Dwelling Unit) is a discharge equivalent to a single family dwelling unit (20 DFUs) set at 167 gallons per da 0 28 MWMC CREDIT CALCULATION TABLE: BASED ON COUNTY ASSESSED VALUE YEAR ANNEXED CREDIT RATE/$1,000 ASSESSED VALUE $5.29 $5.29 $5.19 $5.12 $4.98 $4.80 $4.63 $4.40 $4.07 $3.67 $3.22 $2.73 $2.25 $1.80 $1.59 $1.45 $1.25 $1.09 $0.92 $0.72 $0.48 $0.28 $0.09 $0.05 IS LAND ELGIBLE FOR ANNEXATION CREDIT? 1 (Enter I for Yes, 2 for No) IS IMPROVEMENT ELGIBLE FOR ANNEX. CREDIT? 1 (Enter 1 for Yes, 2 for No) BASE YEAR 1998 CREDIT FOR LAND ff APPLICABLE) VALUE / 1000 CREDIT RATE $79.91 x $0.48 = $38.36 CREDIT FOR IMPROVEMENT (IF AFTER ANNEXATION) VALUE / 1000 CREDIT RATE $0.00 x $0.48 = 0 TOTAL MWMC CREDIT = $38.36 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 CD (D n n m Q 3 O -0 O m 3 m Q 0 m 0 v N m w � (D � v N 3 O' CL o o N v+ O N m h -`" O 0 O=F 3 S N C IA O m 0 Q N O E O 7 m O 3 rF O O � ((D sz Q. 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Vf fD 0 O Q 3 ,, O — (D n O �, O d OQ O rD n Do pu ;:wr+ O O N _0 rr+ N• _! �� O (D fD n CL A rD m rD (D 0 h it O rD CL 5 G (D R r+ 00 n n N S S _ S n0 r+ osz O N S (D rD (D h < r s s' p rD O O rD (A R; rD � (N U�q `o' a 0- n0 '; a 0) — -0 O lu cl) CL 0) n 4 7 rA� (A0 O Q 0CL ^� 0+ N < O r x- S -0 �, rD rD v 4A O 00 r�r 0 rD o -3 -0 E rD v a g -0 ET sv rD rD r+ Ma A4.florntwj&L_ SN*AjlL-r M tzp.:�LAarr,& ENERGY EFFICIENCY .f TABLE N1101.1(2) ADDITIONAL MEASURES 1 1 High efficiency walls — Exterior walls—U-0.045/R-21 cavity insulation + R-5 continuous Upgraded features 2 Exterior walls—U-0.057/R-23 intermediate or R-21 advanced, Framed floors—U-0.026/R-38, and Windows—U-0.28 (average UA) Upgraded features %G O Exterior walls—U-0.055/R-23 intermediate or R-21 advanced, _ Flat ceiling'—U-0.017/R-60, and 0 Framed floors—U-0.026/R-38 6 Super Insulated Windows and Attic OR Framed Floors ma - c y 4 Windows—U-0.22 (Triple Pane Low -e), and ui Flat ceiling' U -0.017/R-60 or d c. Framed floors—U-0.026/R-38 0 Air sealing home and ducts w5 Mandatory air sealing of all wall coverings at top plate and air sealing checklist', and Mechanical whole -building ventilation system with rates meeting M1503 or ASHRAE 62.2, and All ducts and air handlers contained within building enveloped or All ducts sealed with masticb 6 High efficiency thermal envelope UA9 Proposed UA is 8% lower than the code UA High efficiency HVAC systema Gas-fired furnace or boiler AFUE 94%, or ,r d Air source heat pump HSPF 9.5/15.0 SEER cooling, or g Ground source heat pump COP 3.5 or Energy Star rated N _ T Ducted HVAC systems within conditioned space c o B All ducts and air handlers contained within building envelope 0.5 be combined with Measure 5 m_ av C Ductless heat pump c Ductless heat pump HSPF 10.0 in primary zone of dwelling v High efficiency water heater° D Natural gas/propane water heater with UEF 0.85 OR Electric heat pump water heater Tier 1 Northern Climate Specification Product For SI: 1 square foot = 0.093 m2, 1 watt per square foot = 10.8 W/O. 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.l(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 October 7, 2019 Mr. John Thompson Breeden Homes, Inc. Via email: john@breedenhomes.com RE: CUT SLOPE STABILITY ASSESSMENT, LOT 9, RIVER HEIGHTS Dear Mr. Thompson: I am writing this letter to report the findings of our assessment of the expected stability of the River Heights Drive embankment when the foundation excavation is performed for the proposed single- family residence at Lot 9 of the River Heights subdivision. The lot is located within Design Area 3 as designated in GeoScience's Geotechnical Assessment Report for the Subdivision. Per that report the following grading recommendations apply to Design Area 3: Excavation and Grading, Excavations in SU -B and the CDS/PDS portion of RU -402 are expected to be possible using conventional equipment. Deeper excavations (e.g. for daylight basements) in STSportions ofRU- 402 may require use of a small toothed bucket on a large excavator or a hydraulic hammer. Cut banks in SU -B and CDSportions ofRU-402 should be sloped no steeper than 214:1 V. Cut slopes in PDS/STS RU -402 can be sloped at 1.25H.• IV. Structural fill should only be placed on R U-402 after removal of SU -B. If the larger road embankment required in this area is not constructed on STS RU -402, it is recommended to install a drainage blanket consisting of a 6 -inch layer of open crushed rock between two layers of non -woven (felt -type) geotextile (e.g. Amoco 4551). Other fill slopes placed on CDS/PDS R U-402 should not exceed 2H. -]V. Rock fills placed on STS RU -402 can be sloped at 1.25H: I V. The above recommendations apply to slopes which will not be retained within a short period of time. The plans for the subdivision indicate that a 27 -ft. slope easement was established adjacent to the north side of River Heights Drive over the eastern portion of the lot. Field Observations The site was visited on January 24, and September 12, 2019. A test pit was excavated at the toe of the road embankment at the time of the first site visit at the approximate location shown on Figure 2. Soil encountered in the test pit was classified according to the USCS using ASTM Method D- 2488 (Visual -Manual Procedure). Mr. John Thompson October 7, 2019 Page 2 As expected from the test pit information developed during the preliminary geotechnical assessment for the subdivision, the test pit exposed 3' of SU -B, a dark brown sandy clay with organic matter over in-place completely decomposed state (CDS) sedimentary rock (RiJ-400, see also site photos, attached). The CDS rock remolds to more than 50% with finger pressure to a sandy lean clay, which was moist and above the plastic limit at the time of the site visit in January. At a depth of approximately 4' the rock unit is in partly decomposed state (PDS), with less than 50% of the mass easily remoldable with pressure. The resulting material has slow dilatancy, low toughness, and medium dry strength. As a result, the PDS rock consists (after remolding) of a silty Sand. No groundwater was encountered in the test pit. A topographic section was measured across the lot from the northern property line to the S side of River Heights Drive. The location of the section is shown on Figure 2. The resulting field - developed geologic cross section is shown on Figure 3. Most of the lot and footprint of the house are located on native ground. Only near River Heights Drive has fill been placed on the lot. The depth of the street light pole base could not be ascertained in the field or from the plans for the subdivision, but is likely in the 5 to 8 -foot range. The site is proposed to be developed with a two-story residence with a "daylight basement" in the northern (down-slope) half of the structure. The southern (street -side) foundation will be constructed at the N edge of the 27 -ft. slope easement shown on the plans for the subdivision. The stepped foundation for the garage will extend into the slope easement by approximately 6 feet, requiring excavation to adequate bearing material (PDS RU -400), which is expected to be located approximately. Once the garage stem walls have been constructed, the resulting enclosed space will be filled with open -graded fill and capped with the garage slab. Rather than constructing the side stem walls of the garage as retaining walls with a toe or heel, it is recommended to tie these walls together at the base using E -W strip footings with sufficient steel to prevent sliding of the walls, and similarly tie the tops of the walls with steel through the garage slab to prevent overturning. The retaining walls forming the upslope (S) wall of the daylight basement will effectively improve the stability of the upper part of the slope given that the backfill will buttress the area between the residence and the street. Therefore, the only reason to conduct the current assessment was to determine the potential risk of slope failure affecting the roadway during construction. At this lot, the risk is perceived to be the result of the excavation required for installing the garage footings and stem walls bearing on non -expansive PDS RU -400 located at depths of 4' from original ground surface. The cut depth expected for the construction based on the findings in the test pit and the finished floor grades for the house ranges from about 4.5 to 6 feet (Figure 3). As shown on the accompanying figures, it is assumed that the cut will be installed at an overall angle of approximately 1/2H : 1 V. The resulting effective slope angle from the base of the cut on the south side to the curb will be around 2H :1V. As a result, the risk to the street is judged to be small. Based on the experience in the subdivision, the most likely failure mode (if any) is failure along very steeply inclined surfaces within SU -B in the immediate vicinity of the cut ("sloughing"). This will not affect the roadway/sidewalk area. Due to the presence of much more competent in-place PDS rock at approximately 4' below original ground, failure through this material is judged to be very unlikely. Mr. John Thompson October 7, 2019. Page 3 Computer slope stability modeling, conducted for the adjoining Lot 8 (included in 2/22/19 report for that lot ) indicated that the steeper and deeper cut on that lot had factors of safety (FOS) on the order of 1.2 to 1.3 prior to backfilling. Given the identical stratigraphy on Lot 9, the FOS for the excavation on Lot 9 is likely to have similar or even larger FOS than Lot 8. The house on Lot 8 is now nearing substantial completion and the slope above the excavation showed no signs of failure during the time the excavation was open. Therefore, the risk at Lot 9 is judged to be small. Conclusions and Recommendations It is apparent that the risk of significant cut bank failures, which might affect River Heights Drive, is low during excavation for the residence on Lot 9 of the River Heights Subdivision. Once the residence has been constructed, the retaining walls and backfill will further .increase the factor of safety of the area downslope from the road. Therefore, it is recommended to permit the requested encroachment of the structure on the slope easement present along the southern border of the lot. If you have any questions regarding this assessment, please do not hesitate to contact me at (541) _ 607-5702. Respectfully submitted., GeoScience, Inc. Gunnar Schlieder, Ph.D., CEG Att: Location .Map, Test Pit and Section Location, LiDAR Hillshade Map, Site Photos Expires 12%31/201.9 p. 5AV ai a 1 � 11 a. [X. 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V !;f31jl� • i 1'1'3'1" O Ya 1 j:11i3aj� r1'rr'4 F'f 'F;,f o 8 O x c ('11) uo!41ana13+M1!QJV 4 . -- • L g If c• i .ter , w. aY � ����'� •,. I reeden Homes Inc., River Heights Lot 9, Excavation Test Pit 1. View SW. Road Embankment for River f GeoScience Site Photo 1.-24-2019 ty Assessmen Drive Above _......._..-......._..._........_.....................•---...... . ....._.................... ........__.....,........_...._-_....... ........................ .............. ,. A (MAX) B C D E F G H 10'-D" D 9' - 0" .-#6 DOWEL 8" o.c. 48" . #4 HORIZ. 12 OC #4 VE ......... IZ. - -•-" ..... ' " '• � � RT. � 6" OC 18" #4 HORIZ. @ 12" OC NOTES: 1. CONCRETE STRENGTH: fc = 3000 psi @ 28 DAYS NO SPECIAL INSPECTION REQ'D 2. GRADE 60 REBAR 3. CONCRETE TO CURE 28 DAYS BEFORE BACKFILLING 4. BACKFILL WALL BEFORE FRAMING IS ATTACHED S. DO NOT OPERATE HEAVY MACHINERY WITHIN A DISTANCE EQUAL TO THE HEIGHT OF THE WALL 8" z an SLAB.....- a Q n_ A --ANGULAR CLEAN - BACKFILL (NO EXPANSIVE SOIL) ,l 3" (TYP) 3" DIA PERFORATED DRAINLINE IN CLEAN ROUND ROCK 1% SLOPE ^aA TO RELIABLE OUTLET ENGINEERED FILL OR UNDISTURBED NATIVE _____..................... ,..... ...... . SOIL Q•.a ...rci. � a 16" 5 112' 0- ❑G U p c _ � p{ r f� #5 @ 12" OC CONT PBI - - Breeden Homes PIONEER ENGINEERING LLC1. Lot 9 3520 River Heights Dr. 1717 Centennial Blvd, Ste. 9 541-745-5841 Springfield OR, 97477 pioneerengr.com Springfield, OR 97477 0 Cl' NOTE: DETAIL N.T.S. 10' Retaining Wall (Top Slab) Project Num. ............... .............. ................... 19-370 , .......__.._..�...._.__._._.. - Date 08/14/19 %%�� �'T Drawn by CDB Checked by GTK 10/14/2019 4:08:00 PM A (MAX) ..........�.......... C _.................. D ......_.. ...._........................... ......._... ..........._..........................-_..............._........._. E F G __... H ............ 4'- 0" 4'- 0" #4 DOWEL @ 12"o.c. 48" ............... .................... ............ #4 HORIZ. @ 12" OC 44 VERT. @ 12" OC: - . .., 1'4" #4 HORIZ. @ 12" OC 6' -0. i 51- 6" #4 DOWEL @ 12"o.c. 48" #4 HORIZ. @ 12"o.c. #4 VERT. @ 12" OC 1'-4" #4 HORIZ. @ 12" OC NOTES: 1. CONCRETE STRENGTH: fc = 3000 psi @ 28 DAYS NO SPECIAL INSPECTION REQ'D 2. GRADE 60 REBAR 3. CONCRETE TO CURE 28 DAYS BEFORE BACKFILLING 4. BACKFILL WALL BEFORE FRAMING IS ATTACHED 5. DO NOT OPERATE HEAVY MACHINERY WITHIN A DISTANCE EQUAL TO THE HEIGHT OF THE WALL 6. RETAINING WALL IS SITE SPECIFIC GRADE t t� 1v - ANGULAR CLEAN BACKFILL (NO EXPANSIVE SOIL) 1L Ci of 3" (TYP) 3" DIA PERFORATED y _. DRAINLINE IN CLEAN ..•c' = ROUND ROCK 1% SLOPE:.., 'r q - TO RELIABLE OUTLET ENGINEERED FILL OR FB ` UNDISTURBED NATIVE _--.-...-.-. SOIL _ Breeden Homes z PIONEER ENGINEERING LLC Lot 9 1717 Centennial Blvd. Ste. 9 541-746-5841 352QRiver Heights Dr. Springfield OR, 97477 pioneerengr.com Springfield, OR 97477 11-31 ,ON.r,. , rLJI NOTE: DETAIL N.T.S. 6' Retaining Wall (Top Slab) A Project Num. ..... ..... ..----------- I .............................. Date Drawn by .. ............................ --................... Checked by 19-370 10/14/1'3 CDB --..........-- - -.. _GTK 10/14/2019 4:10:13 PM CITY OF OREGONSPRINGFIELD 225 FIFTH STREET SPRINGFIELD, OR 97477 PH: (541)726-3753 FAX: (541) 726-3689 Public Works and Develo meat Supplemental Submittal Form Date :� ` To Staff Member: From: Contact Phone Number: Permit Number/Journal Number. Project Address: Description of Submittal Material: Instructions for City Staff: Accepted By: SMITH Thayne From: SMITH Thayne Sent: Wednesday, October 02, 2019 9:27 AM To: john@breedenhomes.com' Subject: 3520 River Heights Drive The initial structural review has been completed for the new single family dwelling at 3520 River Heights Drive. I need the following items in order to approve the plans for permit. • Need a Geo -Tech report • The engineering for the retaining wall does not appear to match the condition represented on the plans. The engineering shows that the void behind the wall and under the slab will be filled with angular clean backfill. The plans represent a crawl space on under the garage and behind the wall. Please provide revised engineering or plans reflecting the same conditions. • Need to know which appliances in the home will be gas Thank you, 1 Ith m a yn e) S�r� fah J JJ �J JJ J JJJJ JJJ CITY OF SPRINGFIELD 225, 5TH STREET SPRINGFIELD, OR 97477 TSMITH@SPRINGFIELD-OR.GOV P — 541-726-3783 F — 541-726-3689 I CITY OF SPRINGFIELD, OREGON 225 FIFTH STREET SPRINGFIELD, OR 97477 PH: (541)726-3753 FAX: (541) 726-3689 - ORF-GON Public Works and Develo-oment Supplemental Submittal Form Date: To Staff Member.- From ember:From Contact Phone Number: Permit (Number/Journal Number: Project Address: � Description of Submittal Material: IG-nnl q SS -p01- �ltias� - S�U�, ark' oN Toys ��' T►�zs v3 �t� Instructions for City Th — V" 1e�a jVt Accepted By: 42'-D" 13'-0" N OT E S: VENTED FOUNDATION F-2.0 F-2.0 r-� Q I I Q I O FOUNDATION VENTILATION: AREA DIVIDED BY ISO: L J 26' 0" L J :, 1052= 7.01 SQ. FT. OF VENT REQUIRED. 150 .2'-0" PROVIDE 11 GALV. SCREENED SHT. 14'-0" \ _ NTL VENTS OF 18"x 6" O .70 SQ. FT. --------------- -J_ EACH = 7.70 S0, FT. OF VENigILATION r- - - - - - - - - - 1 \ Oi POSITIVE CRAWL SPACE DRAINAGE - ^ IT 0 1 o i I 3" P.V.C. DRAIN TO STREET GUTTER / " 5._9.. I I a" __ __ + I I I I I I I I I I I~ OR APPROVED LOCATION. DO NOT TIE Z ---f 1--- ------ - - - - - - - -� I I I ro TO D.S. LINE. J I I I I I I I O BEAM POCKETS: PLASTIC INSERTS FOR I � 11-7/8" 210 I -JOISTS. 8" MIN. I STEM WALL WHERE POCKETS OCCUR. fl: 'F 2.5' - P-2-5 - -- --i L I I I I I I I O 7/8" THICK 2-4-1 T&G DECKING 1 I I GLUED & NAILED OVER 11-7/8" TA 210 I I FLOOR JOISTS O 24" O.C. 2 I I I I I I I I D I I I I I I I 6x12=[T 21X6!PONY VALL �0"I j \ R-30 F.G INS, BETWEEN JOISTS. I I i 6 NIL BLACK VISOUEEN VAPOR BARRIER x12" STRIP OOTI W r I N I 2X61FPONYWALL GARAGE SLAB 4" OP.S.T.F. CONC. ON 4" GRANULAR FILL W/ 10 GA. 6x6 W.W.M. zI SLOPE TOWARDS DOOR O 1/4" PER FT. I L r _ _ - -- _ _ _ _ _ _ —r-7-7-77 _ I I O OPT. 3'-6" SO. x 4" DP. CONC. PAD FOR OPT. HEAT PUMP W/ 3" SLEEVE l I I I I I I I I I I i I THROUGH FOUNDATION O TOP OF STEM ur WALL TO CRAWL SPACE --PAD NOT TO 0 BE CLOSER THAN 5' OF F I_ I rj 1 I I I I I I I I I I I I DO NOT TIE TO FOUNDATION.PERTY LINE I _ I O AT ALL SLABS: "3 REBAR DOWELS 30" LONG - 18INTO SLAB AND 1 2"P1 ' INTO FOUNDATION WALL, BEND DOWELS II I I 1 b TO CENTER OF SLAB. e J I 1 .21 I Y7.0 7• O GAS METER LOCATION. MUST BE 3'-0" I 1 It 4�_2 ' /4';I 1 3" LINE SET MIN. FROM ELECTRIC METER. I CONDUIT 1 O ELECTRIC uETER LOCATION. MUST BE L - - - - _ - _ - _ _ _ _ _ 2X PT FURRING 3'-0" MIN. FROM GAS METER. _ _ 2" ELECTRICAL R_ZIOING NAILING ---` -- _-"" -'--- -"n'�a'"„-"'.'"`.+• QNQUIT O 1/2"x10" ANCHOR BOLTS O 4'-0" O.C. r r 1 r- -- -- r ----- n I RETAINING WAEL i I I I SEE DETAIL A & WITHIN 1'-O" OF CORNERS & END I I I I "D4" IN CALCS I �� i -I OF SILL PLATES UNLESS OTHERWISE NOTED. f I I I I i__--J..O 6" WIDE CONC. STEM WALL ON 12" I I I L _ _ 1. �'-"'""' I WIDE x 6" DP. CONC. FOOTING 12" I _-__------___-_ I 21 I I 1 BELOW FIN. GRADE W/ SINGLE STORY. n I I I I I I 6'-0" I O 8" WIDE CONC. STEM WALL ON 15" I I I I I WIDE x 8" OP. CONC. FOOTING 12" BELOW FIN, GRADE W/ 2 STORY. PORCH: 4" CONC. SLAB ON 4" NIH. =1 GRANULAR FILL. N I I I I I 1 I--- _ J L _ _ _ J L _ _ _ _ _ STRIP FOOTING AS._ DETAILED BY GEOLOGIST - - - J I 12 �e WALK: 4" CONC. SLAB ON 4" MIN r N GRANULAR FILL. CONT. - 2-114 RE- " I \ �j 1Y 1" WATER LINE TO HOUSE W/ TEE -_ I__I __I-_'-_' r___-__-- -_- 1-�. CONDUITS a AND VALVE. 21 HTT4 HOUDOWN W/ SSTS16 ANCHOR BOLT CONC. PORCH o I I I !• w e AND (2) 1/2" ANCHOR BOLTS AT EACH END. I I I 01 tF-2.02'-10 F-2.02'-0" X 2'-0" BY 8" THICK (MIN.) W/ #4 AT 8" 21 I ^ O.C. EAH WAY. 3" CUR FROM BOTTOM NT. FTO. W/ 2-f4 REBAR F-2.020'-0" - - - - - - -- - - - - - S F-2.5 2'-6" X 2'-6" BY 8" THICK (MIN.) W/ g4 AT 8" _______ OC. EAH WAY. 3" CLR FROM BOTTOM ji- IF-2.0 /2" 2'-10 1/2"POST SCHEDULE (2) 2X TRIMMERS 22'-6" 17'-0" WIDE P1 4X4 HF #2 P.T. CONCRETE DRIVEWAY PVC SLEEVE _ -1 FROM FRONT F GARAGE 8" BELOW SLAB 8-21-19 cCB z7 erallelleal Mod•1 ShNI Om Job }16-9 DW as-" Sheet Breeden Homes PropertyInCopyetDrtght GREENBRIER 14 FOUNDATION PLAN `-"-' 2 Bu6ene. ORB. 888-•a91 INDEPENDENT BOMB C Fed2009 B.B. Ine. "OUR REPUTATION IS BUILDING" BUYERS WARRANTY C) /(" = I' -o" RIGHT •••••• ••••• • • •••••• •••••• • • •••••• •••••• •••• •• •• •••••• �5 12 1/300th OF ATTIC AREA PROVIDED IN SCREENED VENTS 5OX IN GABLE OR ROOF VENTS 5OX IN EAVE VENTS W/ BAFFLES R-49 INSUL �IIIIIII 4X10 MUD SILL—\ SHEATHING TRUSSES 1 BLOWN INSI EXT. SIDING 1.6 STUDS O 24" G.C. R-25 BATT. INS. VAPOR BARRIER SHEET ROCK CCBM27 Federal Intellectual Yodel Sh"I Dee Job #16-9 D-- Oram Sheet Breeden Homes Property Copyright GREENBRIER 14 SECTIONS `-"-' "" 5A BuQena, ORE. 686-9471 INDEPENDENT ROMB C 2009 B B. Inc. 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EACH WAY, 3" CLR FROM BOTTOM F-2.5 2'-6"x2'-6" SQUARE BY 8" THICK (MIN) w/ #4 AT 8" O.C. EACH WAY, _ 3" CLR FROM BOTTOM F-3.0 3'-O"x3'-O" SQUARE BY 8" THICK (MIN) w/ #4 AT 8" O.C. EACH WAY, 3" CLR FROM BOTTOM F-3.5 31-6"x3'-6" SQUARE BY 12" THICK w/ #4 AT 8" Q.C. EACH WAY, 3" CLR FROM BOTTOM F-4.0 4'-0"x4'-0" 5QUARE BY 15" THICK w/ #4 AT 8" O.C. EACH WAY TOP AND BOTTOM, 3- CLR FROM BOTTOM AND 2" CLR FROM TOP F-5.0 5 -O„x55.0” SQUARE BY 18" THICK w/ #4 AT 8" O.C. EACH WAY TOP __ AND BOTTOM, 3 CLR FROM BOTTOM AND 2 CLR FROM TOP NOTES: 1) EXCEPT WHERE OTHERWISE PROTECTED FROM FROST, - FOUNDATIONS SHALL BE EXTENDED BELOW THE FROST LINE OF THE LOCALITY, BUT NO LESS THAN 12" BELOW FINISH GRADE 2) NOT ALL FOOTINGS IN SCHEDULE MAY APPLY TO THIS PROJECT 4 LATERAL NAILING SCHEDULE NOTE NAILING WALL SHEATHING NAILS EDGE FIELD 0 j 6"o.c. 1/2" PLYWOOD 6"o.c. OR 4"o.c. 7/16" OSB 3"o.c. 8d 2"o.c. STAGGERED 1/2" PLYWOOD 6"o.c. OR 4"o.c. 7/16" OSB 3"o.c. BOTH SIDES OF WALL 2"o.c. STAGGERED 12"0. c. 1 2 3 4 5 6 7 8 SUB NOTES: A. 1/2" ANCHOR BOLTS AT 48" O.0 B. STUDS AT ABUTTING PANEL EDGES EDGE BLOCKING 2x 2x NONE 2x(FLAT) (2)2x 2x (FLAT) (2)2x 2x (FLAT) (2)2x 2x (FLAT) (2)2x 4x 4x 4x 4x 4x 4x 4x SYMBOL GENERAL NOTES: • STUDS @ 16"o.c. (TYP, U.N.O.) NOTE • 8d NAILS: 0.131" x 2 1/2" (ALTERNATIVE: GALVANIZED 0.113" x 2 1/2") # 13/8" (MIN.) PENETRATION • 3" x 3" x.229" WASHERS XX . 1/2" ANCHOR BOLTS W/ 7" MIN. EMBEDMENT, 72"o.c. MIN. (TYP, U.N.O.) SUB NOTE . (2) 2x @ PANEL EDGES NAILED TOGETHER W/ (2) 16d @ 6"o.c. 0 LATERAL NAILING SCHEDULE NOTE NAILING �WALLSHEATHING NAILS EDGE FIELD STUDS AT ABUTTING EDGE PANELEDGES BLOCKING 0 1/2" PLYWOOD OR 7/16" OSB 8d 1/2" PLYWOOD OR 7/16" OSB BOTH SIDES OF WALL 6"o.c. 12"o.c. 2x NONE 1 6"o.c. 2x 2x (FLAT) 2 4"o.c. (2)2x 2x (FLAT) 3 3"o.c. (2)2x 2x (FLAT) 4 2"o.c. STAGGERED (2)2x 2x (FLAT) 5 6"o.c. (2)2x 4x 6 4"o.c. 4x 4x 7 3"o.c. 4x 4x 8 2"o.c. STAGGERED 4x 4x SUB NOTES: A. 1/2" ANCHOR BOLTS AT 48" O.C. B. SYMBOL GENERAL NOTES: • STUDS @ 16"o.c. (TYP, U.N.O.) NOTE • 8d NAILS: 0.131" x 2 1/2" (ALTERNATIVE: GALVANIZED 0.113" x 21/2") 13/8" (MIN.) PENETRATION # • 3" x 3" x.229" WASHERS XX . 1/2" ANCHOR BOLTS W/ 7" MIN. EMBEDMENT, 72"o.c. MIN. (TYP, U.N.O.) SUB NOTE . (2) 2x @ PANEL EDGES NAILED TOGETHER W/ (2) 16d @ 6"o.c. It 8/13/2019 U.S. Seismic Design Maps OSHPD 3520 River Heights Drive, Springfield, OR 97477, USA Latitude, Longitude: 44.0687602, -122.97577409999997 t 3fCa3tl St or �P� Ambleside l)t \,' 32nd �, w 3`;�1� , V S# 4 %'t21r�%r#S DY9Ve �,�y�Y Willarnalane Preservation Park Vilus LVP Go gle Map data OC2019 Date 811312019,3:32:49 PM Design Code Reference Document ASCE7-10 Risk Category II Site Class D - Stiff Soil Type Value Description SS 0,729 MCFR ground motion. (for 0.2 second period) SI 0.383 MCFR ground motion. (for 1.0s period) S" 0.887 Site -modified spectral acceleration value Stdl 0.626 Site -modified spectral acceleration value SDS 0.592 Numeric seismic design value at 0.2 second SA SDI 0.417 Numeric seismic design value at 1,0 second SA Type Value Description SDC D Seismic design category Fs 1.216 Site amplification factor at 0.2 second Fv 1.633 Site amplification factor at 1.0 second PGA 0.348 MCEG peak ground acceleration FPGA 1.152 Site amplification factor at PGA PGA, 0,401 Site modified peak ground acceleration Tt 16 Long -period transition period In seconds SsRT 0.729 Probabilistic risk -targeted ground motion_ (0.2 second) SsUH 0.856 Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration SsD 1.5 Factored deterministic acceleration value. (0.2 second) Si RT 0.383 Probabilistic risk -targeted ground motion. (1.0 second) S1 UH 0.46 Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration. SID 0.6 Factored deterministic acceleration value, (1.0 second) PGAd 0.5 Factored deterministic acceleration value. (Peak Ground Acceleration) CRS 0.852 Mapped value of the risk coefficient at short periods CRI 0.832 Mapped value of the risk coefficient at a period of 1 s https:/Iseismicmaps.org 1/2 I` U K t t MEMBER REPORT PASSED Level, Floor: Joist 1 pieWs) 117/8" 73I@ 210 @ 16" OC / � t'�> '4-0 Overall Length. 15' 15' All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Remits ACtual0 Loca#terr Allowed Result LDP toad: Combination (PatErm) Member Reaction (lbs) 485 0 14' 9" 005(l.75') Passed (48%) ' 1.00 1.0 D + 1.0 L (All Spans) Shear (lbs) 485 @ 14' 9" 1655 Passed (29%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft -lbs) 1762 @ 7'S 3/4" 3795 Passed (46%) 1.00 1.0 D + 1.0 L NJ Spans) Live Load Defl, (in) 0.159 @ T 5 3/4" 0.364 Passed (L/999+) — 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.198_ @ 7..51/4" 0.727 Passed (1.1880) — Passed — 1,0 D + 1.0 L (All Spans) l 13 -Pro" Rating 52 50 • Deflection criteria: LL (1.1480) and TL (L/240), • Top Edge Bracing (Lu): Top compression edge must be braced at 571 o1c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 14'8" o/c unless detailed otherwise. • A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 7/8" Weyerhaeuser Edge Gold'" Panel (32" Span Rating) that is glued and nailed down. • Additional considerations for the TJ-Prd- Rating include: None. • Rim Board is assumed to carry all bads applied directly above it, bypassing the member being designed. • 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 Connector: Simpson Strong hie Support f modem Seat Length 2 -Face Mount Hanger T Connector not found N/A Dead Vertical Load Location (Side) Spacing (0.90) 1- Uniform (PSF) 0 to 15' 16" 10.0 Weyerhaeuser Notes System : Floor Member Type: Joist Bulding Use : Residential Building Code : IBC 2015 Design Methodology : ASD Fastarers Fax Fasteners Me rnber Fasteners Accessories NIA N/A ! NIA I R. uVe (1.00) ICommewo 40.0 DefauR Load Weyerhaeuser warrants that the swing of its products will be in accordance with Weyerhaeuser product design crilteria and published design values. Weyerhaeuser expressly disclaims any other warranties i 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 ls responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Btodcs) are not designed by this software. Products manufactured at t Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC -t3 under evaluation reports FSR -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/woodproducWdocumer4-Ebrary. [The product application, input design loads, dimensions and support information have been provided by ForteWEB Software operator Weyerhaeuser 0 SUST)VNABLE FORESTRY INITIATIVE FortewE8Software operator Job notes _ - � 8/13/2019 9:09;22 PM UTC George 1'. Kehler Pioneer Engineering LLC ForteWEB v2.1, Engine: V7.3,2.309, Data: V7.2.0.2 (541) 782-7023 george@pionea,engrcom File Name: 19-370 Desna 1 1 Y Bearlag Length Loads to Supports (Ibs) Supports Total AtraH.W. Required � Dead Floor LW* Total 'Acaexseries i 1- Skid wall - DF 3.50" 2.25" L75" 100 399 499 1114" Rim Board 12 - Hanger on 11718' LSL beam 3.00" Hanger' 1.75" 1- x 100 401 501 See note i • Rim Board is assumed to carry all bads applied directly above it, bypassing the member being designed. • 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 Connector: Simpson Strong hie Support f modem Seat Length 2 -Face Mount Hanger T Connector not found N/A Dead Vertical Load Location (Side) Spacing (0.90) 1- Uniform (PSF) 0 to 15' 16" 10.0 Weyerhaeuser Notes System : Floor Member Type: Joist Bulding Use : Residential Building Code : IBC 2015 Design Methodology : ASD Fastarers Fax Fasteners Me rnber Fasteners Accessories NIA N/A ! NIA I R. uVe (1.00) ICommewo 40.0 DefauR Load Weyerhaeuser warrants that the swing of its products will be in accordance with Weyerhaeuser product design crilteria and published design values. Weyerhaeuser expressly disclaims any other warranties i 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 ls responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Btodcs) are not designed by this software. Products manufactured at t Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC -t3 under evaluation reports FSR -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/woodproducWdocumer4-Ebrary. [The product application, input design loads, dimensions and support information have been provided by ForteWEB Software operator Weyerhaeuser 0 SUST)VNABLE FORESTRY INITIATIVE FortewE8Software operator Job notes _ - � 8/13/2019 9:09;22 PM UTC George 1'. Kehler Pioneer Engineering LLC ForteWEB v2.1, Engine: V7.3,2.309, Data: V7.2.0.2 (541) 782-7023 george@pionea,engrcom File Name: 19-370 Desna 1 1 Y On C, o f p 16( -3 -q -o y p I r PS Px 4 AT 4JrAT�r->. L;,JAI4 r NJ 3 +N� (_ T ,TT 7-1 C ; I t0 "' d • + i .Ik� ;rvri7�I��r+`�ir�.�.� �9 �.'� x=G•c9 }ys•tli. � A -D IV''QFLei.sy I 147-3 vI- 14q - 3 3-0 aP,-1&D7v f �• 17- i!Vr -Y 131 1 2.k..�►� �_= �Z.S P5 Pit 3Z.s•/z • �. 2 � 1C �- � k' �;'' ���G lid FC: � 7��•►�t r I.+�� ? g lS S A T �'� G.r • �. moi{ w1''{� 3 �fif7� Cs 4-0 rax F"u -rrpj 1-13 fir} = 2--SJ'L;-1Q� S = �Z.S P5 Pit 3Z.s•/z tFsq n►_F -�, Ij ir�� H 6.MLS A -r $`' qty I+ i• = to Lo ! L S- PT �L = 2 S Zx/o D -p tZq yi Desion of Concrete Cantilever Retaining Wall Seismic SDS 0.592 Rebar Effective Depth (d) 5,5 Inches Fy 60 ksi te 2.5 ksi Height of Stem Wall 9 Feet Height of Backfill Above Top of Ftg. 8.5 Feet Thickness of Stem Wall 8 Inches Length of Toe 16 Inches Length of Heel 72 Inches Thickness of Footing 12 Inches Friction Coefficient 0.35 Angle of Friction .31 Degrees Unit Wt. of Soil 110 pd. Unit Wt of Concrete 150 pd. Dead Load 0 IbJft. Live Load 0 IbJft. Auxillary Dead Load (Slab @ Toe) 0 lb./ft. Approaching Slope 0.00 Degrees Vertical Surcharge 100 psf. Active Soil Coefficient 0.32 Lateral Soil Pressure 35 psf. Allowable Soil Pressure at Footing 1500 psf. Middle Third? Yes H F.S. = 1,5 Overturning Safety Factor 5.02 Okay Sliding Safety Factor 1.54 Okay Maximum Soil Pressure at Footing 1351 psf, Reactions at Base of Stem Mu 10,019 ;rFT Vu 3,005 # ,Reactions at 2' from Base of Stern Mu 5,113 ;rFT. VU 1,938 # Reactions For Footing Heel d= bar -- Mu (Heel) 8,171 #-FT. Mu (Toe) 1,848 #*FT. H+E' F.S. = 1.1 4.09 Okay 1,28 Okay 13,310 #-FT 4,950 # (PM" = 8,2106 #*FT - Tv. = 4,950 # 9.5 in 0.2 InA 2/ft #4 Bars @ 12" O.C. Top Transverse Bars �9� rs I q>M" = 8,550 #*FT. Required Steel Area in A 2/Ft. Bar Size Spacing (inches) Minimum Calculated Reqd Maximum Spacing DowelF-#5 7- O.C. 6 o.c. 0.08 0-45 0A5 8.3 Vertical #4 6 o.c. 0.08 022 0.22 11.1 O.C. Horizontal #4 12 o.c. 0.20 0.20 12.0 O.C. pill w I "�> z (-t), �. �-��-�.�,� = 1f � ear � �►'�-�� � � �� L, � r.A.P1294. c, /11% D&Sr&A-1 FL I � IST {v O-�• ��C.�� � lL� C.a:�. ��L] r o� _ _ ' A ��f Lc ry F � h+.^-•� �� � 4F�� � � tiJ� f3�c �, f� .; :,?9 �u-"' ,� o .r r LA—, ca :�_t, EAS 1�� t'•r. C�.�. M 2_ Qi 1 b oY` a,ti+ bt t 4 ►� Air' j-� r� .' . S 7A 1 Z S 7fz AF' af,flx�, -n 'D Z3 L Yui aL Iqi-3-To Deslfin of Shearwalls sw: 1415 Fw_I !?k'4-: F 672 LBMax. Adjusted Shear: 927 LB1FT shean,M' 7ntr a5B + HL g FT Max. Height:WIdth Ratio 1.3 Hca1g: Bid $"o.c. Edges, Unblocked 156 LBIFT ~� + Wd Letagtt9 L -"h Open Ht 0.ad Load %Fu9 Heyht open R.E. Co 0. rnitg Raaadtg ups". HoWo-n Annlpr t 124.81 7.5 6A� 43.0 SO 94 LIIF7 gt 11.56 0.99 42048LB'FT 52;142LB'FT WORE WASHt321200 LI+ 112"X10"1454 LB + 2 ...._......... .._..._.............._... ..........._ 94 LEXT 90NM 0.06 1.00 LB'Fr LB' T Xcn-fi! NSA ., KA + rd. Lim Le-gfh: 43far, U_ Rh -4r: 1tXe LBfFT irY'ANCNOR Wi7'X'b'X1i4'WRa#ir3tSPACNG: + 72 I4CHE5 OA. Bw: «D7 Fhad: Caen F Mwc. Adjusted .shear 391 MFT 6haa5ti'v 7i1s os6 w WIND: 40%ICREASE- r.PM0"532 LaWT .� Ht, a Fi max. Height.Wldth RaBo 2.9 raA:-"2' .�..._..-... 3333. .. Bid 4"O.C. Edges, Block ad 380 LS/FT + Wa_Lthathe L6 eh Cyon HL C-dLoad %fun -tight tpan Sado to O__."rg Rea's5eg upiYt HaWaren _A ch. t a9 B.a 29 2a0 6.a ?&.LB!F- 56 0.84 9.80 27.051 LB'FT '2sa4LB',T NONE WASHER 1200 LI 1t2"X10' 1450 L6 + 2 s.0 s.a a0 4.9 162 LBF 63 0.50 0334 ZP Ra2{.e Fr 12,442 LETT 867 L6 WASHER 1200 LI • 112"X10" 1450 LB + Fd.. LJ_ Leng4A: 30 Fdn. Line BA-er. M i.B.?'f 172" 1WCH4A W i7'}W'Xif4' W ASH6L SPl4:ING: w J2 PNC,4L5 D.f.. Rio, p Fd., Line L..gth:: 45 F uh. U7 ahaar: 145 LRIFT SaT ANCHtbR W r3'9t3'1CiK' WA439$L 8PAG0NG: T2 LVCHES C. :. sW: 16Ca i �� . �'-""�• F C�.t: WILD: 40'% INCREASE =1A'd60-384 LBNFT F 6,4a7 LB Max. Adjusted Shear: 315 LBtFT ShaaN ng: mf O;I uplift from above = 871 # ewind4 HL e r t Ma;c Height:Width patio 1.8 Nang. _ _ Sd S"c.e. fxige5! 814Gkad 2S0 LB7Fr Wd Lan Bas LenOt: Open Nt Caed Lead %"Ho70ht Open R.Z. Gn OaoNaanang Raatatin0 UpH Sei.-P 16.8 5.0 94L.9irT 83 OA3 0.5? 51,801.3-T 23,308LB'FT 114 L6 �HTT43610LE 5STE18 3610 L8 + z -- g4 LPFf 4cvie! 000 100 L9'rT L3'PT AMIT' t ?#A . VA + Fd. Lt.. La-gth: 28.?b Fdn.Llmshaar. 226 LBifT lir ANW4aRWf3' X791' WASHER SPACING:+r r4_1, Fame: Dom: F 6499 La _ Max. Adjusted Shear: 428 LE1FT Sh-thin2. TWtr CSa + WTHN: 40%WCREASE-1,4-JOD=672Ls'rr Kt. 9 Fr Max. Height:Widdt Ratio 1,1 N."; Bid 4'o.G. Edges, 69ac%ed 380 LPJFi + Bw . We"Langd. Lanett Op. HL Owd Load %Fut Height 0Rdo co 01.1h-tg R--" Upeh H.War-a 1 5a.g 730E _HTT43610LB 215 4.0 04LB1FT 76 6.50 9399 si.VWLa-FT 1427BLO-FT 1.072:6 + SST6183510L8 +° 2 �WA_. 94La0=T vDiv,vi 9100 1.00 LB•FT LB'FT MW9! NA Fdn. Lim Lsnoth: 1 22.5 Fdn, Lim Sheer. 286 LR FT VL' ANCHOR W 77=X14' W ASHEP SPACIN&: _ w t 4p,INGHES AC... L"i 1 '9- C, Qeskin of Sheatwajls O SW: 101 9n x RI—d Fr.,.La Max. Adjusted Shear: 318 LBIFT S!,— t¢ F1r,oss "No; 421'INCREASE=1.4462 366 LBIFT 71le"098 WINe: 40% INCREASE 14-200 i 306 LBIFT HL B F Max. Height:Width Rado 3.3 NAA: 8d 5'o.c. Edges, Blocked 260 LB*7 YJai:LalgNs iatgtll H!. Coad toad %RA Height Op- R.I. C. Owettming R--I%tbN Up'A NOtivnn Aneh01 1 4.8 SS 2.8 2e.0 B.0 30O LWFT 50 0.69 0.55 20,322LB'FT' 80.640LB'FT NONE WA NA � 2 3A br. - - ,. ..... .................._ 8.0 941B/FT 72_ am 38.0 5.0 3COLB7FT 63 0.58 O&V 22,926L8'r 29,040LB'FT NONE WA WA SW: 17- SLW � k 04 LBIFT Surwo, 0.00 1.00 F 3 igB lH 112")(10' 14450 LB Fdn. I.I. L..90: 28 Pd.. Line Shur. 161 LFUFT Ht ap7 � WASHER SPACING: t ggtg10NE5 G.G sW= � F-nNow> j2}'it.ap(;87S#+ 112$ Ay2 - 92207( L..�.J .:[ (2) APA Portal Frames 22-1/2" Wide x 9' tali] sri 1021 ONan: Nt t0 F7 .:[ (2)APA Portal Frames 14-1 iZ wide x 10' tall] SW: O 9n x RI—d F A72 LB Max. Adjusted Shear. 26T, L13IFT sheathing: 71le"098 WINe: 40% INCREASE 14-200 i 306 LBIFT HL 31 FT Max. HeightWidth Ratio 2.3 Nad`Y 8d VoxEdges, Blocked 260 LBIFT Wad Lwgiha LwUh Open HL Lead Load %FaBt ht ppm, Ralb Oo Cw&.mg R41dtN LIpNt Holdayw A-hcr - 1 Ldi T.8J 4.5128,0 - - 8.0 941B/FT 72_ am 0.64 42.MLB•FT 23,718LB`FT 874 LB MSTC403600L F WA 2 � k 04 LBIFT Surwo, 0.00 1.00 LS -FT LB•F- 90Wf0a WASHER 1200 Ll + 112")(10' 14450 LB Fdn. I.I. L..90: 28 Pd.. Line Shur. 161 LFUFT VZ ANCHORW13'XrXilr � WASHER SPACING: t ggtg10NE5 G.G sW= � L..�.J FEE= Max. Adjusted Shear:53 LBIFTHL Max. Helght:Wldth Ratio 1.3 NaBre: 8d $'o.e. Edges, tJnhlocked 156 LBiFT iWC4—g01z Lavey' Cp-iit r—dLn.+_ :3 FiF.'VA cf—g G u1 f-Y'hg Feamh9 L'?38 HNd— Anei:K i 8.0 B.0 0.0 94 LII T 107 D.W. 1.00 4,403 LB'Fi' 1,80o LEFT :32 LB WASHER 1230 L 1M%1 ' 1450 LB 2 54 LS&T =V11- 0.90 1.09 wF- LB'FT vuwhl: MIA Fdn, Lbw L-qd, 8 Fft.L9msh66r: 53 LINFT N2"1WCH0R Wl3`XS"Xitb'WAEHBR 6FRONiG; '+ d qqqq e721NCNES p. L:. 11-3+0 I R, t- 't i, At 1 T Ajj .,i rL,47�j t,s � �c .,i Roo rz Q°`' q-0 o rz.IoLi a tO I IOIL la I J.ox-i D 10) S -LT -t- V I 0<.)\ oo'L z C O'l 0) C 2-0 PSFXl4-L"X-L&' +- 2-b,>c jz-s -) = 2tpoo* of ec, Z 1-4 001 pf r-jo q 1 14 10 "5 PSO 1, SAI 74 s o F 9 PS F)C 2S t> 100 A (MAX)1 8 C: D E 1 F G H . . ........... . ........ . .... ................ ...... . ....... 9'-0. 8'- 0" #5 DOWEL @ 6"o.c. 48" #4 HORIZ. Q 12" OC #4 VERT. @ 6" OC 16' #4 HORIZ. @ 12- OC . ..... . ....... .. . .......... ........... ... .... ... I . .... .. . ............ . . ........ ..... .. . ....... NOTES: 1. CONCRETE STRENGTH: fc = 3000 psi @ 28 DAYS NO SPECIAL INSPECTION REQ'D 2. GRADE 60 REBAR 3. CONCRETE TO CURE 28 DAYS BEFORE BACKFILLING 4- BACKFILL WALL BEFORE FRAMING IS ATTACHED 5. DO NOT OPERATE HEAVY MACHINERY WITHIN A DISTANCE EQUAL TO THE HEIGHT OF THE WALL 0 SLAB 4 -17 ANGULAR CLEAN BACKFILL (NO EXPANSIVE SOIL) 3" 3' DIA PERFORATED - d� DRAINLINE IN CLEAN "N' ROUND ROCK 1% SLOPE TO RELIABLE OUTLET ENGINEERED FILL OR UNDISTURBED NATIVE �r . . . ........ SOIL , . 01 a. \-^1 44'^@� 12:1 OC CONT F -B] 9' Retaining Wall (Top Slab) El R El Breeden Homes PIONEER ENeINEERINC., LLC Lot 9 .... .......... . ..... ........ .......... ......... .. . .......... ............ .... .... .. Project Num. 19-370 .. ......... : 3520 River Heights Dr. Date 0$/14/19;............ 1717 Centennial Blvd. Ste. 9 541-746-5841 Drawn by D4 Springfield OR, 97477 pioneerengr.com Springfield, OR 97477 CDB I ........ . ........ ..... .......... . ... ......... ....... Checked by GTK 8/14/2019 12:36:12 PIVI -5 1/2' _ J. a a. \-^1 44'^@� 12:1 OC CONT F -B] 9' Retaining Wall (Top Slab) El R El Breeden Homes PIONEER ENeINEERINC., LLC Lot 9 .... .......... . ..... ........ .......... ......... .. . .......... ............ .... .... .. Project Num. 19-370 .. ......... : 3520 River Heights Dr. Date 0$/14/19;............ 1717 Centennial Blvd. Ste. 9 541-746-5841 Drawn by D4 Springfield OR, 97477 pioneerengr.com Springfield, OR 97477 CDB I ........ . ........ ..... .......... . ... ......... ....... Checked by GTK 8/14/2019 12:36:12 PIVI L D NAIL. SCHEDULE 7 1-0d .=E MARK 16d L (LENGTH} COMMON D(DIAMETER) 0.113" i 0.148" 0.162" H (HEAD DIA.) 0.286" 0.312' 0.344' PRE-ENGINEERED PLATE CONNECTED WOOD TRUSS DIAPHRAGM NAILING: 6d NAIL @ 6- OC AT EDGES 6d NAIL @ 12- OC AT FIELD, 6/16" PLYWOOD SC 16d NAIL @ 12- OC TRUSS I NOTE: DETAIL N.T.S. EE M, . ........... .. .. Soffit, Detaii Breeden Homes PIONEER ENGINEERINC. LLC Lot 9 Project Nurn. 19-370 3520 River Heights Dr.Date 3 1717 Centennial Blvd. Ste. 9 541-746-5841 .. . . ........ ................. ...... D Drawn by CDB Springfield OR, 97477 pioneerengr.com Springifleid, OR 97477 Checked by GTK .... .. .... ... . . ..... . ...... ..... .. ...... -- ---- .. ............. 8/14/2019 12:30:13 PM SHEAR WALL NUMBER: 102a L 3 ........................... _..... ......_._._........ NAIL SCHEDULE r MARK 8d ICOMMON I 10d COMMON 16d COMMON 16d SINKER 3.1/4" L (LENGTH) i 2-112' D(DIAMETER) p0.131•'...._ H (HEAD DIA.) f 0.281" 3" '-3112' —0.148"_0.182" 0.312" 1 0.344" 0.148" 0.344" DBL TOP PLATE ,r F z _J 6 . 318" MIN THICKNESS a _ WOOD STRUCTURAL PANEL SHEATHING 8d COMMON AT . . , ----- 3" O.C. GRID . PATTERN . . . . . TOP OF HEADER I (2) ROWS OF 16d - r MIN 3" x 11 114" HEADER SINKERS (d 3" OC (2) 16d SINKERS @ 3" OC TOP PLATE TO CONT. HEADER TOP PLATE TO HEADER j HEADER OVER WALL PANEL I 1000# STRAP OPPOSITE SHEATING LSTA 21 OR (2) 2 x 4 MIN EQUAL 1000 ib HEADER STRAP - `- - 7/16" OSS OR 15/32" CD -X PLY o (REF. NO. LSTA24) SHEATHING w/ 8d @ 3" O.C. TO EACH STUD, EACH SILL, AND BLOCKING 4' GARAGE DOOR OPENING 3500# HOLDOWNS 518" x 12" ANCHOR w/ 2"x 2" 3500# HOLDOWNS HT T4 wl SSTB16 x 3116" WASHER, 7" EMBED HTT4 wl SSTB16 OR EQUAL MIN. OR EQUAL FOUNDATION - 1� , . Q : Jj .. TOP OF STEM PER PLANS} WALL CONIC. SLAB ' 4," •yd a . ... .w"rrWwruyw 3 } I MIN. REINF,: 22 1/2" MIN #4 TOP & BOTT. w/ 15" f (MIN.) LAP 2x4 MIN -^` NOTE: DETAIL N.T.S. I S M � �' � w Fd � APA Portal Frame Breeden Homes PIONEER Eu(;INEERINtx LLC Lot 9 _.... Centennial Blvd. Ste. 9 541-746-5841 Project Num. 19-370 1717 717 3520 River Heights Dr. Date 08/14/19 l - -- Springfield OR, 97477 g Springfield OR 97477 Drawn by CDB 'planeeren r.com , L - - - - Checked by GTK - r 8/14/2019 12:30:13 PM i d SHEAR WALL NUMBER: 102b I L NAIL SCHEDULE MARK 8d 10d 16d COMMON COMMON COMMON 16d SINKER L (LENGTH) 2-1/2" 3" _ 3-112" 3-114" D (DIAMETER)' —0.148" 0.162" 0.146" 0.344' _0.131" H (HEAD DIA.) 0.261" 0.312" 0.344" DBL TOP PLATE Z 3/8" MIN THICKNESS WOOD STRUCTURAL I PANEL SHEATHING 8d COMMON AT si 3" O.C. GRIDTOP I PATTERN . , , . . • OF HEADER j' (2) ROWS OF 16d - MIN 3"x 11 114" HEADER i (2)16d SINKERS Qa 3" OC SINKERS @ 3" OC CONT. HEADER TOP PLATE TO HEADER TOP PLATE TO OVER WALL PANEL 1 HEADER j — 10009 STRAP OPPOSITE - 1 SHEATING LSTA 21 OR (2) 2 x 4 MIN -�,. , EQUAL � I ' 110111, HEADER STRAP - 7116" OSB OR 15/32" CD -X PLY (REF. NO. LSTA24) f 1 SHEATHING w/ 8d @ W O.C. TO b - j EACH STUD, EACH SILL, AND i BLOCKING GARAGE DOOR OPENING 3504# HOLDOWNS ---... 518" x 12" ANCHOR wl 2" x 2" 35110# HOLDOWNS HTT4 w/ SSTB16 x 3118" WASHER, 7" EMBED HTT4 w/ SSTB16 OR EQUAL MIAs. OR EQUAL FOUNDATION - �t.: ' ':°�i' ,, TOP OF STEM 2x4 iv13N i PER PLANS ,,.'.` fix}"}' <a • - CONC. SLAB WALL . # MIN. REINF.: #4 TOP & BOTT. wi 15" 141!2" MIN � (MIN.) LAP NOTE: DETAIL N.T.5. - r=4T. rte: _ Breeden Hames APA Portal Frame J � PIONEER ENGINEERING LLC j .' Lot 9-- Project Num. 19-370 _. 1717 Centennial Blvd. Ste. 9 541-746-5841 3520 River Heights Dr, Dace -08/14/19 ` 1 Springfield OR, 97477 Springfield, OR 97A77 Drawn by Gp8 V ploneerengr.com ............._....._......-._...._.........._............_.. Checked by GTK 8/14/2019 12:30:12 PM PIONEER ENGINEERING LLC Lateral, Vertical, and Retaining Wall Engineering for Resident di Structure Location: Lot 9, 3520 River Heights Drive Springfield Oregon Design Criteria: 2017 ORSC & 2014 OSSC Seismic Design Category Dl 'Wind Speed = 120 mph Wind Exposure B Roof Loads: DL = 15 psf. / S = 25 psi: Floor Loads: DL = 1.0 psi / LL = 40 psf Wall Loads: DL = 8 psf. Trusses Not Reviewed By This Office P.O. Box 232 Phone (541) 746-5841 Springfield, OR 97477 Fax (541) 393-2651 �4 Gi NE 85970PE �y1 �i OREGON �'C� ��FLL`('�� EXPIRES: 12/31/19 DATE: 8/13/19 Sheet Index: 1 Cover Dl -D4 Details Ll -L6 Lateral Calculations Hl Retaining Wall Calculations 1f l -V4 Vertical Calculations -Computer Printouts/Supplemental information ice" W 461Su F:.l� 2060 8+1 E.tls� Y, E -- -- _.._.. �4 4070 S!1 40" SH $000 POOR 96x0 :XO' c6' -OW -W OV68MAD WAM ODOR - 'k > __ aa• -o• �-� az•-q• 42 OObfgy _ Fetlarr l Ini6lix4•oE i B.-eede,Z. 110.n2 4019 �? `� ' GREENBRiER i4 "OUR REPUTATION IS BUILDING' suazRs rJ:RR4R'7Y � !ML!'411! FLOOR T 6060 KON ,` 'l fes^ y• /. 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L- r.1 orf 'Y i- - F-20 F -a -p F-ZO i I ---t F-1 I... i I p 1 O p t I p l L_J L_J 2Er D. L_ -J •1y - -------- ------ I rl- l ( I 0 1 1 I I I I 1 I I ! I ! ! I 1 1 I ed i I 1 x42" , 2X5 EPONY "ALL I 1 I 1 1 L f I I 1 f 1 If "x12' f STIBP�OO 4 W/ 2X PONYIWAL'1 f1j 1 1 I I' I NI _---_____- .- FT I fill 1 I I ( € o I ,-3" LINE SET ~: j 1 I CONDUIT iq� I ------ --•" -'- "` ""`"` -'r \' 2X PT FURRING --_ ELECTRICAL: _ FQR_s+ING NA3UNG CONDUIT CONIC. POA'GN t+• -_I , ' - - _ 1 j � CLW, eN.- _ W 17'-0" WIDE CONCRETE DRIVEWAY ..._ .......... _.___._...._._._-. .-..._.., .._ 62__0'.. 4 FROM FRONT Dice' e d er mAi ir/. .i. r� �� Prof rtlr (CoRFT1Bht MwM sn..E ose OUR REPUTATION IS BUILDING" EoAaas. OHL •M-9431 ©2000 B.Q. 011e. GREENBRIER #14 FOUNDATION PLAN NATES• VENTED FOUNDATION O FOUNDATION VENTILATION: AREA DIVIDED BY 150: . == 7,01 SIL FF. OF VENT REQUIRED, PROVIDE 11 GAILY. SCREENED SHT. UTL, VENTS OF i8'x 6" O .7D Sq. FT. EACH = 7.70 S0. FT. OF VENTARATION O POSITIVE CRAWL SPACE DRAINAGE - 3' P.V.C. DRAIN TO STREET GUTTER OR APPROVED LOCATION. DO NOT TIE TO DAL UNE, Q REAM POCKETS: PLASTIC INSERTS FOR it -7/B" 2t0 lJOL4TS B' WIN. STEM / WALL WHERE POCKETS OCCUR, - THICK Q GLUED & &]LEDOVER T@67DECKINGBJOISTS /2-D.F. FLOOR BMS. O 2'-B' O.C. N 4x6 POSTS W/ R-25 F.G INS. BETWEEN BMV. 4x6 POSTS TO BEAR ON #90 FELT ON 12"x8' GONG. STRIP FIG'S O 6' OC W/ 2-f3 CONT. REBAR. O 6 MIL BLACK VISOUEEN VAPOR BARRIER OARADE &AS 4' DP. S.T.F. EANC. ON 4' .RANULAR FlLL W// 1D G/c. 6x8 W.W.M. SLOPE TOWARDS DOD TS O 1/4' PER FT. �i OPT. 2866 DR. R.O. TO BE 2'-10" W/ 1/2' CA. A.B. EACH SIDE--ALSD 42" SQUARE x 4' OP. CONC. PAD �s OPT, 3'-8' SO. x 4' OP. CONIC. PAD FOR OPT, HEAT PUMP W/ 3' SLEEVE THROUGH FOUNDATION O TOP OF STEM WALL TD CRAWL SPACE --PAD NOT TO BE CLOSER THAN S' OF PROPERTY LINE DO NDT TR: TO FOUNDATIDN. O AT ALL SLABS; #3 REBAR DOWELS 30' LONG - 18 INTO SLAB AND 12' INTO FOUNDATION WALL BEND OCWELS TO CENTER OF SLAB. IL GAS METER LOCATION. MUST BE 3'-0' WIN. FROM ELECTRIC METER. is ELECTRIC METER LOCATION. MUST BE W-0' MIN. FROM GAS METER. a 1/2'xi0' ANCHOR BOLTS O 4'-0' D.C. A WITHIN t' -O' OF CORNERS R END OF WILL PLATES UNLESS OTHERWISE NOTED. is 6- WIDE CONC. STEM WALL ON 12' WIDE x 8" OP. GONG. FOOTING t2' BELOW FIN. GRADE W/ SINGLE STORY. Q 8- WIDE CONC, STEM WALL ON 15' VIDE x B" DP. CONIC. FOOTING 12' BELOW FlN. GRADE W/ 2 STORY, ti PORCH: 4' CONC. SLAB ON 4' WIN. GRANULAR FILL. WAUC: 4' CONC. SLAB ON r MIN GRANULAR FILL.. u i' WATER UNE TO HOUSE W/ TEE AND VALVE. �m 24' x 24' x 12' CONIC. FOOTING W/ 3-03 REM EACH WAY, O 02A HOLiOWN WJ SSTB16 ANCHOR BOE7 AND (2) 1/2' ANCHOR BOLTS AT EACH END. Jeb #16-9 1 oeb I D— F9 • • ••solo •0••! lose 600.4 • f • • • • )s,�0 •• 000.0• ••00ne •• • •• • • •0.000 •• + •000*• 00 00 • e9 • •••••l •00000 •e •: 0 so • • • •0•e itiaEa .a -.E _ ,rfr �l 6'8 6oaz0 � tm-na wa .ops „oNimine SI NOILVInd38 Mr1O„ C u6 niava s� ns jj Wa6 l-=�wa 6-94 QY JN{Y�it�{� Z{Ot?"{,� � l„� �► L# �{3{L{8N33a01� �5'�: �� I ��:j a t��� g`a xrxoll rra p oo ra• II II I, I it IE II !i If 4 I I; II II` II Ei, EI II S E �C, �� T� 5' T .OJ3-)-rvry a �� > �crlirr� a-roL I I I I II it $]� a1Z f -zitja �3< QIx7, II �) Uw3S II /tril I' II II I, I it IE II !i If 4 I I; II II` II Ei, EI II S E � I I I I II it f n II �) Uw3S II /tril I' 70 a s 1 OLZ i r 1 I I 11. VON Qlu_w owzz 0 M 0 coCb �Im .._.....__..___._..-HATCH LEG END- ._...._..._.....i I ~� 1-04-12 RAISED CEILING .. _.................................................... .............. ...................... w c� 0 42-00-00 LAYOUT START A SPAN 26-00-00 s� 8-00-00 CANTILEVER & 2-00-00 TAILS 1 ; 16-00-04 2-00-00 TAILS . _..._...................................... I- � r � TRIANGLES ON TRUSS ENDS INDICATE LEFT END OF TRUSS ON CORRESPONDING ENGINEERING SHEET LAYOUT SPACING IS 2' FACE OF TRUSS TO FACE OF TRUSS ROOT NOTES: COMPOSITION ROOF ROOF PITCH: 5/12 U.N.O. OVERHANG: 1-04-00 TIALS U.N.O. TOP CHORD LIVE LOAD: 25 psf TOP CHORD DEAD LOAD: 8 psf BOTTOM CHORD DEAD LOAD: 7 psf WIND LOAD & EXPOSURE: Vult 120 mph - Exp. B TRUSS TO PLATE CONNECTION BY OTHERS LAYOUT NOT TO SCALE GENERAL NOTES I THIS DRAWING PROVIDES TRUSS DIMENSIONS AND LOCATIONS ONLY AND SHALL ALWAYS BE USED IN CONJUNCTION WITH APPROVED ARCHITECTUAL AND STRUCTURAL DRAWINGS 2 THE GENERAL CONTRATOR SHALL VERIFY ALL DIMENSIONS IN WRITING AND BE RESPONSIBLE FOR REPORTING ANY DISCREPANCIES TO THE MANUFACTURER PRIOR TO FABRICATION. 3 0000 TRUSSES ARE EXTREMELY FLEXIBLE UNTIL ALL FORMS OF BIDING • ARE IN PLACE AND FASTENED. FOR ERECTION AND BRACING RECOMMENDATIONS, SEE THE ENCLOSED BCSI-B1 & BCSI-B3 • • • • • SUMMARY SHEETS. • • 4 BEFORE INSTALLING TRUSSES, REFER TO INDIVIDUAL ENGINEERED TRUSS DRAWINGS. LOCATE THE TOP AND BOTTOM CHORDS, ANS PLACE TRUSSES ACCORDINGLY. BRACE INDICATED ON THE 7 • ENGINEERED TRUSS DRAWINGS IS MANDITORY AND PERMANENT A 0000 - FOLLOW PROJECT ENGINEERS ! DESIGNERS INSTRUCTION ON TIE* • DOWNS, NAILING AND OVERALL SWAY BRACING. 6 ••:• DO NOT CUT, DRILL, OR ALTER TRUSSES IN ANYWAY WITHOU? • • WRITTEN AUTHORIZATION FROM THE TRUSSCO & BUILDING SUPPLY. _ THE CONTRACTOR ASSUMES SOLE RESPONSIBILITY OF ANY ALTERATION OF A TRUSS WITHOUT WRITTEN APPROVAL FROM THE TRUSSCO & BUILDING SUPPLY. - SUPERIMPOSED LOADS: A. NO MATERIAL SHALL BE STORED ON A TRUSS SYSTEM UNTIL ALL PERMANENT BRACING HAS BEEN COMPLETELY INSTALLED. B. CONCENTRATED & UNIFORM LOADS DUE TO CONSTRUCTION AND/OR OCCUPANCY SHALL NOT EXCEED THOSE SPECIFIED BY THE TRUSS DESIGNER AS TO WEIGHT AND LOCATION. C. LOADS SHALL NOT BE SUSPENDED FROM THE BOTTOM CHORDS OF TRUSSES UNLESS THE TRUSSES HAVE BEEN DESIGNED TO SAFELY CARRY THE APPLIED LOAD. IMPORTANT: 1. SEE BCSI-B1 SUMMARY SHEET FOR HANDLING, INSTALLING, RESTRAINING AND TEMPORARY BRACING REQUIREMENTS. 2. SEE ENGINEERED TRUSS DRAWINGS AND SUPPLIED BCSI-B3 FOR PERMANENT BRACING REQUIREMENTS ° > ;c; m rn C > W N 0 O` z m E 4 a =1C.0 c a z O O : M w U f>6 >` U N i0 � 0 .__. t o N •p a O(D G D U U O C� �.. ECUcD� ��Q o E 3:-0 CD CL Q (D.3 a_ � LD Awa . a� � o 0 m>2 iw �2 Z a> CL M -0 <0 Qa M `� u _._ ............._..... ...._.._... __........_.... _............. I i � N N � p ;.0 O 7 a > .o O L c� I.- 0 co -0 !N'�'' O (D I i N MS� I W I=ii 10 •ir I�QD ;~ o • 0000•• U • r • Y"I m m v 0 22' c a C, �a> > o n >z vas 0 a > w v a Ja It ILz I TSE Engin e e ring Re: J 1040427 Breeden Brothers Tri-State Engineering, Inc. 12810 NE 178th Street Suite 218 Woodinville, WA 98072 425.481.6601 The truss drawing(s) referenced below have been prepared by Tri-State Engineering under my direct supervision based on the parameters provided by The Truss Company (Eugene). Pages or sheets covered by this seal: I12893413 thruI12893424 My license renewal date for the state of Oregon is December 31, 2020. The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI 1. 0000.. 0000. 0000 00:00' .• r � � � 0000.. / 1'f f1B22A£ ; 00.00. , • •6 ••�••0 •' ••• ..0..... 0000.. .. e • 009R� 69.04. •0006. •000006 0000 July 22,2019 •' •' • • • 0 • 0000 Terry Powell . "" The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI 1. Job Truss Truss Type Qty Ply Breeden Brothers 112893413 J1040427 A01GE GABLE 1 1 Job Reference (optional) The Truss Co., Eugene, OR 97402 8.240 s Jun 8 2019 MiTek Industries, Inc. Fd Jul 19 15:10:03 2019 Page 1 ID:ZHU8e7gL3yX8t2jsQFDeTvywUdl-FEFArHGpvgCRzjBLZg4E_5p9BrugAACEEreBeFywT7Y IV 4.3.14 81-142 22-4-0 200 45-10-8 20414 -9.1 14-2.4 2-8-0 20.10-8 Scale =1:90.4 5x5 = 3x6 11 5x5 3x6 II 3x8s 5x6 11 ST3 3x5 %5x611 ST1 6 7 jr 3x6 II qq ST25 3 Tl. - . S 5.00 12 3x5 i 3.4 11 18 19 20 88 4a 17� T� 14 10 11 12 19 21 22 69 68 67 65 64 63 62 81 60 59 58 57 56 55 66 5x5 = 525451 50 49 48 47 46 45 44 43 42 41 40 39 38 37 5x5 = 6x8 = 3x5 II 5x5 = 4x5 II 4x5 = 3x5 = 5x8 = 8-0-0 8.112 22.4.0 23-3-8 30-8-11 38-1-13 45-10-8 8-0.0 0•f 12 14-2-4 0-11-B 7-5-3 783 7-8A1 Plate Offsets (X,Y)- [2:0-0-4,0-2-4], 12:0-2-13, Edge], [3:0-5-0,0-1-4], [4:0-2-13,0-2-0], [5:0-5-0,0-1-4], [6:0-5-0,0-1-4], [8:0-2-8,0-3-0], (28:0-3-0, Edge], [36:0-0-2,0-0-9], 144:0-2-8,0-3-01, [510-5-8,0-4-8], [55:0-3-0,0-1-8],,164:0-2-8,0-3-0], 167:04-0,0-1-81 LOADING (psf) SPACING- 2-0-0 I CSI. DEFL. in (loc) I/deti Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.63 Vert(LL) -0.01 67 >673 360 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 II BC 0.58 Vert(CT) -0.01 67 >436 240 TCDL 8.0 Rep Stress Incr YES WS 0.26 Horz(CT) 0.06 67 n/a n/a BCLL 0.0 BCDL 7.0 Code IRC2015/TP12014 Matrix -MSH Weight: 383Ito FT=20% LUMBER- BRACING - TOP CHORD 2x4 OF No.2 TOP CHORD Structural wood sheathing directly applied or 10-" oc purlins. BOT CHORD 2x4 OF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: WEBS 2x4 OF Stud *Except* 5-2-7 oc bracing: 66-67 W4: 2x4 OF No.2 5-3-2 oc bracing: 65-66 OTHERS 2x4 OF Stud *Except* 10-0-0 oc bracing: 54-55. ST16,ST15,ST14,ST13,ST12,ST17,ST18,ST19: 2x4 OF No.2 1 Row at midpt 17-53 SLIDER Right 2x4 OF Stud 1-6-0 9-11-0 oc bracing: 53-55 WEBS 1 Row at midpt 19-51, 18-52,16-86, 15-57, 20-50 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 37-10-8 except (jl=length) 66=0-3-8. (Ib) - Mrx Horz 311 10) ;.tax L:p::ft All uplift 100 Ib or less at joint(s) 64, 44, 54, 51, 57, 58, 59, 60, 61, 62, 63, 50. 49. 48, 47, 46, 45, 43, 42, 41, 40, 39, 38, 37 except 55=-1161(LC 1), 36=-499(LC 1-7), 56=471 (LC 6), 65=490(LC 1), 66=-303(LC 6) ..lax Grav All reactluns 21.3 Ib or less at joint(s) 64, 44, 36, 54, 52, 57, 56, 59, 60, 61, 62 63 66. 50, 49, 48, 47, 46, 45, 43, 42, 41, 40, 39, 38 except 55=417(LC 6), 51 :751 (LC 17), 56=1487(LC 17), 37=414(LC 1), 66=1055(LC 1) FJRCES. (lb) -Max. CompdMax. Ten. -All forces 250 (lb) or less except when shown. TOP ;HORD 2-3=-2811875, 34=280/914, 4-6=-340/1157, 5-6=-33611197,6-7=-35911328, 7.8=-256/1014, 8-13=157/1082, 9-10=233/1047, 10-11=-221/1055, 11-12=-207/1054, 2-1d=-92/1054, 13-1-,=.178/1055, 14-81=-165/1028, 15-81=-160/1068, 15-16=-14611052 15-17=-119/993, 1 7-1 8=-9819 78, 18-19=-851952, 19-20=-831943, 20-21=-99/976, 2:-22= 112/966, 22-23=-125/966,23-24=-138/966, 24-82=-1461965, ')5-82=-151/945, 25-206=-165/970, 26-27=-1771961, 27-28=-187/970, 28-29=-191/959, -9 23-2041968,10-11--47/9613, 31-32=-2301968, 32-33=-244/972, 33-34=-2521949, 34-35=-484/1028,35-3u=-95/328 BOT C 10RD -'9=-713/311, 68-69=-7901310, 67-68=-790/310, 66-67=-9611366, 65-66=-961/366, 64 -L5= -J61/366,63 -64=-957/366,62-63=-957/366,61-62=-9571366,60-61=-9671366, 59-60=-9571366, 58-59=-957/366, 57-58=-957/366,56-57=-9571366, 53-55=-40811184, 52-53=-879/346, 51-52=-879/346, 50-51=-879/346, 49-50=-8791346, 48-49=-879/346, 47-48=-879/346, 46-47=-879/346, 45-46=-8791346, 44-45=-8791346, 43-44=880/347, 42-43=-880/347, 41-42=-880/347, 40-41=-8 801347, 39-40=-880/347, 38-39=-8801347, 37-38=-880/347,36-37=-860/347 WEBS 7-67=-6401172, 4-72=-294/89, 71-72=-307/96, 67-71=-300/93,19-51=-705/73, 16-56=-5141116, 34-37=-294179, 53-56=-1293/496, 16-53=-108/455 Continued on page 2 RENEWS: 12/31/20 July 22,2019 A WARNING- Verrry deabn pasma6vs end RE4D NOTES oN 7HISAND INCLUDED M/7EKREFERENCE PAGEMfF7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fahriratien, quality control, storage, delivery erection and bracing, consult ANSVTP11 Quality Criteria, DSB-88 and BCS11 Bulldkq Component �* 9deb hdamte6an available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. the V SCO. INC, Job ruse I ruse I ype J1040427 A01GE GABLE The Truss Co., Eugene, CR 97402 Qty y Breeden Brothers 112693413 7 ' Job Reference 'optionall_ _ 8.240 s Jun 8 2019 MiTek Industries, Inc. Fd Jul 19 15:10:04 2019 Page 2 ID:ZHU8e7gL3yX8t2jsQFDeTvywUd i -j RpY3dHRg_KI btmY6ObTWIM KuFEvvd FOS V Ni8hywT7X NOTES - 1) Wind: ASCE 7-10; Vult=120mph (3 -second gust) Vasd=95mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. 11; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) 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 ANS11TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category ll; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable studs spaced at 1-4-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) : This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 64, 44, 54, 51, 57, 58, 59, 60, 61, 62, 63, 50, 49, 48, 47, 46, 45, 43, 42, 41, 40, 39, 38, 37 except (jt=1b) 55=1161, 36=499, 56=471, 65=490, 66=303. 11) This truss has large uplift reaction(s) from gravity load case(s). Proper connection is required to secure truss against upward movement at the bearings. Building designer must provide for uplift reactions indicated. LOAD CASE(S) Standard A WARN/ND. va* deacon parameters and READ NO7Es ON M/3AND /NCLuDED mn-EKREFERENCEPAGE M/F7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building camponenL Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTP11 Otta6ty Criteria, DSB-69 and BCSI1 Building Component td y7.� rygy�+ SItdmt oadon available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.111P.�ii V r,7 ;CO. INC. c • 1 1 � f • ••••:uE ff•C•If 1'••. •. • • l R O f •+ • r P O O H • V C • P P P fit Y• A WARN/ND. va* deacon parameters and READ NO7Es ON M/3AND /NCLuDED mn-EKREFERENCEPAGE M/F7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building camponenL Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTP11 Otta6ty Criteria, DSB-69 and BCSI1 Building Component td y7.� rygy�+ SItdmt oadon available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.111P.�ii V r,7 ;CO. INC. 2-0.0 6.8-14 12.9.14 18-10-15 25-M I 31-1-1 37-2-2 I 42-0-0 .2-0-0 8-8-14 l 6-1-1 6-1-1 6-1.1 6-1-1 I 6.1.1 4-9.14 3416 A WARN/NG - V.*d Vrr paB .War and READ NOTES ON THISAND INUUDED MREKREFERENCEAAGE MA -7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVrRI Quality criteria, DSO -89 and BCS11 Bulldkq Component Safety iniannaBon available from Truss Plate Institute, 583 D'anofrio Drive, Madison, WI 53719. theTRUSSCO. INC. Scale = 1:86.8 5x5 = 5.00 12 7 3x4 -- 3x4 6 30 g 3x5 31 3x6 3x10 5• 1.5x4 11 1.5x4 I 3x5 9 3x8 3x4 5 1.5x4 11 6x8cJ = 10 3x4 II 4 rti, 5 W7�6 _ 3x5 V r'5 11 3x5 - ST1 3 \\\ W1\ W10 ., 4✓"1 � 2 , ! 92 G [� 1.5x4 18 32 17 16 33 34 14 35 13 1.524 II 15 36 37 12 1.5X4 II 4x4 = 3x6 = 3x4 = 3x8 —_ 3x6 = 3x4 = 3x5 — 5x5 = 3x5 = 1.5x4 II 18-7-3 25-0-0 33.4.13 42.0-0 -3-11 8-413 8-4-13 Plate Offsets (X,Yr— [2:0-0-4,0-2-4] r2:0-2-13, Edge], E3:0-1-10,0-0-11-1.13:6-3-8,04-j4,j5:0-2-8,0-1-81, 1,6:0-1-8,0-1-83, [8:0-1-8,0-1-8], [9:0-2-0,0-1-8], [16:0-1-8,0-1-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lac) Ildefl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.64 Vert(LL) -0.13 15-16 >999 360 MT20 220/195 (Raaf Snow --25.0)25. Lumber DOL 1.15 BC 0.58 Vert(CT) -0.20 15-16 >999 240 TCDL 8,0 Rep Stress Incr YES WB 0.65 Horz(CT) 0.04 12 n/a n/a TCLL 0.0 Code IRC20151TPI2014 Matrix -MSH Weight: 254 Ib FT = 20% BCDL 7,0 LUMBER- BRACING - TOP CHORD 2x4 OF No.2 TOP CHORD Structural wood sheathing directly applied or 4-4-7 oc purlins, BOT CHORD 2x4 OF No.2 except end verticals. WEBS 2x4 OF Stud *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. W4,W5,W6,W7,W8: 2x4 OF No.2 WEBS 1 Raw at midpt 5-18, 6-16, 6-15, 13-15, 8-13, 9-12 OTHERS 2x4 OF Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 18=225610-5-8 (min. 0-2-7),12=i224/0-5-8 (min. 0-1-8) Max Harz 18=180(LC 14) Max Uplift 18=-354(LC 10), 12=-173(LC 11) Max Grav 18=2256(LC 1), 12=1324(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2,3=334;1084, 3-4=-33411155, 4-5=-313/1300, 5-6=-1 004/161, 6-30=-1099/206, x7.30=—,C13/226,7-8=-1179/211,8-31=-12531212,9-31=-13771199 ?397; ;H2ORD 2-18=-9181361, 18-3,2=68/515, 17-32=-68/515, 16-17=-68/515, 16-33=-841977, 33-34= 1,41977, 15x-34=84/9,77, 14-15=-12811251, 14-35=-128M251, 13-35=128/1251, " 1'3�d+f,�51998, 36437=-555/998, 12-37=-155/998 :h EBS 3-18=-4181167, 5-2,E�--2�IP1�353, 5-16=-521724, 6-16=-500/128, 7-15=-73/510, 8-15=-4881163,9-13=0/404y9-12=-1494/212 -NOTES- 11 Wind: ASCE 7-10; VuR=120mph (3asecond gust) Vasd=95mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. 11; Exp B; Enclosed; MWFRS (envelope) gaffe end zone; antil^ver left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate - - grip'JOL=1.66 ' •2; Truss designed for wind loads ina t plgin'- of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable,�r consult qualified building designer as per ANSIITPI 1. .11 3) TG, LL: ASCE 7,10; Pf=25.0 psf (fla{ roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 I. loa~9g have for design. 1 N �� 41, Unbalanced srx w be3n,cuns;d-tred this jh2satruss has been deaigned for'gr epter of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs ��S ItNG ¢ `5,t nomconcurrentwith other live loads. 2PE gable studs d'pgce6 at ° -4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 OREGON will fit between the bottom chord and any other members, with BCDL = 7.Opsf. 100 Ib 7f1W82 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding uplift at joint(s) except Qt=1b) 18=354,12=173. P0, V LOAD CASE(S) Standard RENEWS: 12131/20 July 22,2019 A WARN/NG - V.*d Vrr paB .War and READ NOTES ON THISAND INUUDED MREKREFERENCEAAGE MA -7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVrRI Quality criteria, DSO -89 and BCS11 Bulldkq Component Safety iniannaBon available from Truss Plate Institute, 583 D'anofrio Drive, Madison, WI 53719. theTRUSSCO. INC. a 6 5.00 12 5 19 7 3x8 NAM. f� t1 9 //rW'/ R7 fir' `'l I cuss Truss Type Qty Ply Breeden Brothers 112893417 robB_ = 427 A05 Common 1 1 Job. Referenge (outionall The Truss Co., Eugene, OR 97402 8.240 s Jun 8 2019 MiTek Industries, Inc. Fri Jul 19 15:10:08 2019 Page 1 1 D:ZHU8e7gL3yX8t2jsOFDeTvywUdl -cC23v_KykDq k3U4JLEgPg8W 1 nscOrHBzN7MvHSywT7T 3x8 = rim -0, 4-9-14 10-10-15 17-0-0 23-1.1 29-2-234� -M 17-0-0 4-9.14 671 16-1-1 6-1-1 6-1-1 4.9.14 8-7-3 8.4-13 4-3-8 44 = Scale = 1:70.9 6 5.00 12 5 19 7 3x8 NAM. f� t1 9 //rW'/ R7 fir' `'l 26 27 34-0.0 8-7-3 L/d PLATES GRIP 360 MT20 220/195 240 n/a Weight: 204 Ib FT = 20 TOP CHORD 2x4 DF No.2 18 20 21. 17 22 23 16 15 14 24 _ WEBS 2x4 DF Stud *Except* 3x5 = W6,W7,W8,W5,W4: 2x4 DF No.2 3x6 = 3x8 = 13 25 12 WEBS 1 Row at midpt 6-15, 7-12, 5-15 r MiTek recommends that Stabilizers and required cross bracing 3x8 = be installed during truss erection, in accordance with Stabilizer Installation ❑uide. 17-0-0 21-3-825-4-13 8-7-3 8.4-13 4-3-8 4-1-5 Plate Offsets (X,Y)-- [4:0-1-12,0-1-4.,:5:0-1-8,0-1-8,,16:0-2-0,0-2-8i�[7:0-1-8,0-1-8I,[8:0-1-12,0-1-4] LOADING (psf) SPACING- 2-M I CSI. DEFL. in (loc) I/defl TCLL 25.0 Plate Grip DOL 1.15 TC 0.57 Vert(LL) -0.14 15-17 >999 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.54 Vert(CT) -0.20 11-12 >507 TCDL 8.0 Rep Stress Incr YES WB 0.90 Horz(CT) 0.02 11 n/a BCLL 0.0 Code IRC20151TP12014 Matrix -MSH BCDL _ 7.0 LUMBER- BRACING. 26 27 34-0.0 8-7-3 L/d PLATES GRIP 360 MT20 220/195 240 n/a Weight: 204 Ib FT = 20 TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 5-105 oc purlins, BOT CHORD 2x4 DF No.2 except end verticals. _ WEBS 2x4 DF Stud *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: W6,W7,W8,W5,W4: 2x4 DF No.2 6-0-0 oc bracing: 11-12. WEBS 1 Row at midpt 6-15, 7-12, 5-15 r MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation ❑uide. REACTIONS. All bearings 13-0-0 except (jt=length) 18=0-5-8, 13=0-3-8. (1b)- Max Horz 18=103(LC 7) Max Uplift All uplift 100 Ib or less at joint(s) 11 except 12=-217(LC 11), 18=169(1_C 10) Max Grav All reactions 250 Ib or less at joints) 11, 13 except 12=1517(LC 1), 18=1082(LC 17) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 4-5=915/175, 5-19=-623/141, 6-19=-5061161, 6-7=-591/176, 7-8=-22/282 BOT CHORD 18-20=-140/691, 20-21=-1401691, 17-21=-140/691, 17-22=-95/780, 22-23=-951780, 16-23=-951780, 15-16=-95/780 WEBS 7-15=-571592, 7-12=1167/170, 8-12=359/153, 5-15=520/177, 4-18=-10351156 NOTES - 1) Wind: ASCE 7-10; Vult=120mph (3 -second gust) Vasd=95mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable and zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category Il; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) All plates are 3x4 MT20 unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 11 except (jt=1b) 12=217,18=169. LOAD CASE(S) Standard •000.0 • 0000 • • • • • 00••0• • • • • • • 0 • 0 0000•• • •••0• • 0000• 0000•• 0000•• •••••• • • •• •• •• •• kk i• RENEWS: 12/31/20 July 22,2019 A WARNING- VwItydestnparametear and READ NOTES ON THISAND INCLUDED MITEKREFERENCEPAGE M&7473 BEFORE USE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown is far lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTP11 Qualtly Criteria. DSB-89 and BC311 Building Component Safety Intonation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. L11G a iti wS tO. INC. Joh Icuss 7rusms'rTpi IOtY Y Breeden Brothers112893418 J1040427 A06 mon [2 1 II Job Reference ioptlonal) The Truss Co., Eugans, OR 97402 8.240 s Jun 8 2019 MiTek Industries, Inc. Fri Jul 19 15:10:09 2019 Page 1 ID:ZHU8e7gL3yX8t2jsOFDeTvywUdl-4CcR6KLaVWybhefVvxBeDM3BhGzBanu7cn5TpuywT7S -1-3-2 -1�-0 4-9-14 10-10-15 17-0-0 23-1-1 _ 29-2.2 35-0-2 42-0.0 aS-4-0 o -o -1a 4 9-14 8-1-1 &1-11 + 6-1-1 fi-1-1 6$14 '1� 0 1-3-2 Scale = 1:73.8 5x5 = e cc 74,— 6 25 LOADING (psf) TCLL 25.0 (Roof Snow --25.0) TCDL 8.0 BCLL 0.0 BCDL 7.0 3x8 = 3x10 = 12-7-9 )-1-81, [7:0-4-0,0-1-12], [17:0-2-4,0-1-8}, [20:0-1-8,0 SPACING- 2-0-0 CSI. Plate Grip DOL 1.15 TC 0.63 Lumber DOL 1.15 BC 0.51 Rep Stress Incr YES WB 0.74 Code IRC2015/TP12014 Matrix -MSH LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 *Except' W2,W3,W12,W1,W10,W11: 2x4 DF Stud 2x4 II 3x6 = 3x5 = 25-0-13 33 8-8 3�-7-1u1 42-0-0 4-2-1 8-3-11 7-4-5 DEFL. in (loc)/deft L/d PLATES GRIP Vert(LL) -0.1317.19 >999 360 MT20 220/195 Vert(CT) -0.19 17-19 >999 240 Horz(CT) 0.02 11 n/a n/a Weight: 239 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-2-3 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. WEBS 1 Row at midpt 5-17,6-17, 7-16 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 20=774/0-5-8 (min. 0-1-8), 11=752/0-5-8 (min. 0-1-8), 16=2008/0-5-8 (min. 0-2-2) Max Horz 20=164(LC 15) Max Uplift 20=151 (LC 10), 11=-147(LC 11), 16=-246(LC 11) Max Grav 20=944(LC 17), 11=767(LC 18), 16=2008(LC 1) FORCES. (lb) -Max. CompdMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 4-24=-735/140,5-24=-582/152,5-6=-336/130,8-9=-896/228, 9-10=-9901208, 1 ,1= 1182/228 13m CHORD 20-26=-1J9/573, 26-27=-1091573, 19-27=-109/573, 19-28=-56/593, 1&28=-56/593, l'-18=-5'3/593, 16.17=-6671?41, 14-15=0/416, 14-29=0/416, 13-29=0/416, 1,-,;,=-137/1047 '.A'SBS 4-20=-854/133, 5-19=0/274, 5-17=-681/184, 10-13=-418/172, 7-17=-96/1106, 6-17=-395/17, 7-15=-116/61, 8-15=-674/215, 8-13=-110/659, 7-16=-20031268 .43TES- 11 Wind: ASCE 7-10; Vult=120mph (3 -second gust) Vasd=95mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; t.'WFRS (envelope) gable end zone; :antilf ver left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip v0L=1.6(, 2; TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snnw); Category ll; Exp B; Partially Exp.; Ct=1.10 3) Uroalanced snow loads have been cor.;idered for this design. 4) Thls`truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs - r,on-concurrer:t :rChzt,3r live loa1r. . 51;AII plates are 3x4 MT26unless oLierwi.e indicated. 6) This,truss has men derigned fora 10.0 psf bottom chord liveload nonconcurrent with any other live loads. 7'j { ilnis truss haspQ6,i designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-0-0 tall by 2-0-0 wide will fit between the' bottom chord and any other members, with BCDL = 7.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) except (jt=lb) 20=151,11=147,16=246. LOAD CASE(S) Standard � 7n 6182 1. __ RENEWS: 12/31120 July 22,2019 - A WARNING -V&*destin paramaism and READ NOTES ON THISAND INCLUDED MITEKREFERENCEPAGEM1F7473BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not buss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fahriration, quality control, storage, delivery, erection and bracing, consult ANSVrPI1 CrraRW Cdlacia, DBB�9 and BCSH Bulldog Component I Seely kt bmiatlon available from Truss Plata Institute, 583 D.Onofdo Orive, Madison, WI 53719. L11P. i 6SUSSCO. INC, Tdb cuss ruse Type in (loc) Qty y B others J1040427 A07GE GABLE Vert(LL) :Breeden 1 1b >999 360 MT20 2201195 Lumber DOL 1.15 BC 0.54 Reference ioptional) The Truss Co., Eugene, OR 97402 240 8.240 sJun 8 2019 MiTek Industries, Inc. Fd Jul 19 15:10:10 2019 Page 1 ID:ZHU8e7gL3yX8t2jsOFDeTvywUd 1-YbApJgLCGg45JoDhTeitmZcMKglyJGFGrRrOLLywT7R -2-0-0 2.8-13 8-9-14 14-10-15 21-0-0 27-1-1 33.2.2 39.3-2 46-0-0 47�d - '� 2-0-0 2-8-13 6-1-1 6-1-1 6-1-1 6-1-1 6-1-1 6-1-0 6-8-14 '-4-0 Weight: 266 Ib FT = 20 Scale = 1:81.7 5x5 = 5.00 12 7 22 2x4 II 21 as Ja Zu in 1a it 18 17 10 to if iw 2x4 11 2x4 II 3x6 = 4x8 2x4 !I 3x6 = 4x5 = = LOADING (psj TCLL 25.0 (Roof Snow --25.0) TCDL 8.0 BCLL 0.0 BCDL TO LUMBER- 46-0-0 8-3-8 SPACING- 2-0-0 CSI. DEFL, in (loc) I/defl Lld PLATES GRIP Plate Grip DOL 1.15 TC 0.63 Vert(LL) -0.14 18-20 >999 360 MT20 2201195 Lumber DOL 1.15 BC 0.54 Vert(CT) -0.22 18-20 >999 240 Rep Stress Incr YES WB 0.61 Horz(CT) 0.02 12 n/a nla Code IRC2015rrP12014 Matrix -MSH Weight: 266 Ib FT = 20 TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF Stud *Except* W6,W7,W9,W10,W8,W11: 2x4 DF No.2 OTHERS 2x4 DF Stud 3t; 0 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-3-13 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 17-18,16-17. WEBS 1 Row at midpt 6-18, 8-17, 7-18 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 17=2221/0-5-8 (min. 0-2-6), 22=970/0-5-8 (min. 0-1-8),12=707/0-5-8 (min. 0-1-8) Max Herz 22=-156(LC 15) Max Uplift 17=-247(LC 11), 22=-185(LC 10), 12=-148(LC 11) Max Grav 17=2221 (LC 1), 22=1109(LC 17), 12=744(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-1046/181, 45=9531192, 5-31=-969/179, 6-31=-817/199, 6-7=-312/125, 9-10=-837/230,10-11=-930/210,11-12=-1123/230 BOT CHORD 21-22=-200/771, 21-33=-19111002, 3354=-191/1002, 20-34=-191/1002,20-35=-79f715, 19-35=-79/715, 19-36=-79!715,18-36=-79/715, 17-18=-8261239,16-17=-3001175, 15-16=0/360,15-37=0/360,14-37=01360,12-14=-139/993 WEBS 5-20=-359/162, 6-20=-60/510,6-18=-9161230,8-18=-146/1348,8-17=-2220/268, 11-14=-4191172,3-21=0/264, 7-18=-423/15, 8-16=-1161650, 9-16=-675/215, 9-14=-1101661,3-22=-12031176 NOTES - 1) Wind: ASCE 7-10; Vult=120mph (3 -second gust) Vasd=95mph; TCDL=4.Bpsf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.80 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIITPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 6) All plates are 3x5 MT20 unless otherwise indicated. 7) Gable studs spaced at 1-4-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.Opsf. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) ContiZOJM p 111 , 12=148' A WARNING -V.Vydesgpr parameters, acrd READ NOTES ON THISAND INCLUDED MrTEKREFERENCE PAGE MIA -7475 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVrPl1 Quality Comda, DS8-89 and BC311 Building Component Safely! Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. sees sees•• • • sees•• • • sees•• s• •• • • **sees sees• • • • • • 000.00 *see*: •• •••s•s •00000 •• s• • • • RENEWS: 12131/20 July 22,2019 A the T TIMSSCo. INC. Job Truss Truss I yps Qty y�( Free—don Brothers 112893419 J1040427 A07GE GABLE 1 1 Job Reference (optlonal The Truss Co., Eugene, OR 97402 LOAD CASE(S) Standard 8.240 s Jun 8 2019 MiTek Industries, Inc. Fri Jul 19 15:10:10 2019 Page 2 ID:ZH U8e7gL3yX8t2jsQFDeTvywUdl-YbApJgLCGg4SJoDhTeitmZcM KglyJGFGrRrOLLywT7R A WARNING • Va* daalpn paarmeters and READ NOTES ON THISAND INCLUDED M17FX REFERENCE PAGEM/A7473 BEFORE USE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component Applicability of design paramenters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown is for lateral support of individual web members only. Additional lemporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVW11 QuaW Criteria, DSB419 and BCS11 Building Component y7.� Beaty Ydoorawdon available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 83719. USSCO. INC, tsromers 112893420 I I j I _ IJob Reference (optionalI 'toss Co., Eugene, OR 97402 8.240 s Jun 8 2019 MiTek Industries, Inc. Fri Jul 19 15:10:112019 Page 1 I0:ZHU8e7gL3yX8t2jsQFDeTvywUdl-OnkBXOMgl8CJwyou1 MDSln8X44eB2jVP35aZunywT7Q -2.0-0 2-8-13 8-9-14 1410.15 21-0-0 27-111 33-2-2 39-3-2 46-0-0 7 22-0-0 1 2-6-13 I 6-1-1 l 6-1-1 6-1-1 1 6-1-1 } 6-1-1 I 6.1-0 6.8.14 -4-0 5x5 = 5.00 12 Scale = 1:79.1 3x6 = 4xB = 2x4 ll 3x6 = 4x5 = 43-8 12-7-3 i • • 25-2-12 0000•• 29-4-13 37-8-8 46-0-0 I ' — B-3.11 •••• 12-7-9 42-1 8-3-11 8-3-8 Plate Offsets (X,Y)— (8:0-4-0,0-1-8j, L17:0 -2-0,0-0-8j, 118:0-2-0,0-2-01 •gods• • 4106••• LOADING (psf) SPACING- 2-0-0 • CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 000000 TC 0.63 Vert(LL) -0.14 18-20 >999 360 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 0.0 BC 0.54 Vert(CT) 1 -0.22 18-20 >999 240 TCDL 8.0 Rep Stress Incr YES WB 0.61 HOrz(CT) 0.02 12 n/a n/a BCLL 0.0 Code IRC2015/TP12014 Matrix -MSH Weight: 257 Ib FT = 20 BCDL 7.0 LUMBER- BRACING - TOP CHORD 2x4 OF No.2 TOP CHORD Structural wood sheathing directly applied or 5-3-13 cc purlins, BOT CHORD 2x4 OF No.2 except end verlicals. WEBS 2x4 OF Stud 'Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing, Except: W6,W7,W9,W1 0,W8,W1 1: 2x4 OF No.2 6-0-0 cc bracing: 17-18,16-17. WEBS 1 Row at midpt 6-18, 8-17, 7-18 MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 17=2221/0-5-8 (min. 0-2-6),22=970/0-5-8 (min. 0-1-8),12=707/0-5-8 (min. 0-1-8) Max Horz 22=-156(LC 15) Max Uplift 17=-247(LC 11), 22=-185(LC 10), 12=-148(LC 11) Max Grav 17=2221(LC 1), 22=1109(LC 17), 12=744(LC 18) FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 34=1 046/181, 4-5=-953/192, 5-26=-9691179, 6-26=-817/199, 6-7=-312/125, 9-10=-837/230,10-11=-9301210,11-12=-1123/230 BOTCHORD 21-22=-2001771, 21-28=-191/1002, 28-29=191/1002, 20-29=-1 9111 002, 2 0-30=-7 917 1 5, 19-30=-79(715, 1 9-3 1=-79171 5, 18-31=-79/715, 17-18=-826/239, 16-17=-300/175, 15-16=0/360,15-32=01360,14-32=0/360,12-14=-139/993 WEBS 5-20=-359/162, 6-20=-60/510, 6-18=-916/230, 8-18=-146/1348, 8-17=-22201268, 11-14=-419/172,3-21=0/264, 7-18=-423/15, 6-16=-116/650, 9-16=-675/215, 9-14=-110/661, 3-22=-12031176 NOTES - 1) Wind: ASCE 7-10; Vult=120mph (3 -second gust) Vesd=95mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) All plates are 3x5 MT20 unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.0psf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 17=247,22=185,12=148. LOAD CASE(S) Standard 00••0 00.00 •••••• 0 0 •• 00.00• • • of 00.00• • • •• •• RENEWS: 12/31120 July 22,2019 A WARNING - ✓wNydesIgn pemmedsrs 8W RE4D NOTES ON THISAND INCLUDED MITEKREFERENCE PAGENII-7073 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 AppJcability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing at the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTPII Quality Cdretle, DSB$9 and BCSI1 Building Component 1, f� (Tt+ Sellout htformetlon available from Truss Plate Institute, 583 D'Onofio Drive, Madison, WI 53719. t'" E [3'S !CO. INC. • • 0000•• • •••• • • •gods• • 4106••• • • • • • • •• 0 000000 0000••• i c 0.0 r'�t4'r'u Or 4 00••0 00.00 •••••• 0 0 •• 00.00• • • of 00.00• • • •• •• RENEWS: 12/31120 July 22,2019 A WARNING - ✓wNydesIgn pemmedsrs 8W RE4D NOTES ON THISAND INCLUDED MITEKREFERENCE PAGENII-7073 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 AppJcability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing at the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTPII Quality Cdretle, DSB$9 and BCSI1 Building Component 1, f� (Tt+ Sellout htformetlon available from Truss Plate Institute, 583 D'Onofio Drive, Madison, WI 53719. t'" E [3'S !CO. INC. Job T ruse�fruss Fype Qty Ply Breeden Brothers 25.0 Plate Grip DOL 1.15 TC 0.29 (Raaf Snow=25.0) Lumber DOL 1.15 112883421 J1040427 A09GE Common Supported Gable 1 1 Matrix -SH BCDL 7.0 LUMBER - Job Reference(optionallI The Truss Co., Eugene, OR a740e 8.240 . j- a 20 19 s n - - - u ie ID:ZHU8e7gL3yX8t2jsQFDeTvywUdl-yAsyyiOSYIS1AFyG8nFaNCExwtS2WIZiXP3gygyw 70 -2-0-021-0-0 46-0-0 7 2-0-0 21-0-0 25-0-0 -4-0 Scale = 1:80.4 5x5 = 5.00 12 17 18 19 71 70 69 fib 67 fib 65 64 63 62 61 60 59 57 56 55 54 53 52 51 50 49 48 58 47 3x4 II 3x6 = 3x6 = Plate Offsets r X,Y - „ :0-2 9 0-1-gL[29:0-2-8,0-3-0] LOADING (psf) f SPACING- 2-0-0 CSI. TCLL 25.0 Plate Grip DOL 1.15 TC 0.29 (Raaf Snow=25.0) Lumber DOL 1.15 BC 0.06 TCDL 8.0 Rep Stress Incr YES WB 0.12 BCLL 0.0 Code IRC2015/TP12014 Matrix -SH BCDL 7.0 LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF Stud OTHERS 2x4 DF Stud 'Except' ST16,ST15,ST14,ST13,ST12,ST11,ST17,ST18, ST19,ST20,ST21: 2x4 DF No.2 46-0.0 46-0-0 36 I17 q 0 46 45 44 43 42 41 40 39 38 37 45 = DEFL. in (loc) /deft Ud PLATES GRIP Vert(LL) 0.00 36 n/r 120 MT20 220/195 Vert(CT) 0.00 36 n/r 90 Horz(CT) 0.01 35 n/a nla Weight: 387 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc pur ins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. WEBS 1 Row at midpt 18-54, 17-55, 16-56, 15-57, 14-59, 19-53, 20-52,21-51,22-50 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 46-0-0. (lb)- Max Horz 71=156(LC 11) Max Uplift All uplift 100 Ib or less atjoint(s) 71, 55, 56, 57, 59, 60, 61, 62, 63, 64, 65, 66, 67, 68, 69, 53, 52, 51, 50, 49, 48, 46, 45, 44, 43, 42, 41, 40, 39, 38, 37, 35 except 70=-123(LC 16) Max Grav All reactions 250 Ib or less atjoint(s) 54, 55, 56, 57, 59, 60, 61, 62, ,i3, 64, 65, 66, 67, 68, 69, 70, 53, 52, 51, 50, 49, 48, 46, 45, 44, 43, 42, $1, 40, 39, 36, 35 except 71=315(LC 17), 37=269(LC 1) f CR n. (lb) -'A -)y r'rrr pdMax. Ts - Al' forces 250 (lb) or less except when shown. TOF CHORD 2-71=-31 i /103, 17-18=13/258, 18-19=-22/262, 19-20=-20/260 I:GTc3- 1) Wind: ASCE 7-10; Vult=120mph (3 -second gust) Vesd=95mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. ll; Exp B; Enclosed; MWFRS (envelope) gable and zone; cantilever left and light exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate g 1p LOL=1.60 2) Tru ,e designed f7r a'r1 loads in Ile ple-ir: 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 ANSUTPI 1. 3) TCI -L: ASCE 7-10; Pf=25.0 psf (fl: t roof show); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unba,�nced snow loads have been cx-,isidered for this design. P,).This truss has peen designed for preater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loses. b) Alj�httes are 2x4. MT20 unless othe,wlse indicated. ') C 3Je requires--conti-uoa s bottom chord bearing. 8) Gable studs spa,e,i et 1-4-0 cc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 71, 55, 56, 57, 59, 60, 61, 62, 63, 64, 65, 66, 67, 68, 69, 53, 52, 51, 50, 49, 48, 46, 45, 44, 43, 42, 41, 40, 39, 38, 37, 35 except Qt=lb) 70=123. LOAD CASE(S) Standard A WARNING - Ve* desVirr perametem and RE40 N07ES ON 7HISAND INCLUDED U17EKREFERENCE PAGE M11-7473 BEFORE USE Design vlidfo l with MiTek conectos. This design is based on Nu on parannetem shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery erection and bracingg, consult ANSVTP11 Qml y Criteria, DSe-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Dnoirio Drive, Madison, WI 53719. RENEWS: 12/31/20 July 22,2019 A theTRUS tO.INC. Job Truss rype Qty PlyBreedon Brothers (Roof Snow=25.0) Plate Grip DOL 1.15 TCDL 8.0 Lumber DOL Rep Stress Incr 112893422 J1040427 B01GE GABLE 1 1 • TOP CHORD Structural wood sheathing directly applied or 5-10-8 cc purlins, •• Job Reference (optionall Ino Islas 1:0., ..gene, VR sl9UL -v. n lu 1. .. .. ......i c -Y. , ID:ZHU8e7gL3yX8t2jsQFDeTvywUdl-vYziNOPL4MiIPZ6fGC12TdJFFh2Z UH7JYn1YywT7M -i-0-0 5-4-12 10-6.0 15-7-4 21-M 22.4.0 1.4-0 5.4.12 ' 5-1-4 �! 55-1- 5-4-12 1-4-0 Scale = 1:54.1 4x12 = 3x4 3x5 = 4x5 = 3x4 = 3x4 = 3x5 = IN 7-1-3 13-10-13 20-5.8 21-0 7-1-3 1 0 Plate Offsets (X,Y}- [2:0-2-14,0-2-0], [3:0-3-12,0-5-8], [5:0-3-12,0-2-8], [6:0-2-14,0-2-0], [8:0-1-12,0-1-8], [12:0-0-0,0-1-12], [12:0-3-0,0-1-4], [13:0-1-12,0-1-8], [23:0-1-12 LOADING (psf) 2x4 DF No.2 BOT CHORD TCLL 25.0 SPACING- 2-0-0 (Roof Snow=25.0) Plate Grip DOL 1.15 TCDL 8.0 Lumber DOL Rep Stress Incr 1.15 YES BCLL 0.0 Code IRC2015/TPI2014 BCDL 7.0 •• BRACING - LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF Stud *Except* BC 0.38 W5,W4: 2x4 DF No.2 OTHERS 2x4 DF Stud CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TC 0.43 Vert(LL) -0.08 8-9 >999 360 MT20 220/195 BC 0.38 Vert(CT) -0.13 8-9 >999 240 WB 0.81 Horz(CT) 0.02 8 nla n/a Metrix -MRH a • • Weight: 213 Ib FT = 20% •• BRACING - • TOP CHORD Structural wood sheathing directly applied or 5-10-8 cc purlins, •• except end verticals. r • BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, •• • 0000a• •• 00 MiTek recommends that Stabilizers and required cross bracing • ••a• 1� rp be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 13=92610-3-8 (min. 0-1-6), 8=92610-3-6 (min. 0-1-8) Max Harz 13=168(1 8) Max Uplift 13=131(LC 10), 8=-132(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-44=-1 022/173, 4-44=921/192, 4-45=-918/194, 5-45=-1 020/174, 2-13=251/110 BOT CHORD 12-13=-1341895, 11-12=-134/895,10-11=-14/634,9-10=-14/634,8-9=-711897 WEBS 4-9=-110/404, 5-9=-285/176, 4-11=-109/409, 3-11 m-294/1 77, 3-13-1098/77, 5-8=1099/80 NOTES. 1) Wind: ASCE 7-10; Vult=120mph (3 -second gust) Vasd=95mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TOLL: ASCE 7-10; Pf=25.0 pelf (flat rcof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable studs spaced at 1.4-0 cc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 13=131,8=132. 11) No notches allowed in overhang and 10400 from left end and 10400 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c. maximum between the stacking chords. For edge -wise notching, provide at least one tie plate between each notch. LOAD CASE(S) Standard A WARNING - Vw*daslyn parame8va and READ NOTES ON 7HISAND INCLUDED MREKREFERENCE PAGE M11-7479 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown and is for an individual building component Applicability of design paramenters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVIPII Cuallty Criteria, DSB49 and SCS11 BuOdttg Component Safely Information available from Truss Plate Institute, 583 D'Onotno Drive, Madison, WI 53719. RENEWS: 12/31/20 July 22,2019 . A th2Tk �7.�a tO. INC. a • •000.0 ••••• • • 0000 0000•• • • a•J••• •00%•.•• a • • ••i••r •• • • 0.0.00 •• a• r • •0.00• •• • 0000a• •• 00 0000•• • ••a• 1� rp •• •• 2PE '• • a tl' • a OREGON �7116182 d , -X RENEWS: 12/31/20 July 22,2019 . A th2Tk �7.�a tO. INC. Joh Trussype Qty y Breeden Brothers 112893423 J1040427 B02 Comon 3 1 Joh Reference optional) rhe Truss Co., Eugene, OR 97402 8.240 a Jun 8 2019 MiTek Industries, Inc. Fd Jul 19 1510:16 2019 Page 1 ID:ZH U8e7g L3yX8t2jsQFDeTvywUdl-NIX4akQzrggbl jhrpvpH?gsRg5CWjzm9DN IKZywT7L 10-8-0 I 15-7- _ 21-M 22-4-0,� 1-4-0 I 5-4-12 5.1-4 5.1.4 5.4-12 1-4-0 4x5 = N 2 IM PLATES GRIP MT20 2201195 Weight: 116 Ih FT = 20% Scale = 1:47.4 12 8 3.6 = 3x6 = 3x4 = 3x4 = 3x6 = _ 7-1-3 6-9-11 6-0-11 Plate Offsets (X,Yj-- [3:0-1-12,0-1-4_, 4:0-2-8,0-1-121, [5:0-1-12,0-1-41,I8:0-2-12,0-1-81, [12:0-2-120-1-1_ LOADING (V7.0 T TCLL SPACING- 2-0-0 CSI. DEFL, in (lac) I/deft Lld (Roof SnowPlate Grip DOL 1.15 TC 0.38 Vert(LL) -0.09 9-10 >999 360 TCDL Lumber DOL 1.15 BC 0.33 Vert(CT) -0.11 9-10 >999 240 BCLL Rep Stress Incr YES WB 0.67 Horz(CT) 0.02 8 n/a nla BCDL Code IRC2015RPI2014 Matrix -MSH LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD BOT CHORD 2x4 DF No.2 WEBS 2x4 DF Stud *Except* BOT CHORD W5,W4: 2x4 DF No.2 REACTIONS. (lb/size) 12=92610-3-8 (min. 0-1-8),8=92610-5-8 (min. 0-1-8) Max Horz 12=176(LC 8) Max Uplift 12=-130(LC 10), 8=-130(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-13=-948/166, 4-13=-8541189, 4-14=8541189, 5-14=948/166, 2-12=-3311125, 6-8=-331/125 BOT CHORD 11-12=-1251875, 10-11=-125/875, 10-15=-13/630,15-16=-13/630, 9-16=13/630, 8-4=-,W6 17 WEBS 4-9=-99/319, 4-10=-981369, 3-12=-893159, 5-8=-893/59 Structural wood sheathing directly applied or 6-0-0 cc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation auide. POTcn- 1) W:,nd: ASCE 7-10; Vult=';20mph (3 -second gust) Vasd=95mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantiletrer left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate jr'p C01_=1.60 2) TILL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) i,is t, uss has been designed for greater (,: min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs ^on concurrent w'th cthe• live load-. 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) -'I his truss has been designed for a live loau 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 ante iy other members, with BCDL = 7.Opsf. 7) Proeide mechanitA.corinection (bv othersl of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) 12=130,8=130. I VAO,CASE(S) Standard A WARNING -Verily desVn paramefaa and READ NOTES ON 7741SAND INCLUDED MnFXREFERENCE FAGEMIF74739EFDRE USE. Design valid for use on Nwith MiTek connectors. This design is based only upon parameters shown and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTPII Quality criteria. DSB-88 and BCSI1 Building Component Safety kdarmadon available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. RENEWS: 12/31120 July 22,2019 A the'PRUSSCo. INC. Job jj ruse ruse ype City�Ply Breedon Brothers 1.15 Rep Stress Incr YES Code IRC2015rrP12014 112883422 J1040427 B01GE GABLE 1 1 V1II49i1� • w BRACING - •••••• Job Reference (optional) The Truss GO., tugene, OR 8/4UZ a.Z4U 9 Jun azuls MI lex mcustnes, m0. r'n Jur le lanuno ZUIs rage 1 ID:ZHU8e7gL3yX8t2jsOFDeTvywUdl-vYziNOPL4MiIPZ6fGC12TdJFFh2Z_UH7JYn 1 YywT7M 1-0-0 . 5-4-12 10-8-0 15-7-4 21-0-0 ,22.4-0 1111 -4-0 I 5-4.12 5-1-4 5-1-4 5-4-12 1�-0 Scale =1:54.1 4x12 = 3x4 15 3x5 = 4x8 = 3x4 = 3x4 = 3x5 = IN 7-1-3 i 13.10.13 20.5.8 25.0.0 r 7-1-3 6-9-11 6-0-11 0=6� _ Plate Offsets (X,Y)— [2:0-2-14,0-2-0], [3:0-3-12,0-5-8], [5:0-3-12,0-2-8], [6:0-2-14,0-2-0], [8:0-1-12,0-1-8], [12:0-0-0,0-1-12], [12:0-3-0,0-1-4], [13:0-1-12,0-1-8], [23:0-1-12 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 ' BCDL 7.0 LUMBER- SPACING- 2-M Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015rrP12014 TOP CHORD 2x4 OF No.2 BOT CHORD 2x4 OF No.2 WEBS 2x4 OF Stud *Except* W5,W4: 2x4 OF No.2 OTHERS 2x4 OF Stud CSI. DEFL. in (]cc) I/defl L/d PLATES GRIP TC 0.43 Vert(LL) -0.08 8-9 >999 360 MT20 220/195 BC 0.38 Vert(CT) -0.13 8-9 >999 240 WB 0.81 HDrc(CT) 0.02 8 n/a n/a Matrix -MRH �' Weight: 213 Ib FT = 20 V1II49i1� • w BRACING - •••••• TOP CHORD Structural wood sheathing directly applied or 5-10-8 cc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 13=92610-3-8 (min. 0-1-8),8=92610-3-8 (min. 0-1-8) Max Horz 13=158(LC 8) Max Uplift 13=131(LC 10), 8=-132(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-44=-1022/173, 4-04=921/192, 4-45=-918/194, 5-45=-1020/174, 2-13=-251/110 BOT CHORD 12-13=-134/895,11-12=-134/896, 10-11=-14/634,9-10=-14/634,8-9=-71/897 WEBS 4-9=-1101404, 5-9=-285/176, 4-11=-109/409, 3-11=-294/177, 3-13=-1096/77, 5-8=-1099/80 NOTES - 1) Wind: ASCE 7-10; Vult=120mph (3 -second gust) Vasd=95mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable and zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable studs spaced at 1-4-0 cc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except dt=1b) 13=131,8=132. 11) No notches allowed in overhang and 10400 from left end and 10400 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c. maximum between the stacking chords. For edge -wise notching, provide at least one tie plate between each notch. LOAD CASE(S) Standard A WARNING-VadydeaVn peramsom and READ NOTES ON THISAND IWAUDED MnEKREFERENCE PAGEMII.7479 BEFORE USE Design valid for use only with MiTek connectors. This design is based on upon parameters shown and is for an individual building component. 9 o Y 9 n P P g P Applicability of design paramenlers and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilliN of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTPII Quality Criteria, DSB49 and BCSI1 BulldkV Component Softly Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madlson, WI 53719. a • •••••• ••••• •• • •••••• •• •• •••••• • {{111pprs••• • • f'Jtlj' `1�j,11 �' • • • • V1II49i1� • w •••••• RENEWS: 12/31120 July 22,2019 . A the1$iVS-CO. INC. •• • •••••• •• •• •••••• • {{111pprs••• • • f'Jtlj' `1�j,11 �' • • • • V1II49i1� • w RENEWS: 12/31120 July 22,2019 . A the1$iVS-CO. INC. (Truss Type iQty Ply Breeden Brothers 112893423 I I _ I I (Job Reference (oction0 Co., Eugene, OR 97402 8.240 s Jun 8 2019 MiTek Industries, Inc. Fri Jul 19 15:10:16 2019 Page 1 ID:2HU8e7gL3yX8t2jsQFDeTvywUdl-NIX4akQzrggbljhrpvpH?gsRg50 Wjzm9DNIIQywT7L 5.4-12 10-6-0 15-74 _ 21-0-0 22-4-0 14-0 5-4-12 5-1-4 5.1-4 5-412 - 14-0 4x5 = 12 3x6 = 3x6 = 3x4 = 3x4 = 3x6 = Scale = 1:47.4 7-1-3 13-10-13 20.5-8 2 -0-0 7-1-3 6-8-11 6-6-11 - - Plate Offsets tX,Y}- [3:0-1-12.0-1 4J�[4:0-2�,0-1-12f, [5:0-1-12.0-1 4] j8:0-2-12.0-1-81,112:0-2-12.0-1-81 jI LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 I TC 0.38 Vert(LL) -0.09 9-10 >999 360 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.33 Vert(CT) -0.11 9-10 >999 240 TOOL 8.0 Rep Stress Incr YES WB 0.67 Horz(CT) 0.02 8 n/a n/a BCLL 0.0 Code IRC2015ITPI2014 Matrix -MSH Weight: 116 Ib FT = 20 BCDL 7,0 LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF Stud *Except* W5,W4: 2x4 DF No.2 REACTIONS. (Ib/size) 12=92610-0-8 (min. 0-1-8), 8=926/0-5-8 (min. 0-1-8) Max Horz 12=176(LC 8) Max Uplift 12=130(LC 10), 8=130(LC 11) 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 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-13=-948/166, 4-13=-854/189, 4-14=-854/189, 5-14=-9481166, 2-1 2=-3311125, 6-8=331/125 BOT CHORD 11-12=-125/B75, 10-11=-1251875,10-15=-13/630, 15-16=-113/630, 9-16=-131630, 8-4=54/8 � 7 WEPS 4-9=99/3G9, 4-10=98/369, 3-12=-893/59, 5-8=-893159 KITSC- 1) W -rid: ASCE 7-10; Vult='.20mph (3 -second gust) Vasd=95mph; TCDL=4.Bpsf; BCDL=4.2psf; h=25ft; Cat. ll; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantile,,er left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate ,fr'p COL=1.60 21 TILL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 41 ,lis L uss has been designed for greater t . min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs ^on c,ncurrent w,th rthe� live load 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) -'I his truss has been designed for a live loau 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 z iy other members, with BCDL = 7.Opsf. 71 Provide mechaoiy a1, connection (bv others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 12=130.8=130. 1049 CASE(S) Standard A WARNING - V.* d..W paramefera and READ NOTES ON 7NISAND INCLUDED Mr7EKREFERENCE PAGE M11.7473 BEFORE USE Design valid f ronly wi h MiT k connectors.This design is based only upon parameters shown and is for an individual building component Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilliry, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTPI1 Wa6ty Criteria, DSB-89 and BOSH Building Component Safety YdannHtlan available from Truss Plate Institute, 583 D'Onofric Drive, Madison, WI 53719. RENEWS: 12/31/20 July 22,2019 t�IeT tZTS ;CO. INC, 4x4 = Scale = 1:44.9 3 7-0-1 3xb = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 25.0 Plate Grip DOL 1.15 TC 0.35 (Roof Snow=25.0) 9-10=-135/856, 8-9=135/856, 8-13=-24/613, 13-14=-24/613, 7-14=-24/613, 6-7=-79/810 TCDL 8.0 Lumber DOL 1.15 BC 0.33 BCLL 0.0 Rep Stress Incr YES WB 0.67 BCDL 7.0 Code IRC2015/TPI2014 Matrix -MSH LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF Stud *Except* W5,W4: 2x4 DF No.2 REACTIONS. (Ib/size) 10=818/0-1-14 (min. 0-1-8),6=81810-5-8 (min. 0-1-8) Max Horz 10=-159(LC 6) Max Uplift 10=-100(LC 10), 6=-100(LC 11) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-11=-941/165,3-11=-8461188,3-12=8461188,4-12=-941/165 BOT CHORD 9-10=-135/856, 8-9=135/856, 8-13=-24/613, 13-14=-24/613, 7-14=-24/613, 6-7=-79/810 WEBS 3-7=-1001369, 3-8=-1001369, 2-1 0=-901 176, 4-6=-901176 DEFL. in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.08 7-8 >999 360 MT20 220/195 Vert(CT) -0.11 7-8 >999 240 Horz(CT) 0.02 6 n/a n/a Weight: 112 Ib FT = 20% BRACING• TOP CHORD Structural wood sheathing directly applied or 6-0-0 ac purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation.guide. NOTES - 1) Wind: ASCE 7-10; Vult=120mph (3 -second gust) Vasd=95mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) All plates are 3x4 MT20 unless otherwise indicated. 5) This truss has been designed fora 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, with BCDL = 7.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 10. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jtAlt) 10=100,6=100. LOAD CASE(S) Standard 0000•• • •••• • •0008• a 0000• RENEWS: 12131/20 July 22,2019 A WARNING -VmTydaeVnpammebrs and READ NOTES ON THISAND INCLUDED MI7EKREFERENCE PAGE MII-7473SEFORE USE. H Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Appifcability of design paramenters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTPII prellty Criteria, DSB-89 and BCSI1 Bulkllrrg Comporwit y, 'T�ygq�'S•INC. Safety hifixtration available From Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. tiie a 3i i7 C�. 0U) ZC W U) C3 �c v� sx Z n°O �1a si rnN '(Dn� -m ao w CQ.L o o M 7 m m 0 C ., c Q o0 3 Q N 6 .-CL d °a =r CD m lD N mUa W Q DCOo(n o & cr D 0.C N N NgSn° O3 co O om=FO 0O cdo3S CD .CLO O 0 N W N (p 7 N O N 6 9 6) K n Od N c j .n. 6) C •3'• Q' 7 O N 0 ID 0 I1p cc 10z113m (7 p,� N 1Zm7o� Q zN MOZ w m m W;p rC1 10z113m (7 zo �= .M0 .1 M> 1Zm7o� Q 7+o MOZ w m W;p rC1 o y�— m ii arch 71Oa w Z w D � Z � m gm p � -,Cmm �.iJ N m -p ( I 77� N W N m o o m �� O O z �, D o m co A (O n (D x a m i .Z1 7 a C O C j C d Y' 3 0 3 (D mm 2 N -0 � as m° r N aN CDM �m Tmo m< ~m g N ID cn m °1 3 Q n D :' y 3 T CD ID a c3 n3 ° aQ o ox - N O CL(Aa CD 3`G =j n N N m m -p - p C O N CO) �s —m3 0 o° Cil1 OM �. m Z aCL Noa ° m f0 O N:3 p 3 fD - N • N 3 p 0 -o LD f71 N 7 CD N O N N O N O .n.. F N Q N O N CD N d 3 DI p C-0 S N cr p 7 U D) m n n S O CD 10z113m (7 zo �= .M0 .1 M> 1Zm7o� Q 7+o MOZ w W;p rC1 AJ'n1 m ii arch 71Oa w Z w D � Z � m n)mcn p � -,Cmm �.iJ N m `< - - D) <D O (D D] 3 N N fD 77� N m r w Dm m �� O O z O A D o m co A (O CO)T (D x a m i .Z1 N o C O -I ma D O - mm � Zm o �m Tmo o m O CO) Cil1 OM m as O O K ZI TOP CHORD ci-a 1 n O u W2.7 O N w n � C5 n nI i w TOP CHORD � � m r A n O N WDO° Ci na2,I° Z =y� Z v `< - - D) O <D O (D D] 3 N N fD cy (D0 o.F)'::3 m 6m fD O R a Z D > CD �xM S N E7 > O N X, N Z pIDN (D x C N N I N mID �� . `o.n m x mnc m y�7 °w<.naa<03 0 C,`m m CD me ^ 4C1 m CD c 3 3 �} u o d n m' m n °1 c -`�' m m H' m o= m y m m 3 o CD �_ m � y a a6d? xP R- O = lD N n S 3. a d m O. N .0. O O. O O O O n n' Q ii < N N N N m .. S m C O CD - O 3 0 N N '.' N O fO O 7 C C n N G N 3 3 n n ro m -.'< CD C 0. N ry d 2 NDN j �� � S O O � N O. d �^ ^ O. 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Q J c / n v , ~�• • ••• in U I I f!//! I , •:`::•• + •III / " o, r a^� ••I - +''. • — U •� Q z z I 1 It , ! �•• I a'I O z /•/•� 1 Q O 1 , ^j I 1 �r� r 1 y: 1 •' r ti I 1 • •ti-s • • Of O W z ®•l!l111 n ,: 1 m1 �I I I 11 I -T •�-----�.-r'_�-s'v__-�---_- I ;' I 7 •. I I ,1 • 11 111 r-----•--•--+_------------- •------ I�rr I --._'.._.+ 11 Q U z LLJ li I W O I-tT�-`/-LLIs / i j i • ••� �• o L m LLJ LLJ 1 I I+ tl '1 ' / �� '>_ • • • z Q m � L� (n •r �y 5 Ilr - • • . • • • • Z z I I I II ', I �_ Q Q O II 11 / 1 �•••••• zo—Jp N i , 1 I , I I r I ', O - =� Q z `�� 13 - 0 N U)[-- z r Y v O 1= UO ry OJ W +--` f- U OU) Q CD zxw z or=Oo rn Jar- mQQ U O U FOUNDATION VENTILATION: 42'-0" •••••• I== 7.01 SO. FT. OF VENT REQUIRED. ISO • e PROVIDE 11 GALV. SCREENED SHT. MTL VENTS OF 18"x 6" O .70 SQ. FT. F-2.0 F-2.0 Oa POSITIVE CRAWL SPACE DRAINAGE - •••••• 3" P.V.C. DRAIN TO STREET GUTTER r - -I - TO D.S. UNE. Oi BEAM POCKETS: PLASTIC INSERTS FOR cl L J2e lel D" L J 16'-0" STEM WALL WHERE POCKETS OCCUR. mol 14'-0" a 2'-O"--0" \ R-30 F.G INS. BETWEEN JOISTS. ---------------"-_ -- I V \ l a 0 I I __-__-_---_tom I 1 I I I I I I •• •• 4 2" _ I I I . I io I •••• 21 I ' F-2.5' 0-2.5 I I I 1 F�iQ� I I I I I I I I I 1 • • lei I I I I I I I 1 67I W/ 1 I x12" [TRIP FOOTING 2X6 PONY WALL I I I I I I"x12" I 1 I 1 � ISTRIP OOTIN4". w/ I, I I I 1 1 I a I N I I I I I I 2X6PONY WALL I L I I i i r i 1 L -- _-----L-_-1--1-_-L_-_-I-- � I I I I I I I I I I 1 I I I I I 1 I I 1 r -I01 1 r 1 I I - M 1 1 -IPI I 101 1 1 1 1 1 J II I II m Ix0 l1 03" O4,2/4"CONDT L__-_------- _ __ _1 ' 2X PT FURRING 2" ELECTRICAL f9B_.$Mtf+G NAILING ^ r r - —j CONDUIT RETAINING WALL 1 , I I i I I I I I I SEE DETAIL A "134" IN CALCS f I I -------- I I I LL I I i I I I I I I I I I I I � I n j - ---- - - - - - - -- - - - - J L_-- 1 I I CONDUITS w C r 15`-11 1/2" I I CONC. PORCH o I 1 I I e m +a I h 20 F --2.Z0 C_O_NT_. F_TG_. W_/ R_EBA_R F-12.0 2p'-0" 20'-0" 41/2" _2-_y4_ /2"__________ J _�j_ `/ 41/2" F-2.0 2zz=,aZ 1/2 17'-0" WIDE CONCRETE DRIVEWAY PVC SLEEVE - 1 FROM FRONT T)F GARAGE 8" SLAB NOTES: VENTED FOUNDATIO- O FOUNDATION VENTILATION: AREA DIVIDED BY 150: •••••• I== 7.01 SO. FT. OF VENT REQUIRED. ISO • e PROVIDE 11 GALV. SCREENED SHT. MTL VENTS OF 18"x 6" O .70 SQ. FT. EACH = 7.70 SO. FT. OF VENTAILATION Oa POSITIVE CRAWL SPACE DRAINAGE - •••••• 3" P.V.C. DRAIN TO STREET GUTTER OR APPROVED LOCATION. DO NOT TIE TO D.S. UNE. Oi BEAM POCKETS: PLASTIC INSERTS FOR • i 1-7/B" 210 I -JOISTS. 8" MIN. STEM WALL WHERE POCKETS OCCUR. mol 7/8" THICK 2-4-1 T&G DECKING GLUED & NAILED OVER 11-7/8" TJI 210 FLOOR JOISTS O 24" O.C. R-30 F.G INS. BETWEEN JOISTS. Oe 6 MIL BLACK VISOUEEN VAPOR BARRIER O GARAGE SLAB 4" DP. S.T.F. CONC. ON 4" GRANULAR FILL W/ 10 GA. 6x6 W.W.Y. SLOPE TOWARDS DOOR O 1/4" PER FT. OOPT. 3'-6" SO. x 4" OP. CONC. PAD FOR OPT. HEAT PUMP W/ 3" SLEEVE THROUGH FOUNDATION O TOP OF STEM WALL TO CRAWL SPACE --PAD NOT TO BE CLOSER THAN 5' OF PROPERTY UNE DO NOT TIE TO FOUNDATION. ro AT ALL SLABS: #3 REBAR DOWELS 30" LONG - 18" INTO SLAB AND 12" INTO FOUNDATION WALL, BEND DOWELS TO CENTER OF SLAB. O GAS METER LOCATION. MUST BE 3'-0" MIN. FROM ELECTRIC METER. ,x ELECTRIC METER LOCATION. MUST BE 3'-0" MIN. FROM GAS METER. O 1/2"x10" ANCHOR BOLTS O 4'-0" O.C. & WITHIN 1'-0" OF CORNERS & END OF SILL PLATES UNLESS OTHERWISE NOTED. 6" WIDE CONC. STEM WALL ON 12" WIDE x 6" DP, CONC. FOOTING 12" BELOW FIN. GRADE W/ SINGLE STORY. O 8" WIDE CONC. STEM WALL ON 15" WIDE x 8" DP, CONC. FOOTING 12" BELOW FIN. GRADE W/ 2 STORY. O PORCH: 4" CONIC. SLAB ON 4" MIN. GRANULAR FILL. n WALK: 4" CONC. SLAB ON 4" MIN GRANULAR FILL. O 1" WATER UNE TO HOUSE W/ TEE AND VALVE. 2+ HTT4 HOLDOWN W/ SSTS16 ANCHOR BOLT AND (2) 1/2" ANCHOR BOLTS AT EACH END. F-2.0 2'-0" X 2'-0" BY 8" THICK (MIN.) W/ #4 AT 8" O.C. EAH WAY. 3" CLR FROM BOTTOM F-2.5 2 -6" X 2'-6" BY 8" THICK (MIN.) W/ #4 AT 8- 0 C. "OC. EAH WAY. 3" CLR FROM BOTTOM PO (2) 2X TRIMMERS P1 4X4 HF #2 P.T. 8-21-19 ccByz7 Federal Intellectual Yeeel 5heel Du Job #16-9 Oab Dw Sheet Breeden Homes Properly Copyright GREEN #14 FOUNDATION PLAN 4-11-19 JQNN 2 Eugene. ORE. 886-8491 INDEPENDENT NOME C 2009 B.B. Inc. 5eele oe "OUR REPUTATION IS BUILDING» BUYERS WARRANTY 0 1/4" = 1'—D" RIGHT •••••• ••••• • • e • • •••••• •••••• • •• • •••••• •• •• • •••••• •••• • • • 0 CRAWL 42'-0" 8-21-19 .Q. Fedef0l InfelleeTU01 Model SMN D.< Joh /1t6-9 Daf� Drown Sheaf Breeden Hom es °CO27 Property Copyright GREENBRIER 14 ""BASEMENT FLOOR PLAN <a: -11-1 N 3PB "OUR REPUTATION IS BUILDING" Euaana, ORE. 686—east IBUYERSDWARRANW ©20t)9 8.8. In<. # ' 1 /4" = 1'-0" RIGHT S'in3' CONCRETE PATIO 80 40 SDR �- Y7._3» a -0" 5650 SD 6068 SGD a wRCVddMI iIIIII ^$ BEDROOM P Jp \m`mni lIlI iFI FLEX SPACE 1Y0'27kM' 1-" BEDROOM 4 LINEN OPTIONAL 2668 Il� Nn'o 4'-3" 4'-10" 28 2668 1 ITS PAIN eATx BEDROOM 3 YECNANICAL O 3,-4" OUP f C" FAU 3'-4" 2'-0" CRAWL CRAWL 42'-0" 8-21-19 .Q. Fedef0l InfelleeTU01 Model SMN D.< Joh /1t6-9 Daf� Drown Sheaf Breeden Hom es °CO27 Property Copyright GREENBRIER 14 ""BASEMENT FLOOR PLAN <a: -11-1 N 3PB "OUR REPUTATION IS BUILDING" Euaana, ORE. 686—east IBUYERSDWARRANW ©20t)9 8.8. In<. # ' 1 /4" = 1'-0" RIGHT 18'-0" SQUARE FOOT #4 MAIN FLOOR 1222 LOWER FLOOR 726 TOTAL 1946 GARAGE 446 8-21-19 Federal Intellectual Model 6h«1 Dx Job /16-9 DaN Dra+. Sheet yip Q y� ��8,�7 Pro er1 �� h1 GREENBRIER #14 MAIN FLOOR - -"-19 3P Bi d em Ho m e s IND6PBND¢NT HOME P Y PY 9 "OUR REPUTATION IS BUILDING" Eusena, ORE. 88•-Gi3l BUYERS WARRANTY ©Zoos B.B. Inc. 1%4" = l'-0" as RIGHT SA s St�+�c1R��GARf�N. �e9 Mcrao x 1 D � AIAQI`'1 :s•::• SSSS• SSSS SSSS• • • SSSS•• SSSS•♦ SSSS•• •• • • SSSS•• • • SSSS•• •• • SSSS•• •• •• • •Soso• 0000 o • • 00:00• •0••••od, •s•♦ • • • 00 • •• • • • • • 0040 0000 AM STRAP K BEAN TO DBL. TOP PLATE 1'-4" SOFFIT SEE DETAIL 3 � "D3" IN CALCS N2.5A TRUSS CUP TRUSS TO DBL TOP PLATE. (TYPICAL) 1'-4" us 1 4X12 OF I/2 i— =F 2-2 B HDR N IV VII RUS4S O 14 OC - 1 , I I I I I I I I I II I I I I III I l l l l l l m II L I I 1 1 1 1 1 1 1 1 1 I I I I 1 I 1 1 1 I �, I; I I I I Gr Ire B x J, fi2x8 T I I; 11 I al I I� I I � 1 1 j 1 1 I I rr ++++I I I I 1 I I I I 1 211 L y2 SLEEPER W/ A'L,'�) t 6d11111'''''CONN`�'A1'I TO EPCH TRUSS 1 I 1 1• II I I i` 1 ..�1..ppqrs 4x12 DF j12 -CONT 2-2x8 NORR 2�--2 —NOR ��>_-------------- ' I IV o VII -------------- — yI IVI11ISV I r•>_rsrsrarsr� I f1 -----------rZ- � 1 I I 13-1/2} x 1211 OF 2AF-V4 SOFFIT ---/— SEE DETAIL 3 LSTA12 STRAP "D3" IN CALCS BEAN TO DBL TOP PLATE I I II I I II I I I . N 1 I I I ROOF VENTING—UPPER 21"I'&M' - N7 IN. LOW 2 - MOE ov114. 5•• HIGH �- I�.xs a�aE on1rs. 94. 50.111. BEAM SCHEDULE x ALL HEADERS TO BE (2) 2X8 OF #2 W/ 2X TRIMMERS U.N.O. RB101: 6X10 OF #2 H101: 3-1/2 X 12 OF 24F -V4 GLULAM H102: 4X12 DF #2 H103: 4X12 OF #2 H104: (2) 2X10 OF #2 H105: 4X12 OF #2 DAGT Grurnl ll C PO (2) 2X TRIMMERS o, P1 4X4 HF #2 P.T. P2 6X6 HF #2 P -T. W/ BC CAP AND ABU BASE 20170 Buildings with comb) have an attic access of vertical height of 30 in than 30 square feet. TI from the top of the ce of the roof framing. The rough -framed of inches and shall be loc accessible location. -8-21-19 CCB4127 PFederalroperty (Copy Ctuol NodN Sh•et Dae Job /I6-9 Dot. 0— Sheet Bre e d en Ham e S Properly Copy GREENBRIER 14 4-"-' Bu ena, ORE. 888-0431 INDEPENDENT NONE L. 2009 B.B. InG. ROOF FRAMING PLAN - • 3R "OUR REPUTATION IS BUILDING" • BUYERS WARRANTY 0 1%4" = 1'-0" RIGHT •000.0 0000• 25C 8807 -A -F -FIC IAMBS:•.:•.' lstible celing'or roo$COAStYuctioti'jflalt 00•. •• lening tg a0ll 0at•tic areas that have a •••••• ches or greater over an area of norlI :; ie verticaa4 height shall be measuced., III * ling framlrTg rrfembaStIA-he underside 00.00000.0 • 00 lening sWr not lei,;Z jnches U byIQ ated in a4a41avay or other readilyseee: . 0 . 4006 000• �2 IN SCREENED OF ATTIC AREA PROVIDED IN SCREENED VENTS SIN A VENT OR ROOF VENTS SOX IN EAVE VENTS W/ BAFFLES R.�1J V resc- o+t�p1'RdIVAL EN VY ! L i a COMP ROOFING ROOFING FELT PANEL SHEATHING ENGIN. TRUSSES O 24" OC 11-19 BLOWN INSULATION SHEETROCK CEILING VAPOR BARRIER EXT 'SIDING 2x6 STUDS O / 24" O.C. T,/ R-25 BATT. NS. VAPOR BARRIER SHEET ROCK eca y2� Federal Intellectual Madd sb 1�1 «I O:e Jab /16-9 00' Deo." Sheet Breeden Homes Q Property Copyright GREENBRIER #14 SECTIONS -"-' N 5A E.4p... ORE. 686-9451 INDEPENDENT HONG C 2009 B.S.IHC. "OUR REPUTATION IS BUILDING" BUYERS WARRANTY � " = t' -o" RIGHT dN S ease 0000• • • 0 0.000• ...-: 009000 • • 00.00• • • •09••• • • • • • • . 09004' as • 09.00• 9966 •6 • . • 6 000000 066999 0000 0 a • •• 06 6.060• as •• *0:..e` 996• IIl111lI/ili!•}lilll}IIIlIIIIIlII'' lillllllllllHll!'IIEfl�1111�'" !IlIF111lllllil,F111i1}II'" F 11lIliFIEElIlg3�l.l I EI�IE411�111���I` IL COMPOS ON SINGLE 30 YEAR 1 i7-1/4- HARDIEW ■_ `FRONT ONLY CEDAR CORNER AN _TYP 8-21-19 CCBM27 Federal Intellectual E I Shah Dse Job #16-9 Dale Dra-n Sheet Breeden Homes INDEPENDENT HDMB PrOoperty Copyright GREENBRIER #14 ELEVATIONS `-" """ 6A "OUR REPUTATION IS BUILDING" Eugene, ORE• 686-9461 BUYERS NARRANTY C 2009 B.R. Inc. 7 os 1/4" = 1'-0" RICHT IN UNE STRAP Al AM El HOLDOWN SCHEDULE ZO NTT4 W/ SSTB16 (5/8" X 16") rY MSTC40 STRAP VERTICAL WALL TO WALL SHEAR WALL NOTES ® SEE LATERAL NAILING SCNEDULE AO =1 /2" DIA. X 10" J—BOLTS • 48" O.C. W/ 3" X 3" X .229" PLATE WASHER LATERAL NAILING SCHEDULE NOTE EDGE BLOCKING OTHER OD 6" O.C. NONE • 0 6" D.C. 2X ••04i N • • • (2) 2X 0 ABUTTED PANEL EDGES 2O 4" 0 C 4X NAIL TOGETHER W/ (2) l6d 6" O.C. ! • (2) 2X • ABUTTED PANEL EDGES 3O 3" 0 C 4% NAIL TOGETHER W/ (2) 16d 6" O.C. O.C. (2) 2X i ABUTTED PANEL EDGES O2" STAGGERED 4X NAIL TOGETHER W/ (2) 16d 6" O.C. NOTES: - MOS 16" O.C. - 1/2' PLYWOOD OR 7/16" OSB - 8d NAILS (.131" X 2-1/2", 1 3/8" MIN. PENETRATION) - 12" O.C. FIELD - 3" X 3" X .229" WASHERS - 1/2A.B. W/ 7" EMBEDMENT 72" O.C. MAX SPACING � ted GREENBRIER 14 SL0INER LEVEL SHEAR WALL ,6-9 �..e 20.19 7B 8ni , ORB, a8d-9431 RICHT 1/4 = I'-0" 0000•• 0•i•• • • • 0000 ••04i N • • • • ! • • • • as •• • 0000•• •0.0 -• •000.0 •!•• i • • •• •• 0400•0 • •• • 0 • ! • 0000 •!••