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Permit Building 2020-01-02
SPRINGFIELD! City of Springfield S Development and Public Works 225 Fifth Street Springfield, OR 97477 OREGON Building Permit 541-726-3753 Residential 1 & 2 Fam Dwelling (New Only) Permit Number: 811-19-002523-DWL IVR Number: 811089305281 Web Address: www.springfield-or.gov Email Address: permitcenter@springfield-or.gov Permit Issued: January 02, 2020 PENDING INSPECTIONS Permits expire if work is not started within 180 Days of issuance or if work is suspended for 180 Days or longer depending on the issuing agency's policy. All provisions of laws and ordinances governing this type of work will be complied with whether specified herein or not. Granting of a permit does not presume to give authority to violate or cancel the provisions of any other state or local law regulating construction or the performance of construction. ATTENTION: Oregon law requires you to follow rules adopted by the Oregon Utility Notification Center. Those rules are set forth in OAR 952-001-0010 through OAR 952-001-0090. You may obtain copies of the rules by calling the Center at (503) 232-1987. All persons or entities performing work under this permit are required to be licensed unless exempted by ORS 701.010 (Structural/ Mechanical), ORS 479.540 (Electrical), and ORS 693.010-020 (Plumbing). Printed on: 1/2/20 Page 1 of 4 C:\myReports/reports//production/01 STANDARD TYPE OF WORK Category of Construction: Single Family Dwelling Type of Work: New Calculated Job Value: $287,881.66 Description of Work: New SFD Lot 150 JOB SITE INFORMATION Worksite Address Parcel Owner: KANDLE DAVID & 962 S 66TH PL 1802031003800 MICHELLE Address: 87793 PONDEROSA DR Springfield, OR 97478 VENETA, OR 97487 Owner: KANDLE DAVID & MICHELLE Address: 87793 PONDEROSA DR VENETA, OR 97487 LICENSED PROFESSIONAL INFORMATION Business Name License License Number Phone ADAIR HOMES INC - Primary CCB 593 360-448-6050 SUNNYHILL MECHANICAL INC CCB 202664 541-294-9730 INTERSTATE ELECTRIC INC CCB 117121 503-393-2223 ALPINE HEATING LLC CCB 193586 541-954-9959 PENDING INSPECTIONS Permits expire if work is not started within 180 Days of issuance or if work is suspended for 180 Days or longer depending on the issuing agency's policy. All provisions of laws and ordinances governing this type of work will be complied with whether specified herein or not. Granting of a permit does not presume to give authority to violate or cancel the provisions of any other state or local law regulating construction or the performance of construction. ATTENTION: Oregon law requires you to follow rules adopted by the Oregon Utility Notification Center. Those rules are set forth in OAR 952-001-0010 through OAR 952-001-0090. You may obtain copies of the rules by calling the Center at (503) 232-1987. All persons or entities performing work under this permit are required to be licensed unless exempted by ORS 701.010 (Structural/ Mechanical), ORS 479.540 (Electrical), and ORS 693.010-020 (Plumbing). Printed on: 1/2/20 Page 1 of 4 C:\myReports/reports//production/01 STANDARD Permit Number: 811-19-002523-DWL Page 3 of 4 Schedule using the Oregon ePermitting Inspection App, search "epermitting" in the app store PERMIT FEES Fee Description Quantity Fee Amount Residential wiring 2761 $330.00 Technology Fee $239.53 Barbecue 1 $19.00 Furnace - up to 100,000 BTU 1 $23.00 Gas fuel piping outlets 4 $9.00 Gas or wood fireplace/insert 1 $52.00 Range hood/other kitchen equipment 1 $19.00 Plan Review - Major, City 1 $251.00 Single Family Residence - Baths 2 $521.00 Address assignment - each new or change requested externally, per each 1 $54.00 SDC: Total Transportation Administration Fee 190.09 $190.09 SDC: Improvement Cost - Local Wastewater 2183.74 $2,183.74 SDC: Total MWMC Administration Fee - Local 89.48 $89.48 SDC: Reimbursement Cost - Storm Drainage 1146.21 $1,146.21 SDC: Improvement Cost - Storm Drainage 1664.1 $1,664.10 SDC: Reimbursement Cost - Local Wastewater 4433 $4,433.00 SDC: Total Sewer Administration Fee 338.84 $338.84 SDC: Reimbursement - Transportation SDC 190.06 $190.06 SDC: Improvement - Transportation SDC 3611.72 $3,611.72 SDC: Reimbursement Cost - MWMC Regional Wastewater SDC 135.93 $135.93 SDC: Improvement Cost - MWMC Regional Wastewater SDC 1620.85 $1,620.85 SDC: Compliance Cost - MWMC Regional Wastewater SDC 22.82 $22.82 SDC: Administrative Fee - MWMC Regional Wastewater SDC 10 $10.00 SDC: Total Storm Administration Fee 140.52 $140.52 Fire SDC - New Res Construction Sq Ft fee - enter sq ftg 2761 $165.66 Structural plan review fee $1,301.81 Structural building permit fee $2,002.78 Willamalane fees - Single Family Detached, per unit 1 $3,805.00 State of Oregon Surcharge - Plumb (12% of applicable fees) $62.52 State of Oregon Surcharge - Mech (12% of applicable fees) $14.64 State of Oregon Surcharge - Elec (12% of applicable fees) $39.60 State of Oregon Surcharge - Bldg (12% of applicable fees) $240.33 Curb cut fee - enter # of cuts 1 $125.00 Curb cut and Sidewalk construction - multiple permit discount 1 $-42.00 Sidewalk construction - permit, first 90 linear feet 1 $125.00 Total Fees: $25,135.23 Printed on: 1/2/20 Page 3 of 4 C:\myReports/reports//production/01 STANDARD SPRINGFIELD- city of Springfield Development and Public Works Transaction Receipt 225 Fifth Street 811-19-002523-DWL Springfield, OR 97477 ,OREGON 541-726-3753 IVR Number: 811089305281 permitcenter@springfield-or.gov Receipt Number: 473442 Receipt Date: 1/2/20 www.springfield-or.gov Worksite address: 962 66th PL, Springfield, OR 97477 Parcel: 1802031003800 Printed: 1/2/20 3:06 pm Page 1 of 3 FIN_TransactionReceipt pr Fees Paid Transaction Units Description Account code Fee amount Paid amount date 1/2/20 1.00 Ea Structural building permit fee 224-00000-425602-1030 $2,002.78 $2,002.78 1/2/20 2,761.00 SgFt Residential wiring 224-00000-426102-1033 $330.00 $330.00 1/2/20 2.00 Qty Single Family Residence - Baths 224-00000-425603-1034 $521.00 $521.00 1/2/20 1.00 Ea Furnace - up to 100,000 BTU 224-00000-425604-1031 $23.00 $23.00 1/2/20 1.00 Ea Gas or wood fireplace/insert 224-00000-425604-1031 $52.00 $52.00 1/2/20 1.00 Ea Barbecue 224-00000-425604-1031 $19.00 $19.00 1/2/20 1.00 Ea Range hood/other kitchen equipment 224-00000-425604-1031 $19.00 $19.00 1/2/20 4.00 Qty Gas fuel piping outlets 224-00000-425604-1031 $9.00 $9.00 1/2/20 1.00 Ea State of Oregon Surcharge - Elec 821-00000-215004-0000 $39.60 $39.60 (12% of applicable fees) 1/2/20 1.00 Ea State of Oregon Surcharge - Mech 821-00000-215004-0000 $14.64 $14.64 (12% of applicable fees) 1/2120 1.00 Ea State of Oregon Surcharge - Plumb 821-00000-215004-0000 $62.52 $62.52 (12% of applicable fees) 1/2/20 1.00 Ea State of Oregon Surcharge - Bldg 821-00000-215004-0000 $240.33 $240.33 (12% of applicable fees) 1/2/20 1,146.21 Amoun SDC: Reimbursement Cost - Storm 617-00000-448029-8800 $1,146.21 $1,146.21 Drainage 1/2/20 1,664.10 Amoun SDC: Improvement Cost - Storm 617-00000-448028-8800 $1,664.10 $1,664.10 Drainage Printed: 1/2/20 3:06 pm Page 1 of 3 FIN_TransactionReceipt pr Transaction Receipt 811-19-002523-DWL Receipt number: 473442 Transaction Units Description date 1/2/20 1.00 Ea Plan Review - Major, City 1/2/20 1.00 Automatic Technology Fee Fees Paid Account code Fee amount Paid amount 100-00000-425002-1039 $251.00 $251.00 204-00000-425605-0000 $239.53 $239.53 Payment Method: Check number: 1001 Payer: Michelle Kandle Payment Amount: $23,833.42 Cashier: Katrina Anderson Receipt Total: $23,833.42 Printed: 1/2/20 3:06 pm Page 3 of 3 FIN_TransactionReceipt_pr Structural Permit Application 225 Fifth Street ♦ Springfield, OR 97477 ♦ PH(541)726-3753 ♦ FAX(541)726-3689 SPRINGFIELD C OREGON DEPARTMENT USE ONLY f Permit no.: f1-00 -4 Date: This permit is issued under OAR 918-460-0030. Permits expire if work is not started within 180 days of issuance or if work is suspended for 180 days. LOCAL GOVERNMENT APPROVAL This project has final land -use approval. Signature: Date: This project has DEQ approval. Signature: Date: Zoning approval verified: ❑ Yes ❑ No Property is within flood plain: ❑ Yes ❑ No CATEGORY OF CONSTRUCTION Residential ❑ Government I ❑ Commercial JOB SITE INFORMATION AND LOCATION Job site address. ' C{1 City: Spring field State:OR ZIP: 974 Subdivision: I Lot no.: 1 Reference: Taxlot:09066 [) PROPERTY OWN9111 Name: David & Michelle Kandle Address: 87793 Ponderosa Dr. City: Veneta State: OR ZIP:97487 Phone: 503.308.3023 Fax: - - E-mail: dbkandle@gmaill.com Building O r or Owner's agent authorizing this application: Sign here: ❑ This installation is being made on residential or farm property owned by me or a member of my immediate family, and is exempt from licensing requirements under ORS 701.010. CONTRACTOR INSTALLATION Business name: Adair Homes Address: 172 Melton Rd. City: Creswell State: OR ZIP:97426 Phone: 541_658.2040 Fax: E-mail: gwilliams@adairhomes.com CCB license no.: 593 Print name: Gary Vyilliams Si SUEVCONJRACTOR INFORMATION ame CCB License # Phone Electrical Interstate Electrical Inc. 117121 503.393.2223 Plumbing Cost per square foot: Sunnyhill Mechanical Inc. 202664 541.294.9730 Mechanical Type of Heat: Gas Furnace and Gas Fireplace Alpine Heating & Air 193586 541.688.0426 Last edited 5-5-2019 BJones rM FEE SCHEDULE 1. Valuation information (a) Job description: New SFD w/ Gas HVAC w/ A/C Condenser Unit Occupancy Residential Construction type: Wood, Light Frame Square feet: 2,008 Livable; 753 Garage; 217 Covered Porch/Patio Cost per square foot: Other information: Type of Heat: Gas Furnace and Gas Fireplace Energy Path:, 5 A B new ❑alteration ❑ addition (b) Foundation -only permit? ❑ Yes [Jj No Total valuation: $244,752.36 $7(, 2. Building fees (a) Permit fee (use valuation table): $ (b) Investigative fee (equal to [2a]): $ (c) Reinspection ($ per hour): (number of hours x fee per hour) $ (d) Enter 12% surcharge (.12 x [2a+2b+2c]): $ (e) Subtotal of fees above (2a through 2d): $ 3. Plan review fees (a) Plan review (65% x permit fee [2a]): $]�i� (b) Fire and life safety (65% x permit fee [2a]): $ (c) Subtotal of fees above (3a and 3b): $ 4. Miscellaneous fees (a) Seismic fee, 1% (.01 x permit fee [2a]): $ (b) Tech fee, 5% (.05 x permit fee[2a]+PR fee [3c]) $ TOTAL fees and surcharges (2e+3c+4a+b): $ Gtr i�ov`. 13�.bG moi'//e�✓vp �.✓ G Z>Ar p LA/ i . tt .� O s N' PAY IfhVe; -fNE Ze,DEAA) S �L��✓ 225 Fifth Street ♦ Springfield, OR 97477 ♦ PH(541)726-3753 ♦ FAX(541)726-3689 DEPARTMENT USE ONLY SPRINGFIMM I - �� 3 Permit no.: p� Date: I —1 This permit is issued under OAR 918-440-0050. Permits expire if work is not started within 180 days of issuance or if work is suspended for 180 days. CATEGORY OF CONSTRUCTION Last edited 7/1/2019 Wones FEE SCHEDULE {a Residential ❑ Government ❑Commercial JOB SITE INFORMATION AND LOCATION Job site address: Icq city: Springfield State: OR I zip: 97478 Reference: I Taxlot.: 03800 DESCRIPTION OF WORK New SFD w/ Gas HVAC w/ A/C Condenser Unit 23.00 PROPERTY OWNER Name: David & Michelle Kandle Address:87793 Ponderosa Dr. city: Veneta _' State: OR ZIP: 97487 Phone: 503.308.3023 Fes; E-mail: dbkandle@gmaill.com This installation is being made on property owned by me or a member of my immediate family, and is exempt from licensing requirements tinier QRS 701,010. Signature: CONTRACTOR INSTALLATION Business name: Alpine Heating & Air Address: 4747 11th Ave. Suite D city: Eugene I state: OR zip: 97402 Phone: 549.688.0426 1 Fax: - - E-mail: alpineheatingandair@yahoo.com CCB license no.: 193586 Print name: Drew Hatch Signature: Last edited 7/1/2019 Wones FEE SCHEDULE Residential Qty, Cost ea. Total cost First Appliance 102.00 urnace/burner including ducts and vents Up to 100k BTU/hr. 1 1 23.00 $ Over 100k BTLT/hr. 26.00 $ Heaters/stoves/vents Unit heater 23.00 $ Gas Fireplace 54.00 $ Evaporated cooler 19.00 $ Vent fan with one duct/appliance 3 13.00 119.00 $ Hood with exhaust and duct 1 $ Gas piping One to four outlets Q4 -#oT 9.00 1 $ Additional outlets (each) 5.00 $ Air -handling units including ducts Up to 10,000 CFM 1 15.00 $ Over 10,000 CFM 26.00 $ Compressor/absorption sstem/heat Dump Up to 3 hp/100k BTU 23.00 $ Up to 15 hp/500k BTU 41.00 $ Up to 30 hp/1,000 BTU 61.00 $ Up to 50 hp/1,750 BTU 78.00 1132.00 $ Over 50 hp/1,750 BTU $ Incinerators Domestic incinerator 26.00 $ Commercial Enter total valuation of mechanical system and installation costs $ Enter fee based on valuation of mechanical system, etc. $ Miscellaneous fees Items Cost ea. Total cost Reinspection 102.00 $ Specially requested inspections (per 1102.00 $ Regulated equipment (unclassed) 519.00 $ Each additional inspection: (1) 1 102.00 $ DEPARTMENT USE (A) Enter subtotal of above fees (or enter set minimum fee of $ 102.00) $ (B) Investigative fee $ (C) Enter 12% surcharge (.12 x [A+B]) $ (D) Seismic fee, 1% (.01 x [A]) $ (E) Technology Fee 5% of [A) $ TOTAL fees and surcharges (A through E): $ Plumbing Permit Application SPRINGFID DEPARTMENT USE ONLY EL CITY OF SPRINGF1 ELDOREGONPermit no.: 1" SP -3 225 Fifth Street ♦ Springfield, OR 97477 ♦ PH(541)726-3753 ♦ FAX(541)726-3689 Date: EA \c:,\ This permit is issued under OAR 918-780-0060. Permits are issued only to the person or contractor doing the work. 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 Sanitation approval verified? ❑ Yes ❑ No CATEGORY OF CONSTRUCTION Q Residential ❑Government I ❑ Commercial JOB SITE INFORMATION AND LOCATION Job site address: C1 (Q A.5. (P 1, city: Springfield State: OR I zip: 97478 Reference: I Taxlot.: 03800 DESCRIPTION OF WORK New SFD w/ Gas HVAC w/ A/C Condenser Unit 2,001 to 3,600 square feet PROPERTY OWNER Name: David & Michelle Kandle Address: 87793 Ponderosa Dr. city: Veneta I State: OR zip: 97487 Phone: 503.308.3023 1 Fax: - - E-mail: dbkandle@gmaill.com This installation is being made on residential or farm property owned by me or a member of my immediate family, and is exempt from licsing requirements under OAR 918-695-0020. Signature: _ CONTRACTOR INSTALLATION Business name: Sunnyhill Mechanical Inc. Address: 93931 Sunny Hill Lane City: North Bend. State: OR ZIP: 97459 Phone: 541.294.9730 1 Fax. - - E-mail: sun nyhillplumbing@yahoo.com CCB license no.: 202664 i BCD license no.: PB1473 Plumbing license no.: 9197JP Print name: Kevin Pratt Signature: Last edited 7/1/2019 bjones FEE SCHEDULE DescriptionQty. New residential Cost Total ea. cost 1 bathroom/1 kitchen (includes: first 100 feet of water/sewer lines, hose bibs, ice maker, underfloor low point drains and rain -drain packages) 333.00 $ 2 bathrooms/1 kitchen 521.00 $ 3 bathrooms/1 kitchen $613.00 $ Each additional bathroom (over 3) $132.00 $ Each additional kitchen (over 1) $132.00 $ Residential firesprinklers (includes plan review) 0 to 2,000 square feet 02.00 $ 2,001 to 3,600 square feet 63.00 $ 3,601 to 7,200 square feet 43.00 $ [324.00 7,201 square feet and greater $ Manufactured dwelling or pre -fab (circle one) Connections to building sewer and water supply 102.00 $ Commercial, industrial, and dwellings other two-famil than one- or Minimum fee102.00 $ Each fixture 25.00 $ Miscellaneous fees 100' storm, sewer, water line 106.00 $ Each fixture, appurtenance, and piping 25.00 $ Storm water retention/detention facility 106.00 $ Irrigation systems/Backflow 25.00 $ Piping or private storm drainage systems exceeding the first 100 feet 25,00 $ Specialty fixtures 25.00 $ Reinspection (no. of hrs. x fee per hr.) 102.00 $ Special requested inspections (no. of his. x fee per hr.) 102.00 $ Each additional inspection: (1) 102.00 Minimum fee $ $ Medical gas piping Enter value of installation and equipment $ Enter fee based on installation and equipment value. $ DEPARTMENT USE (A) Enter subtotal of above fees (Minimum Permit Fee $102.00) $ (B) Investigative fee (equal to [A]) $ (C) Enter 12% surcharge (.12 x [A+B]) $ (D) Technology Fee (5% of [A]) $ TOTAL fees and surcharges (A through D): $ Dec 16 19, 07:04a Interstate Electric Electrical Permit Application spp,NGRIEL CITY 1SPRINGFIELD, OREGON 225 Fifth Street • Springfield, OR 97477 • FH(541)726-3753 a FAX(541y726-3689 5033939722 p.1 DEPARTMENT USE ONLY Permit no.: Date: 0 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 130 days. LOCAL GOVERNMENT APPROVAL Zoning approval verified? ❑ Yes ❑ No CATEGORY OF CONSTRUCTION Residential , ❑ Government ❑ Commercial JOB SITE INFORMATION AND LOCATION Job site address: +/ Z (o C,_X' City: ,� .. d(; � l c( State: L)t2 ZIP:.2 7!V7, � Reference: J Taxlot.: DESCRIPTION OF WORK � •-.!: � :..t.�:- Cts Miscellaneous fees: service orfeeder not included PROPERTY OWNER Name: Address: City: State: ZIP: Phone: - - Fax: - - E-mail: This installation is being made on residential or farm property owned by me or a member of my immediate family. This property is not intended for sale, exchange. lease. or rent. OAR 479.540(1) and 479.560(1). Signature: CONTRACTOR INSTALLATION Business name: aI' Address: 0-6), 163�)' City: �„ State:,Cice ZIP: 230 Phone. -5 fJ -tJ } _3 Fax::5Z3 —�770_7_ E-mail:�5 2 CCB license no.: 1 BCD Keene no, of 3 Signing supervisor's license no.: Print name of signing supervisor: Signature of signing supervisor:? , Last edited 7/1/2019 Wanes FEE SCHEDULE Number of inspections per item() Qt3', Cost I Total ea. cost Residential, per unit, service included: 1,000 sq. ft. or less (4) $186.00 S/,4G. Each additional 500 sq. ft. orportion , , thereof $36.00 $44,00 $ f; $ Limited energy (2) Each manufactured home or modular dwelling service or feeder (2) $89.00 $ Services or feeders: installation. alteration, relocation Miscellaneous fees: service orfeeder not included 200 amps or less (2) $112.00 $ 201 to 400 amps (2) $131.00 $ 401 to 600 amps (2) $221.00 $ 601 to 1,000 amps (2) $285.00 $ Over 1,000 amps or volts (2) 5654.00 $ Reconnect only (2) $89.00 S Temporary services orfeeders: 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 circulus: new, alteration, extension per panel a. Fee for branch circuits with purchase of a service or feeder fee: Each branch circuit b. Fee for branch circuits without purchase of a service or feeder fee: First branch circuit (2) $89.00 $ Each additional branch circuit $8.00 $ Miscellaneous fees: service orfeeder not included Each pump or irrigation circle (2) $89.00 S 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 S DEPARTMENT USE (A) Enter subtotal of above fees minim C1M Ant $ Li✓ . (B) Enter 12% surcharge (.12 x [A]) (C) Technology Fee (SV6 of JA1) TOTAL fees and surcharges (A through D): r SPRINO FIE6® �r 225 FIFTH STREET • SPRINGFIELD, OR 97477 • PH:(541)726-3753 • FAX: (541)726-3689 One and Two Family Dwelling Building Permit Application Checklist NOTE: Missing information that is I APPLICATION INTAKE REVIEW WILL BE CONDUCTED FOR ALL required for complete plan review can delay the permit process until all required information is provided. Permits will not be issued until the completed plan review is approved. Received Date: RESIDENTIAL PERMITS. Permit # Address Map/Lot Associated Permits: ❑ Electrical ❑ Plumbing ❑ Mechanical ❑ Other: ® Land and Drainage Alteration Permit (LDAP) All new one and two family dwellings require an LDAP Refer to Fact Sheet 1.1 to determine type of LDAP 2 Complete Sets of Legible Plans Including Site Plan On 11 x 17 paper at minimum set Must be drawn to scale, showing conformance to applicable local and state building codes, to include the following: Site/Plot Plan ❑ Drawn to 1:20 scale with scale indicated ❑ North arrow ❑ Adjacent street names and street elevations shown ❑ Building setback dimensions (Distances from property lines) ❑ Location of easements and driveway ❑ Location of utilities and how they are connected ❑ Footprint of structure (including decks, porches, roof covers) ❑ Location of wells/septic systems ❑ Lot dimensions ❑ Building coverage and percentage of impervious surface in hillside areas ❑ Show all existing structures on site; indicating height of all structures inclusive of ridgelines ❑ Site Topography in 2'-0" Increments including Surface drainage ❑ Show how stormwater and wastewater connect to the public system, septic or drywell. ❑ Show orientation of structures kZ Foundation Plan ❑ Dimensions ❑ Footing sizes, Isolated footings, Step Foundations and Retaining Walls ❑ Hold downs and reinforcing type, size and spacing ❑ Connection details ❑ Vent size and location ❑ Cripple Walls ❑ Girder sizes and locations ❑ Joists or post and beam type, sizes and spacing T:\Building Forms\One and two family dwelling building_permit checklist.05.09.doc Floor Plans ❑ Show dimensions ❑ Identify all rooms ❑ Include window and door sizes ❑ Locations of: Smoke and carbon monoxide alarms, water heater, furnace, ventilation fans, plumbing fixtures, balconies and decks 30 inches or more above grade, porches, stairs, etc... 2 Cross Section(s) and Details ❑ Show all framing member type, sizes and spacing such as floor beams, Headers, joists, sub -floor, cripple wall and wall construction, roof construction and metal connectors (More than one cross section may be required to portray construction clearly) ❑ Show details of all cripple walls, wall and roof sheathing, roofing, roof slope, ceiling height, siding material, footings and foundation, stairs, fireplace construction, thermal insulation, etc... ❑ Show attic ventilation ❑ Energy Path: Example - High Efficiency HVAC [� Elevation Views ❑ Provide elevations for new construction ❑ Exterior elevations must reflect the existing and proposed grade if the change in grade is greater than two feet at building footprint 2 Floor/Roof Framing ❑ Beam calculations, especially for engineered wood products and non- uniform loads ❑ Provide plans for all Floors/roof assemblies indicating member sizing, spacing and bearing locations, including decks, porches, roof covers ❑ Metal connectors and tie straps clearly shown ❑ Show headers and beams supporting floor or roof Prescriptive lateral bracing and/or engineered shear walls Provide all calculations and adjustment factors used. Engineers Calculations ❑ Wet -signature stamped engineering calculations, specifications and details shall be provided where required. Manufactured Floor/Roof Truss Design Details must agree with plans and engineering The undersigned acknowledges that the information in this application is correct and accurate. Agent/Builder OR Property Owner Signature (Agent) Date (Print Name) T:1Building Forms\One_and_two_family_dwelling_building_permit_checklist.05.09.doc Signature (Owner) (Print Name) CITY OF SPRINGFIELD SYSTEMS DEVELOPMENT WORKSHEET JOURNAL OR JOB NUMBER: 19-002523-DWL NAME OR COMPANY: DAVID AND MICHELLE KANDLE LOCATION: 962 66TH ST TAX LOT NUMBER: 1802031003800 A DEVELOPMENT TYPE: Single Family Residence O NEW DWELLING UNITS J1 1 (WILDING SIZE (SF): 3808 LOT SIZE (SF) 11761 w IMPERVIOUS AREA MAX 45% {) MAX 35% 32% 1. STORM DRAINAGE DIRECT RUNOFF TO CITY STORM_SYSTE A. REIMBURSEMENT COST AREA DRAINING TO IMPERVIOUS S.F. x COST PER S.F. DRYWELL CHARGE 3808.00 $0.301 = 0 $1,146.21 $1,146.21 B. IMPROVEMENT COST IMPERVIOUS S.F. x COST PER S.F. CHARGE 3808.00 $0.437 = 0 $1,664.10 $1,664.10 10T ITEM 1 TOTAL - STORM DRAINAGE SDC $2,810.30 2. SANITARY SEWER - CITY A. REIMBURSEMENT COST: NUMBER OF DFU s x COST PER DFU 26 $170.50 = $4,433.00 1091 B. IMPROVEMENT COST: NUMBER OF DFII s x COST PER DFU 26 $83.99 = $2,183.74 1092 ITEM 2 TOTAL - CITY SANITARY SEWER SDC = $6,616.74 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 1 $135.93 = $135.93 105, B. IMPROVEMENT COST: NUMBER OF FEU's x COST PER FEU 1 1 $1,620.85 = $1,620.85 105' C. COMPLIANCE COST: NUMBER OF FEU's x COST PER FEU 1 $22.82 = $22.82 MWMC CREDIT IF APPLICABLE (SEE REVERSE) _ $0.00 105 MWMC ADMINISTRATIVE FEE _ $10.00 1056 ITEM 4 TOTAL - MWMC SANITARY SEWER SDC = $1,789.60 SUBTOTAL (ADD ITEMS 1, 2, 3, & 4) _ $15,018.42 S. ADMINISTRATIVE FEE: SUBTOTAL x I ADM. FEE RATE = CHARGE $15,018.42 5% $750.93 TOTAL STORM ADMINISTRATION FEE $140.52 TOTAL SEWER ADMINISTRATION FEE: 330.84 1079 TOTAL TRANSPORTATION ADMIIN11STRATION FEE: $190.09 1077 TOTAL MWMC ADMINISTRATION FEE - LOCAL $89.48 1078 TOTAL SDC CHARGES = $15,769.35 PREPARED BY Steven Petersen DATE 12/3/2019 DRAINAGE FIXTURE UNIT (DFU) CALCULATION TABLE NUMBER OF NEW FIXTURES x UNIT EQUIVALENT — DRAINAGE FIXTURE UNITS (NOTE: FOR REMODELS, CALCULATE ONLY THE NET ADDITIONAL FIXTURES) _ FIXTURE TYPE NO. OF FIXTURES DRAINAGE UNIT FIXTURE NEW OLD EQUIVALENT UNITS BATHTUB 2 0 3 = 6 DRINKING FOUNTAIN 0 0 1 = 0 FLOOR DRAIN 0 0 3 = 0 INTERCEPTORS FOR GREASE / OIL / SOLIDS / ETC. 0 0 3 = 0 INTERCEPTORS FOR SAND / AUTO WASH / ETC. 0 0 6 = 0 LAUNDRY TUB 0 0 2 = 0 CLOTHESWASHER / MOP SINK 1 0 3 = 3 CLOTHESWASHER - 3 OR MORE (EAl 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 UMBER 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 1= 3 [JRINAL STALL/ WALL 0 0 5 = 0 TO[I.ET, PUBLIC INSTALLATION 0 0 6 = 0 TOILET, PRIVATE INSTALLATION 1 2 0 3 = 6 MISCELLANEOUS DFU TYPE NUMBER OF EDU'S 20 = TOTAL DRAINAGE FIXTURE UNITS *EDU (Equivalent Dwelling Unit) is a discharge equivalent to a single family dwelling unit (20 DFUs) set at 167 gallons per da 0 26 ,MV MC CREDIT CALCULATION TABLE: BASED ON COUNTY ASSESSED VALUE YEAR ANNEXED CREDIT RATE/$1,000 ASSESSED VALUE $5.29 $5.29 $5.19 $5.12 $4.98 $4.80 $4.63 $4.40 $4.07 $3.67 $3.22 $2.73 $2.25 $1.80 $1.59 $1.45 $1.25 $1.09 $0.92 $0.72 $0.48 $0.28 $0.09 $0.05 IS LAND ELGIBLE FOR ANNEXATION CREDIT? (Enter 1 for Yes, 2 for No) IS IMPROVEMENT ELGIBLE FOR ANNEX. CREDIT? (Enter 1 for Yes, 2 for No) BASE YEAR CREDIT FOR LAND (IF APPLICABLE) VALUE / 1000 CREDIT RATE $0.00 x $5.29 = CREDIT FOR IMPROVEMENT (IF AFTER ANNEXATION) VALUE/ 1000 CREDIT RATE $0.00 x $5.29 = TOTAL MWMC CREDIT = 2 2 1979 $0.00 0 $0.00 BEFORE 1979 1979 1980 1981 1982 1983 1984 1985 1986 1987 1988 1989 1990 1991 1992 1993 1994 1995 1996 1997 1998 1999 2000 2001 N a ID cn 3 r z v O CD N Q. � g O 70 (� CD O m =3Z 00 0 CL Gf O_ O yQ o �' �:` O p? 0 m '�•, Q ° d o 0 rQ O N < c o OWL O o T r W � c° b c� Cf (D a O M rt V v a � v 3 < rt (D n o m � 3 m N O rt E � d - Ln rra O U3 4 a N T C m V O -p U 6 O (n ko n 7 O tO 14 -N O Lq V m O, m (D < W 4 ri N Q � 70 CD CD 00 CD V p c o OWL o N CCD W � b c� rt a � v 3 < rt (D n o m � 3 m N O rt E � d - Ln rra O U3 4 a N T C m V O -p U 6 O (n ko n 7 O tO 14 -N O Lq V m O, m (D < W 4 ri N Q lv.� �y 01 A- n n n n n n n �, n =,, n n n � n n m s fl1 S S rt s 9 a1 S S= rD S m ro m m m ro cn -s m rD (D -9 M ID 27 rD T. T. (D 7r 7c 27 T N ' Pr 7c X- (D O ;v (D 7c iT T X, 77 (D V1 C -h O = O O --hT7 O O = '1 O rD , Orr S r+ S N O rD -z0 N r+ O .Z] (/1 rD O Q v 7 (D (1) 0 _ N OQN ti, < r rr Oq G (D O p (D v (D O 3 ('-D' n (D rD n -a rp (D O (D � X- Ln pp NO Ns O (D N N O 3 'n O rD rO -DN i = 's N D,n � h3 D -O OlDN cr (A �N' S CL) (D :1r S X- Z3 70 N,vr p - C: rD ao ziO (D c w hh Oq OOr r7D-r rD -0 rQ•r rD , 5 O D SS -Q CD DpJ O Q MQ 3 N < p Q O n r OrD n�+ (D CL 0 S 3 0 O 7 3 S �W + . O (D n Sr D Q � fl O O „ ,DO = + 3 ON � �u(Di 'y Q O D � N s QO C r _S CL O C- (DN -0 a) Oq �• n m v,• N 0 Oo = (D fl1 (D :3O- (D O 1 3 (D N O m p N ar _ Q °�1 N N 6 0 O 3 < D B r r 0'q � = v(D N a1 W -Op rD � r O m 3 0� � ,-V n 3 (D "' G7 r+ Q es a D O N S\ N (D N �(DD n Q M M -OjD® u (D Go O S (D D ,f (DF 3 O mO O N yO M3 3 N r -r N m S0 n ' S f (D M rDO Q Crr3' (D LD. w (D N CD 0, 3 N (D (D O n Z3 - Z3 lD �• < �_ OO = �- Y rD (D 'C Inc 3 to Ba; a 00 3- rD r+ N O R O C N 3 0) 7 dq ,..r < rD a1 ��a° f+ n1 a? n 7C p n1 < 7 N N M O. n fn+ N 3 W Oq rt Q 0 ry T - 1+ - = Q v n the 7 N S rip S N O Q O Q O �n C (D (D N S O - O S Ln rrD + O O -a (D _ Q- r+ N rD - Q _ Q- rD n I cr (D 0- z ,, L:3 C f+ — m m (n N } o CD D cr_0 0 (<D -n = rD (D �< rD Q O y 3 ° (D o co: CL mr+ 0 C fD Q f+ a1 S (D 3 m S s Q O -O rD < v-0 -a S rD �< O.. a) rD (D N O al Q mn v,. N O Q Cr _- 77 p O_ v O r+ O (D 3 3' Oq (D N O f+ n (D (�D S (D < 3 3 CD (D (D r Q N r+ 3 Oq (D 3 0 (p (D Q fO-r �, O (D '- fO-r a1 rD O C p�O rD N c N Q C -�'' a p `� S (p (D O (D Q d 7 ®A 9f3 rD u, I' (D Q Q , rt O (D fl O 0 O N < r Q n O r ° 3 W A �. O (D (C N1 S rD (D � S 7 Q <rD N _0 7 W J fr ZY c < °1, _ nSi 3• Oq 'O all m n Q rD O r o m CD i tl N Ln C LA r* < rD (D (D (D CD (D (D (D - Ln Q- O Ln y ® O O O i n1 CY O Q .+ n S LA r� W m 0 lv.� DD S S S w S (D n m m n n m n m n m X, s o 0 0 3 v 3 I„ lu a N. 0 lD C _3 0 M m M. n _O. O 3 3 I=D' m 1. p -0 v (D 3 ori m ON = O- -Ni, O 3 O (D a_ c n � � ro cn < W (n r1 m c• c n N � r+ N � T m O S M m ami Q O O— m =- rn-r m al O � r+ �« 6' r+ _ h rD N D m S O fl1 m ro O 3 0 O, X °1 o0 m m < o N' S N m - v N 3 M m D °_+ m O m r- o s(D m r�D _ rD m `� O D n r�D rZ 3 s rD °1 O rD N N a O O m Ci C) rD 0 c O m _. O 3 Dl 7 n 3 = Vrti (gyp O Q O m-0 c n m rt m m .. rD rD rm-r N o y �, - z- r- rt m o M p o n, m 3 O r' D n 0 o 3 _ n O m Gi v 3 N m != n _�' 3 W m Qo O_ w f) r0+ m O O oa m n m 3 m O < N cn 0 3 n m o 3 O_ m (n m CL m w. rD . � N m h fu 0rD _ 3 N C w O 3 T O O 0 m _ N O s rN+ 0 0 m nni 3 a ET O n 0 N 3 orD v n an r+ O N �, ori NS CH C fD CC W 7 m � m 3 O Q N r+ v M = O 3 m 3 r* S S m O. on < N — H ff N fD CL 0 n M CD r+ CL m LA�' N c m o m S < a Qm m 'D m �• ai m m m O _ a Ln 7 n S N p p O O n ' Cr N n O nm = m mo- m rt 0 Ln O m Q O m CL G N mN Chi m n st m m m a S S S S w S (D n m m n n m n m n m X, s o 0 0 3 v 3 O m �' r+ lu 3' N. r+ n lD C _3 0 M m M. m _O. O 3 3 C 3rD c t 3 ' crD 3 ori m ON = 0 rm+ p O 3 o 0 n � � Q (n r1 m c• c n N � r+ N � m m M m ami m n S S S S S S S D m m m m O' F N �,• ^� 3 m Q a p m (D m O m is O m Q m -n a' (A O_ m 2 N m 0) Om m ah QO O N CL _+ v v Cr v ao CD 77 M N O mLA -6' < LA aSi 3' O N m _. 3 W 7 Q O m n r+ '' -1 Q O O_ O S C N O v N N 00 < 3 N r+ Cor N o X O 7 r+ m N• n S E O N rt D N! m m N N O O r+ O m N - -0 W 3 S 3 O m m V, x 3 o O aq rNr 3 0 nI m oM CL 3_ o in uo O 0 m O 3' �; r+ En O 0- orqLn S Q 7 ao " 0 S O rt. Ln O N = y 01 m o m a N n rn+ lu n r+ c D GIQ p rD RL as (D O C 3 LAm o °o m (D Sn m O _3 m m �, 0 o 1 CL Ln O a (D Oh O0 0 .NA � O C M O N rD (D m m Q n _ Q O O O p� O F, X m p 0 C 00 N Q O r+ UQ r+ N + o < S Op 3 m O O O m h v -1 (A ° n C m O S Q O aq CL rr (D O N m (n CL O ni r+ 77 D m O p w -hv 3 E. Qo 0 o h r* a r+ 0 o m 6 O n, 'a Cr o o m M ET m3 z N m O O0 3 r+ m S N m r+ dq N A m r* i� !�F m 3 N 3 O !IF m N rD n 77 O O rD' h rt r O DQ fl) n Q ro (D O Q fl) N 0 - fl) fl) 1+ rD rt m O Ln (D C) _rt O zi 7 O (D Ln O O D n n O v r+ fl) r -f rD rD Q O a- rD r+ S rD a• (D O rD m r -r ZT rD -a fli O C rD Q r -r O C r+ S rD T (D rD Cn n zT rD Q c (D W D 0- 70 70 C r -r r -r r -F S r -F S (D C fl) 3 RL W 3 rD N rD m w Q rD rD O O rD O C LnL Q (D O rD O 0- rD aq 7 CD Q rD (D n fl) v 0 n m Et O rD n ro rD Q ENERGY EFFICIENCY High efficiency HVAC system A Gas-fired furnace or boiler AFUE 94%. or m Air source heat pump HSPF 9.5/15.0 SEER cooling, or Ground source heat pump COP 3.5 or Energy Starrated Ducted HVAC systems within conditioned space C B All ducts and air handlers contained within building enveloped Calor be combined whit pleasure S yA Ductless heat pump N `� C UDuctless heat pump HSPF 10.0 in primary zone of dwelling High efficiency water heater° D Natural gas/propane water beater with UEF 0,85 OR Electric heat pump water heater Tier 1 Northern Climate Specification Product For Sl: 1 square foot = 0.093 0, 1 watt per square foot=10.81V/m2. 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 sIW1 have insulation installed as required in this code. e. The maximum vaulted ceiling surface area shall not be greater than 50 percent of the totat heated space floor area unless vaulted arca has a U -factor no greater than U•0.026. f; Continuous air barrier. Additional requirement for sealing of all interior vertical wall covering to top plate framing. Sealing with foam gasket, caulk or other approved sealant listed for sealing wall covering material to structural material. (example: gypsum board to wood stud framing). g. Table N1104.1(1) Standard base case design, Code UA shall be at least 8 percent less than the Proposed TTA, 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 TABLE N1101.1(2) ADDITIONAL MEASURES High efficiency walls 1 Exterior walls -1.1-0.045/R-21 cavity insulation + R-5 continuous Upgraded features 2 Exteriorwalls—U-0,057/R-23 intermediate orR-21 advanced, Framed floors—U-0.026/R-38, and Windows—U•0.28 (average UA) Upgraded features 3 Exterior walls—U-0.055/R-23 intermediate or R-21 advanced, Flat ceilinge—U-0.017/R-60, and o Framed floors—U-0.026/R-38 B Super Insulated Windows and Attic OR Framed Floors 4 Windows—U-0.22 (Triple Pane Low -e), and m' Flat ceflfnge U -0.017/R-60 or Q, 0 Framed floors --U-0.026/31-38 Air sealing home and ducts r i 5 lvland.wry air sealing of all wail coverings at top plate and air sealing check[is! ,ani d Mechanical whole -building ventilation system with rates meeting M1503 or ASHRAE 62.2, and All ducts and air handlers cvtained within building envelopes or All ducts sealed with mastic High officlency thermal envelope UA9 Proposed UA is 8% lower than the code UA High efficiency HVAC system A Gas-fired furnace or boiler AFUE 94%. or m Air source heat pump HSPF 9.5/15.0 SEER cooling, or Ground source heat pump COP 3.5 or Energy Starrated Ducted HVAC systems within conditioned space C B All ducts and air handlers contained within building enveloped Calor be combined whit pleasure S yA Ductless heat pump N `� C UDuctless heat pump HSPF 10.0 in primary zone of dwelling High efficiency water heater° D Natural gas/propane water beater with UEF 0,85 OR Electric heat pump water heater Tier 1 Northern Climate Specification Product For Sl: 1 square foot = 0.093 0, 1 watt per square foot=10.81V/m2. 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 sIW1 have insulation installed as required in this code. e. The maximum vaulted ceiling surface area shall not be greater than 50 percent of the totat heated space floor area unless vaulted arca has a U -factor no greater than U•0.026. f; Continuous air barrier. Additional requirement for sealing of all interior vertical wall covering to top plate framing. Sealing with foam gasket, caulk or other approved sealant listed for sealing wall covering material to structural material. (example: gypsum board to wood stud framing). g. Table N1104.1(1) Standard base case design, Code UA shall be at least 8 percent less than the Proposed TTA, 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 -TSE 'Engineering Re: J 1047440 Adair Homes - Creswell 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: I13044963 thru I13044983 My license renewal date for the state of Oregon is December 31, 2020. GkkNdf���� • p .... •0000• l" • 0 .. e 00 11022PE 0 • 0 0000•• OREGON • • • • M02 L •' •' • **00 so • 00:00: 0 •• November 6,2019 Terry Powell • • 9999 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. •000• 9000• •999•• • 9999.• 9999•• 9999 • • • 1047440 The Truss Company Type 1GE Ply Adair Homes - Creswell 1 -2-0-0 5-10-5 11-5 3 ( 19-0-0 22-6 13 I 20-1-11 2-0-0 5-10-5 5-8 13 7-6-13 3-B 13 5.6.13 502 13x5 = 6.00 12 8 9 11 F��SR�SISt:! 41 50 yV o` oO 48 yr VM " — 45 44 4342 3x5 = 3x4 = 3x6 = 3x4 3x4 = 3x4 II 3x8 = 5x8 -:- 113044963 Scale = 1:83.5 I" REACTIONS. All bearings 4-3-14 except Qt=length) 50=0-5-8. 8-7-12 19-0-0-4 19-0-0_25 4-4 33-8_8 33 p 8 37-10.5 8-7-12 10-44 FORCES. (lb) -Max. Camp./Max. Ten. - All forces 250 (lb) or less except when shown. 6 4 4 8-:4 0-0 4-1-14 Plate Offsets (X,Y)— [3;0-2-0,D-1-12]. t9:0-3-O,Edge[, [27:0-2-8,0-1-41; [50:0-2-4,0-1-81 7 -10= -1140/205,10 -12=1128/197,12 -14=-11451204,14-16=-12281217,16-18=-1504/194,18-21=-15381205, LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Wall Lld PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.47 Vert(LL) -0.18 4849 >999 360 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.65 Vert(CT) -0.27 4648 >999 240 TCDL 8.0 Rep Stress Incr YES WB 0.51 Horz(CT) 0.08 42 nla n/a BCLL 0.0 ' Code IRC2015/TP12014 Matrix -MSH 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 Weight: 259 Ib FT=20% _ BCDL _ 7.0 • 000000 3) TCLL: ASCE 7-10; P11=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 • • • 0"0 • • _ LUMBER- 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof toad of 25.0 psf on overhangs non -concurrent with other live • • ***see BRACING - * • • • • • • 0 TOP CHORD 2x4 DF No.2 0 0 • • • • • r 0 8) This truss has been designed for a 1 DO psf bottom chord live load nonconcurrent with any other live loads. TOP CHORD Structural wood sheathing directly applied or 4-3-6 oc purlins, except end verticals. BOT CHORD 2x4 DF No.2 chord and any other members, with BCDL = 7.Opsf. • • • • • • - r • BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud *Except* • • • • • • • • • 44 and 301 Ib uplift at joint 43. WEBS 1 Row at midpt 16-48,5-48,3-50,2745 648,16-48,5-08: 2x4 DF No.2 7f15182 JOINTS 1 Brace at Jt(s): 16, 27, 10, 21, 30, 34 OTHERS 2x4 DF Stud REACTIONS. All bearings 4-3-14 except Qt=length) 50=0-5-8. (lb)- Max Harz 50=141(LC 7) Max Uplift All uplift 100 Ib or less at joints) except 45=-209(LC 11), 50=-219(LC 10), 44=-113(LC 5), 43=-301(LC 23) Max Grav All reactions 250 Ib or less at joint(s) except 42=509(LC 23), 45=1439(LC 1), 45=1439(LC 1), 50=1506(LC 1) FORCES. (lb) -Max. Camp./Max. Ten. - All forces 250 (lb) or less except when shown. TOS CHORD 2-3=-260/91, 3-5=1912/285, 5-6=-1481/239, 2-50=-421/141, 41-42=312/0, 6-7=-1172/215, 7 -10= -1140/205,10 -12=1128/197,12 -14=-11451204,14-16=-12281217,16-18=-1504/194,18-21=-15381205, 21-23=-1556/214, 2325=15671219, 25-27=-1641/257, 6-8=297/137, 11-13=-310/128, 13-15=-347/110, 15-17=-274!71, 17-20=-282/50, 20-24=-302/35, 24-26=-335/26, 26.28=298/4, 28-01=275/0, 31-33=-298/0, 3335=-327/0, 35-37=-313/0, 37-39=-275/0, 39-40=311/0, 40-41=-386/0 BOT CHORD 49-50=-305/1686, 48-49=211/1566, 46-48=-94/1519, 45-46=115/1679, 44-45=01372, 43-44=0/262, 42-43=0/262 WEBS 6-48=-99/875, 16-48=623/145, 548=-533/198, 36-45=-389/156, 16-46=-071269, 549=-311272, • • 3-50=-1851/197,2745=1625/221, 14-15=-290!74 0000•• rr•r• 0000 0000• NOTES- • • • • • 1) Wind: ASCE 7-10; Vult=120mph (3 -second gust) Vasd=95mph; TCDL=4.8psf; BCDL=4.2psf; h=20ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end • • • • • 000000 zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 606,111160 • • • • • • • 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. • 000000 3) TCLL: ASCE 7-10; P11=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 • • • 0"0 • • 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 toad of 25.0 psf on overhangs non -concurrent with other live • • ***see loads. 6) All plates are 1.5x4 MT20 unless otherwise indicated. * • • • • • • 0 7 Gable studs spaced at 1-0-0 oc. 0 0 • • • • • r 0 8) This truss has been designed for a 1 DO psf bottom chord live load nonconcurrent with any other live loads. '������ n • • � (j N � V • • 9) ' This truss has been designed for a live load of 23.Opsf on the bottom chord in all areas where a rectangle 36-0 tall by 2-0-0 wide will fit between the bottom irr 110 y chord and any other members, with BCDL = 7.Opsf. • • • • • • - r • 10) All bearings are assumed to be DF No.2 crushing rapacity of 625 psi. • 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2091b uplift at joint 45, 219 lb uplift at joint 50, 113 Ib uplift at joint • • • • • • • • • 44 and 301 Ib uplift at joint 43. r • • 12) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. • "'OREGON 7f15182 RENEWS: 12/31/20 November 6,201 A WARN/NG - Ved7ydeslgnµsramemra end READ NOTES ON 7HlSAND INLYUDED MITEKREFERENCE PAGEUX7473 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 ANSUTPII Quality Criteria, DSB49 and BCSI1 Building Component L. .�f- r� Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. tele i iRUSSco. IN,...-. Job�ruaa Truss Type 1047440 02 iCommon The Truss Company (Eugene), Eugene, OR - 97402, -2-0.0 6.6.5 12.9.3-2-0.0 _ 6.6.5 12.9.3 19-0-0 �2-0-0�6-B-5-G-2-13���0-0�6-B-5-G-2-13V 6-2-13 6.00 12 Qty Ply dair Homes - Creswell 5 1 113044964 Job Reference (optional) 8.320 s Oct 29 2019 MiTek Industries, Inc. Tue Nov 5 19:37:09 2019 Page 1 ID: Bzg9Y9GXQxHMFvtrTagY?AyJD2w-vDMbM?JIZMHSb3oTXNZrMoa4JLkWo3mff7RvTRyM80u 25-2-13 31-5-10 37-10-6 6-2-13 6-2-13 6-4-12 5x5 = Scale = 1:76.2 16 10 IV zu to 13 n zz tz 11 3x5 = 3x4 = 46 = 3x4 = 3x5 = 3x8 = 9-7.6 9-4-10 Plate Offsets (X,Y)—12:0-2.0,0-1-4),{3:G•2-0,0-1-81,.j9:0-2.0,0-1-81,111:0-24,0-1_8y118:0-224 0-1-81 ••••• LOADING (psf) SPACING- 2-0-0 CSI. TOLL 25.0 Plate Grip DOL 1.15 TC 0.73 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.83 TCDL S.D Rep Stress Incr YES ' WB 0.51 BCLL 0.0 Code IRC2015/TPI2014 Matrix -MSH BCDL 7.0 LUMBER - • • TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 •• WEBS 2x4 DF No.2 *Except* 3-15,9-12,2-16,10-11: 2x4 DF Stud 28-4-10 _ 37-10-6 9-4-10 — — 9-5-12 DEFL. in (loc) Wefl L/d PLATES GRIP Vert(LL) -0.2813-15 >999 360 MT20 220/195 Vert(CT) -0.41 13-15 >999 240 Horz(CT) 0.10 11 n/a We Weight 207 Ib FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-10 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-13, 7-13, 3-16, 9-11 REACTIONS. (Ib/size) 16=164910-5-8.11=1499A)-3-14 Max Horz 16=145(LC 7) Max Uplift 16=-235(LC 10), 11=193(LC 11) FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-320/109,3-5=21551314, 5-6=-1637/276.6-7=-1636/275,7-9=2154/316, 9-10=309/82,2-16=4631155, 10-11=-293/94 BOT CHORD 15-16=-32911922, 13-15=217/1748, 12-13=-113/1745, 11-12=-22711920 WEBS 5-15=-00/323, 5-13=675/224, 6-13=-136/1062, 7-13=689/223, 7-12=-42/315, 3-16=2066/209, 9-11=-2074/240 NOTES - 1) Wind: ASCE 7-10; Vult=120mph (3 -second gust) Vasd=95mph; TCDL=4.8psf; BCDL=4.2psf; h=20ft; 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-conwrrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 0000 6) . This truss has been designed for a live load of 23.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) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 06000 • 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 235 Ib uplift at joint 16 and 193 Ib uplift at joint 11. • • • •••••• • • • • •••••• ••••• i • • Y• •• •••••• RENEWS: 12/31/20 November 6,2015 A WARNING - VeMydeslgn paremerers and READ NOTES ON THISAND INCLUDED dl/TEKREFERENCEPAGE AIFX7473 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 AA fabrication, quality control, storage, delivery, erection and brangg, consult ANSIrrPl1 Quality Criteria, DSB-99 and BCS11 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. tele + Ay.7.7CO. INC. Job rose Truss Type Qt Ply Adair Homes - Creswell x!1047440 03 Roof Special 4 1 113044965 Rep Stress Incr YES Weft Code IRC2015/TP12014 Job ReferenceioFtionall The Truss Company (Eugene), Eugene, OR - 97402, -0.16 13-14 8.320 s Oct 29 2019 MiTek Industries, Inc. Tue Nov 5 19:37:112019 Page 1 360 MT20 220/195 BC 0.60 ID: Bzg9Y9GXQxHMFvtrTagY?AyJD2w-sbTMnhKO5zXArNyseobJ RDfQJ9TWGw1y7RwOYJyM80s 2-M 8-3-4 12-9-3 19-0-0 25-3-4 33-6-8 37-9-0 2 0-0 6-3-4 6-5-15 6-2-13 6-3-4 B-3-4 4-2-8 n/a Matrix -MSH Scale = 1:70.8 5x5 = 6.0a 12 6 18 3x5 I 18 3x6 = 2.00 12 12 11 SxB _— Plate Offsets iX.Y)— 13:0-2-0,0-1-51,[9:0-1-12,41-121,[11:0-3 LOADING (psf) SPACING- 2-0-0 TCLL 25.0 Plate Grip DOL 1.15 (Roof Snow=25.0) Lumber DOL 1.15 TCDL 8.0 BCLL 0.0 ' Rep Stress Incr YES Weft Code IRC2015/TP12014 BCDL 7.0 LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF Stud *Except' 6-14,7-14,9-13: 2x4 DF No.2 B-3-4 BRACING - TOP CHORD Structural wood sheathing directly applied or 3.4-13 oc pudins, except and verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 7-14,3-16 REACTIONS. All bearings 4-2-8 except at --length) 16=0-5-8. (lb) - Max Horz 16=148(LC 7) Max Uplift All uplift 100 Ib or less atioint(s) except 12=-252(LC 11), 11=530(LC 17), 16=-211(LC 10) Max Grev All reactions 250 Ib or less atjoint(s) 11 except 12=2254(LC 1), 12=2254(LC 1), 16=1400(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2931107.3-5=2304/369,5-6=-1724/277, 6-7=-14451256, 7-9-11414/175,9-110=-1 181939, 2-16=-446/151, 10-11=-771545 BOT CHORD 15-16=-397/2068.14-15=261/1871,13-14--30/1184,12-13=859/147 WEBS 5-15=-58/335, 5-14=652/236, 6-14=14611007, 7-14=-1331288, 7-13=590/138, 9-13=164/2008, 9-12=-18301281, 3-16=-22391279, 10-12=-748/114 NOTES - 1) Wind: ASCE 7-10; Vult--120mph (3 -second gust) Vasd=95mph; TCDL=4.8psf; BCDL=4.2psf; h=20ft; Cat. 11; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live • • • • loads. • 5) This truss has been designed for a 1 D.0 psf bottom chord live load nonconcurrent with any other live loads. • • 6) ' This truss has been designed for a live load of 23.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 • • + • • s chord and any other members, with BCDL = 7.Opsf. • 7) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. • 8) Bearing at joint(s) 16 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 252 Ib uplift at joint 12, 530 Ib uplift at joint 11 and 211 Ib uplift at joint 16. • • ••••0• • •••••• •as • • 0000•• • • •• :a,•• • • • RENEWS: 12131120 November 6,201 A WARNING - V.*db*. paremexers and READ NOTES ON THISAND INCLUDED M/TEKREFERENCE PAGE MIP7473 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 parementers 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 AA fabrication, quality control, storage, delivery, erection and bracing, consult ANSt"II Quality Criteria, DSB-89 and BCSI1 Building Component ra�f SafetyInformation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. t11eTRUSSCO. INC. CSI. DEFL. In (loo) Weft L/d PLATES GRIP TC 0.76 Vert(LL) -0.16 13-14 >999 360 MT20 220/195 BC 0.60 Vert(CT) -0.29 14-15 >999 240 WB 0.67 Horz(CT) 0.12 12 nla n/a Matrix -MSH Weight: 197 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3.4-13 oc pudins, except and verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 7-14,3-16 REACTIONS. All bearings 4-2-8 except at --length) 16=0-5-8. (lb) - Max Horz 16=148(LC 7) Max Uplift All uplift 100 Ib or less atioint(s) except 12=-252(LC 11), 11=530(LC 17), 16=-211(LC 10) Max Grev All reactions 250 Ib or less atjoint(s) 11 except 12=2254(LC 1), 12=2254(LC 1), 16=1400(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2931107.3-5=2304/369,5-6=-1724/277, 6-7=-14451256, 7-9-11414/175,9-110=-1 181939, 2-16=-446/151, 10-11=-771545 BOT CHORD 15-16=-397/2068.14-15=261/1871,13-14--30/1184,12-13=859/147 WEBS 5-15=-58/335, 5-14=652/236, 6-14=14611007, 7-14=-1331288, 7-13=590/138, 9-13=164/2008, 9-12=-18301281, 3-16=-22391279, 10-12=-748/114 NOTES - 1) Wind: ASCE 7-10; Vult--120mph (3 -second gust) Vasd=95mph; TCDL=4.8psf; BCDL=4.2psf; h=20ft; Cat. 11; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live • • • • loads. • 5) This truss has been designed for a 1 D.0 psf bottom chord live load nonconcurrent with any other live loads. • • 6) ' This truss has been designed for a live load of 23.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 • • + • • s chord and any other members, with BCDL = 7.Opsf. • 7) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. • 8) Bearing at joint(s) 16 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 252 Ib uplift at joint 12, 530 Ib uplift at joint 11 and 211 Ib uplift at joint 16. • • ••••0• • •••••• •as • • 0000•• • • •• :a,•• • • • RENEWS: 12131120 November 6,201 A WARNING - V.*db*. paremexers and READ NOTES ON THISAND INCLUDED M/TEKREFERENCE PAGE MIP7473 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 parementers 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 AA fabrication, quality control, storage, delivery, erection and bracing, consult ANSt"II Quality Criteria, DSB-89 and BCSI1 Building Component ra�f SafetyInformation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. t11eTRUSSCO. INC. Job Truss 'Truss Type Qty Ply Adair Homes - Creswell J1047440 A04 Roof Special +5 1 113044966 8-7-12 8-4-4 — ere II Job Reface optional, The Truss Company (Eugene), Eugene, OR - 97402, 8.320 s Oct 29 2019 MiTek Industries, Inc. Tue Nov 5 19:37:12 2019 Pagel Plate Offsets MY)– 12;0-2.0,0.1-4L [3:0.2-0,0-1-12), [12:0 -2 -810 -3 - ID:Bzg9Y9GXQxHMFvtrTagY7AyJD2w-Ko101LesHf1SXX2CV7Y QCYxZo27LR5M5fa4myM80r -2-0-0 6-3-4 12-9-3 19-0-025 3 4 33-6 8 37-9.0 _ 2-0-0 6-3-4 _ W 6-5-15 6-2-13 6-3-4 B-3-4 4-2-8 DEFL. in (loc) I/deft Ltd Scale = 1:70.8 PLATES GRIP TCLL 25.0 5x5 = Plate Grip DOL 1.15 TC 0.90 6.00 12 >999 360 MT20 6 18 12 11 16 45 2.00 12 6x8 = 3x4 LUMBER - TOP CHORD 2x4 OF N0.2 BOT CHORD 2x4 OF No.2 WEBS 2x4 OF Stud'Except' 7-14,6-14,9-13: 2x4 OF No.2 REACTIONS. (Ib/size) 11=1494/Mechanical, 16=1644/0-5-8 Max Horz 16=148(LC 7) Max Uplift 11=-192(LC 11), 16=234(LC 10) BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 9-4-6 oc bracing. WEBS 1 Row at midpt 7-14.3-16 FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-316/110, 3-5=29051426, 5-6=-2419/343, 6-7=-1979/307, 7-9=25591306, 9-10=-2095/288, 2-16=-459/152, 10-11=-1464/204 BOT CHORD 15 -16=-444/2560,14-15=-318r2466,13-14=-145/2219,12-13=-246/1854 WEBS 7-14=-7211235, 5-15=49277, 5-14=-615/231, 6-14=-20011577, 9-13=-8/417, 9-12=-711/156, 3-16=27921331, 10-12=-251/1879 NOTES - 1) Wind: ASCE 7-10; Vult=120mph (3 -second gust) Vasd=95mph; TCDL=4.8psf; BCDL=4.2psf; h=20ft; Cat. 11; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 0400 6) ' This truss has been designed for a live load of 23.0psf an 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) All bearings are assumed to be DF Not crushing capacity of 625 psi. • • • • • 8) Refer to girder(s) for truss to truss connections. • 9) Bearing at joint(s) 16 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. • 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 192 Ib uplift at joint 11 and 234 Ib uplift at joint 16 - SO • • • • 8-7-12 17-0-0 25-3-4 33-6-8 37-9-0 8-7-12 8-4-4 — B-3.4 8-3-4 42-B Plate Offsets MY)– 12;0-2.0,0.1-4L [3:0.2-0,0-1-12), [12:0 -2 -810 -3 - LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ltd PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.90 Vert(LL) -0.22 13-14 >999 360 MT20 2201195 (Roof Snow --25.0) Lumber DOL 1.15 BC 0.65 Vert(CT) -0.40 14-15 >999 240 TCLL 8.0 ' Rep Stress Incr YES WB 0.83 Horz(CT) 0.20 11 n/a n/a BCLL 0.0 Code IRC2015/TPI2014 Matrix -MSH Weight: 197 lb FT=20% BCDL 7.0 LUMBER - TOP CHORD 2x4 OF N0.2 BOT CHORD 2x4 OF No.2 WEBS 2x4 OF Stud'Except' 7-14,6-14,9-13: 2x4 OF No.2 REACTIONS. (Ib/size) 11=1494/Mechanical, 16=1644/0-5-8 Max Horz 16=148(LC 7) Max Uplift 11=-192(LC 11), 16=234(LC 10) BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 9-4-6 oc bracing. WEBS 1 Row at midpt 7-14.3-16 FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-316/110, 3-5=29051426, 5-6=-2419/343, 6-7=-1979/307, 7-9=25591306, 9-10=-2095/288, 2-16=-459/152, 10-11=-1464/204 BOT CHORD 15 -16=-444/2560,14-15=-318r2466,13-14=-145/2219,12-13=-246/1854 WEBS 7-14=-7211235, 5-15=49277, 5-14=-615/231, 6-14=-20011577, 9-13=-8/417, 9-12=-711/156, 3-16=27921331, 10-12=-251/1879 NOTES - 1) Wind: ASCE 7-10; Vult=120mph (3 -second gust) Vasd=95mph; TCDL=4.8psf; BCDL=4.2psf; h=20ft; Cat. 11; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 0400 6) ' This truss has been designed for a live load of 23.0psf an 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) All bearings are assumed to be DF Not crushing capacity of 625 psi. • • • • • 8) Refer to girder(s) for truss to truss connections. • 9) Bearing at joint(s) 16 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. • 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 192 Ib uplift at joint 11 and 234 Ib uplift at joint 16 - SO • • • • •••••• ••••• •• • • �4.[b viii it ri✓• _ • • • • RENEWS: 12/31/20 November 6,2014 WARNING -Van* daslgn parameters and READ N07ES ON 7NISAND 1NCLUDED MREKREFERENCEPAGEMIJ-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 responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding i fabrication, quality control, storage, delivery erection and bracing, consult ANSVTP11 Quality Criteria, DSS -89 and BCSI1 Building Component , - ** Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. tV SSCO. INC. Job Trues 1047440 05 The Trues Company (Eugene), Eugene, OR - 97402, 6-3.4 6-3-4 3x4 Truss Type Qty Ply Adair Homes - Creswell Roof Special 1 1 113044967 Job Reference iof tionall 8-320 s Oct 29 2019 MiTek Industries, Inc. Tue Nov 5 19:37:13 2019 Page 1 ID: Bzg9Y9GXQxHMFvtrTagY?AyJ D2w-o_b6CN MGdbnu4h6Em DenXeljNz7EknQFelP7cCyM80q 12-9-3 19-0-0 25-3-4 33-6-838.0-0 6-5-15 6-2-13 6-3-4 6-3-4 �h 44 Scale = 1:69.7 5x5 = 6.00 12 5 11 10 15 3x4 11 4x5 = 2.00 12 6x8 = F 8-7-12 DEFL. _ B-7-12 I/defl Plate Offsets_ jX,)�J- 12:0-2-0.0-1-121,111:0-2-8.0-3-01 Vert(LL) LOADING (psf) SPACING- 2-0-0 TCLL 25.0 Plate Grip DOL 1.15 (Roof Snow=25.0) Lumber DOL 1.15 TCDL 8.0 Rep Stress Incr YES BCLL 0.0 ' Code IRC2015/TP12014 BCDL 7.0 Matrix -MSH LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF Stud `Except' 6-13,5-13,8-12:2x4 DF No.2 17-0-0 8-4-4 25-3-4 8-3-4 CSI. DEFL. in (loc) I/defl TC 0.92 Vert(LL) -0.2312-13 >999 BC 0.65 Vert(CT) -0.41 13-14 >999 WB 0.85 Harz(CT) 0.20 10 n/a Matrix -MSH 33-6-8 38-0-0 B-3-4 4-5-8 Lld PLATES GRIP 360 MT20 220/195 240 We Weight: 195 Ib FT - 20 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 9-2-13 oc bracing. WEBS 1 Row at midpt 6-13,2-15 REACTIONS. (Ib/size) 10=150810-5-8,15=1508/0-5-8 Max Horz 15=-128(LC B) Max Uplift 10=-194(LC 11), 15=194(1_C 10) FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-332191, 2-4=2971/436, 4-5=-2461/347, 5-6=-20121310,6-8=2611713111, 8-9=-2227/305,11-15=303/97, 0-10=-14751208 BOT CHORD 14-15=-056/2633, 13-114=323/2509,112-113=-114512271, 11-12=256/1970 WEBS 6-13=-7291240. 4-14=56/283, 4-13=-6231232, 5-13=-203/1609, B-12=4/373, 8-11=-669/150, 2-15=-2848/363, 9-11=-25611952 NOTES - 1) Wind: ASCE 7-10; Vult=120mph (3 -second gust) Vasd=95mph; TCDL=4.Spsf; BCDL=4.2psf; h=20ft; 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.; C1=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 5) ' This truss has been designed for a live load of 23.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ft between the bottom chord and any other members, with BCDL = 7.Opsf. 0000 6) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. • • 7) Bearing at joint(s) 15 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. • • 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 194 Ib uplift at joint 10 and 194 Ib uplift at joint 15. • • • • • • • • •••••00 00• • • • • • iC N RENEWS:12131120 November 6,201 S A WARNING - Vaiffy design parameters and READ NOTES ON 7HISAND INCLUDED MITEKREFERENCEPAGEMIP7473 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 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 x.- fabrication, quality control, storage, derivery, erection and bracingg, 'Ons It ANSUfPl1 Quality Criteria, DSB-88 and BCSIi Building Component *�� Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. theTR V. SCO. Job Truss Truss Type 1047440 X106 Roof Special The Truss Company (Eugene), Eugene, OR - 97402, 3x4 _61 4 12-9-3 19-0-0 6-3-4 6-5-15 6-2-13 6.00 12 Qty Ply Homes -Creswell 5 1 113044968 �dair b Reference loplionell 6.320 s Oct 29 2019 MiTek Industries, Inc. Tue Nov 5 19:37:14 2019 Page 1 ID: Bzg9Y9GXQxH MFvtrTagY?AyJD2w-GA9UPjMuOuvlirgRJw903rHuOMTTTEjOpP8g9eyM80p 25-3-4 33-6-8 38-0-0 40-0-0 6-3-4 8-3-4 4-5-8 i 22-0-Q 5x5 = Scale = 1:70.4 16 12 11 4x5 = 2.00F1_2 6x8 = 3x4 8.7-12 17.0-0 8.7-12 8.4-4 Plate Offsets (X,Y)- I2:0 -2-0.0-1-12L 19:0.2-8..0.1-121.[12:0-2-8.0-3-01 LOADING (psf) REACTIONS. (Ib/size) 11=1654/0-5-8.16=1504/0-5-8 Max Harz 16=-145(LC 8) Max Uplift l l=-235(LC 11), 16=194(LC 10) 25-3-4 33.6.8 38-0-0 8-3-4 8-3-4 4.5-8 DEFL. in (loc) 1/deft L/d PLATES GRIP Vert(LL) -0.23 13-14 >999 360 MT20 220/195 Vert(CT) -0.41 14-15 >999 240 Horz(CT) 0.20 11 nla n1a Weight: 198 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 6-14,2-16 FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-334/91, 2-4=29621430, 4-5=-24491340,5-6=-20031305,6-8=2597/299, 8-9=-2182/296,1-16=-305/97, 9-11=-1621/249 BOT CHORD 15-16=43612625, 14-15=301/2499, 13-14=-115/2254, 12-13=-216/1921 WEBS 6-14=-719/241, 4-15=571283, 4-14=-641/233, 5-14=-197/1601, 8-13=2/397, 8-12=-672/143, 2-16=-2839/357, 9-12=-260/2005 NOTES - 1) Wind: ASCE 7-10; Vu It= 120mph (3 -second gust) Vasd=95mph; TCDL=4.8psf; BCDL=4.2psf; h=2011; Cat. 11; Exp B; Endosed; 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 lead of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live lead nonconcurrent with any other live loads. *so* 6) ' This truss has been designed for a live load of 23.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) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 006000 8) Bearing at joint(s) 16 considers parallel to grain value using ANSIrrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. • 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 235 Ib uplift at joint t' and 194 Ib uplift at joint 16. • •• • •0.0•• •• as A WARNING - V"fy des/gn parametars and RE4D NOTES ON THISAND INCLUDED MITEKREFERENCE PAGEMIJ-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 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 ANSUTPII Quality Criteria, DSB$9 and BCSI1 Building Component Safely Infamalion available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. • • 000••0 00000 0000• • • • 0000•• •• 0000•• Osseo* 00 0.1L f� 0.00 •• • • • •OREGON 7116182 4. PO S>' RENEWS: 12/31/20 November 6,2014 JA the'1'Ii fJ 5Sc:o S PACING- 2-0-0 CSI. TCLL 25.0 Plate Grip DOL 1.15 TC 0.93 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.65 TCDL 8,0 Rep Stress Iner YES WB 0.84 BCLL 0.0 Code IRC201&7PI2014 Matrix -MSH BCDL 7,0 LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF Stud *Except* 6-14,5-14.8-13: 2x4 DF No.2 REACTIONS. (Ib/size) 11=1654/0-5-8.16=1504/0-5-8 Max Harz 16=-145(LC 8) Max Uplift l l=-235(LC 11), 16=194(LC 10) 25-3-4 33.6.8 38-0-0 8-3-4 8-3-4 4.5-8 DEFL. in (loc) 1/deft L/d PLATES GRIP Vert(LL) -0.23 13-14 >999 360 MT20 220/195 Vert(CT) -0.41 14-15 >999 240 Horz(CT) 0.20 11 nla n1a Weight: 198 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 6-14,2-16 FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-334/91, 2-4=29621430, 4-5=-24491340,5-6=-20031305,6-8=2597/299, 8-9=-2182/296,1-16=-305/97, 9-11=-1621/249 BOT CHORD 15-16=43612625, 14-15=301/2499, 13-14=-115/2254, 12-13=-216/1921 WEBS 6-14=-719/241, 4-15=571283, 4-14=-641/233, 5-14=-197/1601, 8-13=2/397, 8-12=-672/143, 2-16=-2839/357, 9-12=-260/2005 NOTES - 1) Wind: ASCE 7-10; Vu It= 120mph (3 -second gust) Vasd=95mph; TCDL=4.8psf; BCDL=4.2psf; h=2011; Cat. 11; Exp B; Endosed; 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 lead of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live lead nonconcurrent with any other live loads. *so* 6) ' This truss has been designed for a live load of 23.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) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 006000 8) Bearing at joint(s) 16 considers parallel to grain value using ANSIrrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. • 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 235 Ib uplift at joint t' and 194 Ib uplift at joint 16. • •• • •0.0•• •• as A WARNING - V"fy des/gn parametars and RE4D NOTES ON THISAND INCLUDED MITEKREFERENCE PAGEMIJ-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 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 ANSUTPII Quality Criteria, DSB$9 and BCSI1 Building Component Safely Infamalion available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. • • 000••0 00000 0000• • • • 0000•• •• 0000•• Osseo* 00 0.1L f� 0.00 •• • • • •OREGON 7116182 4. PO S>' RENEWS: 12/31/20 November 6,2014 JA the'1'Ii fJ 5Sc:o Job tr ee TrusType Qty Ply dair Homes - Creswell 1047440 07 Roof Special (Roof Snow --25.0) 1 113044969 1.15 TCDL 8.0 Re p Stress Incr Job Reference banal the i ruse company teugenel, eugene, UK - efwuz, o.azu a Ucr ze zute M1 i ex inousmes, mc. tua NOV o ia:Jf:1o'dura raga t ID:Bzg9Y9GXaxHMFvtrTagY?AyJD2w-kNjtd3NW8C1cJ FdtegFc3g8dmgOCgIX23uEh4yM80o 8-3 4 ,7-11-0 12-9-3 15-6-8 �I 25-2-13 31-5.10 37-8-14 6-3 4 1-7-12 4-10-3 2-9-5 3-5-8 6-2-13 6-2-13 6-3 4 Scale = 1:69.5 5x8 = 6.00 12 6 19 16 15 14 3x5 = 2.00 12 3x8 = 3x6 A " W-11 SPACING- 2-0-0 TCLL 25.0 Plate Grip DOL 1.15 (Roof Snow --25.0) Lumber DOL 1.15 TCDL 8.0 Re p Stress Incr YES CLL 0.0 ' Code IRC2015/TPI2014 SCDL 7.0 WB 0.89 Horz(CT) -0.01 15 LUMBER - n/a • TOP CHORD 2x4 DF No.2 • 9) Bearing at joint(s) 19 considers parallel to grain value using ANSIITPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. BOT CHORD 2x4 OF No.2 Weight: 223 Ib FT = 20% 19. WEBS 2x4 OF Stud *Except* 7-12,6-14,7-14,617: 2x4 OF No.2 •• • 2 CSI. DEFL. in (loo) I/deft L/d PLATES GRIP TC 0.61 Vert(LL) -0.27 12-14 >976 360 MT20 220/195 BC 0.61 Verl(CT) -0.3512-14 >738 240 6) ' This truss has been designed for a live load of 23.Opsf on the bottom chord in all areas where a rectangle 3-60 tall by 2-0-0 wide will fit between the bottom WB 0.89 Horz(CT) -0.01 15 n/a n/a • Matrix -MSH • 9) Bearing at joint(s) 19 considers parallel to grain value using ANSIITPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. Weight: 223 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-9-11 oc puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 60-0 oc bracing. Except: 4-8-0 oc bracing: 15-17 WEBS 1 Row at midpt 7-14,6-17 REACTIONS. (Ib/size) 15=175410-5-8, 11=764/Mechanical, 19=482/0-5-8 Max Harz 19=131(LC 7) Max Uplift 15=227(LC 10), 11=152(LC 11), 19=-60(LC 10) Max Grav 15=1754(LC 1), 11=845(LC 17), 19=504(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-499/109, 4-5=22/420, 5-6=0/451, 6-7=-311/176, 7-9=-955/240, 9-10=-254/77, 10-11 =-26119 0 BOT CHORD 18-19=-1921618, 15.17=-1753/227, 5.17=-284/73, 12-14=46/635, 11-12=-1641926 WEBS 2-18=360/197, 4.17=6121212, 7-12=46/430, 9-12=-276/163, 4-18=1221583, 2-19=-549166, 614=1921598, 7-14=-7451226, 6-17=-10901162,9-11=-934/170 NOTES - 1) Wind: ASCE 7-10; Vult=120mph (3 -second gust) Vosd=95mph; TCDL=4.Bpsf; BCDL=4.2psf; h=20ft; Cal. 11; Exp B; Enclosed; MWFRS (envelope) gable end ••••• zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TOLL ASCE 7-10; Pf=25.0 psf (flat roof snow); Category ll; 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. sees 5) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. • • 6) ' This truss has been designed for a live load of 23.Opsf on the bottom chord in all areas where a rectangle 3-60 tall by 2-0-0 wide will fit between the bottom • • chord and any other members, with BCDL = 7.Opsf. *00000 7) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. • 8) Refer to girder(s) for truss to truss connections. • 9) Bearing at joint(s) 19 considers parallel to grain value using ANSIITPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 227 Ib uplift at joint 15, 152 lb uplift at joint 11 and 60 Ib uplift at joint 19. • • •• • ••w••• •• •••••• • •• •• • • •••••• ••••• • RENEWS: 12/31/20 November 6,2014 A WARNING - V/w deslpn parameters and READ NOTES ON THISAND INCLUDED MITEKREFERENCE PAGEMII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsiblllity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTP11 Quality Criteria, DSB-89 and BCSII Building Component .s.�-t Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. ti i AUS�CO. INC'. tbFO; Truss Type Qty Ply Adair Homes - Creswell 10474,40 Roof Special 1 113044970 Jab Reference {colional7 The Truss Company (Eugene), Eugene, OR - 97402, 6.320 s Oat 29 2019 MTek Industries, Inc. Tue Nov 5 19:37:16 2019 Page 1 1 D:Bzg9Y9GXQxHM FvtrTagY?AyJD2w-CZHFgOO8vW9TxBq pRLBUBGNJ 1 AAdx61 hGjdnDXyM80n -2-0-0 8-3 4 7-11-0 12-9-3 15_6-8 19-0-0 25-2-13 31-5-10 37-8-14 2-0-0 8-3 4 11.7-12 4-10-3 2-9-5 1 3-5-8 8 2-13 6-2-13 6-3-4 Scale = 1:70.7 5x8 = 6.00 12 7 22 16 15 14 zo 14 10 12 20 17 3x6 = 3x5 = 2.00 12 3x8 = REACTIONS. (Ib/size) 16=1741/0-5-8, 12=765/Mechanical, 20=63610-5-8 Max Horz 20=148(LC 7) Max Uplift 16=-223(LC 10), 12=153(LC 11), 20=-104(LC 10) Max Grant 16=1741(LC 1), 12=855(LC 18), 20=657(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-5=-478/107,5-6=171414,6-7=0/"6,7-8=-3281178,8-10=9741241, 10-11=-256177.2-20=-379/138,11-12=262/90 BOT CHORD 19-20=-186/581, 1618=1740/222, 6-18=27gf71, 113-15=-471654.12-13=-1651941 WEBS 3-19=-3331190,5-18=-605/211, 8-13=-46/430,10-13=-2761163. 5-19=-1141552,3-20=-570/48,10-12=9511171, 7-15=-191/597, 7-18=-1085/159.8-15=-764/226 NOTES. 1) Wind: ASCE 7-10; Vul1=120mph (3 -second gust) Vasd=95mph; TCDL=4.8psf; BCDL=4.2psf; h=20ft; 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 8; 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 23.Opsf on the bottom chord in all areas where a rectangle 3-60 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.Opsf. 8) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 9) Refer to girder(s) for truss to truss connections. 10) Bearing at joint(s) 20 considers parallel to grain value using ANSI/TPI 1 angle to grain. formula. Building designer should verify capacity of bearing surface. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 223 Ib uplift at joint 16, 153 Ib uplift at joint 12 and 104 lb uplift at joint 20. • • •••••• ••••• • • • • • •••••• • • •r • • • • • • �1�11f6ss (�f(- •••►•r E • RENEWS: 12/31/20 November 6,201 A WARNING - ✓a* design parameters and READ NOTES ON THISAND INCLUDED UTI EKREFERENCE PAGE M11-7473 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 bratlngg, consult ANSVTPI1 Quality Criteria, DSB-89 and BCSI1 Building Component r��** SafetyInformation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, W153719. tie�CO. INC 7-11-0 8-7-1 15-S' 5 68 15 -4 19-0-0 28-4-10 37-8-14 7-11-0 0 -1 8-10.12 0-2- 2 3-2-12 9-4-10 9-4-4 Plate Offsets (X Y)— [3:0 -2 -0,0 -IA. [7:0-2-8,0-2-OJ,110:0.2-0,0.1-41,112:0-1-8,D-1-8],118:0-2-12,0-2-8j LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.64 Vert(LL) -0.27 13-15 >976 360 MT20 2201195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.61 Verl(CT) -0.35 13-15 >738 240 TCDL 8.0 Rep Stress Incr YES WB 0.90 Horz(CT) -0.01 16 n/a n1a BCLL 0.0 ' Code IRC2015frP12014 Matrix -MSH Weight: 226 Ib FT = 20 BCDL 7.0 LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 5-8-7 oc purlins, except end verticals. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except: WEBS 2x4 DF Stud *Except* 4-8-0 oc bracing: 16-18 613,7-15,7-18,8-15: 2x4 DF No.2 WEBS 1 Row at midpt 7-18,8-15 REACTIONS. (Ib/size) 16=1741/0-5-8, 12=765/Mechanical, 20=63610-5-8 Max Horz 20=148(LC 7) Max Uplift 16=-223(LC 10), 12=153(LC 11), 20=-104(LC 10) Max Grant 16=1741(LC 1), 12=855(LC 18), 20=657(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-5=-478/107,5-6=171414,6-7=0/"6,7-8=-3281178,8-10=9741241, 10-11=-256177.2-20=-379/138,11-12=262/90 BOT CHORD 19-20=-186/581, 1618=1740/222, 6-18=27gf71, 113-15=-471654.12-13=-1651941 WEBS 3-19=-3331190,5-18=-605/211, 8-13=-46/430,10-13=-2761163. 5-19=-1141552,3-20=-570/48,10-12=9511171, 7-15=-191/597, 7-18=-1085/159.8-15=-764/226 NOTES. 1) Wind: ASCE 7-10; Vul1=120mph (3 -second gust) Vasd=95mph; TCDL=4.8psf; BCDL=4.2psf; h=20ft; 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 8; 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 23.Opsf on the bottom chord in all areas where a rectangle 3-60 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.Opsf. 8) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 9) Refer to girder(s) for truss to truss connections. 10) Bearing at joint(s) 20 considers parallel to grain value using ANSI/TPI 1 angle to grain. formula. Building designer should verify capacity of bearing surface. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 223 Ib uplift at joint 16, 153 Ib uplift at joint 12 and 104 lb uplift at joint 20. • • •••••• ••••• • • • • • •••••• • • •r • • • • • • �1�11f6ss (�f(- •••►•r E • RENEWS: 12/31/20 November 6,201 A WARNING - ✓a* design parameters and READ NOTES ON THISAND INCLUDED UTI EKREFERENCE PAGE M11-7473 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 bratlngg, consult ANSVTPI1 Quality Criteria, DSB-89 and BCSI1 Building Component r��** SafetyInformation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, W153719. tie�CO. INC to SPACING- 2-0-0 TruesType Plate Grip DOL Qty Ply .dair Homes -Creswell 1047440 �Tuss 09 1.15 Roof Special1JobReierencetcptional). Rep Stress Incr 113044971 BCDL 7.0 Code IRC2015rrP12014 LUMBER - BRACING - The Truss Company (Eugene), Eugene, OR - 97402, Structural wood sheathing directly applied or 5-8-14 do purlins, except end verticals. 8.320 s Oct 29 2019 MiTek Industries, Inc. Tus Nov 5 19:37:18 2019 Page 1 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing, Except: ID:Bzg9Y9GXQxHMFvtrTagY?AyJD2w-8yO?F4PPR7PBAS_CYmEyEhSfW_s5P1x k06ulPyM801 -2-0-0 _ 8 3 4 7-11-0, 12-9 3 I 15-6-8 1 19-0.0 2S2-13 31-5-10 37-8-14 2-0-0 6 3-4 7-12 4-10-3 2-9 5 _ _ 3 5-B 8 2-13 6-2-13 6-3-4 5x6 = 6.00 12 24 17 16 15 14 za eo 1J 12 22 20 = 3x5 - 2.00 12 1.5x4 II 3x8 = 3x6 7-11 LOADING (psf) SPACING- 2-0-0 TCLL 25.0 (Roof Snow=25.0) Plate Grip DOL 1.15 TCDL 8.0 Lumber DOL 1.15 BCLL 0.0 ' Rep Stress Incr YES BCDL 7.0 Code IRC2015rrP12014 LUMBER - BRACING - TOP CHORD 2x4 OF No.2 BOT CHORD 2x4 OF No.2 WEBS 2x4 OF Stud 'Except* 8-13,7-15,7-18,8-15:2x4 OF No.2 OTHERS 2x4 OF Stud REACTIONS. (Ib/size) 16=1773/0-5-8, 12=759/Mechanical, 22=634/0-58 Max Harz 22=148(LC 7) Max Uplift 16=-205(LC 10), 12=156(LC 11), 22=-104(LC 10) Max Grev 16=1773(LC 1), 12=849(LC 18), 22=655(LC 17) Scale = 1:74.3 CSI. DEFL. in (loc) I/deft Ltd PLATES GRIP TC 0.64 Vert(LL) -0.27 13-15 >981 360 MT20 220/195 BC 0.61 Vert(CT) -0.35 13-15 >736 240 WE 0.89 Horz(CT) -0.01 16 n/a nla Matrix -MSH Weight 234 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-8-14 do purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing, Except: 6-0-0 oc bracing: 19-21,15-16. 4-8-0 cc bracing: 16-18 6-0-0 cc bracing: 6-18 WEBS 1 Row at midpt 7-18,8-15 JOINTS 1 Brace at Jt(s): 18 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-5=-0741106, 5-6=11/422, 6.7=0/454, 7-8=-3161184, 8-110=963/246, 10-11=-255f77,2-22=-379/139, 11-12=-262/90 BOT CHORD 21-22=-185/579, 1S-10=11725/217,6-18=-279/71, 113-15=521644,12-113=-1701932 WEBS 3-21=-334/190, 5-18=6061208, 8-13=45/432, 10-13=-277/162, 521=-106/556. 322=-568/45, 10 -12= -9411176,7-15=-196/583,15-18=01256,7-18=-10731158,8-15=-765/226 NOTES - 1) Wind: ASCE 7-10; Vult=120mph (3 -second gust) Vasd=95mph; TCDL=4.8psf; BCDL=4.2psf; h=20ft; 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 leen 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) Al plates are 3x4 MT20 unless otherwise indicated. 5) 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 23.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) All bearings are assumed to be DF No.2 crushing rapacity of 625 psi. 9) Refer to girder(s) for truss to truss connections. 10) Bearing atjoint(s) 22 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 205 Ib uplift at joint 16, 156 Ib uplift at joint 12 and 104 Ib uplift at joint 22. RENEWS:12131120 November 6,2011 WARNING - Vedfydeslpn pemmetera and READ NO7ES ON 7N/SAND INCLUDED mnEKREFERENCEPAGEN11-7473 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 pammenters 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 ANSVTPII Quality Criteria, DSB-99 and BCS11 Building Component aL. Safely Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. i i is V S CO. INC. 'Job Truss Truss Type Qty Ply Adair Homes - Creswell J10474-40 A10 Common 5 1 113044972 Job Reference (optional] The Truss Company (Eugene), Eugene. OR - 97402, 8.320 s Oct 29 2019 MiTek Industries, Inc. Tue Nov 5 19:37:19 2019 Page 1 I D: Bzg9Y9GXQxHM FvtrTagY?AyJ D2w-d8yNTQQ1 CRX2ocZO67l Bmv?otN8s8YW7zgsRgsyM80k -2-0-0 6-6-5 12-9-3 _ 19-0-0 25-2-13 31-5.10 _ 37-8-14 2-0-0 6-6-5 6-2-13 6-2-13 6-2-13 6-2-13 6-3-4 �1 6.00 12 5x5 = 6 18 18 io " cu w 13 ci cc is 11 3x5 = 3x4 = 4x6 = 3x4 = 3x5 = 3x8 = Scale = 1:76.1 9-7-6 9-4-10 Plate Offsets MY)— (3:0-2.0.0.1-8j j9;0.2 -0,0-1-8],-[11:0-2-4.o- 1,4. f 16:0-2 4,0-1-8] _ LOADING (psf) SPACING- 2-0-0 CSI. TOLL 25.0 (Roof Snaw=25.0) Plate Grip DOL 1.15 TC 0.73 TCDL 5.0 Lumber DOL 1.15 BC 0.83 BCLL 0.0 ' Rep Stress Incr YES WB 0.62 BCDL 7.0 Code IRC2015rTP@014 Matrix -MSH LUMBER - Horz(CT) 0.10 11 n/a TOP CHORD 2x4 DF No.2 3) Unbalanced snow loads have been considered for this design. BOT CHORD 2x4 DF No.2 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 WEBS 2x4 DF No.2 *Except` 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3-15,2-16,10-11,9-11,9-12:2x4 DF Stud • • 6) ' This truss has been designed for a live load of 23.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 Scale = 1:76.1 Weight: 206 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-7 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-13, 7-13, 9-11, 3-16 REACTIONS. (Ib/size) 11=1494/Mechanical, 16=1644/0-5-8 28-4-10 Max Horz 16=147(LC 9) 37.8-14 9-4-10 _ 9_44 TOP CHORD 2-3=-319/109, 3-5=2146/313, 5-6=1627/274,6-7=-1626/275, 7-9=2125/312, 9-10=-291178, 2-16=463/155, 10-1 1=-282191 DEFL. in (loc) I/defl Ltd PLATES GRIP Vert(LL) -0.28 13-15 >999 360 MT20 220/195 Vert(CT) -0.41 12-13 >999 240 zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 Horz(CT) 0.10 11 n/a n/a Weight: 206 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-7 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-13, 7-13, 9-11, 3-16 REACTIONS. (Ib/size) 11=1494/Mechanical, 16=1644/0-5-8 Max Horz 16=147(LC 9) Max Uplift 11=-192(LC 11), 16=235(LC 10) FORCES. (Ib) -Max. Camp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-319/109, 3-5=2146/313, 5-6=1627/274,6-7=-1626/275, 7-9=2125/312, 9-10=-291178, 2-16=463/155, 10-1 1=-282191 BOT CHORD 15-116=-328/1914,13-15=217/1740, 12-13=-113/1727, 11-12=-223/1881 WEBS 5-15=-40/324, 5-13=-6751224, 7-13=-677/222, 9-11=-2057239, 6-13=13511053, 7-12=-39/302, 3-16=-2057/209 NOTES - 1) Wind: ASCE 7-10; Vult=120mph (3 -second gust) Vasd=95mph; TCDL=4.8psf; BCDL=4.2psf; h=20ft; Cat. Il; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • • 6) ' This truss has been designed for a live load of 23.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 • • • • • • 00000 chord and any other members, with BCDL = 7.Opsf. w • • e • • • 7) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. • • • • • • • • • • 8) Refer to girder(s) for truss to truss connections. • • • • • 0000 • • 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 192 Ib uplift at joint 11 and 235 Ib uplift at joint 16. • • w • w • • • • • sea* •rr • 6••000 w• • • • r • •• •r • • • 2PE • 04:90• •r• •• on w F3+ EGON • _ `t16182 ••• RENEWS: 12131120 November 6,201 A WARNING - Va * design Pammefers end READ N07ES ON 7HISAND INCLUDED MITEKREFERENCE PAGEMX7473 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 paramentersand 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, dativery erection and bracingg, consult ANSUfP11 Quality Criteria, DSB-89 and SCSII Building Component L, Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. ti leTRU.7.7C0. INC. (Jab buss iTruss Type 1047440 1GE (GABLE The Truss Company (Eugene), Eugene, OR - 97402, 2-0-0 19-0-0 �.2 0 019.0.00 0 City Ply Adair Homes - Creswell 1 113044973 f Job Reference (optlona0 J 9.320 s Oct 29 2019 MITek Industries, Inc. Tue Nov 5 19:37:212019 Page 1 ID: Bzg9Y9GXQxHMFvtrTagY?AyJD2w-ZW48t6SHk2om 1 vjn EunfrK4F6B?CcZVQQ_LYukyM80i 37-8-14 18-8-14 3x6 = 17 18 19 Scale = 1:68.5 34 66 65 64 6362 61 60 59 58 57 56 55 54 53 52 51 5049 48 47 46 45 44 43 42 41 40 39 38 37 3635 3X4 II 3x6 = 3x4 II Plate Offsets tXY)- 718:0.3-0,Edg_e] LOADING (psf) I SPACING- 2-0-0 CSI. TOLL 25.0 j Plate Grip DOL 1.15 TC 0.29 (Roof Snow=25.Lumber DOL 1.15 BC 0.07 TCDL 8.. 0 Rep Stress Incr YES WB 0.14 BCLL 0.0 Code IRC2015rrP12014 Matrix -R 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* • 19 -49,17-50,16-52,15-53,14-54,13-55,20-48,21-47,22-46,23-45:2x4 OF No.2 37-6-14 37-6-14 DEFL. In (loc) I/defl Ltd PLATES GRIP Vert(LL) 0.01 1 n/r 120 MT20 2201195 Vert(CT) -0.00 1 n/r 90 Horz CT) 0.00 35 n/a n/a Weight: 318 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 19-49, 17-50, 16-52, 15-53, 20-48, 21-47 REACTIONS. All bearings 37-8-14. (lb) - Max Harz 66=142(LC 7) Max Uplift All uplift 100 Ib or less at joint(s) 35, 52, 53, 54, 55, 56, 57, 58, 59, 60, 61, 62, 48, 47, 46, 45, 44, 43, 42, 41, 40, 39, 38, 37, 63, 64 except 66=-119(LC 6), 36=-194(LC 11), 65=271(LC 22) Max Grav All reactions 250 Ib or less atjoint(s) 35, 49, 50, 52, 53, 54, 55, 56, 57, 58, 59, 60, 61, 62, 48, 47, 46, 45, 44, 43, 42, 41, 40, 39, 38, 37, 36, 63, 65, 64 except 66=352(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-66=-3271100 NOTES - 1) Wind: ASCE 7-10; Vult=120mph (3 -second gust) Vasd=95mph; TCDL=4.Bpsf; BCDL=4.2psf; h=20ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end ••40••• zone; cantilever left and right exposed ; and vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 040000 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 ANSIrrPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Ftp 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 requires continuous bottom chord bearing. • • • • • • 8) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). • 9) Gable studs spaced at 14-0 oc. • 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11) * This truss has been designed for a live load of 23.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ft between the bottom chord and any other members. • • 12) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. • • • •. 13) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) 35, 52, 53, 54, 55, 56, 57, 58, 59, 60, 61, 62, 48, 47, 46, 45, 44, 43, 42, 41, 40, 39, 38, 37, 63, 64 except Qt=1b) 66=119, 36=194, 65=271. 000000 •• ••••40• • • •40 4040 A WARNING - ✓erfy design parameters and READ NOTES ON 7HISAND INCLUDED MITEKREFERENCE PAGE Ulf -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 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 ANSUTP11 Quality Criteria, DSB49 and BCS11 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. IN 4040•••• 4040 • • • • • •• �B2�PR •� •• • '� �eaori-7. ' • • .7116182 •40 RENEWS: 12/31/20 November 6,201 AgA theTRUSSCO. INC. ••40••• 040000 • • • 4040 • • • • 000000 • 4040 • • • 4040•••• 4040 • • • • • •• �B2�PR •� •• • '� �eaori-7. ' • • .7116182 •40 RENEWS: 12/31/20 November 6,201 AgA theTRUSSCO. INC. Job TN80 Truss Type 1047440 601GE GABLE The Truss Company (Eugene), Eugene, OR - 97402, - ' 2-0-0 m 6.00 12 4.4 3x4 11 3 2 �1 1 FU -U 17-0-0 Q" P'y Adair Homes - Creswell 1 I 1 113044974 !Job Reference foptional)_ 8.320 s Oct 29 2019 MiTek Industries, Inc. Tue Nov 5 19:37:24 2019 Page 1 ID: Bzg9Y9GXQxHMFvtrTBgY?AyJD2w-z5mGW7UA1 zAKvN RMvl KMTyimM023pxRs6yZCV3yM80f 34-0-0 _ 38.0-0 17-0-0 0 T Scale: 31161' 3x6 = 14 15 16 illx JIL Jn' lu1 ISI lal la• IN, 56 55 54 53 52 51 50 49 48 47 46 45 44 43 42 4140 39 38 37 36 35 34 33 32 31 30 3x4 II 3x6 = 3x4 II 340-0 34-0-0 Plate Offe9ts(J4Y)— {15:0-3.0_Edge1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl Lld PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.29 Vert(LL) 0.02 29 n/r 120 MT20 2201195 (Roof Snow --25.0) Lumber DOL 1.15 BC 0.06 Vert(CT) 0.00 29 nlr 90 TCDL 8.0 Rep Stress Incr YES WB 0.12 Horz(CT) 0.00 30 n/a n/a BCLL 0.0 Code IRC20151TPI2014 Matrix -R Weight: 269 Ib FT=20% BCDL 7.0 LUMBER- BRACING - TOP CHORD 2x4 OF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD 2x4 OF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 OF Stud WEBS 1 Row at midpt 1&-43,14-44,13-45,17-41 OTHERS 2x4 OF Stud'ExcepY 16-03,14-04,13.45,12-46,17-41,18-40: 2x4 OF No.2 REACTIONS. All bearings 34-0-0. (lb) - Max Horz 56=-127(LC 8) Max Uplift All uplift 100 Ib or less atjoint(s) 56, 30, 45, 46, 47, 48, 49, 50, 51, 52, 53, 54, 55, 41, 40, 39, 38, 37, 36, 35, 34, 33, 32, 31 Max Grav All reactions 250 Ib or less at joint(s) 43, 44, 45, 46, 47, 48, 49, 50, 51, 52, 53, 54, 55, 41, 40, 39, 38, 37, 36, 35, 34, 33, 32, 31 except 56=2811 (LC 17), 30=281 (LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-56=-262/80, 28-30=-262/66 NOTES - 1) Wind: ASCE 7-10; Vu11=120mph (3 -second gust) Vasd=95mph; TCDL=4.8psf; BCDL=4.2psf; h=20ft; 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 ANSI/TPI 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 • • • • :*0600 • • ••••• loads. w • • • • 6) All plates are 1.5x4 MT20 unless otherwise indicated. • • • • • 000000 7) Gable requires continuous bottom chord bearing. • • • • • • • • • • • 8) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). • • • 9) Gable studs spaced at 14-0 oc. • • • • • • • 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads- • • • • • 11) ' This truss has been designed for a live load of 23.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. • • Poll • • • 12) All bearings are assumed to be OF No.2 crushing capacity of 625 psi. • • • • r /g • 13) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 56, 30, 45, 46, 47, 48, 49, 50, 51, 52, 53, 54, �•� IN f' 55. 41, 40, 39, 38, 37, 36, 35, 34, 33, 32, 31. • • • • • • `.r (/ r • 2PE • RENEWS:12131120 November 6,2015 A WARNING - Verily des&n faremetam and READ NOTES ON TNISAND INCLUDED MITEKREFERENCE PAGE MI1-7473 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 responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. Far general guidance regarding fabrication, quality control, storage, delivery erection and bracingg consult ANSVTP11 Quality Criteria, DSB-89 and BCS11 Building Component Safety Infmnation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. ftieTRUSSco. INC. [Job Truss X11047440 B02 The Truss Company (Eugene), Eugene, OR - 97402, -22-0.05-10-5 2-0 01 - 5-10-5 I Truss Type Common 11-5-3 5-6-13 6.00 12 Qty Ply Adair Homes - Creswell 2 1 113044975 Job Reference (optional) 8.320 s Oct 29 2019 MiTek Industries, Inc. Tue Nov 5 19:37:26 2019 Page 1 I D: Bzg9Y9GXQxH MFvtrTagY?AyJD2w-vUt1 xpWQZaQ28hbkOSNgYNn2SCZSH139aG2JayyM80d 17-0-0 22-6-13 28-1-11 34-0-0 36-0-0 5-6-13 5-6-13 5-6-13 5-10-5 2-0-0 4x4 = 6 3x5 = 3x4 = 3x6 = 3x4 = 3x5 = REACTIONS. (Ib/size) 17=1490/0-5-8,12=1490/0-5-8 Max Horz 17=128(LC 9) Max Uplift 17=-214(LC 10), 12=214(LC 11) 3x8 = 25-4-4 8-4-4 34-0-0 8-7-12 Scale = 1:69.3 DEFL. in (loo) I/defl L/d PLATES GRIP Vert(LL) -0.19 15-16 >999 360 MT20 2201195 Vert(CT) -0.2815-16 >999 240 Horz(CT) 0.08 12 We n/a Weight: 189 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-3-10 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. WEBS 1 Row at midpt 7-15.5-15,3-17,9-12 FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-261/90, 3-5=1883/276, 5-6=-1447/246, 6-7=-1447/246, 7-9=1883/276, 9-10=-261/90, 2-17=-422/140, 10-12=-422/140 BOT CHORD 16-17=-270/1662.15-16-175/1536,13-15=78/1536,12-13=-161/1662 WEBS 6-15=-121/913,7-15=-614/198, 7-13=33/274, 5-15=-6141198,5-16=32/274,3-17=-1826/189, 9-12=-1826/189 NOTES - 1) Wind: ASCE 7-10; Vult=120mph (3 -second gust) Vasd=95mph; TCDL=4.8psf; BCDL=4.2psf; h=20ft; Cat. 11; 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 psi (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) . This truss has been designed for a live load of 23.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-D-0 wide will fit between the bottom chord and any other members, with BCDL = 7.Opsf. • • • • 7) All bearings are assumed to be OF No.2 crushing capacity of 625 psi. • • 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) except Qt=1b) 17=214, 12=214. • • • • • as •••••• • r •• •• 8-7-12 17-0-0 ••••• 8-7-12 8-4-4 Plate Offsets (X.Y)— (3:0 -2-0,0-1-12].[9:0-2-0.0-1-12]_)12:0-2-4.0-1-81.117:0-2-4.0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. TCLL 25.0 Plate Grip DOL 1.15 TC 0.51 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.64 TCDL 8.0 Rep Stress Incr YES WB 0.50 BCLL 0.0 Code IRC2015ITP12014 Matrix -MSH BCDL 7.0 LUMBER - TOP CHORD 20 OF No.2 BOT CHORD 20 OF No.2 WEBS 2x4 OF Stud *Except* 6-15,7-15,5-15: 2x4 OF No.2 REACTIONS. (Ib/size) 17=1490/0-5-8,12=1490/0-5-8 Max Horz 17=128(LC 9) Max Uplift 17=-214(LC 10), 12=214(LC 11) 3x8 = 25-4-4 8-4-4 34-0-0 8-7-12 Scale = 1:69.3 DEFL. in (loo) I/defl L/d PLATES GRIP Vert(LL) -0.19 15-16 >999 360 MT20 2201195 Vert(CT) -0.2815-16 >999 240 Horz(CT) 0.08 12 We n/a Weight: 189 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-3-10 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. WEBS 1 Row at midpt 7-15.5-15,3-17,9-12 FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-261/90, 3-5=1883/276, 5-6=-1447/246, 6-7=-1447/246, 7-9=1883/276, 9-10=-261/90, 2-17=-422/140, 10-12=-422/140 BOT CHORD 16-17=-270/1662.15-16-175/1536,13-15=78/1536,12-13=-161/1662 WEBS 6-15=-121/913,7-15=-614/198, 7-13=33/274, 5-15=-6141198,5-16=32/274,3-17=-1826/189, 9-12=-1826/189 NOTES - 1) Wind: ASCE 7-10; Vult=120mph (3 -second gust) Vasd=95mph; TCDL=4.8psf; BCDL=4.2psf; h=20ft; Cat. 11; 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 psi (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) . This truss has been designed for a live load of 23.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-D-0 wide will fit between the bottom chord and any other members, with BCDL = 7.Opsf. • • • • 7) All bearings are assumed to be OF No.2 crushing capacity of 625 psi. • • 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) except Qt=1b) 17=214, 12=214. • • • • • as •••••• • r •• •• RENEWS: 12131120 November 6,2015 WARNING - Uerllyde,,w pera..,w. a,wREAD NOES ON mISAND INCLUDED mnFxREFERENCE PAGEMII-7473 BEFORE USE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design peramenlers 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 responslbilllty 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-89 and BCS11 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. titP. i RU.7SCO. INC. •••••• ••••• RENEWS: 12131120 November 6,2015 WARNING - Uerllyde,,w pera..,w. a,wREAD NOES ON mISAND INCLUDED mnFxREFERENCE PAGEMII-7473 BEFORE USE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design peramenlers 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 responslbilllty 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-89 and BCS11 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. titP. i RU.7SCO. INC. Job Truss Truss Type Qty Ply Adair Homes - Creswell 113044976 J1047440 C1GE GABLE 1 1 Job Reference; optional; The Truss Company (Eugene), Eugene, OR - 97402, 8.320 s Oct 29 2019 MiTek Industries, Inc. Tue Nov 5 19:37:27 2019 Page 1 ID:Bzg9Y9GXQxHMFvtrTagY?AyJD2w-OgRP89W2KuYvmgAxa9u35aKAXcy8OJZlowos6OyM8Oc -2-0-0 7-0-0 14-0-0 16-0-0 2-0-0 7-0-0 7-0-0 2-0-0 Scale = 1:30.5 3x6 = 8 9 10 4x0 11 4x5 11 14 -0-0 7-0-0 I/deft L/d PLATES GRIP >999 360 MT20 220/195 >999 240 n/a n/a Weight: 80 Ib FT = 20% TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, except end verticals. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-D-0 oc bracing. WEBS 2x4 DF Stud OTHERS 2x4 DF Stud REACTIONS. (Ib/size) 29=690/0-5-8, 18=690/0-5-8 Max Harz 29=75(LC 9) Max Uplift 29=-112(LC 10), 18=112(LC 11) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-612/63, 3-5=526/66, 5-6=529/80, 6-7=-503/92, 7-8=495/108, 8-9=412/102, 9-10=-412/102, 10-11=-495/108, 11-12=-503/92, 12-13=-529180, 13-15=526/66, 15-16=-612/63, 2-29=633/109, 16-18=-633/109 BOT CHORD 28-29=-15/439, 27-28=15/439, 26-27=15/439, 25-26=-15/439, 24-25=-15/439, 23-24=-15/439, 22-23=-15/439, 21-22=-15/439, 20-21=-15/439, 19-20=15/439, 18-19=151439 NOTES - 7-0-0 0000* 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 7-0-0 applicable, or consult qualified building designer as per ANSIrTPI 1. Plate ofirsets, (X,Y)— 12:0-2-8,0-1-12„ [4:0-3-0,Edgel,!9:0J-0,Edgej,.114:0-3-0,Edge;_,16:0-2-8,,0.1-12jd18:0-2.4 0 -1 -0U29;0 -2-4,0-0-8j ... .. .-SPACING- ---- ------- --CSI. -- .. LOADING (psf) 2-0-0 •• DEFL. in (loc) TCLL 25.0 Plate Grip DOL 1.15 TC 0.68 Vert(LL) -0.11 25-26 (Roof Snow --25.0) Lumber DOL 1.15 BC 0.48 Vert(CT) -0.15 25-26 BCDL 8.0 Rep Stress Incr YES WB 0.04 Horz(CT) 0.01 18 BCDL 0.0 Code IRC2015rTP12014 Matrix -MR 0+•00• BCDL 7.0 00 LUMBER- BRACING - 14 -0-0 7-0-0 I/deft L/d PLATES GRIP >999 360 MT20 220/195 >999 240 n/a n/a Weight: 80 Ib FT = 20% TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, except end verticals. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-D-0 oc bracing. WEBS 2x4 DF Stud OTHERS 2x4 DF Stud REACTIONS. (Ib/size) 29=690/0-5-8, 18=690/0-5-8 Max Harz 29=75(LC 9) Max Uplift 29=-112(LC 10), 18=112(LC 11) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-612/63, 3-5=526/66, 5-6=529/80, 6-7=-503/92, 7-8=495/108, 8-9=412/102, 9-10=-412/102, 10-11=-495/108, 11-12=-503/92, 12-13=-529180, 13-15=526/66, 15-16=-612/63, 2-29=633/109, 16-18=-633/109 BOT CHORD 28-29=-15/439, 27-28=15/439, 26-27=15/439, 25-26=-15/439, 24-25=-15/439, 23-24=-15/439, 22-23=-15/439, 21-22=-15/439, 20-21=-15/439, 19-20=15/439, 18-19=151439 NOTES - 1) Wind: ASCE 7-10; Vu It= 120mph (3 -second gust) Vasd=95mph; TCDL=4.8psf; BCDL=4.2psf, h=20ft; Cat. 11; Exp B; Enclosed; MWF IRS (envelope) gable end 0000* 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 •000• applicable, or consult qualified building designer as per ANSIrTPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category ll; Exp B; Partially Exp.; Ct=1.10 000000 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. 0006 6) All plates are 1.5x4 MT20 unless otherwise indicated. • • 7) Gable studs spaced at 1-0-0 oc. • • B) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • • • • • r 9) " This truss has been designed for a live load of 23.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) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 29=112, 18=112. • • 0+•00• 00 A WARNING - Uadrydaslgn parameters and READ N07ES ON 7HISAND INCLUDED MtTEKREFERENCE PAGEMII-7473 BEFORE USE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design peramenters 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 ANSbTPl1 Quality Criteria, D.SB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. • • 0000•• 0000* •000• 41 0 000000 • •. •• •• •0000• +• • • • • • •• RENEWS: 12/31/20 November 6,201 S AIA theTRUSSCO. INC. 1047440 r Homes - Creswell 113044977 1 1 Job Reference Wption ) i Company (Eugene), Eugene, OR - 97402, 9.320 s Oct 29 2019 MiTek I D: Bzg9Y9GXQxH MFvtrTagY?AyJD2w-st?nLVXg51 -2-0-07-0.0 14-0-0 2-0-0 7-0-0 7-0-0 4x4 = Inc. Tue Nov 5 19:37:29 2019 Page 1 IsPIeosMn0LTIInnS 1 aXQegyM80b 16-0.0 2-D-0 Scale = 1:31.2 86 = 6 3x4 11 3x4 REACTIONS. (Ib/size) 8=690/0-5-8,6=69010-5-8 Max Harz 8=76(LC 9) Max Uplift 8=-111(LC 10), 6=111(LC 11) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-602/84, 3-4=602/84, 2-8=646/136, 4-6=6461136 WEBS 2-7=0/306, 4-7=-11306 1N l� DEFL. in (loc) I/defl Lld PLATES GRIP Vert(LL) -0.04 7-8 >999 360 MT20 220/195 Vert(CT) -0.07 7-8 >999 240 Horz(CT) 0.00 6 n/a n1a Weight: 72 Ib FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purfins, except and verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=120mph (3 -second gust) Vasd=95mph; TCDL=4.8psf; BCDL=4.2psf; h=2011; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL -1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) " This truss has been designed for a live load of 23.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 8=111, 6=111. • • • • • 0000•• • 0000•• 0000•• • A WARAf1HG - badly design parameters and READ NOTES ON THISANDWCLUDED MTTEKREFEREHCEPAGE Mg -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 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 ANSVWII Quality Criteria, DSB-99 and BGSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. 0 • 0000•• • •• • RENEWS: 12/31/20 November 6,201 .A tY12TRUSSCO. INC 7-0-0 Plate Offsets'[X,YH [2:0 2 4,0-1-.12[3-0T2 D D2 4j j4;0��,0-1-72) LOADING (psf) SPACING- 2-0-0 CSI. TCLL 25.0 (Roof Snow --25.0) Plate Grip DOL 1.15 TC 0.59 BCDL 8.0 Lumber DOL 1.15 BC 0.29 BCDL 0.0 Rep Stress Incr YES WB 0.10 BCDL 7.0 Code IRC20151TPI2014 Matrix -MSH LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 OF Stud REACTIONS. (Ib/size) 8=690/0-5-8,6=69010-5-8 Max Harz 8=76(LC 9) Max Uplift 8=-111(LC 10), 6=111(LC 11) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-602/84, 3-4=602/84, 2-8=646/136, 4-6=6461136 WEBS 2-7=0/306, 4-7=-11306 1N l� DEFL. in (loc) I/defl Lld PLATES GRIP Vert(LL) -0.04 7-8 >999 360 MT20 220/195 Vert(CT) -0.07 7-8 >999 240 Horz(CT) 0.00 6 n/a n1a Weight: 72 Ib FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purfins, except and verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=120mph (3 -second gust) Vasd=95mph; TCDL=4.8psf; BCDL=4.2psf; h=2011; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL -1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) " This truss has been designed for a live load of 23.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 8=111, 6=111. • • • • • 0000•• • 0000•• 0000•• • A WARAf1HG - badly design parameters and READ NOTES ON THISANDWCLUDED MTTEKREFEREHCEPAGE Mg -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 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 ANSVWII Quality Criteria, DSB-99 and BGSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. 0 • 0000•• • •• • RENEWS: 12/31/20 November 6,201 .A tY12TRUSSCO. INC Job Truss J 10474.40 D01 GE The Truss Company (Eugene), Eugene, OR - 97402, -2-0-0 2-0-0 Truss Type GABLE 11-3-0 11-3.0 City Ply Adair Homes - Creswell 1 1 113044978 Job Reference wtionalj 8.320 s Oct 29 2019 MiTek Industries, Inc. Tue Nov 5 19:37:30 2019 Page 1 I D: Bzg9Y9GXQxHMFvtrTagY?AyJ D2w-oF7XmBZwcpwUd IvW FHRmjDynrp5pDfUl UuOXjjyM8OZ 22-6-0 24-6-0 11-3-0 2-0-0 Scale: 1/4"=1' N 1A 6.00 12 3x4 2 3x6 = 10 11 12 9 13 6 14 7 41 �- 42 15 - 16 6 11 20 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 3x4 II 3x6 = 3x4 II 22-6-0 22-6-0 _ Plate Offsets X,Y.1— 111:0-3-0,Edgef LOADING (psf) TCLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (fee) I/deft L/d PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.29 Vert(LL) 0.02 21 nlr 120 MT20 220/195 TCDL 8,0 Lumber DOL 1.15 BC 0.04 Veil(CT) 0.01 21 n/r 90 BCLL 0.0 ' Rep Stress Incr YES WB 0.09 Horz(CT) 0.00 22 nla n/a BCLL 7,0 Code IRC2015/TP12014 Matrix -R Weight: 148 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 OF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins, except end verticals. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 60-0 cc bracing. WEBS 2x4 DF Stud OTHERS 2x4 DF Stud REACTIONS. All bearings 22-60. (lb) - Max Herz 40=97(LC 9) Max Uplift All uplift 100 Ib or less at joint(s) 40, 22, 33, 34, 35, 36, 37, 38, 39, 30, 28, 27, 26, 25, 24,23 Max Grav All reactions 250 Ib or less at joint(s) 31, 32, 33, 34, 35, 36, 37, 38, 39, 30, 28, 27, 26, 25, 24, 23 except 40=280(LC 17), 22=280(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-40=-263171, 20-22=263/63 NOTES - 1) Wind: ASCE 7-10; Vult=120mph (&-second gust) Vasd=95mph; TCDL=4.8psf; BCDL=4.2psf; h=20ft; 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 ANSIrrPI 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. *ego 7) Gable requires continuous bottom chord bearing. • • 8) Truss to be fully sheathed from one face or secure'.y braced against lateral movement (i.e. diagonal web). • • 9) Gable studs spaced at 1.4-0 cc. • • • • • • 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • 11) ` This truss has been designed for a live load of 23.Opsf on the bottom chord in all areas where a rectangle 3-60 tall by 2-0-0 wide will fit between the bottom • chord and any other members. 12) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 13) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 40, 22, 33, 34, 35, 36, 37, 38, 39, 30, 28, 27, • • 26, 25, 24, 23. • • • • RENEWS: 12/31120 November 6,2011 A WARNING - Vod4fdeslgn parameeern and RF -4D N07ES ON TNISAND INCLUDED M/7EKREFERENCE PAGE MIF7473 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 parementers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTP11 Duallty Criteria, DSB-89 and SCSI1 Building Component LL., •�A�t! CO. Safety Infiirma8on available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. file i R V.7. CO. INC. 047440 1D02GR 5x8 MITII n Girder 2 Homes - Creswell 113044979 Eugene, OR - 97402, 8.320 a Oct 29 I D: Bzg9Y9GXQxHM FvtrTagY7AyJD2w-1_j 411 4 5 7-7-3 11-3-0 14-10-13 18 1-11 4.-4-5 3 2-13 3-7-13 3 7-13 3 2-13 4x5 11 4 , o;•tional 1 1019 MiTek Industdes, Inc. Tue Nov 5 19:37:39 2019 Page 1 KfGgaVa3CCg5EHg6ta6gCyRw4gYY3ZoiVXhyM800 22-6-0 24-6.0 4-4-5 2-0-0� Scale = 1:49.3 6x6 = HUS26 7x8 II HUS264x8II 7x8 =HUS26 6x6 = HUS26 7x8 II HUS26 ex6 = HUS26 HUS26 HUS26 HUS26 4x8 II HUS26 HUS26 1N 4 4-5 I 7-7-3 11-3-0 14-10-13 18-1-11 22-6-0 4-4-5 3 2-13 3-7-13 3-7-13 3-2-13 4-4-5 Plate Offsets KYy— [1:Edge.0-2-41, (3:0.1-4,0.2-W,: 14:0-2-4,0-2-01, [5:0-1-4,0.2-01, !?:0-2-12,0.2-41, [10:0-4-8,0-3-41, {11:0-0-12,0-1-121, [13;0-4-0 0-4-4 14:0-4-12 0.1-121, i?5:mA_%t 0.3-4) LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) I/deft Lid TCLL 25.0 PLATES GRIP Plate Grip DOL 1.15 TC 0.78 Vert(LL) -0.16 11-13 >999 360 (Roof Snow=25.0) MT20 2201195 Lumber DOL 1.15 BC 0.99 Verl(CT) -0.25 11-13 >999 240 TCDL 8.0 MT18HS 220/195 Rep Stress Incr NO WB 0.80 Horz(CT) 0.05 9 We n/a BCLL 0.0 ' Code IRC2015/TPI2014 Matrix -MSH BCDL 7.0 Weight: 300 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-5.6 cc purlins, except and vertieels. BOT CHORD 2x6 OF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEBS 2x4 DF Stud *Except* 4-13,11-116,1-115,7-9,7-110:2x4 DF No.2 REACTIONS. (Ib/size) 16=6613/G -5-8.9m7724/0-5-8 Max Harz 16=-101(LC 6) Max Uplift 16=-1108(LC 10), 9=1133(LC 11) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-8564/1405, 2-3=-8215/1347, 3-4=7140/1148, 4-5=7141/1151, 5-6=-9354/1411, 6-7=-10377/1507, 1-16=53841898, 7-9=-6670/1009 BOT CHORD 15-16=-188!767, 14-15=-1263!7588, 13-14=1152f7317, 11-13=1155/8348, 10-11=-1278/9184,9-10=-1361996 WEBS 4-13=-955/6070,5-13=-3277/492,5-11=-423/3273,6-11=1141/185, 6-10=-16611140,3-13=-1636/392, 3-14=-32011491, 2-14=-3691150, 1-15=-1097/6966,7-10=1166/8363 NOTES - 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows! Top chords connected as follows: 2x4 - 1 row at 0-7-0 cc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-6-0 cc. Webs connected as follows: 2x4 - 1 row at 0-9-0 cc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=120mph (3 -second gust) Vasd=95mph; TCDL=4.8psf; BCDL=4.2psf; h=20ft; 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 *ad* 4) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category ll; Exp B; Partially Exp.; Ct=1.10 • • 5) Unbalanced snow loads have been considered for this design. • • 6) 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. • 7) All plates are MT20 plates unless otherwise indicated. • 8) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 9) ' This truss has been designed for a live load of 23.Opsf an 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) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. • • • 11 Bearingat joint(s) 16, 9 considers parallel to rain value using ANSI/TPI 1 angle to rain formula. Building designer should verify capacity of bearing surface. • • • 1 () P 9 9 9 9 9 9 ty 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 16=1108, 9=1133. 908990 13) Use USP HUS26 (With 14-16d nails into Girder & 6-16d nails into Truss) or equivalent spaced at 2-0-0 cc max. starting at 0-6-12 from the left end to 20-6-12 to • • connect truss(es) to front face of bottom chord. • • 14) Fill all nail holes where hanger is in contact with lumber. • • 0000 • • LOAD CASE(S) Standard • • • • 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pit) Vert: 1-4=-66, 4-7=-66, 7-8=66, 9-16=14 Concentrated Loads (Ib) Vert: 15=-841(F) 18=-835(F) 19=831(F) 20=-841(F) 21=-835(F) 22=835(1`) 23=-1480(F) 24=-1480(F) 25=1480(1`) 26=1480(1`) 27=-1480(F) • • • •• • • RENEWS: 12/31/20 November 6,201 A WARNING - Ue* design nwmmaws end READ NOTES ON 7H/SAND INCLUDED M/rEKREFERENCEPAGE MII-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 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 ANSIRP11 Quality Criteria. 0.56-89 and SCSI1 Building Component tI. Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. 4.h i gy �GQ,.. Job Truss Truss Type Qty Ply Adair Homes - Creswell 113044980 J 10474.40 E01 GE GABLE 1 1 _ Job Reference mtionall The Truss -Company (Eugene), Eugene, OR - 97402, 8.320 s Oct 29 2019 MiTek Industries, Inc. Tue Nov 5 19:37:41 2019 Page 1 ID:Bzg9Y9GXQxHMFvlrTagY?AyJD2w-zNHi4yhg1 BJwR_FdP58LfXvf3FIsIdWM05BccayM800 -2-0-0 9-1-12 18-3-8 20-3-8 2-0-0 9-1.12 9-1-12 2-0-0 Scale = 1:41.6 3x6 = 9 10 11 3x4 11 30 29 28 27 25 25 24 23 2221 20�' 6-3-8 9-1-12 18-3.8 6-3-8 2-10-4 — — 9-1-12 4;0-1-15.0 Plate Offsets (X,Y)— f4:0-1-15.0- _ LOADING LOADING (psf) �^ TCLL 25'0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.29 Vert(LL) -0.04 33 >999 360 MT20 220/195 TCDL g,p Lumber DOL 1.15 BC 0.39 Vert(CT) -0.06 33 >999 240 BCDL 0.0 Rep Stress Incr YES WB 0.07 Horz(CT) 0.00 20 We n/a BCDL 7.0 Cade IRC2015frP12014 Matrix -MR Weight: 114 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD 2x4 OF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF Stud OTHERS 2x4 DF Stud REACTIONS. All bearings 12-0-0 except (jt=length) 36=0-3-8, 30=0-3-8. (Ib) - Max Harz 36=-86(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) 36, 20, 26, 25, 24, 23, 22 except 29=304(1_C 1), 21=109(LC 1), 30=21 1(1_C 10) Max Grav Al reactions 250 Ib or less at joint(s) 27, 28, 29, 26, 25, 24, 23, 22, 21 except 36=402(LC 17), 20=361(LC 1), 3D=683(LC 17) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-36=-338/98, 18-20=-311 R2 NOTES - 1) Wind: ASCE 7-10; Vult=120mph (3 -second gust) Vasd=95mph; TCDL=4.8psf; BCDL=4.2psf; h=20ft; 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 ANSIfrPI 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. •00.00 00•9• 6) All plates are 1.5x4 MT20 unless otherwise indicated. 0660 • • • 7) Gable studs spaced at 1-4-0 oc. • 0 0 0 0 • 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • • • • • 0 • • 0 •0 9) • This truss has been designed for a live load of 23.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 00000 • 0 600 0 chord and any other members. • • • 10) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. • *00000 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 36, 20, 26, 25, 24, 23, 22 except Qt=1b) • • • • • 29=304,21=109,30=211. • • n` • • 0 • • �� ���f •• i7e N'e •••0.0 0000 40 V 2PE• 0000•• •!• • -OREGON: X16182 0 • • RENEWS: 12/31/20 November 6,2011 A WARNING - Ued7y design pammetB and READ N07ES ON 7HISAND INCLUDED MREKREFERENCEPAGEMX7473 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 paromenters 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 ANSUTPII Quality Criteria, DSB-89 and BCSI1 Building Component 1L, Safety Information available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, W7�7C I 53719. Lite i iiU CO. INC. Job Tru Truss Type �' ply Adair Homes - Creswell 1047440 E02 Common 1 1 113044981 Job Reference (optional) The Truss Company (Eugene), Eugene, OR - 97402, 8.320 s Oct 29 2019 MiTek Industries, Inc. Tue Nov 5 19:37:42 2019 Page 1 i' I D: Bzg9Y9GXQxHMFvtrTagY?AyJ D2w-RZr4HHiSoVRn38ppypfaClSp1 f5J 111 W FIx980yM80N -2-a0 5-3.8 9-1-12 13-D-0 18-3-8 _ 20-3-a 2-0-0 5-3-8 3-10-4 3-10-4 5-3-8 2-0-0 Scale = 1:38.2 4x4 = LUMBER - TOP CHORD 2x4 OF No.2 BOT CHORD 2x4 OF No.2 WEBS 2x4 OF Stud REACTIONS. (Ib/size) 11=42610-3-8, 8=624/0-5-8, 10=673/05-8 Max Horz 11=-B7(LC B) Max Uplift l l=-83(LC 10), 8=120(LC 11), 10=-77(LC 10) Max Grav 11 =442(LC 17), 8=645(LC 18), 10=673(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-287/94, 4-5=312/82, 2-11=-328/126, 68=3511120 BOT CHORD 8-9=-311412 WEBS 5-9=-2811139. 3-9=9/444, 58=-426160, 3-10=-6641108 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 60-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vu It= 120mph (3 -second gust) Vasd=95mph; TCDL=4.8psf; BCDL=4.2psf; h=20ft; Cal. II; Exp B; Enclosed; MWF RS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) . This truss has been designed for a live load of 23.Opsf on the bottom chord in all areas where a rectangle 3-60 tall by 2-0.0 wide will ft between the bottom chord and any other members. 0000 7) All bearings are assumed to be OF No.2 crushing capacity of 625 psi. • • 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 11, 10 except (jt=1b) 8=120. • • ••00.0 • • ••••g• • • • 0000•• goose • • • 00 0 ••••o • •• • • • ••o••• RENEWS: 12/31120 November 6,2015 A WARN/NG - V&rW design paramoturs and READ NOTES ON 7NISAND INCLUDED MITEKREFERENCEPAGE M/F7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design pammenters 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 ANSV P11 Quality Criteria, DSB-89 and BCSII Building Component 1., Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, W� I 53719. heTRUSSco. INC. 1.5x4 1\ 3x8 = 3x5 = 6-3-89-1-12 18-3-8 6-3-8 2-10 4 9-1.12 Place offsets (x,Yj- ,(3:0-0-0-D_-2-0]t.f5-0-2-0,0.7-Of. (1i:0,2� 0.t-81 LOADING (psf) TCLL 25.0 SPACING- 2-0-0 CSI. DEFL. In (loc) I/deft Lid PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.34 Vert(LL) -0.15 8-9 >963 360 MT20 220/195 TCDL 8.0 Lumber DOL 1.15 BC 0.44 Vert(CT) -0.25 8-9 >562 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.29 Horz(CT) 0.01 8 n/a n/a BCDL 7.0 Code IRC2015rrPI2014 1 Matrix -MSH Weight: 102 lb FT=20% LUMBER - TOP CHORD 2x4 OF No.2 BOT CHORD 2x4 OF No.2 WEBS 2x4 OF Stud REACTIONS. (Ib/size) 11=42610-3-8, 8=624/0-5-8, 10=673/05-8 Max Horz 11=-B7(LC B) Max Uplift l l=-83(LC 10), 8=120(LC 11), 10=-77(LC 10) Max Grav 11 =442(LC 17), 8=645(LC 18), 10=673(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-287/94, 4-5=312/82, 2-11=-328/126, 68=3511120 BOT CHORD 8-9=-311412 WEBS 5-9=-2811139. 3-9=9/444, 58=-426160, 3-10=-6641108 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 60-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vu It= 120mph (3 -second gust) Vasd=95mph; TCDL=4.8psf; BCDL=4.2psf; h=20ft; Cal. II; Exp B; Enclosed; MWF RS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) . This truss has been designed for a live load of 23.Opsf on the bottom chord in all areas where a rectangle 3-60 tall by 2-0.0 wide will ft between the bottom chord and any other members. 0000 7) All bearings are assumed to be OF No.2 crushing capacity of 625 psi. • • 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 11, 10 except (jt=1b) 8=120. • • ••00.0 • • ••••g• • • • 0000•• goose • • • 00 0 ••••o • •• • • • ••o••• RENEWS: 12/31120 November 6,2015 A WARN/NG - V&rW design paramoturs and READ NOTES ON 7NISAND INCLUDED MITEKREFERENCEPAGE M/F7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design pammenters 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 ANSV P11 Quality Criteria, DSB-89 and BCSII Building Component 1., Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, W� I 53719. heTRUSSco. INC. Job Truss .11047440 E03GR The Truss Company (Eugene), Eugene, OR - 97402, Truss Type Common Girder ID: 2-7-87-0.10 2-7-8 4-52 13x4 II 2 4x10 = 4x4 i 0-1 Adair Homes - Creswell 113044982 2 /Job Reference ioationa0 8.320 s Oct 29 2019 MITek Industries. Inc. Tue Nov 6 19:37:43 2019 Paae 1 12; 10 1z 9 14 14 6 10 1b .7 . 3x4 HUS26 7x6 - HUS26 HUS26 qx8 HUS26 4x5 = HUS26 Scale = 1:41.3 LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x6 DF Not WEBS 2x4 OF Stud REACTIONS. (Ib/size) 10=4252/0-2-12,7=4080/0-5-8 Max Harz 10=-215(LC 6) Max Uplift 10=-630(LC 11), 7=545(1_C 11) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-1990/347, 4-5=20791290, 5-6=50241670, 3-10=-4094/624, 6-7=30821429 BOT CHORD 8-9=-56514429, 7-8=1151727 WEBS 4-9=-236/1543, 5-9=-3192/508,5-8=-381/2968,3-9=51313589. 6-8=-458/3769 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-10-15 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 3 NOTES - 1) 2 -ply truss to be connected together with 10d (0.131 NY) nails as follows: Top chords connected as follows: 2x4 - 1 raw at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-6-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=120mph (3 -second gust) Vasd=95mph; TCDL=4.8psf; BCDL=4.2psf; h=20ft; 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 4) TCLL: ASCE 7-10; Pf=25.0 psi (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 5) Unbalanced snow loads have been considered for this design. *fee 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 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom • • chord and any other members. 694.009 8) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. • 9) Bearing at joint(s) 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. • 10) Provide mechanical connection (by others) of truss to bearing plate at joint(s)10. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 10=630, 7=545. 12) Graphical puriin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. • • 13) Use USP HUS26 (With 14-16d nails into Girder S 6-16d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 1-10-0 from the left end to 9-10.0 to • • • • connect truss(es) to front face of bottom chord. 14) Fill all nail holes where hanger is in contact with lumber. • • • • • • LOAD CASE(S) Standard •• 1) Dead - Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 • • • • • • Uniform Loads (plf) • • Vert: 4-6=-66, 7-11=-14, 1-2=66, 2-4=-66 • • • • Concentrated Loads (lb) Vert: 12= -1480(F)13= -1480(F)14= -1480(F)15= -1480(F) 16=-1480(F) • • 2-7-8 7-0-10 11-9-4 ••••• 2-7-8 4-5-2 _ • •• 4-8-10 Plata ONsete KY)- [3;0-2-0,0-1-12!, (4:0 2-8,0 2 8!L±5:01-8,0 1 B7,.P 0.2-12,0-2�0?. 8:0 4-12,0-2-0'. [9:0 4-0.0 4 8! LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.95 Vert(LL) -0.06 8-9 >999 380 MT20 220/195 (Roof Snow=25.0) TCDL 8.0 Lumber DOL 1.15 BC 0.93 Ved(CT) -0.09 8.9 >999 240 BCLL 0.0 " Rep Stress Inor NO WB 0.63 Horz(CT) 0.01 7 n1a n/a BCDL 7.0 Code IRC2015/TPI2014 Matrix -MSH Weight: 169 to FT = 20 LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x6 DF Not WEBS 2x4 OF Stud REACTIONS. (Ib/size) 10=4252/0-2-12,7=4080/0-5-8 Max Harz 10=-215(LC 6) Max Uplift 10=-630(LC 11), 7=545(1_C 11) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-1990/347, 4-5=20791290, 5-6=50241670, 3-10=-4094/624, 6-7=30821429 BOT CHORD 8-9=-56514429, 7-8=1151727 WEBS 4-9=-236/1543, 5-9=-3192/508,5-8=-381/2968,3-9=51313589. 6-8=-458/3769 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-10-15 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 3 NOTES - 1) 2 -ply truss to be connected together with 10d (0.131 NY) nails as follows: Top chords connected as follows: 2x4 - 1 raw at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-6-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=120mph (3 -second gust) Vasd=95mph; TCDL=4.8psf; BCDL=4.2psf; h=20ft; 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 4) TCLL: ASCE 7-10; Pf=25.0 psi (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 5) Unbalanced snow loads have been considered for this design. *fee 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 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom • • chord and any other members. 694.009 8) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. • 9) Bearing at joint(s) 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. • 10) Provide mechanical connection (by others) of truss to bearing plate at joint(s)10. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 10=630, 7=545. 12) Graphical puriin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. • • 13) Use USP HUS26 (With 14-16d nails into Girder S 6-16d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 1-10-0 from the left end to 9-10.0 to • • • • connect truss(es) to front face of bottom chord. 14) Fill all nail holes where hanger is in contact with lumber. • • • • • • LOAD CASE(S) Standard •• 1) Dead - Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 • • • • • • Uniform Loads (plf) • • Vert: 4-6=-66, 7-11=-14, 1-2=66, 2-4=-66 • • • • Concentrated Loads (lb) Vert: 12= -1480(F)13= -1480(F)14= -1480(F)15= -1480(F) 16=-1480(F) • • •••••• ••••• ••••• • •• • • •• RENEWS:12131120 November 6,201 A WARNING- VonYy design parameters end READ NOTES ON THISAND INC t UDED MTTEKREFERENCE PAGE M/L7473 BEFORE USE. Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an individual building component. 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 ANSUTP11 Quality Criteria. DSB-89 and BCSI1 Building Component Safety Infarmation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. LLi@ i iS V.7.7C0. INC. Job Truss Truss Type 1047440 E04GE GABLE The Trussdwmpany (Eugene), Eugene, OR- 97402, t 2-" 1 7-7-12 2-D-0 7-7-12 Qty Ply Adair Homes - Creswell 1 1 ' 113044983 Job Reference - of tional; 6.320 s Oct 29 2019 MiTek Industries, Inc. Tue Nov 5 19:37:44 2019 Page 1 I D: Bzg9Y9GXQxH MFvtrTagY?AyJD2w-OyzgizkiJ6hVISzC4Eh2HAXAJSpaV_gpj3QGCvyM80L 15-0-0 18-2-12 7-4-4 3-2-12 3x6 = Scale = 1:53.2 16 19 21 3x4 26 38 3736 35 34 33 32 31 30 29 28 3x4 = 9-1-6 12-0.0 I 18-2.12 9-1-6 2-10 10 6-2-12 _ Plate Offsets (X.)0— 18 p 3 p ][25:0-4 LOADING (psf) I SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.29 Vert(LL) -0.03 27-28 1999 360 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.20 Vert(CT) -0.05 27-28 1999 240 TOOL 8.0 Rep Stress Incr YES WB 0.10 Harz(CT) -0.00 27 n/a n/a BCLL 0.0 y Code IRC20151TPI2014 Matrix -MSH Weight: 154 lb FT=20% BCDL 7,0 LUMBER- BRACING - TOP CHORD 2x4 OF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD 2x4 OF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: WEBS 2x4 OF Stud 10-0-0 oc bracing: 28.29,27-28,26-27. OTHERS 2x4 OF Stud JOINTS t Brace at Jt(s): 18, 15, 23 REACTIONS. All bearings 12-0-0 except Qt --length) 27=0-2-12, 28=038. (lb) - Max Horz 38=256(LC 7) Max Uplift All uplift 100 Ib or less at joint(s) 38, 27, 31, 32, 33, 34, 35, 36 except 29=-171(LC 10), 37=400(LC 10) Max Grav All reactions 250 Ib or less at joint(s) 30, 31, 32, 33, 34, 35, 37, 36, 28 except 38=396(LC 22), 27=285(LC 1), 29=323(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-38=-346132, 12-29=255/99 NOTES - 1) Wind: ASCE 7-10; Vult=120mph (3 -second gust) Vasd=95mph; TCDL=4.8psf; BCDL=4.2psf; h=20ft; 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 ANSIITPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psi (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. 01b6••• 46440 6) All plates are 1.5x4 MT20 unless otherwise indicated. • 4 • • • • • 7) Gable studs spaced at 1-0-0 oc. • • • • • • • • • • 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live leads. • • • 6 6 00 • • • • 9)' This truss has been designed for a live load of 23.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) All bearings are assumed to be OF No.2 crushing capacity of 625 psi. • *40 4 •. • 11) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 27. • • • • • 12 Provide mechanical connection b others of truss to bearing late capable ofwithstanding 100 Ib uplift at'oint s 38, 27, 31, 32, 33, 34, 35, 36 except Wb (Y ) 9P P 9 P 1 O PG-) • • 'as • 29=171,37=400. • • Q``' h�//��j S • • 13) Graphical pur in representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. • 6 6 • > �\�r� '• (- ('ljA • 4.4.66 �r •• 2PE • 406644 • w6 • • • • • -GAEGON: • • Al 6182 • � RENEWS: 12/31/20 November 6,201 A :varrarnrr.-yoryy doyk, parameters and READ NOTES ON THISAND INCLUDEDMITEKREFERENCE PAGEMIJ-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 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, consufilt ANSI/IPI1 Quality Criteria, DSB-89 and BCS11 Building Component the a ++FUco. INC.. Safely Information available from Truss Plate Institute, 583 D'Onoo Drive, Madison, WI 53719. s 10U) Z a (1) T (J) c °° S. 2R m m X m m �C N A ci N c j p o�Wo�_Z 7C7' m Oil �cp O<n 7 0. 5- O'°vyCNDO0 V+ aood2 Z DCr i -ado 0°N a 3p �30 d C)c � Zoo • CL R CD p= aCL c' 3 -0O(n C =1 CD yCD0- -=r�O �0 o�c�om m0�0 m3. CD mmo=g_m °1 2L= ID F5 ZN m v3 o (�3Z w C9. o CD CL 3°° om �0 m°3 o0 D 5 o 0 N 7 O CiO to w 7 CD y CD U! ro Vl m :3 CD?N �=0 00 oN�m 3m °_v,70 °� a0 aN m Z = _ o _ d N N N d n O. D1 O N O 3 y j n v C 7 CD fD N w C 0 C •� N 0 7 M _ c O P• — '• N n CD o w 7 (nZ�rn a z TOP CHORD ;m�(n n � cx xMo p 3o mOz 00 C,-6 W X r C 000,0cCOn� CM2 11 C 7movvi ma> Z wZw" O° r-Z �=m �� N ^)m- m ° n my m n a wZ1�� O �� Xm p 00 F.i CP Ln 6. y! m MMI M ca X-1 m m m �j1w m (n O O V v Cr Cn N in -I 2 y rn m m O wz O N n '� D� Oc n M m O v A D 2 ZM 2 � @ 0 rn m w U) � D m M f 'm w fO m � m ch ` N � m ^' o v Sv �� w mo D 0 m m o Vi O 0 m ° O .(7 C- -n m W36 w m 3 O my m� m z �O x m M m C) L Ln Cap C4-5 . OM o TOP CHORD ••. ;. O (O OO �I D7 N A w iV s P W V 9) p A 0 A ,�• Z N J Q ID O, CD N O O O' D m 0 d C a N m N m N 7 N A �' ➢1 C N y 3• W• Olt m p; • • W o e, m .m J 7 m n9 =3 n 3,,-6 3 m _m m m n o .< n< n•c <D f7► • • �a° <° 0 y3 5' 9r ��m �� D �'w oy <� >>- m m�aiw�•om..N 5.o. � •• �m cpm CD3- J m n �;n 0 o.N o.v N -m o 'm mam 3 ID•• mx N�mc m7 (Q 7. N a oC. O J o G w N fCn m N U X Fr = ai m N O- .3.:, O o N C' N•CD •••• c -0 CD 9 J o m° w n 3 a m m n. m m m n o 3 c m a m • _(Do a . 0 g m N • p • gg R vm xm •�_l D m ' m z 01 0 0 and 3 m a m R 3 <° a o o �» m Q ? m mam o vfD �, ID y a m �• � dK �l i11 ++ N O < J (' m O. d m 7 ,. 7 m N m O ((pp 0 0 �'• O- j•� C m -' •• `G 3 O N ry d m ... f� O' C_ O o c N J J = C m 7 N yp QW m m ? m' o �m mQ c� mN mo �O0 me m�� m �N�•4?m *0- •�••4.�• (D p • 7 C O J (D C N N N J O. N 2 J, d� n N J m C N (D O = Q •H • d (p N f m O. p 3 O. n <D (D N n ._. -0_ m N 7 O O_ N • N �E 5D co �N J »H0 0° �d mcc �a '^C �m o3n m�^2• �••n��a �n� O //��•• n N N a C C 3 m m .m.. 3 y O m m g • 3 d 'G O fD ,5. N? N $_ SID D_ N m t0 7 `j am N C O- fD fD 3 J N m J J' O' W J n N y 3 0 f. D N o .� o '^ m • m c d cD 4 Cr 3 m o m 9 m '�, � m m _. a � m i � CD 0, .m O N Q CD SN 0 0 0 n 8 zm �. m C J m• C• W m N W O Q O O_ J: J m N C 3 ID J C 'O N• 4 s'• • d. d • •� •'• •• m j'� m Dai o m a a o G) a <fo m m Z c m g' ° d� • m m 3 my n H o ymJ i � N S.d CD � J M CD n o m� 3?0 d m S••n o• -im A .•� C ••• C C Q °ND m m y O N 3J J m j m o O �`[ �.D.7 A ? a3 �•0�.'w •••� N fD W CL d O. _ O CD O N N N n m C O f, Try7 O N Li O• O' ? -Oi. O O 0 C fi! a Rl N j. 3 (D 97 9 N 0 O y, N N m 7 fCn �7' N CD o 'O. C A '� N m O; y J 3, fD N N rp y CD CD M Cl < o �D N a J o fD. m m Q o- ago < 'm 3 (D a ca m v J' o' n m o 7 m m m Q o m n O N �� o CD N JVD 3 N a CD a ° c o 3 CD N (D 3 m `C O IAF 'CD ��yy n Client: ADAIR HOMES ® S ®L 1 O S TA RT ®Project: Date: 1 0/1 412 01 9 Designer: Sean McCartney Page 1 of 1 Address: Job Name: KANDLE - 1952 t)estcNsoFTwnae Project #: IWP25612 C 8/JI-38 LPI 18 9.500" - PASSED Level: Level __i7 13J -MIJ 7771 1 D. Fir 2 D Fir 3 D Fir 4 D. Fir 127" 12'8" 12'6 1/2" ' 21/2" 37'9 1/2" Member Information Reactions PATTERNED Ib (Uplift) Type: Joist Application: Floor Brg Live Dead Snow Wind Const Spacing: 19.2" o.c. Design Method: ASD 1 374(-23) 100 0 0 0 Moisture Condition: Dry Building Code: IBC/IRC 2015 2 946(-67) 264 0 0 0 Deflection LL: 480 Load Sharing: No 3 944(-68) 263 0 0 0 Deflection TL: 360 Deck: 23132 APA Rated Sturd- 4 373(-23) 99 0 0 0 Importance: Normal I-FloorOSB Nailed and Glued Temperature: Temp <= 100"F Bearings Vibration: OK Vibration Span: 15-7-11 (79%) Bearing Length Cap. React D/L Ib Total Ld. Case Ld. Comb. Vibration Span: 15-7-11 (81%) Vibration Span: 15-7-11 (78%) 1 - D. Fir 4.250" 48% 99/373 473 L_L 2 - D. Fir 3.500" 62% 264/956 1220 LL_ D+L D+L Analysis Results 3 - D. Fir 3.500" 62% 263/954 1217 _LL 4 - D. Fir 4.250" 47% 991372 471 L_L D+L D+L Analysis Actual Location Allowed Capacity Comb. Case Neg Moment -1454 ft -Ib 127" 2365 ft -Ib 0.615 (61 °6) D+L LL_ Pos Moment 1208 ft -Ib 5'8 3/16" 2365 ft -Ib 0.511(51%) D+L L_L Shear 6301b 127" 1130 Ib 0.557(56%) D+L LL_ LL Def! inch 0.157 (1-/940) 6'2 3/4" 0.307 (L/480) 0.510(51%) L L_L TL Def! inch 0.191 (1-/770) 6'1 15/16" 0.410 (0360) 0.470(47%) D+L L_L LL Bare Defl 0.205 (1-/719) 6-25/8" 0.410 (L1360) 0.500(50%) L 40 PSF L • • .000.9 • t'••• a • *06.0 Design Notes 1 Provide lateral support to prevent rotation at end bearings and at interior bearings when required by code for seismic design. •' ; J . ` r 040 • • 2 Dead Load Deflection: Instant = 0.034", Long Term = 0.052" • • • * • 3 Bottom flange must be laterally braced at a maximum of 5'1" o.c. • • • • • •_•_ ID Load Type Location Trib Width Dead 0.9 Live 1 Snow 1.15 Wind 1.6 Const. 1.25 Commiijltts r, • a + 1 Uniform 1-7-3 12 PSF 40 PSF 0 PSF 0 PSF (I PSF, FLR LEAD • •♦• •� •.• • •s••,;• • arr• �•••• r'.•9•a r 999. of •• • •�• • c• • • • •r •� s 0000 Notes Manufacturer Info INTERNATIONAL WOOD PRODUCTS, LLC This component analysis is based on the loads, 14421 SE 98TH CT., U.S.A. OREGON Louisiana-Pacific Corp geometry and other conditions as entered by the user 414 Union Street, Suite 2000 97015 and listed In this report. The user is responsible to ensure the accuracy of the input and the applicability to Nashville, TN 37219 5037428689 the actualconditions of the structure for which this component is intended. This analysis is valid only for the (888) 820-0325 www.lpcorp.com product. listed Copyrignt 2016 As rights reserved by Louis?ana Pacific APA: PR -1_238, ICC -ES: ESR -1305, Corp. 414 Union St suite 2000, Nashville, T37219 LADBS: RR -25099, Florida: FL15401 This design is valid until 1013/202 2 LP SolidStart Design Version 3.2.161 (Build 19.51.161) Powered by iStruct- MICHAEL K. BROWN, S.E. 5346 E. Branchwood Dr., Boise, ID 83716 208-850-7542, mike.brown@core-engineering.net STRUCTURAL DESIGN CALCULATIONS FOR KANDLE RESIDENCE S66 TH PL SPRINGFIELD, OR 97478 ENGR. ]GB # AH19-174 EXPIRATION DATE: 12-31-2019 Prepared for: Adair Homes Adair Job #: BO -28631 Plan #: 1952 Std • •. • •• •. • •• Date: 11-01-2019 0 • •. .... The following calculations are Structural engineering only. The design is based on information pr*& el by the client who is solely responsible for its accuracy. The engineering represents the finished product. DiscrepanclLfs from injorma�on provided by the client invalidate this design. Michael K. Brown, S.E. shall have no liability (exprerel for imp!("*th respect to the means and methods of construction workmanship or materials. • • .. Michael K. Brown, S.E. shall have no obligation of liability, whether arising in contract (including warranty), Tort (ifldldding active, passive, or imputed negligence) or otherwise, for loss or use, revenue or profit, or for any other incidental or consequential damage. 0 Table of Contents Design Criteria..............2 Roof Beams...................3 Lateral Analysis.............11 Foundation Analysis .......... 20 Design Criteria Wind: 120 Mph (Ult.) , Seismic: SDC = D1 Sds = 0.597 Shc = 0.422 Roof Snow Load = 25 psf Exp B 2 0000.. 0000. . . .. . 0000.. 0000.. .. 0000.. 00 00.00• Go . . 0 0 . . .. 0000 0006 0. . 04.06. ..6.4• 0000 66 00 4.46.. .6 0.:..* .... 2 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Beam KW -06005725 Description : Garage Header CODE REFERENCES Project Title: Engineer: Project ID: Project Descr: Printed: 1 NOV 2019, 11:10AM )AIRH-1\2019PR-1\AH19-174 Kandle 1952 Std Full\Calcs\AH19-174 Kandle 1952 vert.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.13 . Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2018 Material Properties Analysis MethoAllowable Stress Design Fb + Load CombinatiBC 2018 Fb - Fc - Prll Wood Species Douglas Fir -Larch Fc - Perp Wood Grade No.2 Fv Ft Beam Bracing Beam is Fully Braced against lateral -torsional buckling 4. Applied Loads Uniform Load : D = 0.0170, S = 0.0250 ksf, DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span fb : Actual = FB : Allowable = Load Combination Location of maximum on span = Span # where maximum occurs = D(0.068) S[.0.1 ] 412 Span = 16.50 ft Tributary Width = 4.0 ft 900.0 psi 900.0 psi 1,350.0 psi 625.0 psi 180.0 psi 575.0 psi E: Modulus of Elasti Ebend-xx 1,600.Oksi Eminbend - x 580.Oksi Density 31.210 pcf A Service loads entered. Load Factors will be applied for calculations. 0.81& 1 Maximum Shear Stress Ratio = 0.227. 1 4x12 Section used for this span 4x12 929.28psi fv : Actual = 47.02 psi 1,138.50 psi Fv : Allowable = 207.00 psi +D+S+H Load Combination +D+S+H 8.250ft Location of maximum on span = 0.000ft Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.252 in Ratio= -360 ; •..;. Max Upward Transient Deflection 0.000 In Ratio= <360 • Max Downward Total Deflection 0.424 in Ratio= -240 • • • • • Max Upward Total Deflection 0.000 in Ratio= <240 • • : • • Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Cd CFN Cl Cr +D+H M fb 00;01=i, • fir' • Length = 16.50 ft 1 0.422 0.117 0.90 1.100 1.00 1.00 +D+L+H 1.00 • •C:" • • • 00 0.00 1.100 1.00 1.00 Length = 16.50 ft 1 0.380 0.106 1.00 1.100 1.00 1.00 +D+Lr+H 1.00 1.00 2.31 1.100 1.00 1.00 Length = 16.50 ft 1 0.304 0.085 1.25 1.100 1.00 1.00 +D+S+H 1.00 1.00 1.00 1.100 1.00 1.00 Length = 16.50 ft 1 0.816 0.227 1.15 1.100 1.00 1.00 +D+0.750Lr+0.750L+H 0.00 1.00 1.00 1.100 1.00 1.00 Length = 16.50 ft 1 0.304 0.085 1.25 1.100 1.00 1.00 +D+0.750L+0.7505+H 1.100 1.00 1.00 Length = 16.50 ft 1 0.695 0.193 1.15 1.100 1.00 1.00 i 3 Y Moment ValudS• • Cm C t CL M fb 00;01=i, • fir' • 0.00 1.00 1.00 1.00 2.31 376.?4MR00 1.00 1.00 1.00 • •C:" • • • 00 0.00 1.00 1.00 1.00 2.31 376.14 990.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 2.31 376.14 1237.50 1.00 1.00 1.00 225.00 0.00 1.00 1.00 1.00 5.72 929.28 1138.50 1.00 1.00 1.00 0.00 1.00 1.00 1.00 2.31 376.14 1237.50 1.00 1.00 1.00 0.00 1.00 1.00 1.00 4.87 790.99 1138.50 3 • •; • Shear \Albel • V fv • fir' • • 0.0a 0.00 • 0.00 : VV * 19.03 *Mlo .0." o.04"0Dbo • •C:" • 19.03 - •18O.00 0.00 0.00 0.00 0.50 19.03 225.00 0.00 0.00 0.00 1.23 47.02 207.00 0.00 0.00 0.00 0.50 19.03 225.00 0.00 0.00 0.00 1.05 40.02 207.00 3 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Beam Description : Garage Header Load Combination Max Stress Ratios Segment Length Span # M V Cd CFN +D+0.60W+H 1.386 1.100 Length = 16.50 ft 1 0.237 0.066 1.60 1.100 +D+0.70E+H 0.561 1.100 Length = 16.50 ft 1 0.237 0.066 1.60 1.100 +D+0.750Lr+0.750L+0.45OW - CL 1.100 Length = 16.50 ft 1 0.237 0.066 1.60 1.100 +D+0.750L+0.7505+0A50W+ Pv 1.100 Length = 16.50 ft 1 0.499 0.139 1.60 1.100 +D+0.750L+0.750S+0.5250E- 1.180 1.100 Length = 16.50 ft 1 0.499 0.139 1.60 1.100 +0.60D+0.60W+0.60H 1.00 1.100 Length = 16.50 ft 1 0.142 0.040 1.60 1.100 +0.60D+0.70E+0.60H 376.14 1.100 Length = 16.50 ft 1 0.142 0.040 1.60 1.100 Overall Maximum Deflections 1.00 Load Combination Span +D+S+H 1 Vertical Reactions Load Combination Overall MAXimum Overall MINimum +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H +D+0.70E+H +D+0.750 L r+0.7 50 L+0.450 W+ H +D+0.750 L+0.750S+0.450 W +H +D+0.750L+0.750S+0.5250E+H +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H D Only Lr Only L Only S Only W Only E Only H Only Project Title: Engineer: Project ID: Project Descr: Printed: 1 NOV 2019, 11:10AM 19-174 Kandla 1952 Std FUII1CaIcs\AH19-174 Kandle 1952 vert.ec6 . Software corwriaht ENERCALC, INC- 1983-2018, Build:10-18-12-13 - Max. %" Defl Location in Span Load Combination 0.4241 8.310 Support notation : Far left is # Support 1 Support 2 1.386 1.386 0.825 0.825 Moment Values 0.561 0.561 Shear Values Ci Cr Cm C t CL M fb Pb V tv Pv 1.00 1.00 1.00 1.00 1.00 1.180 1.180 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 2.31 376.14 1584.00 0.50 19.03 288.00 1.00 1.00 1.00 1.00 1.00 .• .• 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 2.31 376.14 1584.00 0.50 19.03 288.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 2.31 376.14 1584.00 0.50 19.03 288.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 4.87 790.99 1584.00 1.05 40.02 288.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 4.87 790.99 1584.00 1.05 40.02 288.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.39 225.68 1584.00 0.30 11.42 288.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.39 225.68 1584.00 0.30 11.42 288.00 Max. %" Defl Location in Span Load Combination 0.4241 8.310 Support notation : Far left is # Support 1 Support 2 1.386 1.386 0.825 0.825 0.561 0.561 0.561 0.561 0.561 0.561 1.386 1.386 0.561 0.561 1.180 1.180 0.561 0.561 0.561 0.561 0.561 0.561 1.180 1.180 1.180 1.180 0.337 0.337 0.337 0.337 0.561 0.561 0.825 0.825 Max. "+" Defl Location in Span 0.0000 0.000 Values in KIPS 4 0000•• 0000. 0000 0000. 0000.. .. • 0000•• . . • •• • 0000.. • • • 0000 • • as . • .• .• 0000 0000.• 0000 •• • ••.••• •00.00 00.0 . • • •000 0000 4 Title Block Line 1 Project Title: You can change this area Engineer: = 11.0 using the "Settings" menu item Project ID: DESIGN SUMMARY and then using the "Printing & Project Descr: Title Block" selection. Maximum Bending Stress Ratio = 0.61@ 1 Title Block Line 6 0.404 : 1 Printed: 1 NOV 2019, 11:10AM Wood Beam )AIRH-112019PR-11AH19-174 Kandla 1952 Std Full\Calcs1AH19-174 Kandla 1952 vert.ec6 . Section used for this span Software copyright ENERCALC, INC. 1983-2018. 130d-10.18.12.13 . fb : Actual = 628.36psi Licensee: CORE ENGINEERING PLL 1 Description : Entry Beam 55.71 psi FB : Allowable = CODE REFERENCES Fv : Allowable = Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 +D+S+H Load Combination Set: IBC 2018 Load Combination +D+S+H Material Properties 2.000ft Analysis MethoAllowable Stress Design Fb + 850.0 psi E: Modulus of Elasti Load CombinatlBC 2018 Fb - 850.0 psi Ebend- xx 1,300.Oksi Span # 1 Fc - Prll 1,300.0 psi Eminbend - x 470.Oksi Wood Species Hem Fir Fc - Perp 405.0 psi Wood Grade No.2 Fv 150.0 psi = >=360 Ft 525.0 psi Density 26.840 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling = <360 .,.. D� 0.187 ].., S{ 0.275) Max Downward Total Deflection 4x6 Span = 4.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0170, S = 0.0250 ksf, Tributary Width = 11.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.61@ 1 Maximum Shear Stress Ratio = 0.404 : 1 Section used for this span 4x6 Section used for this span 4x6 fb : Actual = 628.36psi fv : Actual = 55.71 psi FB : Allowable = 1,016.60psi Fv : Allowable = 138.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 2.000ft Location of maximum on span = 3.547 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.027 In Ratio = >=360 :. • • :. . • • • • Max Upward Transient Deflection 0.000 in Ratio = <360 .,.. ' •,;.,' Max Downward Total Deflection 0.045 in Ratio = -240 • • • • • Max Upward Total Deflection 0.000 in Ratio = <240 • • • i • . . •+ • • ••••••so •• • •••••• a • • •w Maximum Forces & Stresses for Load Combinations •' •"' Load Combination Max Stress Ratios _ Moment Value3' ' , ... Shear V -9 -lues` Segment Length Span M V Cd CFN Ci Cr Cm Ct CL M fib ': V fv • 'v +D+H � AOL 0.00 4.4-90 Length = 4.0 ft 1 0.320 0.209 0.90 1.300 0.80 1.00 1.00 .....P400 1.00 1.00 0.37 254.34 •75.60 •0.29 22.55 108.00 +D+L+H 1.300 0.80 1.00 1.00 1.00 1.00 * * * *0.00 •0.00• 0.00: , " No Length = 4.0 ft 1 0.288 0.188 1.00 1.300 0.80 1.00 1.00 1.00 1.00 0.37 254.34 884.00 ' P:?9. * 22.55 * 1200 +D+Lr+H 1.300 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.230 0.150 1.25 1.300 0.80 1.00 1.00 1.00 1.00 0.37 254.34 1105.00 0.29 22.55 150.00 +D+S+H 1.300 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.618 0.404 1.15 1.300 0.80 1.00 1.00 1.00 1.00 0.92 628.36 1016.60 0.71 55.71 138.00 +D+0.750Lr+0.750L+H 1.300 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.230 0.150 1.25 1.300 0.80 1.00 1.00 1.00 1.00 0.37 254.34 1105.00 0.29 22.55 150.00 +D+0.750L+0.750S+H 1.300 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.526 0.344 1.15 1.300 0.80 1.00 1.00 1.00 1.00 0.79 534.86 1016.60 0.61 47.42 138.00 5 Title Block Line 1 Project Title: You can change this area Engineer: using the "Settings" menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. Title Block Line 6 Printed: 1 NOV 2019, 11:10AM Wood Beam �AIRH-112019PR-1 WH19-174 Kandla 1952 Std FulhCalcMAH19-174 Kandle 1952 vertec6 . Software copyright ENERCALC, INC. 1983-2018, HuHd:10.18.12.13 . Description : Entry Beam Load Combination Max Stress Ratios 0.924 0.924 0.550 0.550 0.374 Moment Values 0.374 _ Shear Values Segment Length Span # M V Cd CFIV Ci Cr Cm C t CL M fb Pb V fv F'v +D+0.60W+H 0.787 0.224 1.300 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.180 0.117 1.60 1.300 0.80 1.00 1.00 1.00 1.00 0.37 254.34 1414.40 0.29 22.55 192.00 +D+0.70E+H 1.300 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.180 0.117 1.60 1.300 0.80 1.00 1.00 1.00 1.00 0.37 254.34 1414.40 0.29 22.55 192.00 +D+0.750Lr+0.750L+0.45OW- 1.300 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.180 0.117 1.60 1.300 0.80 1.00 1.00 1.00 1.00 0.37 254.34 1414.40 0.29 22.55 192.00 +D+0.750L+0.750S+0.450W+ 1.300 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.378 0.247 1.60 1.300 0.80 1.00 1.00 1.00 1.00 0.79 534.86 1414.40 0.61 47.42 192.00 +D+0.750L+0.750S+0.5250E- 1.300 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.378 0.247 1.60 1.300 0.80 1.00 1.00 1.00 1.00 0.79 534.86 1414.40 0.61 47.42 192.00 +0.60D+0.60W+0.60H 1.300 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.108 0.070 1.60 1.300 0.80 1.00 1.00 1.00 1.00 0.22 152.60 1414.40 0.17 13.53 192.00 +0.60D+0.70E+0.60H 1.300 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.108 0.070 1.60 1.300 0.80 1.00 1.00 1.00 1.00 0.22 152.60 1414.40 0.17 13.53 192.00 Overall Maximum Deflections Load Combination Span Vertical Reactions Load Combination Overall MAXimum Overall MINimum +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H +D+0.70E+H +D+0.750Lr+0.750 L+0.450W+H +D+0.750L+0.750S+0.450W +H +D+0.750 L+0.750S+0.5250 E+H +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H D Only Lr Only L Only S Only W Only E Only H Only Max. "-" Def! Location in Span Load Combination 0.0447 2.015 Support notation : Far left is #' Support 1 Support 2 0.924 0.924 0.550 0.550 0.374 0.374 0.374 0.374 0.374 0.374 0.924 0.924 0.374 0.374 0.787 0.787 0.374 0.374 0.374 0.374 0.374 0.374 0.787 0.787 0.787 0.787 0.224 0.224 0.224 0.224 0.374 0.374 0.550 0.550 Max. "+" Defl Location in Span 0.0000 0.000 Values in KIPS 6 •••••• ••••• • • r• s • •• • • • •••••• •••• • w • 6 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Beam Project Title: Engineer: Project ID: Project Descr: Printed: i NOV 2019. 11.10AM )AIRH-112019PR-11AH19-174 Kandla 1952 Std Full\Calcs1AH19-174 Kandle 1952 vert.ec6 . Software copyright ENERCALC. INC. 1983-2018. Build:10.18.12;J3 J. ■ Description : Rear Porch Beam CODE REFERENCES Uniform Load : D = 0.0170, S = 0.0250 ksf, Tributary Width = 9.0 Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 DESIGN SUMMARY Load Combination Set: IBC 2018 Material Properties Maximum Bending Stress Ratio = 0.8131 Analysis MethoAllowable Stress Design Fb + 900.0 psi E: Modulus of Elasti Load CombinatlBC 2018 Fb - 900.0 psi Ebend- xx 1,600.Oksi Fc - Prll 1,350.0 psi Eminbend - x 580.Oksi Wood Species Douglas Fir - Larch Fc - Perp 625.0 psi 45.54 psi Wood Grade No.2 Fv 180.0 psi Ft 575.0 psi Density 31.210pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling Load Combination 13(0.153)„S(0.225) Location of maximum on span = 6.000ft ,L 6x12 Location of maximum on span = AL FAQ Span # 1 PR!A Span = 12.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0170, S = 0.0250 ksf, Tributary Width = 9.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.8131 Maximum Shear Stress Ratio = 0.275 : 1 Section used for this span 6x12 Section used for this span 6x12 fb : Actual = 673.50psi fv : Actual = 45.54 psi FB : Allowable = 828.00psi Fv : Allowable = 165.60 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 6.000ft Location of maximum on span = 0.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.100 in Ratio = -360 • • • e • • • • • • Max Upward Transient Deflection 0.000 In Ratio = <360 • Max Downward Total Deflection 0.167 in Ratio = ,,,, -240 0 • 04:0 0 •• • Max Upward Total Deflection 0.000 in Ratio = • <240 : • • • �:' �: • • • • •• Maximum Forces & Stresses for Load Combinations •••'•• Load Combination Max Stress Ratios Moment Values" ' �; Shear VallAse Segment Length Span# M V Cd CF/V Ci Cr Cm C t CL M fb 96:6M V fv •v +D+H 0.00 +0.00 • 0.00 • 0 00 Length = 12.0 ft 1 0.421 0.142 0.90 1.000 0.80 1.00 1.00 1.00 1.00 2.75 272.61 114910 •0.79 18.43 129.60 +D+L+H 1.000 0.80 1.00 1.00 1.00 1.00 " • 8.00 .0.0Q • 0.00 s • * t*C1) Length = 12.0 ft 1 0.379 0.128 1.00 1.000 0.80 1.00 1.00 1.00 1.00 2.75 272.61 720.00 %%,' 18.43 '1'4$.'00 +D+Lr+H 1.000 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.0 ft 1 0.303 0.102 1.25 1.000 0.80 1.00 1.00 1.00 1.00 2.75 272.61 900.00 0.78 18.43 180.00 +D+S+H 1.000 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.0 ft 1 0.813 0.275 1.15 1.000 0.80 1.00 1.00 1.00 1.00 6.80 673.50 828.00 1.92 45.54 165.60 +D+0.750Lr+0.750L+H 1.000 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.0 ft 1 0.303 0.102 1.25 1.000 0.80 1.00 1.00 1.00 1.00 2.75 272.61 900.00 0.78 18.43 180.00 +D+0.750L+0.750S+H 1.000 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.0 ft 1 0.692 0.234 1.15 1.000 0.80 1.00 1.00 1.00 1.00 5.79 573.28 828.00 1.63 38.76 165.60 7 Title Block Line 1 Project Title: You can change this area Engineer: using the "Settings" menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. Title Block Line 6 Printed: 1 NOV 2019, 11:10AM Wood Beam )AIRH-112019PR-11AH19-174 Kandle 1952 Std FuII1CaIcsWH19-174 Kandle 1952 vert.ec6 . Software copyright ENERCALC, INC. 1983-2p18, Build:10.1$.12.13 . KW-06005725 Ucertsoe. CORE Description : Rear Porch Beam Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd CFN C i Cr Cm C t CL M fb F'b V fv F'v +D+0.60W+H 1.000 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.0 ft 1 0.237 0.080 1.60 1.000 0.80 1.00 1.00 1.00 1.00 2.75 272.61 1152.00 0.78 18.43 230.40 +D+0.70E+H 1.000 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.0 ft 1 0.237 0.080 1.60 1.000 0.80 1.00 1.00 1.00 1.00 2.75 272.61 1152.00 0.78 18.43 230.40 +D+0.750Lr+0.750L+0.450W• 1.000 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.0 ft 1 0.237 0.080 1.60 1.000 0.80 1.00 1.00 1.00 1.00 2.75 272.61 1152.00 0.78 18.43 230.40 +D+0.750L+0.750S+0.450W4 1.000 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.0 ft 1 0.498 0.168 1.60 1.000 0.80 1.00 1.00 1.00 1.00 5.79 573.28 1152.00 1.63 38.76 230.40 +D+0.750L+0.750S+0.5250E• 1.000 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.0 ft 1 0.498 0.168 1.60 1.000 0.80 1.00 1.00 1.00 1.00 5.79 573.28 1152.00 1.63 38.76 230.40 +0.60D+0.60W+0.60H 1.000 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.0 ft 1 0.142 0.048 1.60 1.000 0.80 1.00 1.00 1.00 1.00 1.65 163.56 1152.00 0.47 11.06 230.40 +0.60D+0.70E+0.60H 1.000 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.0 ft 1 0.142 0.048 1.60 1.000 0.80 1.00 1.00 1.00 1.00 1.65 163.56 1152.00 0.47 11.06 230.40 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S+H 1 0.1674 6.044 0.0000 0.000 Vertical Reactions Support notation : Far left is #' Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.268 2.268 Overall MINimum 1.350 1.350 +D+H 0.918 0.918 +D+L+H 0.918 0.918 +D+Lr+H 0.918 0.918 +D+S+H 2.268 2.268 +D+0.750Lr+0.750L+H 0.918 0.918 +D+0.750L+0.750S+H 1.931 1.931 +D+0.60W+H 0.918 0.918 +D+0.70E+H 0.918 0.918 +D+0.750Lr+0.750L+0.450W+H 0.918 0.918 +D+0.750L+0.750S+0.450W+H 1.931 1.931 +D+0.750L+0.750S+0.5250E+H 1.931 1.931 +0.60D+0.60W+0.60H 0.551 0.551 +0.60D+0.70E+0.60H 0.551 0.551 D Only 0.918 0.918 Lr Only L Only SOnly 1.350 1.350 �•••�• W Only • ••••• • • E Only H Only w • • • • r •. •••rr• r r • 8 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Beam Description : TYP Header 6' Project Title. - Engineer: Project ID: Project Descr: Printed: 1 NOV 2019, 10:27AM )AIRH-11201R�11AH19-174 Kandla 1952 Std FuII1CaIcs1AH19-174 Kandle 1952 vert.ec6 . 9P Software copyright ENERCALC. INC. 1963-2018. Suildl0,18,17-13 . CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Uniform Load : D=0.0170, S = 0.0250 ksf, Tributary Width= 21.0 ft Load Combination Set: IBC 2018 DESIGN SUMMARY Material Properties • Analysis MethoAllowable Stress Design Fb + 2,360.0 psi Load CombinatlBC 2018 Fb - 2,360.0 psi Fc - Prll 2,175.0 psi Wood Species Louisiana Pacific Fc - Perp 875.0 psi Wood Grade SolidStart LSL 2360Fb-1.55E Fv 410.0 psi 2,714.00 psi Ft 1,750.0 psi Beam Bracing Beam is Fully Braced against lateral -torsional buckling Load Combination LJ D(0.357) S(0.525) 1.75x9.5 Span = 6.50 ft E: Modulus of Elasti Ebend- xx 1,550.0 ksi Eminbend - x 780.0 ksi Density 31.20pcf 0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D=0.0170, S = 0.0250 ksf, Tributary Width= 21.0 ft DESIGN SUMMARY • _ Maximum Bending Stress Ratio = 0.782 1 Maximum Shear Stress Ratio = 0.416 1 Section used for this span 1.75x9.5 Section used for this span 1.75x9.5 fb : Actual = 2,123.50 psi fv : Actual = 196.33 psi FB: Allowable = 2,714.00 psi Fv : Allowable = 471.50 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 3.250ft Location of maximum on span = 5.717ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.109 in Ratio = >=360 Max Upward Transient Deflection 0.000 in Ratio = <360 • • Max Downward Total Deflection 0.184 in Ratio = >=240 • • • 0 * ` • • • • • • • Max Upward Total Deflection 0.000 in Ratio = <240 • 0000 . .. • • • • • • ••.•••. •• i Maximum Forces & Stresses for Load Combinations • • Load Combination Max Stress Ratios Moment Valyls • • • • •:§hear \1tkT5 • ; Segment Length Span # M V Cd CFV Ci Cr Cm C t CL M fb • • Flb • •; y fv • • IM +D+H 00 0.00 0.00. � 00 Length = 6.50 ft 1 0.405 0.215 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.89 859.51 21N.00 . 0.88. 79.41. 369.00 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 ' • ; • • q.00 ; `SOU' 0.00 ` ` WOO Length = 6.50 ft 1 0.364 0.194 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.89 859.91. 2560.00 • 0.$8. 79.4. • -4-1V90 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 • 0000 • 0.00 • • • 8.00 Length = 6.50 ft 1 0.291 0.155 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.89 859.51 2950.00 •0.98 79.47 512.50 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.782 0.416 1.15 1.000 1.00 1.00 1.00 1.00 1.00 4.66 2,123.50 2714.00 2.18 196.33 471.50 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.291 0.155 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.89 859.51 2950.00 0.88 79.47 512.50 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.666 0.354 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.96 1,807.50 2714.00 1.85 167.12 471.50 9 Title Block Line 1 2.867 2.867 1.706 1.706 1.160 Project Title: 1.160 1.160 1.160 1.160 2.867 2.867 You can change this area 1.160 2.440 2.440 1.160 1.160 Engineer: 1.160 1.160 1.160 2.440 2.440 2.440 using the "Settings" menu item 0.696 0.696 0.696 0.696 1.160 Project ID: • • • •• and then using the "Printing & 06.60• • • • 0000 • • Project Descr: • •• •• 0000 0000•• Title Block" selection. 0000 0000•• •0•0•0 0000 Title Block Line 6 • •• •• 0000•• Printed: 1 NOV 2019, 10:27AM 0000 Wood Beam ••0• �AIRH-112019PR-1\AH19-174 Kandla 1952 Std Full\Calcs1AH19-174 Kandla 1952 vert.ec6 . Software copyright ENERCALC, INC. 1983-2018, Suild_10.t8.12A3 - Description : TYP Header 6' Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd CFN Ci Cr Cm C t CIL M fb F'b V fv F'v +D+0.60W+H 1.000 1.00 _ 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.228 0.121 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.89 859.51 3776.00 0.88 79.47 656.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.228 0.121 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.89 859.51 3776.00 0.88 79.47 656.00 +D+0.750Lr+0.750L+0.45OW- 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.228 0.121 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.89 859.51 3776.00 0.88 79.47 656.00 +D+0.750L+0.750S+0.450W+ 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.479 0.255 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.96 1,807.50 3776.00 1.85 167.12 656.00 +D+0.750L+0.750S+0.5250E- 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.479 0.255 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.96 1,807.50 3776.00 1.85 167.12 656.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.137 0.073 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.13 515.71 3776.00 0.53 47.68 656.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.137 0.073 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.13 515.71 3776.00 0.53 47.68 656.00 Overall Maximum Deflections Load Combination Vertical Reactions Load Combination Overall MAXimum Overall MINimum +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H +D+0.70E+H + D+0.750 L r+0.7 50 L+0.450 W +H +D+0.750L+0.750S+0.450W+H +D+0.750L+0.750S+0.5250E+H +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H D Only Lr Only L Only S Only W Only E Only H Only Span Max. "-" Defl Location in Span Load Combination 0.1839 3.274 Support notation : Far left is #' Supporta Support 2 2.867 2.867 1.706 1.706 1.160 1.160 1.160 1.160 1.160 1.160 2.867 2.867 1.160 1.160 2.440 2.440 1.160 1.160 1.160 1.160 1.160 1.160 2.440 2.440 2.440 2.440 0.696 0.696 0.696 0.696 1.160 1.160 1.706 1.706 Max. "+" Defl Location in Span 0.0000 0.000 Values in KIPS 10 • • 0000•• 0000• ..•• 0000• • • • • 0000•. 0000•• •• • • 0000•• • • • •• • • 06.60• • • • 0000 • • •• • • •• •• 0000 0000•• 0000 0000•• •0•0•0 0000 e • • •• •• 0000•• • • • 0000 ••0• 10 10/30/2019 ATCHazards by Location Search Information Address: Springfield, OR, USA Coordinates. 44.0462362, -123.02202890000001 Elevation: ft Timestamp: 2019-10-31 T02:34:11.475Z Hazard Type: Seismic Reference ASCE7-10 Document: Risk Category: II Site Class: D MCER Horizontal Response Spectrum Sa(g) 0.80 0.60 0.40 0.20 0.00 0 5 10 15 Basic Parameters ATC Hazards by Location weer !-tome 1tegeta E'Oge'I� o 00 !nce Springfield Cottage Glove ° bakrodge Q Map, Report a map error, Design Horizontal Response Spectrum Sa(g) 0.50 0.40 0.30 0.20 0.10 0.00 Period (s) 0 5 10 15 Period (s) Name Value Description SS 0.744 MCER ground motion (period=0.2s) S1 0.391 MCER ground motion (period=1.0s) SMS 0.896 Site -modified spectral acceleration value SM1 0.633 Site -modified spectral acceleration value : '.w' •.;• •: SDS 0.597 Numeric seismic design value at 0.2s SA • • • SD1 0.422 Numeric seismic design value at 1.0s SA • • • • • • • • -Additional Information ••••w• :•••:• '•••• .... ...... Name Value Description SDC D Seismic design category Fa 1.205 Site amplification factor at 0.2s FV 1.618 Site amplification factor at 1.0s 11 https:Hhazards.atcouncii.org/#/seismic?lat=44.0462362&Ing=-123.02202890000001&address=Springfield°/a2C OR%2C USA 1/2 10/30/2019 ATC Hazards by Location CRS 0.849 Coefficient of risk (0.2s) CR1 0.832 Coefficient of risk (1.0s) PGA 0.356 MCEG peak ground acceleration FPGA 1.144 Site amplification factor at PGA PGAM 0.408 Site modified peak ground acceleration TL 16 Long -period transition period (s) SsRT 0.744 Probabilistic risk -targeted ground motion (0.2s) SsUH 0.876 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) SsD 1.5 Factored deterministic acceleration value (0.2s) S1RT 0.391 Probabilistic risk -targeted ground motion (1.0s) S1 UH 0.47 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) S1 D 0.6 Factored deterministic acceleration value (1.0s) PGAd 0.5 Factored deterministic acceleration value (PGA) The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are provided by the U.S. Geological Survey Seismic Design Web Services. While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. 0 •00006 0000. 0 0000.. 0000•. •. • • 0000 • 0 0000 0000•. 0000 0000.. •0..0. 0000 •• .• 0000.• • •• • . 0 0000 12 https://hazards.atcouncii.org/#/seismic?lat=44.0462362&Ing=-123.02202890000001&address=Springfield%2C OR%2C USA 212 Michael K. Brown, S.E. 5346 E. Branchwood Dr. Boise, ID 83716 208-850-7542 mike.brown@core-engineering.net Job Name: Kandle: 1952 Core Job Number: AH19-174 Code Basis of Design: Latest Adopted Version of I.B.0 and I.R.C. Wind Loading: ASCE 7 Wind: 120 MPH ultimate wind speed, Exposure B, 6:12 Pitch roof front to back and 6:12 side to side Per ASCE 7-10 Figure 28.6-1: Mean Roof Height = 15 ft Exposure Factor = 1 By: MKB Date: Oct., 2019 Front To Back Design Loads Exp. B Loads Zone A: 28.6 PSF 28.6 Zone B: 4.6 4.6 Zone C: 20.7 20.7 Zone D: 4.7 4.7 For Zones A and B, a=10% of least horizontal dimension or 0.4h (h=mean roof height), but not less than 3'. Least horizontal dimension = 70 feet Therefore, use a = 7 feet Side To Side Zone A: 28.6 PSF 28.6 Zone B: 4.6 4.6 Zone C: 20.7 20.7 Zone D: 4.7 4.7 For Zones A and B, a=10% of least horizontal dimension or 0.4h (h=mean roof height), but not less than 3'. Least horizontal dimension = 40 feet Therefore, use a = 4 feet ...... ..... Front to Back: Average force on projected wall = (total force at zone A + total force at zone C•)/overall le*gth� • • •; • • = 22.3 PSF •••••• •. Average force on projected roof = (total force at zone B + total force at zone b)overall length:. 06:90: = 4.68 PSF • • Wall Plate Height = 9 feet • ...... .... Projected Average Roof Height = 10 feet •• ...... ...... .... Total Wind Force at Upper Level = 10294 #, or 147 PLF • • •, cam.. • • 13 Michael K. Brown, S.E. 5346 E. Branchwood Dr. Boise, ID 83716 208-850-7542 mike.brown@core-engineering.net Job Name: Kandle: 1952 Core Job Number: AH 19-174 Side to Side: Horizontal Dimension = Average force on projected wall = Average force on projected roof = Projected Average Roof height = Total Wind Force at Upper Level = Seismic Loading: Sds = 0.597 R = V = [1.2 SDs/R] W V = 0.110215 W Roof Dead Load = 17 psf Floor Dead Load = 0 psf Int. wall Dead Load = 6 psf Ext. wall Dead Load = 12 psf Seismic Front to Back: Tributary Roof Length = Tributary Floor Length = Equiv. Trib Int wall Length = Trib. Ext upper wall Height = Trib. Ext lower wall Height = Wroof = 94.12394 plf Total Seismic Load = Seismic Side to Side: Tributary Roof Length = Tributary Floor Length = Equiv. Trib Int wall Length = Trib. Ext upper wall Height = Trib. Ext lower wall Height = Wroof = 150.3338 plf Total Seismic Force = 40 Feet 22.3 PSF 4.68 PSF 5 Feet 4946 #, or [lip 40 Feet 0 Feet 20 Feet 0 Feet 4.5 Feet By: MKB Date: Oct., 2019 124 PLF < 147 plf, therefore wind gov. 6588.676 Pounds < 10294 Therefore wind Gov. overall 0000.. 0000 70 Feet • 0 Feet ' •"" 20 Feet •. 0 Feet • 4.5 Feet ' • ' • "" 0000.. 0000 a..•r. 0000.. > 124 plf, therefore seismic gov • • 6013.351 Pounds, < 4946 Pounds, therefore wind gov. "overall Redundancy factor = 1.0 per ASCE 7, section 12.3.4.2 14 •0.•• ..••6 06.00. 0000.. 0000.. 0000 ...• 0900.• s 6 0000 Michael K. Brown, S.E. 5346 E. Branchwood Dr. Boise, ID 83716 208-850-7542 mike.brown@core-engineering.net Job Name: Kandle: 1952 By: MKB Core Job Number: AH19-174 Date: Oct., 2019 Roof Level Wall Lines: Line A: P = 147 * 35 ft = 5147 # Total Shear Wall Length = 29 Feet V=P/L = 177 PLF Use A wall Wall Height = 9 Feet Trib Roof Area = 2 Feet Shortest Wall Length 10 Feet Trib Floor Area = 0 Feet Mot = 11182 LB FT Factored Dead Load 99 PLF Mr = 4970 LB FT T = 621 LB No Uplift Line B: P = 147 * 35 ft = 5147 # Total Shear Wall Length = 40 Feet V=P/L = 129 PLF Use A wall Wall Height = 9 Feet Trib Roof Area = 2 Feet Shortest Wall Length 40 Feet Trib Floor Area = 0 Feet Mot = 32427 LB FT Factored Dead Load 85 PLF Mr = 68160 LB FT T = -893 LB No Uplift Line 1: P = 150 * 20 ft = 3007 # Total Shear Wall Length = 25 Feet V=P/L = 120 PLF Use A wall Wall Height = 9 Feet Trib Roof Area = 20 Feet Shortest Wall Length 4 Feet Trib Floor Area = 0 Feet :...:. ..... Mot = 3031 LB FT Factored Dead Load 269 PLF • Mr = 2150 LB FT •• T = 220 LB No Uplift •�•••� _ Line 2: '• P = 150 * 21 ft = 3157 # •••• ��•� •••••• Total Shear Wall Length = 32 Feet """ •`•' V=P/L = 99 PLF Use A wall • ...... ...... .... .. .. ...... Wall Height = 9 Feet Trib Roof Area = 2 • • • • • Shortest Wall Length 3 Feet Trib Floor Area = 0 Mot = 1865 LB FT Factored Dead Load 85 PLF Mr = 383 LB FT T = 494 LB No Uplift 15 z J r CD z_ cr 0 0 ti • 0.000• 0000. 0000•• 0000.• •• • • 0000•• 40C• . • . •• • Z? • • 000900 de • • . .o • 9 • • so • • y••9••9 •..• 09.9 9• c s7 • • • • •• • •• 0.:..* •9•• U o O o co w O CD CIQ O m N N Lo N I` M m (m ti T � T a0 T U M ao .3 LU O CO O LU O O O OLD LD - ~ co CD CM N T O = = O o - O - U m C�j 00 W [L — Li") � ! � ! 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O C) •O U �.•. : • • C/) 7C) • •Q7 2 CD 4— • C/1 • m C/) • • • , - CIO ai �•ir� U) y • ice O A • • i7� O O u J • • • • • L• • • Lo LO LO Lc? N CD CD N M N M C/i C/)� N C/� U� ••7 .•+ 0= O &(--••i�p U N CD 0 • • • • • . . CA i r r N cocn "C�' O u1 L Q O N N ZD M Z F -H- f- O N N D 2 2a N Q O LU cn a. a� N M I':*- CC) LCA C.O I` O CZ :2:- a m S Z T N M ct: Michael K. Brown, S.E. • 5346 E. Branchwood Dr. Boise, ID 83716 208-850-7542 mike.brown@core-engineering.net Job Name: Kandle: 1952 By: MKB Core Job Number: AH19-174 Date: Oct., 2019 Foundation Analysis: Allowable bearing = 1500 Psf typical perimeter wall: Use 36" Roof Dead Load = 17 Psf Roof Snow Load = 25 Psf Total Roof Load = 42 Psf Roof Trib width = 21 feet Wall Dead Load = 12 Psf Wall Height = 8 feet Floor Dead Load = 12 Psf Floor Live Load = 40 Psf Floor Total Load = 52 Psf Floor Trib Width = 6.5 feet Wall footing load = 1316 plf Required Width = 0.877333 feet Use 7" thick x 12" wide at Roof Bearing Walls Pad Ftg supporting Girder Truss in Garage: Girder Truss trib width = 21 feet Girder Truss length = 22.5 feet Total point Load = 9922.5 pounds Required footing area = 6.615 Ft^2, 2.571964 ft ;"•'• 0000 Use 36" SQR • • •0000. • Pad Ftg supporting Girder Truss in Bed 3: Girder Truss trib width = 20 feet .. ' 0000 0000 Girder Truss length = 12 feet 0000.. •.� • 0000.. 0.000. Total point Load = 5040 pounds 0000 Required footing area = 3.36 Ft^2, 1.83303 ft Use 24" SQR 20 ••'' e • e . e.••• ••�je• 0000. 0000.. e• � 0000++ • . 00oet .. a 0 00 j0 0000 . 0000 G ' 0000 0000.. • 0000 Michael K. Brown, S.E. y 5346 E. Branchwood Dr. Boise, ID 83716 208-850-7542 mike.brown@core-engineering.net Job Name: Kandle: 1952 Core Job Number: AH19-174 Pad Ftg supporting Front Porch: Trib width = length = Total point Load = Required footing area = Pad Ftg supporting Rear Porch: Trib width = length = Total point Load = Required footing area = By: M KB Date: Oct., 2019 11 feet 4 feet 924 pounds 0.616 Ft -2, 0.784857 ft Use 18" SQR 9 feet 12 feet 2268 pounds 1.512 Ft -2, 1.229634 ft Use 18" SQR 21 • • •• • • • • • • •••••• • • • • •••s • • ••+ • a • • • • +s••sa • ••+•• •••• • • • • • • ••P• 21 LOT 150 — MO UNTAINGA TE 2ND ADDITION L 0 T STANDARDS AND GUIDELINES • 359 LOT COVEliAGE PER SPRINGFIELD DEVELOPMENT CODE 16.040 • SPRINGFIELD LAND AND DRAINAGE ALTERATION PERMIT (LDAP) REWIRED FOR EROSION CONTROL • CLASS A OR B ROOFING IS REOUIR£D • SUBJECT TO FIRE PROTECTION PLAN • TREE CONSERVATION EASEMENT — RESTRICTS BUILDING LOCATION, VEGETATION REMOVAL AND FENCING (SEE CC&R's) • LEVEL Il FOUNDATION ENGINEERING STANDARD (SEE GEOTECH REPORT) • SIDEWALK REQUIRED • HAZARD TREES NOT SHOWN AND MAY BE PRESENT, • TO BE DETERMINED BY BUILDER AT TIME OF CONSTRUCTION. 0=0828Vl " R=370.00' AL=54.68' CH=N75'48'00 "E CL=54.63' d=10078'42" R=15.00' AL=26.26' 1=N212436 "E CL=23 03' A=2625'41* R=30.00' AL=13.84' CH=N66'49'10"E CL=13.72' j R=275.0 AL= 106.71 CH=N39'51 ' CL=106.04' THIS DOCUMENT IS PROVIDED FOR INFORMATIONAL PURPOSES TO ASSIST IN INDIVIDUAL LOT DEVELOPMENT. REFER TO THE SUBOMSION PLAT, RECORDING No. _?-_-_Zz_I , RECORDED COVENANTS, CONDITIONS AND RESTRICTIONS, RECORDING Nos. 2005-03370 AND 2_00-7- 2057-- AND CITY OF SPRINGFIELD DEVELOPMENT SERVICE DEPARTMENT FILES FOR FULL DETAILS. ,6=2927:31" R=13.00' AL=6.68' CH=N6820'05 "£ CL=6.61 ' mS d=063676" R=375.00' AL=45.41' CH=N66'31 '58'E CL=45.38' �y1 ease N70'14 58w..... a 15.10' 'L SLOPE EASEMENT f5.06'so• — REQUIRED SIDEWALK., e . . N50'58'38'W 0, " s e e 20.00' e • 5G4LE.• 1'=50' sees.. sees• 15%1 11792S -so .. 0 0 0 F0 \ \ d=063676" R=375.00' AL=45.41' CH=N66'31 '58'E CL=45.38' �y1 ease N70'14 58w..... a 15.10' 'L SLOPE EASEMENT f5.06'so• — REQUIRED SIDEWALK., e . . N50'58'38'W 0, " s e e 20.00' e • 5G4LE.• 1'=50' 50' 0 50' 100' sees.. sees• ecce• .. sees.. sees.. . . . .. .:sees. 0 . 0 e e 0e 0. 0000 0 e 0 e 0000.. .see e .00000 as . . e e.ee sees 50' 0 50' 100' LOT 150 - MO UNTAINGA TE 2ND ADDITION LOT STANDARDS AND GUIDELINES • 35Z LOT COVERAGE PER SPRINGFIELD DEVELOPMENT CODE 16.040 • SPRINGFIELD LAND AND DRAINAGE ALTERATION PERMIT (LDAP) REQUIRED FOR EROSION CONTROL • CLASS A OR B ROOFING IS REQUIRED • SUBJECT TO FIRE PROTECTION PLAN • TREE CONSERVATION EASEMENT - RESTRICTS BUILDING LOCATION, VEGETATION REMOVAL AND FENCING (SEE CC&R's) • LEVEL 11 FOUNDATION ENGINEERING STANDARD (SEE GEOTECH REPORT) • SIDEWALK REQUIRED • HAZARD TREES NOT SHOWN AND MAY BE PRESENT, • TO BE DETERMINED BY BUILDER AT TIME OF CONSTRUCTION. d=10078'42" R=15.00' AL=26.26' I=N212436 E CL=23.03' A =0828 171 " R=370.00' AL=54.68' CH=N75'48'00 iE CL=54.63' to d=2625'41 " R=30.00' AL =13.84-' CH=N66'49'10"E CL=13.72' �S A=292791" R=1300' AL=6.68' CH=N68'20'05 "E CL=6.61 ' S m . 0.00' PUE 15' SLOPE 11792 S<o EASEMENT G=22Y.�55" �o R=27500 o v, AL=106.71 CH=N39'51 '4a "W CL= 106.04' THIS DOCUMENT IS PROVIDED FOR INFORMATIONAL PURPOSES TO ASSIST IN INDIVIDUAL LOT DEVELOPMENT. REFER TO THE SUBDIVISION PLAT, RECORDING No. 2XO7- ZOG z 1 , RECORDED COVENANTS, CONDITIONS AND RESTRICTIONS, RECORDING Nos. 2005-03370 AND 2-00-7- _zo5_z_7- AND CITY OF SPRINGFIELD DEVELOPMENT SERVICE DEPARTMENT FILES FOR FULL DETAILS. d=063676" R=37500' AL=4541' CH=N86'31'58E CL=4538' • • N70"24 58w • •, 15.20' • SLOPE EASEMENT 15.06' • REQUIRED SIDEWALK •; . N50'58'38 "W 20.00 SiXF- 1=50' • • ...... ..... sti • Yi i• i Y + : i e i • wastewater and storm water connection Scale of Plan 1 " �o Iff— Owner {s): 1 {) t P..P—rL9c.u-: igo S. lo(mrr' �r3cc: aCrF,e.Tau LAA bl.1�-oz-o3- to-o3Soo oc. � m gym, rpm t.: n�mpov7aoama161'�"AOddY�P�pmywna.t)n broom bc 1) wdm•w�•aga od Aoce�a ton 6alhy grin sm,q,,y , ippravad °'�9�edsePo•aanpuedaimow�rmr.+W�e7�e{,)tomtopl� — �h�uathemw�elma�megmaaaormd r oWnus; IRGt Q� $ 2 t 0„=st W31 11 15\ DATE RECEIVED 11-08-19 JOBNO. ZONE DR OCiCUPANC'YGROUP R3 UNIT OCCUPANCY LOAD STORIES TYPE CONSTRUCTION VP LWALDESCRIPTION 1802031003800 ADDRESS 962 5 S L2& eL, OWNER DAVID AND MICHELLE CAMPBELL THE CONTENT'S HEREONHAVE BEEN REVIEWED, WITH ALTERATIONS NOTED ON THE PLANS OR. BY ATTACHMENT. CHANGES OR ALTERAITONS h1AHE TO TEIZ APPROVED DRAWINGSOR FRQJECrAFIER IM DATE BELOW SHALL RE APPROVED BYTHE BUILDING FICIAL. Crry GIS S APPROVED BY NOTICE: This permit sr is not commenced or is G F IEL.D9 OREGON DATE { work authorized under this permit r any 180 day period. 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 952-001-0090. You may obtain copies of the rules by calling the center. (Note: The administrative telephone number for the Oregon Utility Notification Center is (800)332-2344. No encroachment allowed within the 7' Public Utility Easement including, but not limited to, eaves and overhangs. New street trees shall be at least 2 inches in caliper. Street trees shall be selected from the City Street Tree List MUST CALL INSPECTOR FOR LOCATIONS 541-7361037 Connect Sanitary Sewer to 6" service connection. Field verify location. Construct driveway per City Standard 3-21. Maximum width 24 feet. No above -ground facilities (fire hydrants, power poles, catch basins, valves, j -boxes, etc.) shall be permitted within the apron or ramp area. Construct sidewalk per City Standard 3-12. • ...... ..... Connect Storm Sewer to weephole(s) in curb per City Stjindard:r-s. Pipe constavAed within Right -of -Way must be perpendicular to Right pjj% y. • • • • MINIMUM SETBACKS — INTERIOR LOTS •• • • All measurements are from Property lines •*00• • -Front Yard to House 10 feet 0 0.::. -Front Yard to Garage 18 feet .. -Side Yard to House or Garage 5 feet 00.0 0 • • 0*** -Rear Yard to House or Garage 10 feet .... • .. :01100:.. 0000 ... P.U.E. MAY CHANGE SETBACKS - �jr�� r� _ • wastewater and storm water connection r, Scale of Plan i `= Zo Home owner (s): £0 LE p'° aIa.ti■: i�p S. lo(�T'� Lr3C4�' Tu Lotmmee: Iii-oz-oa- 10-03soo Com. �ome�ce�b�e�aao�a.a.mabym.�mya�.m. er�zb�: w=bq byfbesokit1humad was womb .r�p� •9 c)mm;ophn ' •� hexa � 1 me aom."and eon ownffs;:+.c 831 li, DATE RECEIVED - _L - V U JOB NO. ZONE O€ CUPANCYGROUP R3 UNIT OCCUPANCY LOAD} STORIES TYPE CONSTROCnON UMAL DESCRIPTION 1802031003800 ADDRESS 962 (.2&TC� r ,p L., OWNER DAVID AND MICHELLE CAMPBELL THE, CONTENTS HERE ONHAVE BEEN REED, WITH Al2TERATTIONI S NOTED ON THE PISS OR ice' AT•iiACHIVIENL. CHANGES OR ALTERATIONS :1111ADE TO THE APPROVED DRAWL ti GSOR PROJECT AFTER THE DATE BELOW SHALL BE. APPR.O"VED BY THE BUILDING OFFICIAL. CITY OF SPRINGFIELD, OREGON APPROVED 11 1f _ _ DATE 1212 NOTICE: This permit shaft expdre itjFd work authorized under this permit is not commenced or is abandoned for any 180 day period. 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 952-001-0090. You may obtain copies of the rules by calling the center. (Note: The administrative telephone number for the Oregon Utility Notification Center is (800)332-2344. No encroachment allowed within the 7' Public Utility Easement including, but not limited to, eaves and overhangs. New street trees shall be at least 2 inches in caliper. Street trees shall be selected from the City Street Tree List MUST CALL INSPECTOR FOR LOCATIONS 541-7361037 Connect Sanitary Sewer to 6" service connection. Field verify location. Construct driveway per City Standard 3-21. Maximum width 24 feet. No above -ground facilities (fire hydrants, power poles, catch basins, valves, j -boxes, etc.) shall be permitted within the apron or ramp area. Construct sidewalk per City Standard 3-12.' ...... ..... • Connect Storm Sewer to weephole(s) in curb per C'N Stgndard 3-5. Pipe cotistra cted within Right -of -Way must be perpendicular to Rightpj;,VzW. '. •' MINIMUM SETBACKS — INTERIOR LOTS �'• '• �••� All measurements are from Property lines •• -Front Yard to House 10 feet ' ' • -Front Yard to Garage 18 feet •.. • •' -Side Yard to House or Garage 5 feet • • • • • • • • • ' • • • • -Rear Yard to House or Garage 10 feet .... • ...... P.U.E. MAY CHANGE SETBACKS cryFOR c E THE KANDLE RESIDENCE - A47 (1952) IG, STND. I_ PROJECT DESCRIPTION AREA (TOTAL LIVING) = 2008 SF LIVING AREA (MAIN FLOOR) = 2008 SF AREA (UPPER FLOOR) = N/A AREA (GARAGE) = 753 SF PORCH COVER = 49 SF PATIO COVER= 168 SF BUILDING HEIGHT (F.F. TO RIDGE) = 19'-9 1/2" (9' MAIN FLOOR) STORIES = I CONSTRUCTION = WOOD, LIGHT FRAME CODE INFORMATION 2017 ORSC 2017 ORSC - CHAPTER 11 ENERGY CODE SITE DESIGN CRITERIA SEISMIC DESIGN CATEGORY DI WIND SPEEDS < OR = TO 95mph Vasd / 120mph Vult EXPOSURE CATEGORY B 1500# SOILS BEARING CAPACITY 25# ROOF SNOW LOAD GENERAL NOTES 1) CONTRACTOR TO FIELD VERIFY ALL EXISTING CONDITIONS AND THE CONSTRUCTION DRAWINGS PRIOR TO COMMENCING WORK. CONTRACTOR TO NOTIFY ADAIR HOMES IMMEDIATELY OF ANY DISCREPANCIES, ERRORS OR OMISSIONS. 2) DO NOT SCALE DRAWINGS. USE DIMENSIONS SHOWN, IT IS THE CONTRACTOR'S RESPONSIBILITY TO CROSS CHECK DETAILS AND DIMENSIONS SHOWN ON THE ARCHITECTURAL DRAWINGS WITH RELATED REQUIREMENTS ON THE STRUCTURAL AND OTHER DRAWINGS AS APPLICABLE. NOTIFY ADAIR HOMES OF ANY DISCREPANCIES BEFORE COMMENCING WORK 3) WHERE NO SPECIFIC STANDARDS ARE APPLIED TO A MATERIAL OR METHOD OF CONSTRUCTION TO BE USED IN THE WORK, ALL SUCH MATERIALS AND METHODS ARE TO MAINTAIN THE STANDARDS OF THE INDUSTRY. TYPICAL ABBREVIATIONS SIMILAR SYM SYMBOL OR SYMMETRICAL CENTER LINE TOP AND BOTTOM T&G HVAC HEATING, VENTILATION & AIR TEMPERED OR TEMPORARY TKC CPT CARPET TOP OF TOD o DEGREE(S) TOP OF SLAB TOW TOP OF WALL CONDITIONING TYPICAL UM. CTR CENTER UNLESS NOTED OTHERWISE VERT " INCH(ES) VERIFY 1N FIELD W/ LTBD LOCATION TO BE DETERMINED WOOD WH CTSK COUNTERSINK WITHOUT FOOT (FEET) DED DEDICATED MAX MAXIMUM # NUMBER OR POUND DTA DIAMETER MIN MINIMUM x BY (2 x 4) DIM DIMENSION MTL METAL AB ANCHOR BOLT DN DOWN NTS NOT TO SCALE A/C AIR CONDITIONINGOBS DW DISHWASHER OBSCURE ADJ ADJUST(ABLE) EA EACH OC ON CENTER AFF ABOVE FINISHED FLOOR EXT EXTERIOR OR EXTENSION OPP OPPOSITE A ALT ALTERNATE, ALTERNATIVEOPT. FF FINISHED FLOOR OPTIONAL BD BOARD FDN FOUNDATION OSB ORIENTED STRAND BOARD BLDG BUILDING FLR. FLOOR PL PLATE BLK BLOCK FO FACE OF PPE POST PER ENGINEER BLKG BLOCKING FOC FACE OF CONCRETE PT PRESSURE TREATED BS BOTH SIDES FOF FACE OF FINISH PWD PLYWOOD QTY QUANTITY CL CENTER LINE FOS FACE OF STUD CLG CEILING GYP GYPSUM REQ'D REQUIRED RM ROOM CLO CLOSET GYP BD GYPSUM BOARD (SHEETROCK) RO ROUGH OPENING CLR CLEAR(ANCE) HDW HARDWARE RS ROUGH SAWN CMFT. COMFORT HEIGHT HT HEIGHT STN STONE VENEER CONC. CONCRETE 4) ALL CONSTRUCTION WORK SHALL BE DONE IN COMPLIANCE WITH THE LATEST EDITION OF THE APPLICABLE BUILDING CODE AS AMENDED BY THE STATE AND ALL OTHER STATE AND LOCAL REQUIREMENTS THAT APPLY. 5) MATERIALS, EQUIPMENT, ETC., NOT INDICATED ON DRAWINGS OR SPECIFIED HEREIN BUT REQUIRED FOR THE SUCCESSFUL COMPLETION OF THE INSTALLATION SHALL BE HELD TO BE IMPLIED AND SHALL BE FURNISHED BY THE CONTRACTOR FOR NO ADDITIONAL COST. 6) ERRORS OR OMISSIONS IN ANY SCHEDULE OR DRAWING DO NOT RELIEVE THE CONTRACTOR FROM RESPONSIBILITY FOR THE WORK INTENDED IN THE DRAWINGS OR SPECIFICATIONS. SIM SIMILAR SYM SYMBOL OR SYMMETRICAL T&B TOP AND BOTTOM T&G TONGUE AND GROOVE TEMP TEMPERED OR TEMPORARY TKC TIGHT KNOT CEDAR TO TOP OF TOD TOP OF DECK TOS TOP OF SLAB TOW TOP OF WALL TYP TYPICAL UM. UNDERMOUNT UNO UNLESS NOTED OTHERWISE VERT VERTICAL VIF VERIFY 1N FIELD W/ WITH WD WOOD WH WATER HEATER W/O WITHOUT DRAWINGS INDEX CS COVER SHEET N NOTES EO ENERGY PATH - OREGON Al SIGNATURE ELEVATIONS A2 ROOFPLAN A3 FLOORPLAN A4 FOUNDATION PLAN A5 FRAMING PLAN A6 BUILDING SECTION A A7 CABINET DETAILS D1 DETAILS D2 DETAILS D3 DETAILS D4 DETAILS D5 DETAILS D6 DETAILS D7 DETAILS D8 DETAILS FJl IWP MAIN FLOOR JOIST LAYOUT SO GENERAL STRUCTURAL NOTES S0.1 GENERAL STRUCTURAL NOTES SI MAIN FLOOR PLAN S1.1 MAIN ROOF FRAMING PLAN S2 STRUCTURAL DETAILS S2.1 STRUCTURAL DETAILS REVISION HISTORY # I DATE i DESCRIPTION • • 'Ti a O F < Wz O Q� o� N CD O � L` W HH W � Q Q O F < Wz O Q� W W O — i a �W W O � U � � �7• O •• 4 om N F • 00 • ,� �v�FW"Z ENGINEERED 1) THIS PLAN IS LATERALLY AND VERTICALLY ENGINEERED. 2) ENGINEERED REQUIREMENTS AND DETAILS (SEE'S' SHEETS) SUPERSEDE ARCHITECTURAL DETAILS FOR SAID ELEMENTS OR PLAN I FRAMING NOTES 1) ALL EXTERIOR WALL STUDS, HOUSE AND GARAGE, SHALL BE 2x6 ® 16" OC. 2) WALL STUDS SHALL BE DF/L 02, UNLESS NOTED OTHERWISE. 3) STRUCTURAL MEMBERS (POSTS, BEAMS, ETC) SHALL BE A MIN OF DF/L #2, UNLESS NOTED OTHERWISE. ALL STUDS AT WHERE HOLDOWNS ATTACH SHALL BE DF -L #2. 4) PROVIDE A MIN. 4x6 POST UNDER GIRDER BEARING POINTS, UNLESS NOTED OTHERWISE. 5) DOOR OPENINGS SHALL BE A MINIMUM OF 4" FROM THE FACE OF ADJACENT WALLS. 6) PROVIDE SOLID HEADERS IN OPENINGS IN INTERIOR BEARING WALLS. 7) BEAMS SHALL BE ATTACHED TO POSTS AND POSTS TO FOOTINGS/SUPPORT MEMBERS WITH APPROPRIATE FASTENERS. 8) STUD HEIGHT IS DEPENDENT ON BUILDING PLATE HEIGHT: - HOMES TO EITHER HAVE 92 5/8" TALL STUDS (S' PLATE HEIGHT) OR 104 5/8" STUDS (9' PLATE HEIGHT OPTION) ON THE MAIN FLOOR, UPPER FLOOR TO BE 92 5/8" STUDS. 9) SEE PLANS FOR WINDOW/ DOOR HEADER CALLOUTS. 10) SEED' SHEETS FOR FRAMING DETAILS. 1 l) FIREBLOCKING SHALL BE PROVIDED IN THE FOLLOWING LOCATIONS (R302.11); - IN CONCEALED SPACES OF STUD WALLS AND PARTITIONS (VERTICALLY AT CEILING AND FLOOR LEVELS AND HORIZONTALLY AT INTERVALS NOT EXCEEDING 10 FEET) - AT ALL INTERCONNECTIONS BETWEEN CONCEALED VERTICAL AND HORIZONTAL SPACES SUCH AS OCCUR AT SOFFITS, DROP CEILINGS AND COVE CEILINGS. - IN CONCEALED SPACES BETWEEN STAIR STRINGERS AT THE TOP AND BOTTOM OF THE RUN. - AT OPENINGS AROUND VENTS, PIPES, DUCTS, CABLES AND WIRES AT CEILING AND FLOOR LEVEL, WITH AN APPROVED MATERIAL TO RESIST THE FREE PASSAGE OF FLAME AND PRODUCTS OF COMBUSTION. - AT CHIMNEYS AND FIREPLACES. FLOOR JOIST NOTES 1) SEE PLANS FOR JOIST LAYOUT. 2) PROVIDE FULL DEPTH BLOCKING AS REQUIRED TO SUPPORT BRACED WALL PANELS. WHEN BRACED WALL PANEL IS PARALLEL TO JOISTS, BLOCKING TO BE AT 16" OC FOR LENGTH OF BRACED WALL PANEL, WHEN BRACED WALL PANEL IS PERPENDICULAR TO JOISTS, BLOCKING IS TO RUN BETWEEN JOISTS UNDER OR ABOVE THE BRACED WALL PANEL. SEE DETAILS FOR MORE INFORMATION. 3) FULL DEPTH BLOCKING SHALL BE PROVIDED AT INTERMEDIATE JOIST SUPPORTS, 4) LATERAL RESTRAINT OF FLOOR JOISTS AT JOIST ENDS TO BE PROVIDED PER DETAIL I/D1, ATTACHMENT TO A RIM JOIST, OR PER I -JOIST MANUFACTURER'S SPECIFICATIONS. SEE FRAMING DETAILS,'D' SHEETS, FOR INFORMATION ON EACH ATTACHMENT SCENARIO. 5) JOISTS TO BE HUNG TO BEAMS HELD UP IN FLOOR SYSTEM WITH APPROVED JOIST HANGERS. 6) PENETRATIONS THROUGH JOIST WEBS TO BE PERMITTED PER MANUFACTURER'S SPECIFICATIONS ONLY. 7) OFFSET JOISTS TO AVOID PLUMBING, ETC. PER JOIST LAYOUT AND/OR MANUFACTURER'S SPECIFICATIONS. I FLOOR PLAN NOTES 1) BEDROOMS, HABITABLE ATTICS, AND BASEMENTS SHALL HAVE AT LEAST ONE EMERGENCY EGRESS WINDOW. WHERE BASEMENTS HAVE MULTIPLE BEDROOMS, EACH BEDROOM SHALL HAVE AN EGRESS WINDOW. EGRESS WINDOWS SHALL MEET THE FOLLOWING REQUIREMENTS: SILL HEIGHT NOT MORE THAN 44" AFF CLEAR NET OPENING AREA OF 5.7 SF CLEAR NET OPENING HEIGHT OF 24" CLEAR NET OPENING WIDTH OF 20" 2) WHERE THE OPENING OF AN OPERABLE WINDOW IS MORE THAN 72" ABOVE GRADE, THE SILL SHALL NOT BE LESS THAN 24" AFF. IF THE SILL HEIGHT IS LESS THAN 24", THE WINDOW SHALL BE EQUIPPED WITH AN OPENING CONTROL DEVICE COMPLYING WITH ASTM F 2090. 3) PROVIDE A SMOKE DETECTOR IN EVERY BEDROOM. PROVIDE A COMBINATION CARBON MONOXIDE / SMOKE DETECTOR TO THE COMMON SPACE (HALLWAY, BONUS ROOM, ETC) ON EACH FLOOR. CO/SD DETECTOR TO BE WITHIN 14' OF EACH BEDROOM ENTRANCE. MULTIPLE CO/SD DETECTORS MAY BE NECESSARY ON A SINGLE FLOOR PER PLAN LAYOUT. SMOKE DETECTORS SHALL NOT BE INSTALLED WITHIN 3 FEET HORIZONTALLY FROM THE DOOR OR OPENING OF A BATHROOM THAT CONTAINS A BATHTUB OR SHOWER UNLESS THIS WILL PREVENT THE PLACEMENT OF A REQUIRED SMOKE ALARM, 4) PROVIDE INSULATION DAMS AT ALL CEILING MOUNTED HEATER LOCATIONS (IF APPLICABLE). 5) NATURAL LIGHT TO BE PROVIDED AT A RATIO OF 8% OF FLOOR AREA OF HABITABLE ROOMS. NATURAL VENTILATION TO BE PROVIDED AT A RATIO OF 4% OF FLOOR AREA OF HABITABLE ROOMS. 6) ALL INTERIOR WALL SURFACES AND CEILINGS TO BE SHEETROCKED WITH 1/2" GYP BD, OR AS REQUIRED PER LOCAL JURISDICTIONAL REQUIREMENTS. ALL TUB/SHOWER ENCLOSURES SHALL HAVE WATER RESISTANT GYP BD. 7) APPLY 1/2" GYP BD TO GARAGE SIDE OF FIREWALL (GARAGE/HOUSE SEPARATION WALLS). CONTINUE 1/2" GYP BD ON GARAGE SIDE OF FIREWALL TO UNDERSIDE OF ROOF SHEATHING OR APPLY 1/2" GYP BD TO GARAGE LID (SEE PLAN FOR SPECIFIC LOCATIONS). IF THERE IS HABITABLE SPACE ABOVE THE GARAGE, THE LID SHALL HAVE 5/8" TYPE 'X' GYP BD, AND ALL SUPPORTING WALLS 1/2" GYP BD. (LOCAL JURISDICTIONAL REQUIREMENTS MAY SUPERSEDE THESE REQUIREMENTS - CHECK WITH LOCAL JURISDICTION) ELECTRICAL NOTES 1) ACTUAL LOCATION OF ELECTRICAL OUTLETS, ELECTRIC RESISTANCE HEATERS, THERMOSTATS, AND ALL ELECTRICAL COMPONENTS SHALL BE DETERMINED BY THE ELECTRICIAN AND INSTALLED TO CODE. 2) ALL HABITABLE ROOMS, BATHROOMS, HALLWAYS, STAIRWAYS AND GARAGES TO HAVE A MINIMUM OF ONE WALL SWITCH -CONTROLLED LIGHTING FIXTURE OR OUTLET. 3) STAIRWAYS MUST BE ILLUMINATED IN ONE OF TWO WAYS: a) ARTIFICIAL LIGHTING IN THE VICINITY OF EACH LANDING (TOP, BOTTOM, AND INTERMEDIATE). b) ARTIFICIAL LIGHTING OVER EACH INDIVIDUAL STAIRWAY SECTION. 4) STAIRWAYS SHALL HAVE HAVE A CONTROL SWITCH AT EACH FLOOR. 5) AT LEAST ONE WALL -SWITCH -CONTROLLED LIGHTING OUTLET SHALL BE INSTALLED TO PROVIDE ILLUMINATION ON THE EXTERIOR SIDE OF EACH OUTDOOR EGRESS DOOR HAVING GRADE LEVEL ACCESS, INCLUDING OUTDOOR EGRESS DOORS FOR ATTACHED GARAGES AND DETACHED GARAGES WITH ELECTRIC POWER. 5) RANGE HOOD EXHAUST FAN RATE TO BE MIN. 150 CFM 6) BATHROOM EXHAUST FAN RATE TO BE MIN. 80 CFM 7) PROVIDE (1) CONTINUOUSLY OPERATING EXHAUST FAN PER HOME. SEE PLANS FOR LOCATION. 8) RECEPTACLE OUTLETS SHALL BE DISTRIBUTED IN EVERY HABITABLE ROOM (KITCHEN, BEDROOM, LIVING ROOM, DIMING ROOM, ETC) SO THAT NO POINT MEASURED HORIZONTALLY ALONG THE FLOOR LINE IN ANY WALL SPACE IS MORE THAN 6 FEET FROM A RECEPTACLE OUTLET. 9) COUNTERTOP RECEPTACLES SHALL BE INSTALLED AT EVERY WALL COUNTERTOP SPACE THAT IS 12" OR WIDER AND SO THAT NO POINT ALONG THE WALL LINE IS MORE THAN 24" FROM AN OUTLET IN THAT SPACE. 10) AT LEAST ONE RECEPTACLE OUTLET SHALL BE INSTALLED AT EACH ISLAND OR PENINSULAR COUNTERTOP SPACE WITH A LONG DIMENSION OF 24" OR GREATER AND A SHORT DIMENSION OF 12" OR GREATER. 11) AT LEAST ONE RECEPTACLE OUTLET SHALL BE INSTALLED IN BATHROOMS AND SUCH OUTLET SHALL BE LOCATED WITHIN 36" OF THE OUTSIDE EDGE OF EACH LAVATORY BASIN. THE RECEPTACLE OUTLET SHALL BE LOCATED ON A WALL OR PARTITION THAT IS ADJACENT TO THE LAVATORY BASIN LOCATION. 12) ALL BATHROOM, GARAGE, OUTDOOR, UNFINISHED BASEMENT AND KITCHEN COUNTERTOP RECEPTACLE OUTLETS SHALL HAVE GFCI PROTECTION (IRC E3902). 13) ALL RECEPTACLES THAT ARE LOCATED WITHIN 6' OF THE OUTSIDE EDGE OF A SINK SHALL HAVE GFCI PROTECTION (IRC E3902.7). 14) THE RECEPTACLE SUPPLYING THE DISHWASHER SHALL HAVE GFCI PROTECTION (IRC E3902.10). 14) ALL BRANCH CIRCUITS THAT SUPPLY 120 -VOLT, SINGLE PHASE, 15 -AND 20 -AMP OUTLETS INSTALLED IN KITCHENS, FAMILY ROOMS, DINING ROOMS, LIVING ROOMS, GREAT ROOMS, DENS, BEDROOMS, CLOSETS, LAUNDRY ROOMS, HALLWAYS AND OTHER SIMILAR ROOMS OR AREAS SHALL HAVE ARC -FAULT CIRCUIT -INTERRUPTER PROTECTION PEjt• • • SECTION E3902.16. • • •••••• • O N W a A O Q zO z O DUCTLESS HEAT PUMP W/ CADETS DUCTLESS HEAT PUMP WITH CADETS HEATING & THERMOSTATS: DUCTLESS HEAT PUMP WITH ONE HEAD IN LARGEST ZONE OF HOME PER PLAN LOCATION. HEAT PUMP WITH HSPF 10.0. ZONAL ELECTRIC FAN FORCED HEATERS IN SECONDARY SPACES PER PLAN. ONE THERMOSTAT PER ZONE. WINDOWS & PATIO DOOR: U -VALUE 0.30 INSULATION OF CONDITIONED SPACE: CEILING - R49 EXTERIOR WALLS - R21 UNDER -FLOOR -R30 LIGHTING: 100% OF INTERIOR AND EXTERIOR LAMPS CFL. (CODE ALLOWS FOR TWO PERMANENTLY INSTALLED LIGHTING FIXTURES TO NOT HAVE HIGH -EFFICACY LAMPS) U -VALUE FOR EXTERIOR DOORS: 3/0 5236 FOUR LITE -.19 2/8 5206 1/2 LITE =.30 2/8 FIBERGLASS FIREDOOR =. 19 ADDITIONAL MEASURES: 5 & C ELECTRIC HVAC W/ HEAT PUMP ELECTRIC HVAC W/ HEAT PUMP HEATING & THERMOSTATS: MIN .92 EFF ELECTRIC FORCED AIR FURNACE. THE SYSTEM WILL BE SIZED FOR THE HOME AND TO N APPLICABLE CODES. SYSTEM WILL INCLUDE A PROGRAMMABLE THERMOSTAT. ELECTRIC HEAT PUMP: HSPF 9.5 / 15.0 SEER WINDOWS & PATIO DOOR: U -VALUE 0.30 INSULATION OF CONDITIONED SPACE: CEILING - R49 EXTERIOR WALLS - R21 UNDER -FLOOR - R30 DUCT INSULATION: R8 LIGHTING: 100% OF INTERIOR AND EXTERIOR LAMPS CFL. (CODE ALLOWS FOR TWO PERMANENTLY INSTALLED LIGHTING FIXTURES NOT HAVING HIGH -EFFICACY LAMPS) U -VALUE FOR EXTERIOR DOORS: 3/0 5236 FOUR LITE 2/8 5206 I/2 LITE =30 2/8 FIBERGLASS FIREDOOR =. 19 ADDITIONAL MEASURES: 5 & A GAS HVAC GAS HVAC W/ A/C CONDENSER UNIT HEATING & THERMOSTATS: MIN .95 AFUE GAS FORCED AIR FURN THE SYSTEM WILL BE SIZED FOR THE HOME AND TO MEET APPLICABLE CODES. SYSTEM WILL INCLUDE A PROGRAMMABLE THERMOSTAT. A/C CONDENSER UNIT: 13 SEER WINDOWS & PATIO DOOR: U -VALUE 0.30 INSULATION OF CONDITIONED SPACE: CEILING - R49 EXTERIOR WALLS - R21 UNDER -FLOOR -R30 DUCT INSULATION: R8 LIGHTING: 100% OF INTERIOR AND EXTERIOR LAMPS CFL. (CODE ALLOWS FOR TWO PERMANENTLY INSTALLED LIGHTING FIXTURES NOT HAVING HIGH -EFFICACY LAMPS) U -VALUE FOR EXTERIOR DOORS: 3/0 S236 FOUR LITE _ .19 2/8 5206 1/2 LITE =30 2/8 FIBERGLASS FIREDOOR = .19 ADDITIONAL MEASURES: 5 & A OPTIONAL LP CONVERSION 11. NVERT HVAC SYSTEM FROM GAS TO LP ti _ GAS HVAC W/ HEAT PUMP HEAT PUMP: 9.5 HSPF MANDATORY MEASURES - 2017 ORSC CHAPTER 11 PRESCRIPTIVE REQUIREMENTS - TABLE N1101.1 1 OPTION GLAZING AREA: % FLOOR GLAZING U -FACTOR SKYLIGHT U -FACTOR DOOR U -FACTOR INSULATION BASEMENT INS. DUCTS CEILING WALL FLOOR WALL SLAB STD. BASE CASE UNLIMITED 0.30 0.50 0.20 R-49 R-21 W/ INS. HEADERS R -LS CONTJ/ R-30 R-21 (FRAME R-15 2' R-8 - VAULTED CEILING SURFACE AREA EXCEEDING 50 PERCENT OF THE TOTAL HEATED SPACE FLOOR AREA SHALL HAVE A U -FACTOR NO GREATER THAN U-0.026 (R-49 SCISSOR TRUSS). - N1104.5.2 - INTERMEDIATE FRAMING CONSISTS OF WALL STUDS PLACED AT 16"O.C. WITH INSULATED HEADERS. HEADER VOIDS SHALL BE INSULATED WITH RIGID INSULATION WITH A MIN. R -VALUE OF 4 PER INCH OF THICKNESS. - NI 104.8.2 - EXTERIOR JOINTS AROUND WINDOWS AND DOOR FRAMES, BETWEEN WALL CAVITIES AND WINDOW OR DOOR FRAMES, BETWEEN WALL AND FOUNDATION, BETWEEN WALL AND ROOF, BETWEEN WALL PANELS, AT PENETRATIONS OR UTILITY SERVICES THROUGH WALLS, FLOORS AND ROOFS AND ALL OTHER OPENINGS IN THE EXTERIOR ENVELOPE SHALL BE SEALED IN A MANNER APPROVED BY THE BUILDING OFFICIAL. N1106.2 - DOMESTIC HOT WATER PIPING LOCATED OUTSIDE THE BUILDING THERMAL ENVELOPE SHALL BE INSULATED TO A MINIMUM OF R-3. - SPACES IN ELECTRICAL PANEL ALLOCATED FOR BOTH FUTURE SOLAR INSTALLATION AND FUTURE ELECTRIC CAR CHARGING INSTALLATION (NO CIRCUITS INCLUDED, PANEL SPACE ONLY). PLANS WITH 3 FULL BATHROOMS AND/OR 5 BEDROOMS RECEIVE A HEAT PUMP WATER HEATER. - IMPROVEMENTS TO THE BASE REQUIREMENTS ARE REQUIRED. TWO ADDITIONAL MEASURES FROM TABLE N1101.1(2) MUST BE CHOSEN: ADDITIONAL MEASURES - TABLE N1101.1 ENVELOPE ENHANCEMENT MEASURE tSELECT ONE): ® OPTION 5 - BUILDING TIGHTNESS TESTING. VENTILATION & DUCT SEALING: MANDATORY AIR SEALING OF ALL WALL COVERINGS AT TOP PLATE AND AIR SEALING CHECKLIST MECHANICAL WHOLE -BUILDING VENTILATION SYSTEM WITH RATES MEETING M 1503 OR ASHRAE 62.2 ALL DUCTS SEALED WITH MASTIC ❑OPTION 4 - HIGH -EFFICIENCY ENVELOPE -PROPOSED UA IS 8 PERCENT LOWER THAN CODE UA WHEN CALCULATED IN TABLE N1104.1(1). CONSERVATION MEASURE1SELECT ONE): ® OPTION A - HIGH EFFICIENCY HVAC SYSTEM: GAS OR PROPANE FIRED FURNACE WITH MIN. AFUE OF 94% OR AN AIR -SOURCE HEAT PUMP WITH MINIMUM HSPF 9.5/15.0 SEER COOLING ❑ OPTION C - DUCTLESS HEAT PUMP: DUCTLESS HEAT PUMP HSPF 10.0 IN PRIMARY ZONE OF DWELLING • • 1 0 w a O U•• N o d O � 14 • W UdW� v� A A rw o d U•• o d W 14 • " U • z Z o a �A' V 0 v • U•• �_ COO Wo N •• • o0 C7 • 14 • " U • ^ Q d p x U �p 0 �A' d r-. Vi RIDGE HEIGHT TOP OF PLATE,60 a FINISHED FUR_ _ 12 COMP. SHINGLE ROOFING ]2 6� 6 LOOK OUT BEAM BOARD & BATT 5/4x6 BELLY BAND CULTURED STONE AREA I . ! � - FINISHED GRADE BY s sF WALLs STONE SILL OWNER SLOPE TO CODE FRONT ELEVATION Lrlr 1 r LD V ii 1 11J1N 1/8" = 1'-0" REAR ELEVATION 1/811=11.011 5/4x6 BELLY BAND RIGHT ELEVATION 1/8" = I'-0" 31kiiNi11 U Ic n tSLrl V. Au 1 r13 EXTERIOR SIDING & TRIM SPECIFICATIONS 1) SIDNG ON WALLS: HORIZONTAL LAP SIDING. 2) SIDING IN GABLES WHERE SHOWN ON PLANS: PLAIN PANEL SI ON G WITH VERTICAL BATTS AT 16" O.C. OR SHAKE SIDING WITH STAGGERED BOTTOM EDGE. 31 TRIM AT EXTERIOR CORNERS: R40 EACH WAY 4) DENTIL RAIL FOR DESIGNATED GABLE ENDS: 514,6 BACK BAND, 514x3 CAP (METAL HEAD FLASHING TO MATCH), AND 5/4x4 BLOCKS AT 16" O.C.. 5) BELLY BAND AT THE BOTTOM OF DESIGNATED GABLE ENDS: Vkii TRIM (METAL HEAD FLASHING TO MATCH). 6) LOOK -OUT BEAM AT PEAK OF DESIGNATED GABLE ENDS: 4,6 BEAM. 4.4 ANGLED BRACE. AND 2.4 BACK PLATE. 7) WINDOW TRIM: 5/4x4 TRIM ALL SIDES, ON GROUPED WINDOWS THE VERTICAL CENTER MULLIONS WILL BE 514%B RIPPED TO FIT THE WIDTH BETWEEN WNDOWS. 8) GARAGE AND FRONT ENTRY DOOR TRIM: 5/44 TRIM EACH SIDE AND 514x6 HEADER TRIM. HEADER TRIM OVERHANGS EACH SIDE 1 1!1". (DOES NOT APPLY TO OTHER EXTERIOR DOORS) 9) SOFFITED AREAS: PLAIN PANEL SIDING WITH 414.3 TRIM AT PERIMETER. 10) WRAPPED PORCH SUPPORT BEAM AND PILLARS: FRONT, BACK. BOTTOM (BETWEEN POSTS) AND EXPOSED END OF THE SUPPORT BEAM TO BE COVERED WITH PLAIN (NO GROOVE) PANEL SIDING. POSTS TO BE WRAPPED PER DETAIL 76706. PILLAR COVER TO TERMINATE AT THE BOTTOM 8" BELOW THE TOP OF THE ROUGH FLOOR ELEVATION OF THE HOME. THE OWNER WILL PROVIDE THE FRONT PORCH (WOOD DECK OR CONCRETE SLAB). BASE TRIM TO BE ADJUSTED AS NEEDED. NOTE: EXTERIOR ELEVATIONS ARE DRAWN W/ ESTIMATED GRADES. ONCE SITE CLEARING & EXCAVATION IS COMPLETE, SOME ADJUSTMENTS MAY BE NECESSARY. � O � N r l v . CORNER ■ �N� ■Mir HORIZONTAL LAP SIDING i— 5/4x6 BELLY B CULTURED STONEAND VENEER CULTURED STONE AREA I . ! � - FINISHED GRADE BY s sF WALLs STONE SILL OWNER SLOPE TO CODE FRONT ELEVATION Lrlr 1 r LD V ii 1 11J1N 1/8" = 1'-0" REAR ELEVATION 1/811=11.011 5/4x6 BELLY BAND RIGHT ELEVATION 1/8" = I'-0" 31kiiNi11 U Ic n tSLrl V. Au 1 r13 EXTERIOR SIDING & TRIM SPECIFICATIONS 1) SIDNG ON WALLS: HORIZONTAL LAP SIDING. 2) SIDING IN GABLES WHERE SHOWN ON PLANS: PLAIN PANEL SI ON G WITH VERTICAL BATTS AT 16" O.C. OR SHAKE SIDING WITH STAGGERED BOTTOM EDGE. 31 TRIM AT EXTERIOR CORNERS: R40 EACH WAY 4) DENTIL RAIL FOR DESIGNATED GABLE ENDS: 514,6 BACK BAND, 514x3 CAP (METAL HEAD FLASHING TO MATCH), AND 5/4x4 BLOCKS AT 16" O.C.. 5) BELLY BAND AT THE BOTTOM OF DESIGNATED GABLE ENDS: Vkii TRIM (METAL HEAD FLASHING TO MATCH). 6) LOOK -OUT BEAM AT PEAK OF DESIGNATED GABLE ENDS: 4,6 BEAM. 4.4 ANGLED BRACE. AND 2.4 BACK PLATE. 7) WINDOW TRIM: 5/4x4 TRIM ALL SIDES, ON GROUPED WINDOWS THE VERTICAL CENTER MULLIONS WILL BE 514%B RIPPED TO FIT THE WIDTH BETWEEN WNDOWS. 8) GARAGE AND FRONT ENTRY DOOR TRIM: 5/44 TRIM EACH SIDE AND 514x6 HEADER TRIM. HEADER TRIM OVERHANGS EACH SIDE 1 1!1". (DOES NOT APPLY TO OTHER EXTERIOR DOORS) 9) SOFFITED AREAS: PLAIN PANEL SIDING WITH 414.3 TRIM AT PERIMETER. 10) WRAPPED PORCH SUPPORT BEAM AND PILLARS: FRONT, BACK. BOTTOM (BETWEEN POSTS) AND EXPOSED END OF THE SUPPORT BEAM TO BE COVERED WITH PLAIN (NO GROOVE) PANEL SIDING. POSTS TO BE WRAPPED PER DETAIL 76706. PILLAR COVER TO TERMINATE AT THE BOTTOM 8" BELOW THE TOP OF THE ROUGH FLOOR ELEVATION OF THE HOME. THE OWNER WILL PROVIDE THE FRONT PORCH (WOOD DECK OR CONCRETE SLAB). BASE TRIM TO BE ADJUSTED AS NEEDED. NOTE: EXTERIOR ELEVATIONS ARE DRAWN W/ ESTIMATED GRADES. ONCE SITE CLEARING & EXCAVATION IS COMPLETE, SOME ADJUSTMENTS MAY BE NECESSARY. M o � ., 00 A N o U w A I x QI p z Q W a 0 <H W W � o zw rrh�e O V U cW7 W 1-4 • � F"' M-1 • • - ¢• : •7l p� C7 • 3 • • ! 666!6• 6666•! •�\. • • • 6 r `) • • 6666•• ! • ! • • �/N a •00 N •00 w F- �i • �p ' �• • • U ' U-,i..on Q c) > xUo�D 0 �! dcon Hz > � O � N r l v � O Q M o � ., 00 A N o U w A I x QI p z Q W a 0 <H W W � o zw rrh�e O V U cW7 W 1-4 • � F"' M-1 • • - ¢• : •7l p� C7 • 3 • • ! 666!6• 6666•! •�\. • • • 6 r `) • • 6666•• ! • ! • • �/N a •00 N •00 w F- �i • �p ' �• • • U ' U-,i..on Q c) > xUo�D 0 �! dcon Hz > TYP ' I I I I I I I I I I I I I I I I I I k I I 1 I I I VI II �- 12- • -� al I I SOFFIT I ■ T ----- I ---12 � UNDER —44 -----�T II TRUSSES TO HAVE HEEL PER CHART, TYP. U.N.O. SEE DETAIL 1/D3 I I I I I I I W .. I` I tion I I I I I 1 1 1 1 1 1 1 1 I 1 .I I I +jP I I I I I■ 1 I 1 � I■ I I I I I I■ I I I I I I i l l l l l l l l l l l l l l I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I 1 I 1 I I I I I I I I I I I IIII�IIIIIIIIIII IIIIIIII L PO ITS I I I I I] j x10" i OOF r/ENT S"x8' CUT UT TP. I I I DE>�ICATD TWAEN (5) PLA ES INT[ 'ATIO T (11) PE4 PLA I I I I I I I I■ I I I I I I I I 1 I I I I I I I I I I I I I I l ISI■I I I I.■I I_ ■I I I■I 1 1 1 1 1 1■I F- I I I I I I I I 1 I I I I I I I tel_ 1- I I I 1 1 1 1 1 1 1 # I I M INUF. CTUPIE(3 T 1 ss 1 1 1 1 1 1 I T I 1I - I24" C. TI P. U ' I Iti I I I I I I I I Ltil I I I I I I I I I I I �I I I I I I �w� l I I�NaNI I I �• I l f l l illllllllllllll_IIIIIIIII I■i i j■i i i i i i i iA-I � I 1 1 1 1 �. a __ 1 -"". _y_ _w n• r r.�.»-ate. i.. - 6 I SOFFITL'M1DER i "1 I 12" —i 12 I THIS GABL� END IS TO BEEXTEN sEDTO18" 11'_6" _ 12'-0" '-0" 0" ROOF PLAN 1/8" = 1'-0" ROOF PLAN NOTES 1) PROVIDE PROTECTIVE FLASHING FOR ALL ROOF PENETRATIONS. 2) REQUIRED VENTILATION OPENINGS SHALL BE COVERED WITH BUG/INSECT SCREENS. 3) REQUIRED VENTILATION OPENINGS SHALL BE PROTECTED AGAINST THE ENTRANCE OF SNOW AND/ OR RAIN. 4) INSTALL INSULATION SO THAT THE FREE FLOW OF AIR WITHIN THE ATTIC IS NOT BLOCKED. (ORSC 8806.3) 5) COMPOSITION SHINGLE ROOFING TO BE INSTALLED OVER 15# ROOFING FELT PER MANUFACTURER'S SPECIFICATIONS. 6) SEE PLAN FOR ROOF PITCH. 7) GABLE END OVERHANGS ARE 12", EAVES ARE 2'-0" TYPICAL UNLESS NOTED OTHERWISE. 8) PORCH AND PATIO COVERS TO BE SOFFITED WITH PLAIN PANEL SIDING. VENT THE ENCLOSED SPACE PER CODE. 9) PROVIDE AND INSTALL RAIN GUTTERS AND DOWNSPOUTS AS REQUIRED PER BUILD LOCATION. VENTILATION 1) THE TOTAL NET FREE VENTILATION AREA SHALL NOT BE LESS THAN 1/300 OF THE AREA OF THE SPACE VENTILATED, PROVIDED THAT AT LEAST 40% BUT NOT MORE THAN 50% OF THE REQUIRED AREA IS PROVIDED BY VENTILATORS LOCATED IN THE UPPER PORTION OF THE SPACE BEING VENTILATED. THE REMAINING BALANCE OF THE REQUIRED VENTING WILL BE PROVIDED BY EAVE VENTS AND/OR LOW ROOF VENTS (R806.2). 2) ALTERNATIVE METHOD: VENTILATION SHALL NOT BE LESS THAN 1/150 OF THE AREA OF THE SPACE VENTILATED. VENTS: 1) 10"x10" ROOF VENTS ARE BASED ON 51 SQ IN NET FREE VENTILATION AREA PER VENT. 2) EAVE VENTS ARE BASED ON 9 SQ IN NET FREE VENTILATION AREA PER VENT. MAIN ROOF: AREA 420,792 SQ IN REQUIRED VENTING 1,403 SQ IN ROOF VENTS (HIGH) 714 SQ IN (14) EAVE VENTS 360 SQ IN (40) ROOF VENTS (LOW) 357 SQ IN (7) LEGEND DOWNSPOUT TO RAIN DRAIN ■ WNW" STANDARD ATTIC SPACE ROOF VENT ease] x " 0a o N oc)C A C W .. O � �oc w N o � Fil O QI /1 CIJ1x / c� SHOP h670 -__x l5'-6" tONC. SLAB I L z O ----- ----------- II II p- II � II ,I _q II PATIO COVER 11 II SOFFIT UNDER STOOP CBYGAS LINE� HE ROUGHIN OWNER) — 4040 SL , I F D \ 6080 SGD \,r,:ir I DW I b• r____' REF. I 4SH 1/2" SHEETROCK-fW;H" FIREWALL & LID BOLLARD / / / GARAGE 22'-0x 24, r CONC. Sr B ®GFI 16/0 x 8/0 OH GARAGE DOOR 8000 SERIES RANCH PANEL W/ STOCKBRIDGE WINDOW / + / 1 ryK."Al. FS _ TUB/SHOWER W/ROD O �I I I� 36 aal ¢>\ iEOBB1F J O] 5060 SL 5060 SL GAS FIREPLACE TYPE;:. \ W /BLOWER\FAN, \ SEE DETAIL §fD8 Gi 1 REAT ROOM 1 1 17'-7' 20' -II" 11 LAIN ATEA T .L NL J i —RIDGE ----------------r--- I / / AULTEI; 1 - •. L 1 S&P - 1 2868 0 LV 5/0 BI PASS 2868 i& C L 1 CO/SD \ O �i BEDROOM #2 N� 1 11'-8" x I1'-11" \\ CARPET — — — — — — — — — — — — — — — — i L DINING SYMBOL KITCHEN BEDROOM #3 - 111-0" x 10'-11" 1 P-2" x 13'-11 LAMINATE LAMINATE VAULTED 11 ;� C=_� VAULTED PORCH COVER ET. FRN M O 0000 O II Ty I \ LIGHT -FOYER -2 STORY U LIGHT - LARGE MUSHROOM U LIGHT - SMALL MUSHROOM 0 LIGHT - PENDANT x 1 b• r____' REF. I 4SH 1/2" SHEETROCK-fW;H" FIREWALL & LID BOLLARD / / / GARAGE 22'-0x 24, r CONC. Sr B ®GFI 16/0 x 8/0 OH GARAGE DOOR 8000 SERIES RANCH PANEL W/ STOCKBRIDGE WINDOW / + / 1 ryK."Al. FS _ TUB/SHOWER W/ROD O �I I I� 36 aal ¢>\ iEOBB1F J O] 5060 SL 5060 SL GAS FIREPLACE TYPE;:. \ W /BLOWER\FAN, \ SEE DETAIL §fD8 Gi 1 REAT ROOM 1 1 17'-7' 20' -II" 11 LAIN ATEA T .L NL J i —RIDGE ----------------r--- I / / AULTEI; 1 - •. L 1 S&P - 1 2868 0 LV 5/0 BI PASS 2868 i& C L 1 CO/SD \ O �i BEDROOM #2 N� 1 11'-8" x I1'-11" \\ CARPET — — — — — — — — — — — — — — — — i EGRESS 4060 SH 4060 SH MASTER SUITE 171-2" x IT -1 1 " CARPET c 2868 v .a as S \ I W.I.C. .D CARPET _, C e �' N C \ y I FI I—� I 1 I�uml / CUNI k11 A I , 15 corsn L — J -Sa M.vBATH x II�7 O lwL � h vp�yltG �I�---- L b SYMBOL - BEDROOM #3 - 111-0" x 10'-11" 3060 SH CARPET EGRESS 11 ;� C=_� EGRESS 4060 SH 4060 SH MASTER SUITE 171-2" x IT -1 1 " CARPET c 2868 v .a as S \ I W.I.C. .D CARPET _, C e �' N C \ y I FI I—� I 1 I�uml / CUNI k11 A I , 15 corsn L — J -Sa M.vBATH x II�7 O lwL � h vp�yltG �I�---- L b SYMBOL 1050 FSC I TEMP.MIP'NER 4 FAN - CONTINUOUS OPERATINGco (b OP FAN - 80 CFM SAM �OWt4ER 11 ;� C=_� LIGHT - WALL MOUNT - EXT. PORCH COVER I, 3060 SH HB M O 0000 SOFFR UNDE0. II LIGHT -FOYER -1 STORY � LIGHT -FOYER -2 STORY U 6060 DSH / ----- EGRESS ---- FLOOR PLAN 2008 SF 1/811 = 11-011 FLOOR PLAN NOTES 1) SEE NOTES SHEET (SHEET'N') FOR GENERAL FLOOR PLAN NOTES. 2) FOR STRUCTURAL REQUIREMENTS SEE FRAMING PLANS. 3) FOR LATERAL ENGINEERING INFORMATION SEE ALL "S" SHEETS ELECTRICAL LEGEND �a ELECTRICAL SYMBOL THERMOSTAT 4 FAN - CONTINUOUS OPERATINGco (b OP FAN - 80 CFM SAM FAN - CEILING ROUGH -IN 11 ;� C=_� LIGHT - WALL MOUNT - EXT. QO LIGHT - DINING ROOMD M O 0000 LIGHT - KEYLESS LIGHT -FOYER -1 STORY � LIGHT -FOYER -2 STORY U LIGHT - LARGE MUSHROOM U LIGHT - SMALL MUSHROOM 0 LIGHT - PENDANT x LIGHT -RECESSED CAN 0 LIGHT - W. M. - VANITY - 5B Q L 1511T, - W. M. - VANITY - 311 Q OUTLET - CEILING GFI (5— OUTLET - 110 Qp OUTLET - WATER PROOF OUTLET - 220 OUTLET -OR OUTLET -HALF HOT 0 OUTLET -PHONE T OUTLET -TV TV SMOKE DETECTOR SMOKE/CO DETECTOR CaOSD "WITCH - 1 WAY SWITCH - 3 WAY SWITCH -4 WAY SWITCH - DIMMER VAULTED AREA n • • c • i•Y• • �•J •e•••• �a U O ^ _ C 0000 ~~w O ,T;z o � W .. H chAAc�: M O 0000 W w N A ^I o IJ � 1� U OI O x n • • c • i•Y• • �•J •e•••• O ^ ,T;z o U o. W � 1� ^ O z U � FT\ O • n • • c • i•Y• • �•J •e•••• 21'-3 1/4" 14'-0" (WHEN JOISTS END AT INTERIOR BEARING WALLS) AND r I r NOTES ON SHEET'N'. ® I I JOIST LAYOUT FOR 19.2" SPACING L J —J 2 - 38 3/8" (3'-2 3/8") 16-10 - 192" (16-0") POST PER ENGINEER ON 12" DIA. 11 - 2113/16" (17-7 3/16") 4 - 76 13/16" (6-4 13/16") CONC. SONOTUBE (X/SX) ON 8'-5 - 96" (8'-0") 13 - 249 5/8" (20'-9 5/8") CONC. FTG. PER ENGINEER ¢ 14 - 268 13/16" (22'-4 13/16") 7 - 134 3/8" (11'-2 3/8") '-6" 1 8 - 153 5/8" (12'-9 5/8") o 1'-10 3/16" Q o � 1'-10 3/16" 11-13/16" �O�T� 16-3 5/8" T-0 1/2" ----------- ------------ t ----------- -----------�- RIM BOARD r-��--_- OL'T , r--- - - --- I �IMHING ------------------------- ---------------------------- ---- 6,'0 DOOR I I I !Y STEM WALL I I I 6"x4" PL-I, No VTcTtiTS � I I f 1 I I C I BL 1CKOUT TOP ATTACHJOISTS W: LEDGER PER 1 16"x6" SCRFENED GENTS IN TOP 1 1 I I I 01 FDN. WALL DETAIL l/01, 1/S2 OF V]_NI 2" 131 -LOW TOP OF I I I I I I I I I I TO FTG. I I f fi-mil VAPOR 13ARRIE1t CONT. CONC. WALL, TYP (I3) PLACES I a I I I I I I I THROUti1101'T• 1.AP MIN. 12" 1-7 I I I I I BLOCKING 0! I NI ERJVEDIATI. I i JOIST SUTPORTS, TYP. --------------------------- - - - - - - - - - - - - - - - - - --------J 1 L I I R k[.III I h"x4" PLUMBING \ I PFR V()TF 7 i 1 L BLOCK Oli I- TOP OF 2411 curGUT IN S IRJ? 17G,, ----- ----- - "` � FDN. WALL TO 1'T� FOR ACCESS THItOUGH -------------- - 11'-6" , I 1 CRIiPPU: WA', -L, (TYP. OF 1 I -JOIST BLOC161\{; @ 49" O.C, BOLLARD 3/4" T&Q SUBFLOOR (?VE 91/211 - j 3'-0" WOOD-1•JOI,4TS Q 19.2" U.G. I i 1 OFFSET JOISTS TO I 6" WIDE STEM WALL i MISS PLUMBING ON CONC. FTG. PER I I I ENGINEER - TYP. U.N.O. 1 I 2 4 BEARI NG WALL j I I ON CU ,C. FTG. PER f CONCRETESLAB I I SLOPED TO CODE I I F7tiGItiEEEt, TYP- UA' O. L---------- - zi,--- --- - - -- - - - - - - - - - -- r----------- -------------------------------- -----------1 PT MUD SILL & ANCHOR BOLT ] SPACING PER ENGINEER. (BOLTS 1 MAX. 12" FROM BOARD ENDS) a RII.PRESENTS ANCHOR BOLTS TO PROTRUDE 2 1/4" j =� PLUMBINci ABOVE THE CONC. FDN. WALL i DROP, TY P. I — IDJUSTJOIST I FOR ACCESS UFER ROD I 1 PER NOTE 7 1 -----, I r-�-- -- CONC ' FTG. PER ENGINEER 1 1 „---' I ' CON C. FTG. PER 3O DOOR,- I - @BEARING POINTS L J ENG?NEER (r NO VENTSI L 1 BEAR ING, PL31tiT5 L 1 I I I I 11 1'-P. 1/2"OFFSETINWOOD L-_-_-_--__-1 Z J},a �Q I L-I_---_-------� I 1'-10 6' I FRAMED WALL @ I I _ •_... _ - I I I pFFSET JOISTS I THIS POINT L------------------------1 _ o ----------- , r--- .= .. --IF'i -� r� RIM BOARD -----_--- MISSPLUMBI i CONTINUOUS FOOTING r' ff I q I ------------------------ --- 3'-11/2" 16'-3" 3'-11/2" ! I 6'-6" I L---------- --J I r POST PER ENGINEER ON ' 12" DIA. CONC.SONOTUBE ~ _ RIM BOARD L J (X/SX) ON CONC. FTG. PER 4" DIA. DRYER ENGINEER VENT BLOCKOUT ¢ ¢ 2'-6" 11'-6" 12'-0" 6'-0" 12'-0" 6'-0" 70'-0" FOUNDATION PLAN 1/8" = 1'-0" FDN PLAN NOTES 1) SEE ENGINEERE'S NOTES SHEET FOR GENERAL FOUNDATION PLAN NOTES AND REQUIREMENTS. 2) ® = BEARING WALLS THAT ARE SUPPORTED ON CONTINUOUS FOOTINGS AND REQUIRE ANCHOR BOLT CONNECTION (PLATE TO FOOTING). 3) 2" DIAMETER WATER LINE BLOCKOUT AND 5" DIAMETER SEWER LINE BLOCKOUT LOCATION(S) TO BE IDENTIFIED ON SITE IF REQUIRED. 4) : = VENTS PROHIBITED IN DOOR SITES. 5) CRIPPLE WALLS W/ A STUD HEIGHT LESS THAN 14" SHALL BE CONTINUOUSLY SHEATHED ON ONE SIDE W/ WOOD STRUCTURAL PANELS FASTENED TO BOTH TOP & BOTTOM PLATES. 6) ALL POSTS AS WELL AS ANY BEARING WALLS PARALLEL TO THE FLOOR JOISTS ARE TO EXTEND TO DECKING. 7) PROVIDE (2) UFER GROUNDS TIED INTO REBAR GRID. (1) AT PANEL LOCATION & (1) AT MIN. 20 FT. SEPARATION. VENTILATION 1) THE TOTAL NET FREE VENTILATION AREA SHALL NOT BE LESS THAN 1/300 OF THE AREA OF THE CRAWLSPACE WITH THE USE OF A CLASS 1 VAPOR RETARDER MATERIAL. THERE SHALL BE ONE VENT MIN, WITHIN Y OF EACH BUILDING CORNER (ORSC R408.1). FOUNDATION VENTS ARE BASED ON A SCREENED 16" x 6" VENT WITH A NET -FREE VENTILATING AREA OF 72 SQ IN PER VENT. CRAWLSPACE: AREA 274,104 SQ IN REQUIRED VENTING 914 SQ IN VENTS REQUIRED 13 VENTS VENTS PROVIDED 13 VENTS JOIST LAYOUT NOTES 2) ® = REPRESENTS FULL DEPTH BLOCKING AT JOIST ENDS (WHEN JOISTS END AT INTERIOR BEARING WALLS) AND INTERMEDIATE JOIST SUPPORTS. 3) FOR ADDITIONAL NOTES AND INFORMATION SEE FLOOR JOIST NOTES ON SHEET'N'. 4) REFER TO MANUFACTURER'S SPECIFICATIONS AND DRAWINGS FOR INSTALLATION. JOIST LAYOUT FOR 19.2" SPACING 1 - 19 3/16" (1'-7 3/16") 9 - 172 13/16" (14'-4 13/16") 2 - 38 3/8" (3'-2 3/8") 16-10 - 192" (16-0") 3 - 57 5/8" (4'-9 5/8") 11 - 2113/16" (17-7 3/16") 4 - 76 13/16" (6-4 13/16") 12 - 230 3/8" (19'-2 3/8") 8'-5 - 96" (8'-0") 13 - 249 5/8" (20'-9 5/8") 6 - 115 3/16" (9'-7 3/16") 14 - 268 13/16" (22'-4 13/16") 7 - 134 3/8" (11'-2 3/8") 24'-15 - 288" (24'-0") 8 - 153 5/8" (12'-9 5/8") U. o THIS PLAN IS FULLY ENGINEERED REFER TO ENGINEER'S 'S' SHEETS FOR ADDITIONAL STRUCTURAL, SHEARWALL & HOLDOWN INFORMATION O � � N II � O Q o dFW-'w� M oa � 0 00 w N OZ �a Q Q O 0 U. o U .-1 Q o � z �O�T� z o O c. !� O OZ �a Q U. o z �O�T� �f�j� d • � Q� C) �rl �- u � � • I•-1 Q W �... Q... Uo � x FOUNDATION PLAN 1/8" = 1'-0" FDN PLAN NOTES 1) SEE ENGINEERE'S NOTES SHEET FOR GENERAL FOUNDATION PLAN NOTES AND REQUIREMENTS. 2) ® = BEARING WALLS THAT ARE SUPPORTED ON CONTINUOUS FOOTINGS AND REQUIRE ANCHOR BOLT CONNECTION (PLATE TO FOOTING). 3) 2" DIAMETER WATER LINE BLOCKOUT AND 5" DIAMETER SEWER LINE BLOCKOUT LOCATIONS) TO BE IDENTIFIED ON SITE IF REQUIRED. 4) = VENTS PROHIBITED IN DOOR SITES. 5) CRIPPLE WALLS W/ A STUD HEIGHT LESS THAN 14" SHALL BE CONTINUOUSLY SHEATHED ON ONE SIDE W/ WOOD STRUCTURAL PANELS FASTENED TO BOTH TOP & BOTTOM PLATES. 6) ALL POSTS AS WELL AS ANY BEARING WALLS PARALLEL TO THE FLOOR JOISTS ARE TO EXTEND TO DECKING. 7) PROVIDE (2) UFER GROUNDS TIED INTO REBAR GRID. (1) AT PANEL LOCATION & (1) AT MIN. 20 FT. SEPARATION. VENTILATION 1) THE TOTAL NET FREE VENTILATION AREA SHALL NOT BE LESS THAN 1/300 OF THE AREA OF THE CRAWLSPACE WITH THE USE OF A CLASS I VAPOR RETARDER MATERIAL. THERE SHALL BE ONE VENT MIN, WITHIN Y OF EACH BUILDING CORNER (ORSC R408.1). FOUNDATION VENTS ARE BASED ON A SCREENED 16" x 6" VENT WITH A NET -FREE VENTILATING AREA OF 72 SQ IN PER VENT. CRAWLSPACE: AREA 274,104 SQ IN REQUIRED VENTING 914 SQ IN VENTS REQUIRED 13 VENTS VENTS PROVIDED 13 VENTS JOIST LAYOUT NOTES 21'-3 1/4" 14'-0" (WHEN JOISTS END AT INTERIOR BEARING WALLS) AND INTERMEDIATE JOIST SUPPORTS. __F-r ® I I NOTES ON SHEET'N'. 4) REFER TO MANUFACTURER'S SPECIFICATIONS AND DRAWINGS FOR INSTALLATION. JOIST LAYOUT FOR 19.2" SPACING L L J y J 9 - 172 13/16" (14'-4 13/16") 2 - 38 3/8" (3'-2 3/8") POST PER ENGINEER ON 12" DIAD CONC. SONOTUBE (X/SX) ON 3 - 57 5/8" (4'-9 5/811) 11 - 2113/16" (17'-7 3/16") CONC. FTG. PER ENGINEER a a 12 - 230 3/8" (19'-2 3/811) V 10'4" 59,_6" 6 - 115 3/16" (9'-7 311611) 14 - 268 13/16" (22'-4 13/1611) 7 - 134 3/8" (11'-2 3/8") 1''10 3116" 8 - 153 5/8" (12'-9 5/8") o O w r4 1'-10 3/16" 1'-13/16" Q � 3'-10 1/2" I 16'-3 5/8" 1/2" I ----------- — — — —T-0 ------------- —f-- -------------- ----------------------------- RIM BOARD 11 37 BLOCK OUT --------------- —---------- ------- —--------------------- __---- I n.0 Dooll I IN STEM WALL I I tin VENTS \�ll I q I I 6"x4" PLUMBING TACH JOISTS I I I � I I BLOCKOUT TOP WiLEDGER PER 16"x6"SCREENEDV'EN7SWJTOP I 22 I I OF FDNI. WALL OF VENT 2" 1ILLOW TOP OF I T)F•TAIL• 1/131, 1/S2 I F I I I I TO FTG. CONC. WALL, TYP (1;I PLACES IF I I I I I i0oo I I I 6-m61 VAPOR BARRIER CONT. I I 17 I I THROUOIIOUT. LAP MIN. 12" I I I BLOCKING.fp INIERMEDIATL• I IvF II I I I JOIST SUPPORTS, TYP. I ___� — — — — — — — — — — — ______ -------------------------- -------------------- I I � I I I UFERROD I i—_--.__-_—_.—_---4+"x4"I'LUAIBING--- .�-------------------------------- � PER NOTE 7 I I I L-------------11=DN.WALL Sl_O[:r<Of T TOP OF 24" CU71]!.'T IN STRIP FTG, TOa"T� FORAt_'C'ES5TI1kOU[aH I q _ _ _ _ _ _ _ CRIPPLr, WALL, (i'YP, OF 5) j I 11'-6" , I I i -JOIST BLOCKING (ay 4R" O.C. BOLLARD I I I 3/4" T&G SUbFLODR OVER 9112" 11 I - CIP WOOD -1 -JOISTS g 19.2" O.C. I I I OFFSET JOISTS TO I I I 6" WIDE STEM WALL iI MISS PLUMBING ON CONC. FTG. PER I I I 1 1 I ENGINEER - TYP. U.N.O. I 20 BEARING WALL I I I I I ON CONIC. FTG. PER +g 1 1 I I I CONCRETESLAB I I SLOPED TO CODE I II FTGINEER- TYP- U.N.O. L----------- --- -- ------------ ----- ---- — —— -----� I I _____________________________ _-1 I_ I PT MUD SILL & ANCHOR BOLT I SPACING PER ENGINEER. (BOLTS I I MAX. 12" FROM BOARD ENDS) < REPRESENTSI I j I ANCHOR BOLTS TO PROTRUDE 2 1/4" j j — PLUMBING I j ABOVE THE CONC. FDN. WALL I I DROP, MP I ID ADR.ST JOIST FOR ACCESS I UFER ROD NOTE7 I r---------� r----_-- I �11`11R I CONC. FTG. PER ENGINEER FFG. PER 3/0 DOOR r J @BEARING POINTS L J ,,—CONC. EyGIftiFER �a— I _ NO VENTS L ry BEARING POI, , � 1 1/2"OFFSETINWOOD /// �— —__�__ __� _ T� I L_____ Z_ I I FRAMED WALL @ I I _ OFFSET JOISTS O i I THIS POINT L----------------------ILT o —_—`-- ----r-- -- —� j RIM BOARD --------- MISS PLUMBi �j —CONTINUOUS FOOTING --- ---- --- 3'-1 1/2" 16'-3" 3'-] 1!2" I 6'-6" _ _ _ — — _ _ _ r ��POST PER ENGINEER ON 12" DIA. CONC. SONOTUBE 4" DIA. DRYER __ RIM BOAR E] L J (X/SX) ON CONC. FTG. PER ENGINEER VENTBLOCKOUT Q ¢ 22'-6" IP -6" 12'_0„ 6'-0" 12'- " 64' 70'_0" _ FOUNDATION PLAN 1/8" = 1'-0" FDN PLAN NOTES 1) SEE ENGINEERE'S NOTES SHEET FOR GENERAL FOUNDATION PLAN NOTES AND REQUIREMENTS. 2) ® = BEARING WALLS THAT ARE SUPPORTED ON CONTINUOUS FOOTINGS AND REQUIRE ANCHOR BOLT CONNECTION (PLATE TO FOOTING). 3) 2" DIAMETER WATER LINE BLOCKOUT AND 5" DIAMETER SEWER LINE BLOCKOUT LOCATIONS) TO BE IDENTIFIED ON SITE IF REQUIRED. 4) = VENTS PROHIBITED IN DOOR SITES. 5) CRIPPLE WALLS W/ A STUD HEIGHT LESS THAN 14" SHALL BE CONTINUOUSLY SHEATHED ON ONE SIDE W/ WOOD STRUCTURAL PANELS FASTENED TO BOTH TOP & BOTTOM PLATES. 6) ALL POSTS AS WELL AS ANY BEARING WALLS PARALLEL TO THE FLOOR JOISTS ARE TO EXTEND TO DECKING. 7) PROVIDE (2) UFER GROUNDS TIED INTO REBAR GRID. (1) AT PANEL LOCATION & (1) AT MIN. 20 FT. SEPARATION. VENTILATION 1) THE TOTAL NET FREE VENTILATION AREA SHALL NOT BE LESS THAN 1/300 OF THE AREA OF THE CRAWLSPACE WITH THE USE OF A CLASS I VAPOR RETARDER MATERIAL. THERE SHALL BE ONE VENT MIN, WITHIN Y OF EACH BUILDING CORNER (ORSC R408.1). FOUNDATION VENTS ARE BASED ON A SCREENED 16" x 6" VENT WITH A NET -FREE VENTILATING AREA OF 72 SQ IN PER VENT. CRAWLSPACE: AREA 274,104 SQ IN REQUIRED VENTING 914 SQ IN VENTS REQUIRED 13 VENTS VENTS PROVIDED 13 VENTS JOIST LAYOUT NOTES 2) ® = REPRESENTS FULL DEPTH BLOCKING AT JOIST ENDS (WHEN JOISTS END AT INTERIOR BEARING WALLS) AND INTERMEDIATE JOIST SUPPORTS. 3) FOR ADDITIONAL NOTES AND INFORMATION SEE FLOOR JOIST NOTES ON SHEET'N'. 4) REFER TO MANUFACTURER'S SPECIFICATIONS AND DRAWINGS FOR INSTALLATION. JOIST LAYOUT FOR 19.2" SPACING 1 - 19 3/16" (1'-7 3/16") 9 - 172 13/16" (14'-4 13/16") 2 - 38 3/8" (3'-2 3/8") 16'-10 - 192" (16'4") 3 - 57 5/8" (4'-9 5/811) 11 - 2113/16" (17'-7 3/16") 4 - 76 13/16" (6-4 13/16") 12 - 230 3/8" (19'-2 3/811) 81-5-961, (8'-0") 13 - 249 5/8" (20'-9 5/8") 6 - 115 3/16" (9'-7 311611) 14 - 268 13/16" (22'-4 13/1611) 7 - 134 3/8" (11'-2 3/8") 24'-15 - 288" (24'-0") 8 - 153 5/8" (12'-9 5/8") o O w r4 THIS PLAN IS FULLY ENGINEERED REFER TO ENGINEER'S 'S' SHEETS FOR ADDITIONAL STRUCTURAL, SHEARWALL & HOLDOWN INFORMATION :1 ••••• G1 a 0 0 a � z A N �J BC O 0 �.,,� • • . � O W N W chAAts! Mz0�dj0 0 M � ooc ¢�V)> .: w N o O w r4 Q � z� x i ••••• ••••• a � z A o• W N �D • M a••• C) p: • �.,,� • • . o a � O •• Mz0�dj0 0 ¢�V)> .: z� ATO ••••• ••••• o• W N �D • M a••• C) p: • �.,,� • • . a I --I O• W� •• Mz0�dj0 0 ¢�V)> .: FOUNDATION PLAN 1/8" = 1'-0" FDN PLAN NOTES 1) SEE ENGINEERE'S NOTES SHEET FOR GENERAL FOUNDATION PLAN NOTES AND REQUIREMENTS. 2) ® = BEARING WALLS THAT ARE SUPPORTED ON CONTINUOUS FOOTINGS AND REQUIRE ANCHOR BOLT CONNECTION (PLATE TO FOOTING). 3) 2" DIAMETER WATER LINE BLOCKOUT AND 5" DIAMETER SEWER LINE BLOCKOUT LOCATION(S) TO BE IDENTIFIED ON SITE IF REQUIRED. 4) = VENTS PROHIBITED IN DOOR SITES. 5) CRIPPLE WALLS W/ A STUD HEIGHT LESS THAN 14" SHALL BE CONTINUOUSLY SHEATHED ON ONE SIDE W/ WOOD STRUCTURAL PANELS FASTENED TO BOTH TOP & BOTTOM PLATES. 6) ALL POSTS AS WELL AS ANY BEARING WALLS PARALLEL TO THE FLOOR JOISTS ARE TO EXTEND TO DECKING. 7) PROVIDE (2) UFER GROUNDS TIED INTO REBAR GRID. (1) AT PANEL LOCATION & (1) AT MIN. 20 FT. SEPARATION. VENTILATION 1) THE TOTAL NET FREE VENTILATION AREA SHALL NOT BE LESS THAN 1/300 OF THE AREA OF THE CRAWLSPACE WITH THE USE OF A CLASS 1 VAPOR RETARDER MATERIAL. THERE SHALL BE ONE VENT MIN, WITHIN 3' OF EACH BUILDING CORNER (ORSC R408.1). FOUNDATION VENTS ARE BASED ON A SCREENED 16" x 6" VENT WITH A NET -FREE VENTILATING AREA OF 72 SQ IN PER VENT. CRAWLSPACE: AREA 274,104 SQ IN REQUIRED VENTING 914 SQ IN VENTS REQUIRED 13 VENTS VENTS PROVIDED 13 VENTS JOIST LAYOUT NOTES 211-3 1/41 14'-0" INTERMEDIATE JOIST SUPPORTS. 3) FOR ADDITIONAL NOTES AND INFORMATION SEE FLOOR JOIST NOTES ON SHEET'N', r -1 r�7 ® I 1 FOR INSTALLATION. JOIST LAYOUT FOR 19.2" SPACING I - 19 3/16" (1'-7 3/16") 9 - 172 13/16" (14'-4 13/16") a•i4e L J J 11 - 2113/16" (17'-7 3/16") 4 - 76 13/16" (6-4 13/16") 12 - 230 3/8" (19'-2 3/8") 8'-5 - 96" (8'-0") POST PER ENGINEER ON 12" DIA. CONC. SONOTUBE (X/SX) ON 6 - 115 3/16" (9'-7 3/16") 14 - 268 13/16" (22'-4 13/16") 7 - 134 3/8" (11'-2 3/8") 24'-15 - 288" (24'-0") CONC. FTG, PER ENGINEER a 59'-6" V-10 3 16" F-10 3/16" 1'-1 3/16" I 16'-3 5/8" 112"- ----------- - - - -7'-0 ------------- ---- I RIM BOARD 1 37"IJ1.00i{OU-T - --- ---------------EODi)OR ------ ----------------------------^--------�-- I I 1 1N STEM WALL 6"x4" PLUMBING V1:N1S r1TTACH J[1dST5I 1= n I I I I 1 BLOCKOI'T TOP W. LEDGER PER 16"x6" SCR1-ENED VENTS W,' TOP I � 1 I 1 I OF FDv. WALL I7£TAIL 1/171, ]/S2 OF VF.NT2" BL•LOW TOP OF 1 I I 1 TO PTG• CIJNC. WALL, TYP (13) PLACES I H I I j a 1 I I i 6 -mil VAPOR BARRIER CON T. THROUG11OUT. IJ[P MIN. 12"% 1 1 I 1 1 I I i i / 1� I I BLf)CK1NG yi- Iti7 ERMEDIATI 1 I w I I i JOIST SUPPORTS, TYP I 1----------------- LFFR ROD I 1 -------- !. x4" PLUMBING I PFR NOT£ 7 I I I L----------- —"1 BLOCKOUI TOP OF 24" CU7"i!U'F IN 51'RIP FTG_ PDN. FOR ACC ESS I I c 1 111— 1 1 CRTPPLF.WALL,(TYP,OFi) I-JOISTBLOCK [NO a^y411"O.C. 1 o j BOLLARD 1 1 ® 3/4" T&(� SUBFLOOR OVER 9 1/2" I WCH)D-I-JO151'S ;g; 19.2" O.C. I I N ^ I OFFSET JOISTS TO I I 6" WIDE STEM WALL I MISS PLLIMBO;G 1 1 ON CONC. FTG. PER 1 1 1 1 1 ENGINEER - TYP. U.N.O. I 20 BF,ARING WALL I I 1 I 1 ON =C. FTG. PER I I I I i CONCRETESLAB I I SLOPED TO CODE I I I FJtiGIN:EER TYP. U.N.O. L----------- .. - - --- - - - --- - - - - ----------- I 1 r-- - ------ -----------------_----------------- .. ----------� 1 1 I PT MUD SILL & ANCHOR BOLT I I SPACING PER ENGINEER. (BOLTS 1 1 I I MAX. 12" FROM BOARD ENDS) I ANCHOR BOLTS TO PROTRUDE 2 1/4" 1 I RCPRLSENTS PLUMBING I ABOVE THE CONC. FDN. WALL I I DROIP, TY11. I 10 I I I--ADIL�T JOIST 1 I FOR ACCESS I UFER ROD I j l PER NOTE 7 r-_-_-----� �- ----- I I CONC. FTG. PER ENGINEER 1 I I CONC F'I'G. PER DOOR? - i 1 r J Q BEARING POINTS I L -J I ENGINEER @I l- 13E.1RINC POINTS I_ NO VENTSI I 11 O 1 1 I I 1'-1 F-1 3/1 +r16 I 1/2" OF -_-_-_-___-J Z ��-------^-----� !OFFSET I I FRAMED LL 1 JOISTS '0 G I L THIS POINT L ------------------------J ------ ---- , r -_ - -i -� o r� RIM BOARD --------- MISS PLUMB I CONTINUOUS FOOTING r 1 o ------------------------ --- 3'-11/2" 1 3'-I 1/2" 6'-6" 1 (--_-_ ___ _ --� I 1 r �_POSTPERENGINEERON I 4" DIA. DRYER 12" DIA. CONC. SONOTUBE RIM BOARD -r L J (wSX) ON CONC. FTG. PER ENGINEER VENTBLOCKOUT 22'-6" 11'-6" IT -O" 6'-0" 12'-0" 6'-0" 70'-0" 46 FOUNDATION PLAN 1/8" = 1'-0" FDN PLAN NOTES 1) SEE ENGINEERE'S NOTES SHEET FOR GENERAL FOUNDATION PLAN NOTES AND REQUIREMENTS. 2) ® = BEARING WALLS THAT ARE SUPPORTED ON CONTINUOUS FOOTINGS AND REQUIRE ANCHOR BOLT CONNECTION (PLATE TO FOOTING). 3) 2" DIAMETER WATER LINE BLOCKOUT AND 5" DIAMETER SEWER LINE BLOCKOUT LOCATION(S) TO BE IDENTIFIED ON SITE IF REQUIRED. 4) = VENTS PROHIBITED IN DOOR SITES. 5) CRIPPLE WALLS W/ A STUD HEIGHT LESS THAN 14" SHALL BE CONTINUOUSLY SHEATHED ON ONE SIDE W/ WOOD STRUCTURAL PANELS FASTENED TO BOTH TOP & BOTTOM PLATES. 6) ALL POSTS AS WELL AS ANY BEARING WALLS PARALLEL TO THE FLOOR JOISTS ARE TO EXTEND TO DECKING. 7) PROVIDE (2) UFER GROUNDS TIED INTO REBAR GRID. (1) AT PANEL LOCATION & (1) AT MIN. 20 FT. SEPARATION. VENTILATION 1) THE TOTAL NET FREE VENTILATION AREA SHALL NOT BE LESS THAN 1/300 OF THE AREA OF THE CRAWLSPACE WITH THE USE OF A CLASS 1 VAPOR RETARDER MATERIAL. THERE SHALL BE ONE VENT MIN, WITHIN 3' OF EACH BUILDING CORNER (ORSC R408.1). FOUNDATION VENTS ARE BASED ON A SCREENED 16" x 6" VENT WITH A NET -FREE VENTILATING AREA OF 72 SQ IN PER VENT. CRAWLSPACE: AREA 274,104 SQ IN REQUIRED VENTING 914 SQ IN VENTS REQUIRED 13 VENTS VENTS PROVIDED 13 VENTS JOIST LAYOUT NOTES 2) ® = REPRESENTS FULL DEPTH BLOCKING AT JOIST ENDS (WHEN JOISTS END AT INTERIOR BEARING WALLS) AND INTERMEDIATE JOIST SUPPORTS. 3) FOR ADDITIONAL NOTES AND INFORMATION SEE FLOOR JOIST NOTES ON SHEET'N', 4) REFER TO MANUFACTURER'S SPECIFICATIONS AND DRAWINGS FOR INSTALLATION. JOIST LAYOUT FOR 19.2" SPACING I - 19 3/16" (1'-7 3/16") 9 - 172 13/16" (14'-4 13/16") a•i4e 16'-10 - 192" (16'-0") 3 - 57 5/8" (4'-9 5/8") 11 - 2113/16" (17'-7 3/16") 4 - 76 13/16" (6-4 13/16") 12 - 230 3/8" (19'-2 3/8") 8'-5 - 96" (8'-0") 13 - 249 5/8" (20'-9 5/8") 6 - 115 3/16" (9'-7 3/16") 14 - 268 13/16" (22'-4 13/16") 7 - 134 3/8" (11'-2 3/8") 24'-15 - 288" (24'-0") 8-1535/8" (12'-9 5/8") THIS PLAN IS FULLY ENGINEERED REFER TO ENGINEER'S 'S' SHEETS FOR ADDITIONAL STRUCTURAL, SHEARWALL & HOLDOWN INFORMATION r O ~ N O 00 O A U¢� c -n M o� 00 w N A � o O a w 0 x ••••• ••••• +� •• • • •• • ".T o• P/ • • • M' V O••• C) 2 a4 a•i4e o. •.•� �T4 ago � xVo O ,.• ¢�Hz . ¢��> STRUCTURAL GABLE END TRUSS z5 U 6" 4'-10" _ 0 Z Il0 X EGRESS W zll aW Il�z aw jjra� 4060 SH 4060 SH �Wjl a I i PATIO COVER - SOFFIT UNDER I w a¢ Z O 41'-9 112" I I Q a0 I c7 (~ I I 4040 SL I 6080 SGD II I I I I 5060 SLf'5060 I SL 4--0„ ALL PERP. BEAMS TO BE _ Nr N SET IN WALL ON DBL. GAS FIREPLACE DETAIL Sa/DS 2x STUDS, TYP. U.N.O. a 2'-11 1/2'! 2 10 RIO IN'T'ER PITCH 1T-8 1/2" z5 U 6" 4'-10" � EGRESS W a 4060 SH 4060 SH r� z o Z O o w W N M z5 o z o a � W a z o Z z� z o w W c7 (~ hal ••••• • •• • ••••• •••••• • ••M oc • U r-+ 0 • • •Q..,14.••• U O•E) RIDGE HEIGHT VENTILATION: PROVIDE 1/300th VENTILATION, MIN. 40%,— BUT 0%-BUT NOT MORE THAN 50%13Y VENTILATORS IN UPPER PORTION OF SPACE, BALANCE OF REQUIRED VENTILATION PROVIDED BY LOW ROOF VENTS AND/OR EAVE VENTS. 6" TIMBERLOK SCREW OR EQUIVALENT UP TO 540# UPLIFT. 12 IF OVER 540# UPLIFT, USE H2.5ACITY OR HIGHER CAPACITY 6 HURRICANE TIE AS REQUIRED TO MEET UPLIFT REQUIREMENT. 0 PROVIDE LS50 OR RBC CLIP, z PLATE TO BLOCKING, PER�rt� SHEARWALL SCHEDULE {y'[y{'{ y���'��y�{'(�",'(� 1 it 1�� .l •_1-- 6i TOP OF PLATE -2 12 1/2" SHEETROCK, ALL 5112" FASCIA GUTTERS 2'-0" WALLS AND CEILING W 2"x4" DOWNSPOUTS (DOES NOT APPLY TO ICE & SNOW AREA) PT MUD SILL & ANCHOR BOLT SPACING PER ENGINEER. (BOLTS MAX. 12" FROM BOARD ENDS) 3/4" T&G SUBFLOOR ON 9 1/2" FINISHED FLR. WOOD -I -JOISTS- I�p. 9.2" O.C. FLOOR INSULATK Z 00 FINISHED GRADE BY OWNER, SLOPED TO CODE NOTE: PROVIDE 16"x6" SCREENED VENTS, MIN. 1 SQ. FT. OF FREE VENT AREA FOR EVERY 300 SQ. FT. OF CRAWL SPACE FLOOR AREA & TO MEET LAYOUT REQUIREMENTS OF CODE PER SECTION A R408.1 (2017 ORSC). 1/411 = 11-011 R-30 COMPOSITION SHINGLE ROOFING ON 15# FELT OVER 7/16" WAFERBOARD (TRACTION SIDE UP) W/ 5/8" CCX PLYWOOD ON OVERHANGS ON MF'D TRUSSES @ 2'-0" O.C. FASTEN TRUSSES TO WALL W/ HURRICANE ANCHORS. ATTIC INSULATION R -VALUE: R-09 - r ..: tT?� ' f ?? I_..7.T I I.».rt T rI • , 2x4 STUDS @a 16" O.C. INTERIOR PARTITIONS U.N.O. 1/2" PARTICLE BOARD (VINYL AREAS ONLY) ON 7# BLDG. PAPER OVERSUBFLOOR Emil VISQUEEN MOISTURE BARRIER THROUGHOUT, LAP 12" & TURN UNDER, EXTEND r�-� ENGINEERED HEADER OVER ALL EXT. WINDOW & DOOR OPENINGS (PER HEADER CALCS.) R -VALUE: R-21 .; 6" WIDE CONC. FDN. WALL ON CONC. FTG. PER ENG. U.N.O. p a P� z O w W 0¢ O U N uo M o � 00 V 1 a N O O w z �J O1 o a �a � w z O w 0¢ O U 4 F- oa, V 1 z �J o a �a � w U � ¢Wz d M • [ras••• aJ • • yr,• a • M1 W I • � • •K1 (�•• ra/ • o• • �v�FU ��5.5� 34 1/2" i 60" x 36" ^ MIRROR BASIN BASIN M. BATH 38" i REF. SPACE CHASE O \ r 42" LL 38" 34 1/2" i 60" x 36" ^ MIRROR BASIN BASIN M. BATH BATH #2 IFla 62" DRYWALL MANTLE PER DETAIL 5b/D8 PULL FULLFULL FULL TD.Er -SILK- -IM-E 'TILE FVLIr :FULL TV -TLE I GAS F.P. FULL TILE: 32" 6-9" FIREPLACE CABINETS (212.6 (1)2x4 VODIVE OF ROUGHPENING BEYOND TILE SURROUND RANGE SIDE OUTLET OU LFT— / \ - - ------- 48" ---\48" 1. DINING SIDE / \ / \ ----- 12"DEEP 12" DEEP _y______ ----------- 48" _____f_48" PRE -WIRE —OUTLET SIDE VIEW •••• • • • • •••••• • • • • • • • NOTES •••• .•- es 1. ALL CABINET DIMENSIONS SHALL BE CONFIRMED AFTER COMPLETION Iv: .. •• ROUGH FRAMING. 2. ALL DIMENSIONS MAY VARY, AND THE CABINETS ADJUSTED AS NECESSARY. 3. ACTUAL CABINET DESIGN TO BE DETERMINED BY THE CABINET MAKER. 4. MOUNT UPPER CABINETS SO THAT THERE IS 18" CLEAR FROM BASE OF UPPER CABINET TO TOP OF COUNTERTOP (20" CLEAR FROM BASE OF UPPER CABINET TO TOP OF COUNTERTOP WHEN VALANCE IS USED). 48" 30" WOOD CHASE O �~ w [— H o _ N N u / \ 0 n n----- n� N -------- ------ ------r MICRO---- ----` \ / \\ / HOOD W W `ao SPACE O I RANGE \ \ ------ SPACE -------- - - ------ J / 48" 30" M /�*••.r 10'-6" BATH #2 IFla 62" DRYWALL MANTLE PER DETAIL 5b/D8 PULL FULLFULL FULL TD.Er -SILK- -IM-E 'TILE FVLIr :FULL TV -TLE I GAS F.P. FULL TILE: 32" 6-9" FIREPLACE CABINETS (212.6 (1)2x4 VODIVE OF ROUGHPENING BEYOND TILE SURROUND RANGE SIDE OUTLET OU LFT— / \ - - ------- 48" ---\48" 1. DINING SIDE / \ / \ ----- 12"DEEP 12" DEEP _y______ ----------- 48" _____f_48" PRE -WIRE —OUTLET SIDE VIEW •••• • • • • •••••• • • • • • • • NOTES •••• .•- es 1. ALL CABINET DIMENSIONS SHALL BE CONFIRMED AFTER COMPLETION Iv: .. •• ROUGH FRAMING. 2. ALL DIMENSIONS MAY VARY, AND THE CABINETS ADJUSTED AS NECESSARY. 3. ACTUAL CABINET DESIGN TO BE DETERMINED BY THE CABINET MAKER. 4. MOUNT UPPER CABINETS SO THAT THERE IS 18" CLEAR FROM BASE OF UPPER CABINET TO TOP OF COUNTERTOP (20" CLEAR FROM BASE OF UPPER CABINET TO TOP OF COUNTERTOP WHEN VALANCE IS USED). oma O i O �~ w [— H o dW�W�W N u Q 0 n n� N o O o W W O I •••••• 11 1 • • x O i 0 ¢H H a. w W Q n� o z W 0 U •••••• 11 1 • • ••••• • • Y� �• N M /�*••.r 40 f � • xu5 �... NOTES FOR FLOOR JOIST BEARING: 1. JOIST SHALL BEAR A MINIMUM OF I " ON THE VERTICAL 2x4 P.T. STUD WITH AN ADDITIONAL 1 1/2" FROM A HORIZONTAL LEDGER. 2. INSTALL MOISTURE BARRIER BETWEEN JOIST AND CONCRETE. CUT OUT FOR FOUNDATION VENTS. 3. TREAT EACH END OF THE 2x4 P.T. STUD WITH APPROVED SOLUTION TO PREVENT DECAY. (2) Sd AT END OF EACH JOIST ANCHOR BOLTS WITH 1/2" MIN, CLEAR BETWEEN JOIST AND CONC. 3"x3"x.229" PLATE WASHERS AS REQUIRED ATTACH JOIST TO LEDGER PER SHEARWALL W/ GLUE AND (2) 1 O HDG. NAILS PRESSURE TREATED 3/4" T&G SUBFLOOR MUD SILL PROVIDE INSULATION BAFFLE OR TIE BACK 54 INSULATION AT EACH I'a FDN. VENT LOCATION IF SILL SEALER APPLICABLE �,,yyl ��� S" MIN. iJ_ — WOOD -I -JOIST PER I PLAN AT 19.2' O.C. ° I ATTACH 2x4 LEDGER TO P.T. LEG I W/ GLUE AND (3) 1 Od NAILS REINFORCEMENT PER I REINFORCEMENT PER ENGINEERING IS"IN. ENGINEERING STEMWALL A D FOOTING SIIZES S —III III- PER ENGINEER�— — VISQUEEN MOISTURE BARRIER THROUGHOUT, LAP 12" AND EXTEND MIN. 12" UP STEMWALL ATTACH 2x4 P.T. AT EACH JOIST TO STEMWALL W/ RAMSET RAMGUARD 1524SDE (0.145" DIAMETER x 1 1/2" EMBED INTO CONCRETE) POWDER -ACTUATED FASTENERS IN (2) PLACES MIN. OR 12" O.0 &F2_ UNDATION & FLOOR SECTIONE: 1/2" = 1'-0" FULLY ENGINEERED PLAN SHEATH CRIPPLE WALL PER SHEARWALL TYPE ABOVE OR AS CALLED OUT ON PLANS 2x6 P.T. MUD SILL 2X6 SOLE PLATE 3/4" T&G SU13FLOOR RIM JOIST A. DOUBLE TOP PLATE 2x6 P.T. MUD SILL 2x6 STUDS ® 16" O.C. -- �S ANCHOR BOLTS WITH PLATE WASHERS PER PLAN 24" TYP I GRADE LINE I ---------..1 48"MAX L ----------i I I I L ------- STEPPED FOUNDATION 4U SCALE: I/4"=1-0" WITH RIM BOARD 1/8" GAP, ALL SIDES OF COVER WOOD -1 -JOIST INSTALL 2x4 FLAT BLOCKS TO SUPPORT EDGE OF SUBFLOOR 24" AND PROVIDE I" LIP FOR COVER SUPPORT AND WEATHERSTRIP MOVE ONE JOIST OFF LAYOUT (PER PLAN) TO PLAN MAKE 18" CLEAR SPACE BETWEEN JOISTS NAIL EDGE OF SUBFLOOR ALONG ACCESS PERIMETER W/ 8d NAILS AT 6" O.C. .7 CRAWL SPACE ACCESS PRESSURE TREATED SOLE PLATE. CONNECT TO FOOTING WITH POWDER ACTUATED FASTENERS AT 32" O.C. WHERE ANCHOR BOLTS DO NOT OCCUR —tea -- TOP PLATE SPLICE INSTALL A WOOD CRIPPLE SHEATH WALL IF ATTACH JOIST W/ GLUE AND (2) 10d UNDER 14" TALL OR PER NAILS INTO CRIPPLE WALL SHEARWALL SCHEDULE -- 4 IS"MIN . r r � REINFORCEMENT CRIPPLE OR BEARING WALL PER PLAN PER ENGINEER -STANDARD CRIPPLE WALL (BEARING ONLY SINGLE FLOOR): TO HAVE SINGLE TOP PLATE WITH STUDS AT 19.2" O.C. IN-LINE WITH JOISTS ABOVE. -BEARING CRIPPLE WALL (BEARING MORE THAN SINGLE FLOOR OR AS REQUIRED PER ENGINEER): TO HAVE DOUBLE TOP PLATE WITH STUDS AT 16" O.C., INCREASE FTG. TO 10" THICK MIN., ADD ANCHOR BOLTS PER ENGINEER. JOIST BEARING, PERPENDICULAR WALL G SCALE: 1/2" = F-0" 3/4" DROP IN GARAGE 4VIEW 2"z2" NOTCH 3" PLAN6" STEMWALLV�.,�TEWWALL 2x8 TRIMMERMER I I I I O.H. GARAGE DOOR SLOPE GARAGE SLAB 1/8" PER I I I I FOOT TOWARDS GARAGE DOOR I I I 3/4" DROP AT O.H. DOOR II 4" THICK CONC. SLAB III III I III I EXTERIOR DRIVE BY OWNER LI a 4 r a '1 ` �REBAR PER ENGINEERING COMPACTED) STRUCTURAL FILL CONTINUOUS FOOTING SIZE PERPLAN SECTION FOUNDATION at GARAGE DOOR scALE: uz" = r -o" Sd NAILS AT 10" O.C. IN THE FIELD 8d NAILS AT 6" O.C. ON EDGES SUBFLOOR PER PLAN CONSTRUCTION ADHESIVE WOOD -I -JOISTS AT 19.2' D.C.(U.N.O. NOTES: 1. LAY T&G SUBFLOOR WITH THE TOUGUE TOWARD YOU AND THE GROOVE AWAY. 2. GLUE AND NAIL EACH SHEET BEFORE INSTALLING THE NEXT - 3 , EXT.3. WHEN PUSHING THE SHEETS TOGETHER, PROTECT THE GROOVE EDGE OF THE SHEET WITH A 2x4 LAID ACROSS THE JOISTS 4. GLUE LINE MUST BE CONTINUOUS FOR THE FULL WIDTH OF THE SHEET. 5, MAINTAIN 1/8" GAP AT THE END OF JOISTS. g SUBFLOOR INSTALLATION SCALE:NTS C TOP PLATES TYP.-\ INSIDE FACE OF �� JOIST FLANGE 26" x 20 1/2" TREATED COVER NOT 1 B" SHOWN 82 5/8" INSIDE FACE OF 34" TYP. JOIST FLANGE MOVE ONE JOIST OFF LAYOUT (PER PLAN) TO PLAN MAKE 18" CLEAR SPACE BETWEEN JOISTS NAIL EDGE OF SUBFLOOR ALONG ACCESS PERIMETER W/ 8d NAILS AT 6" O.C. .7 CRAWL SPACE ACCESS PRESSURE TREATED SOLE PLATE. CONNECT TO FOOTING WITH POWDER ACTUATED FASTENERS AT 32" O.C. WHERE ANCHOR BOLTS DO NOT OCCUR —tea -- TOP PLATE SPLICE INSTALL A WOOD CRIPPLE SHEATH WALL IF ATTACH JOIST W/ GLUE AND (2) 10d UNDER 14" TALL OR PER NAILS INTO CRIPPLE WALL SHEARWALL SCHEDULE -- 4 IS"MIN . r r � REINFORCEMENT CRIPPLE OR BEARING WALL PER PLAN PER ENGINEER -STANDARD CRIPPLE WALL (BEARING ONLY SINGLE FLOOR): TO HAVE SINGLE TOP PLATE WITH STUDS AT 19.2" O.C. IN-LINE WITH JOISTS ABOVE. -BEARING CRIPPLE WALL (BEARING MORE THAN SINGLE FLOOR OR AS REQUIRED PER ENGINEER): TO HAVE DOUBLE TOP PLATE WITH STUDS AT 16" O.C., INCREASE FTG. TO 10" THICK MIN., ADD ANCHOR BOLTS PER ENGINEER. JOIST BEARING, PERPENDICULAR WALL G SCALE: 1/2" = F-0" 3/4" DROP IN GARAGE 4VIEW 2"z2" NOTCH 3" PLAN6" STEMWALLV�.,�TEWWALL 2x8 TRIMMERMER I I I I O.H. GARAGE DOOR SLOPE GARAGE SLAB 1/8" PER I I I I FOOT TOWARDS GARAGE DOOR I I I 3/4" DROP AT O.H. DOOR II 4" THICK CONC. SLAB III III I III I EXTERIOR DRIVE BY OWNER LI a 4 r a '1 ` �REBAR PER ENGINEERING COMPACTED) STRUCTURAL FILL CONTINUOUS FOOTING SIZE PERPLAN SECTION FOUNDATION at GARAGE DOOR scALE: uz" = r -o" Sd NAILS AT 10" O.C. IN THE FIELD 8d NAILS AT 6" O.C. ON EDGES SUBFLOOR PER PLAN CONSTRUCTION ADHESIVE WOOD -I -JOISTS AT 19.2' D.C.(U.N.O. NOTES: 1. LAY T&G SUBFLOOR WITH THE TOUGUE TOWARD YOU AND THE GROOVE AWAY. 2. GLUE AND NAIL EACH SHEET BEFORE INSTALLING THE NEXT - 3 , EXT.3. WHEN PUSHING THE SHEETS TOGETHER, PROTECT THE GROOVE EDGE OF THE SHEET WITH A 2x4 LAID ACROSS THE JOISTS 4. GLUE LINE MUST BE CONTINUOUS FOR THE FULL WIDTH OF THE SHEET. 5, MAINTAIN 1/8" GAP AT THE END OF JOISTS. g SUBFLOOR INSTALLATION SCALE:NTS C TOP PLATES TYP.-\ FASTEN LOWER END OF TREATED —J TRIMMER TO CONCRETE WITH CONST. ADHESIVE AND POWDER -ACTUATED FASTENERS —FILL IN FRAMING ABOVE HEADER (DO NOT STACK HORIZONTALLY) ADD STRIP OF PLAIN PANEL SIDING DOWN FACE OF TREATED 2x6 TRIMMER FROM BOTTOM EDGE � OF SIDING TO 1/2" ABOVE FROM HEIGHT CONCRETE e STEMWALL ADD 1X2 SHADOW BOARD TO COVER END UNDERNEATH SIDING FROM BOTTOM EDGE OF SIDING TO 1/2" ABOVE SLAB HEIGHT 4 SEE FRAMING DETAIL ABOVE 6 GARAGE MAN DOOR DETAIL FRAMING DETAIL LOOKING DOWN) O C) N W Q z 11 �� HEADER PER PLAN TREATED TRIMMERS 82 5/8" 34" TYP. HOLD PT. TRIMMERS OFF CONC. 1!4" .'ILL PLATE TYP. TOP OF 37"BLOCKOUT GARAGE SLAB FASTEN LOWER END OF TREATED —J TRIMMER TO CONCRETE WITH CONST. ADHESIVE AND POWDER -ACTUATED FASTENERS —FILL IN FRAMING ABOVE HEADER (DO NOT STACK HORIZONTALLY) ADD STRIP OF PLAIN PANEL SIDING DOWN FACE OF TREATED 2x6 TRIMMER FROM BOTTOM EDGE � OF SIDING TO 1/2" ABOVE FROM HEIGHT CONCRETE e STEMWALL ADD 1X2 SHADOW BOARD TO COVER END UNDERNEATH SIDING FROM BOTTOM EDGE OF SIDING TO 1/2" ABOVE SLAB HEIGHT 4 SEE FRAMING DETAIL ABOVE 6 GARAGE MAN DOOR DETAIL FRAMING DETAIL LOOKING DOWN) O C) N W Q z BREAK TOP PLATES AT _ STUD. STAGGER BREAKS IN _ 7/16" OSB SHEATHING (U.N.O.), DBL. PLATE MINIMUM 48". EXT. FASTEN PER SHEARWALL AND CAULK AT SEAMS. SIDING MATERIAL PER PLAN - HOUSE WRAP - INSTALLED 2x6 STUDS AT 16" O.C. PER MANUF. SPECS. _ 1/2" SHEETROCK (U.N.O.) 7/16" OSB SHEATHING (U.N.O.). - _ (OMIT AT EXT. GARAGE FASTEN PER SHEARWALL = WALLS UNLESS NOTED SCHEDULE. SEE "S" SHEETS = OTHERWISE AND/OR AS 2x6 STUDS AT 16" O.C. MINIMIZE "FINISHED") R-21 INSULATION (U.N.O.) _ (OMIT AT EXT. GARAGE WALLS UNLESS NOTED AS OF TWISTING "FINISHED") CEXTERIOR WALL DETAIL 1SCALE: 1/2" = P-0" DHL. 2x TOP PLATE I� � SOLID HEADER PER PLAN �^ `i AS REQUIRED >e 2x PLATE AT BOTTOM OF OPENEING PER LAN TYP. 2x4 OR 2x6 WALL PER PLAN GAR 71 = HEADER PER PLAN 1/2" SHEETROCK (U.N.O.) 7/16" OSB SHEATHING (U.N.O.), (BOTH SIDES). FIRETAPE FASTEN PER SHEARWALL AND CAULK AT SEAMS. SCHEDULE. SEE"S"SHEETS - INT. 2x6 STUDS AT 16" O.C. R-21 INSULATION (U.N.O.) - -_ NOTE: FEZE AROUND TRATI PENETRATIONS IN FIREWALL INTERIOR/GARAGE TRANSITION WALL G SCALE: 1/2" = 1'-0" BL. 2x TOP PLATE )LID HEADER PER PLAN S REQUIRED 2. PLATE AT BOTTOM OF PER PLAN OPENEING PER PLAN EXTENDED WIDTH OPENING PER PLAN c FRAME DOWN INTERIOR OPENING DETAIL SCALE: 112" = 1'-0" NOTE: TOP OF WINDOW ROUGH OPENINGS TO BE AS FOLLOWS, UNLESS NOTED OTHERWISE MAIN & LOWER FLOOR: N PLATE - 6-11 1/8" A.F.F. W/ 9 1/2" TALL HEADERS. 9' PLATE - T-11 1/8" A.F.F. W/ 91/2" TALL HEADERS. UPPER FLOOR: T-1 3/8" A.F.F. W/ 7 114" TALL HEADERS. SEE DETAIL 4/132 FOR HEADER FRAMING HEADER KING STUD FULL TRIMMER SPLIT TRIMMER DOUBLE SILL ON OPENINGS 72" OR GREATER NAIL THROUGH PULL TRIMMER INTO END OF SILLS BEFORE INSTALLING KING STUD EXTERIOR WALL FRAMING 7a SCALE: 1/4"=1'-0" AT TYPICAL WINDOW NOTE: TOP OF WINDOW ROUGH OPENINGS TO BE AS FOLLOWS, UNLESS NOTED OTHERWISE MAIN & LOWER FLOOR: 8' PLATE - 6'-11 1/8" A.F.F. W/ 91/2" TALL HEADERS. 9' PLATE - 7-11 118" A.F.F. W/ 9 1/2" TALL HEADERS. UPPER FLOOR: T-1 3/8" A.F.F. W/ 7114" TALL HEADERS. SEE DETAIL 4/D2 FOR HEADER FRAMING NAIL INTO END OF SILL USE SPLIT TRIMMER TO HOLD KING STUD TO PREVENT SILL AND TRIMMER SQUARE TWIST 1n EXTERIOR WALL FRAMING 7 v SCALE: 1/4"=1'-0" AT DOUBLE WINDOW INSULATE CORNER 2x6 FRAMING MEMBERS—. EXT. 2x6 STUDS AT 16" O.C.— R-21 INSULATION (U.N.O.) NOTE: OMIT INSULATION AND SHEETROCK AT. EXT. GARAGE WALLS UNLESS NOTED OTHERWISE AND/OR AS "FINISHED" THREE STUD CORNER SEE DETAIL 4/D2 FOR HEADER FRAMING HEADER FRAME BELOW HEADER TO ROUGH OPENING HEIGHT DO NOT STACK HORIZONTALLY OPTIONAL 9'-1 1/8" PLATE STANDARD 8'-1 1/8" PLATE EXTERIOR WALL FRAMING 7c SCALE: 1/4" =1'-0" AT EXTERIOR SWING DOOR WHERE INTERIOR PARTITIONS MEET EXTERIOR WALL, INSTALL (3) PIECES OF LADDER BACKING TO ALLOW FOR FULL INSULATION VALUE IN WALL. USE 2x6 SCRAPS. ADD A 4th PIECE TO SUPPORT A HEADER AND BACK SHEETROCK. DOUBLE TOP PLATE ENGINEERED HEADER PER PLAN FILL CAVITY WITH INSULATION TO ACHIEVE MIN. VALUE OF R-10 AT HEADER 2x6 FRAMING MEMEBER WINDOW/DOOR OPENING SEE DETAIL 7a-7c/D2 FOR EXT. WALL FRAMING 4 INSULATED HEADER SCALE: 1/2" = 1'-0" EXTERIOR WALL FRAMING 7dSCALE: 1/4 -0" AT PERP. INT. WALL 6666 6666•• • w O i Ei C¢7 6666• 6666• 6666•• aI • • 'R7 • ►`t,'W�O HEADER PER PLAN HEADER PER PLAN HEADER NOT CUNTONlIOUS AT ADJACENT OPENINGS, TO MINIMIZE THE EFFECTS OF TWISTING NAIL INTO END OF SILL USE SPLIT TRIMMER TO HOLD KING STUD TO PREVENT SILL AND TRIMMER SQUARE TWIST 1n EXTERIOR WALL FRAMING 7 v SCALE: 1/4"=1'-0" AT DOUBLE WINDOW INSULATE CORNER 2x6 FRAMING MEMBERS—. EXT. 2x6 STUDS AT 16" O.C.— R-21 INSULATION (U.N.O.) NOTE: OMIT INSULATION AND SHEETROCK AT. EXT. GARAGE WALLS UNLESS NOTED OTHERWISE AND/OR AS "FINISHED" THREE STUD CORNER SEE DETAIL 4/D2 FOR HEADER FRAMING HEADER FRAME BELOW HEADER TO ROUGH OPENING HEIGHT DO NOT STACK HORIZONTALLY OPTIONAL 9'-1 1/8" PLATE STANDARD 8'-1 1/8" PLATE EXTERIOR WALL FRAMING 7c SCALE: 1/4" =1'-0" AT EXTERIOR SWING DOOR WHERE INTERIOR PARTITIONS MEET EXTERIOR WALL, INSTALL (3) PIECES OF LADDER BACKING TO ALLOW FOR FULL INSULATION VALUE IN WALL. USE 2x6 SCRAPS. ADD A 4th PIECE TO SUPPORT A HEADER AND BACK SHEETROCK. DOUBLE TOP PLATE ENGINEERED HEADER PER PLAN FILL CAVITY WITH INSULATION TO ACHIEVE MIN. VALUE OF R-10 AT HEADER 2x6 FRAMING MEMEBER WINDOW/DOOR OPENING SEE DETAIL 7a-7c/D2 FOR EXT. WALL FRAMING 4 INSULATED HEADER SCALE: 1/2" = 1'-0" EXTERIOR WALL FRAMING 7dSCALE: 1/4 -0" AT PERP. INT. WALL 6666 6666•• • w O i Ei C¢7 6666• 6666• 6666•• aI • • 'R7 • ►`t,'W�O 2x6 FASCIA, ONLY 1F •sea• BLOCKING AT I<„ RBC PER F 0000•• HOLDSHEATHING BACK w ENGINEER `n BACK TRUSS TAILS AS SO TOP EDGE OF PLY- O 2x6 DOUBLE TOP PLATE WOOD IS FLUSH TO PLANE IJ 2x4 VENTED m O • M•--1 UO OF TRUSS TAILS. HOLD w BLOCK z PRE -PRIMED FACTORY OF SHEATHING. SHEARWALL EDGE DOWN ON EAVE INSULATION KEEL HEIGHT & EAVE LENGTH PER PITCH OVERHANG MATERIAL. BAFFLE AS NEEDED 2x4 BLOCK 2x6 FASCIA, ONLY 1F •sea• BLOCKING AT 0000• SPECIFIED (SEE PLANS). CUT 0000•• PLATE LINE S�oo'C BACK TRUSS TAILS AS PER N 2x6 DOUBLE TOP PLATE NEEDED SO THAT FASCIA PLAN CN u O • M•--1 UO FACE IS FLUSH WITH PLANE SHEATHING PER • • • z 6" TIMBERLOK SCREW OR EQUIVALENT OF SHEATHING. SHEARWALL HEADER AS REQUIRED PER PLAN KEEL HEIGHT & EAVE LENGTH PER PITCH SCHEDULE PITCH HEELHEIGHT EAVE LlVGTHU.N.O. - 2x4 BLOCK 3:12 1-2" 2'-11116^ SHEATHING 4:12 P-21116' 2'-013/16' SPLICE :12 1'-23116" T-07/16• :12 1'-29/16" 1'-107/9" 10:12 I'-215116" 1'-95/9" I :I 1'-35/16" 1'-83/8' TRUSS BEARING ON 2x6 EXTERIOR WALL (6:12) 1 SCALE: 1/2"=1'-0" CHORD TD ALLOW FOR LOOKOUTS ROOF SHEATHING PER PLAN MIN. 2x4 DRYWALL BACKING EITHER BLOCK OR NAIL TOP EDGE OR ATTIC ACCESS BOX. 19" TALL OSB SCRAPS AS INSULATION BAFFLES 3 GABLE END 2x4 SIDING STOP BETWEEN LOOKOUTS PLAIN PANEL SOFFIT MATERIAL 2x4 LOOKOUTS AT 48" O.C. AT < 55# SNOW LOAD (FOR 55# SNOW LOAD AND ABOVE, SPACING PER ENGINEER) G.I. DRIP EDGE FLASHING 1x2 RAKE TRIM (1x3 FOR CRAFTSMAN), FLUSH TO TOP OF SHEATHING ATTACH 2x6 FASCIA RAFTER (2x8 FOR CRAFTSMAN) WITH 12d HDG NAILS RAIU SAT,T;NNI1-ATTON 'TIC ACCT: SS HATCH ELEVATION 19" SHEETROCK A ,—TRUSS BOTTOM Z p CHORD INSIDE FACE OF TRUSS U� o MIN. R.O. 21" w 30" x 22" cxxA N N INSIDE FACE OF TRUSS PLAN 4 ATTIC ACCESS SCALE: 112" = F-0" STEP DOWN TRUSS TOP CHORD] 1/2" TO ALLOW FOR STDING PER PLAN HOUSE WRAPOVER 7/16" OSB SHEATHING NOTE: 1. CUT LOOKOUTS 33 7/9" FOR 12" OVERHANG. 2. INSTALL LOOKOUTS WITH THE BEST FACE DOWN FOR APPEARANCE. FLAT TRUSS AT GABLE END 2a SCALE: ill"= 1'•0" SIDING PER PLAN HOUSE WRAP OVER 7/ 16" OSB SHEATHING STEP DOWN TRUSS TOP CHORD 1 1/2" TO ALLOW FOR LOOKOUTS �OKWVSS E OWOPBtiE � sC�gS BGTTGtnG -c FlliE •sea• BLOCKING AT 0000• NATURAL 0000•• PLATE LINE S�oo'C • c� • S 0� N • �• • NOTE: 1. CUT LOOKOUTS 33 7/8" FOR 12" OVERHANG. 2. INSTALL LOOKOUTS WITH THE BEST FACE DOWN FOR APPEARANCE. VAULTED TRUSS AT GABLE END SCALE: 1/2" = 1'4" U "' TRUSS PER PLAN. REFER RAFTERlRiDGE SUPPORT. MANUFACTURER SPECS.S. PLAN VIEW 5 OVER -FRAMING DETAIL SCALE:NTS INTERIOR VAULT PITCH PER PLAN (TYP. 2:12) BALLOON FRAME WALL (PER PLAN) UP TO BOTTOM CHORD OF TRUSS 2x8 RIDGE BEAM 2x6 RAFTERS AT 24" O.C. (PROVIDE INTERMEDIATE SUPPORT AS NEEDED). ADDITIONAL RAFTER AND/OR RIDGE SUPPORT AS NEEDED, ADDITIONAL 2x8 SLEEPER AS NEEDED FOR RAFTER/RIDGE SUPPORT. 2x8 SLEEPER iI fHLL HUNG. PRE-MANUF. TRUSS PER RAFTER AND/OR RIDGE SUPPORT: PLAN. REFER TO rUP TO RIDGE BEAM AND/OR MANUFACTURER SPECS. AND ONE BESIDE (ON AS NEEDED PER 2x6 RAFTER SPAN IC 2015/ORSC 2017 802.5.1 (1-9) sees "O.C.(PROVIDE • e s• PPORT AS NEEDED). sees•• • • • • NOTE: � � • PROVIDE MIN. 22" x 48" ACCESS THROUGH MAIN ROOF SHEATHING • • • 0 • • ABOVE INSULATION LINE FOR • • VENTILATION • • 0000•• C N W Q z vww •000•1 •sea• 0000• •. • > 0000•• F� 'aii ["9leeee• • c� • a/ • • N • �• • 00 CN u O • M•--1 UO • •eet � e • e • • • IT O •e• � xu ¢GHz VERTICAL STRAP PER ENGINEER PER PLAN TO TIE UPPER AND LOWER GIRDER BEARING MEMBERS TOGETHER (ATTACH PER MANUFACTURER'S SPECS) HOLDOWN PER PLAN ENLARGED FOOTING PER PLAN AT GIRDER BEARING POINT 4 TRUSS 4MENTPER ER WHERE CCURS dA� Aa A 1 GIRDER TRUSS LOAD TRANSFER TRUSS MEMBERS OR VERHCALS 2x4 BACKING ATTACHED 2x4 FIREBLOCK W/ (2) IOd NAILS, EACH STUD, IN-LINE WITH SCISSOR TRUSS BOTTOM CHORD COMMON TRUSS BOTTOM CHORD -,' I y�, SCISSOR TRUSS BOTTOM CHORD DRYWALL DRYWALL 20 BACKING ATTACHED W/ 16d NAILS AT 16" O.C. �� VAULT BACKING, STRUCTURAL TRUSS G a SCALE: ll2" = 1'-0" SIDING PER PLAN 7/16" OSB SHEATHING HOUSE WRAP 2x6 FIREBLOCK AT NATURAL PLATE LNE. BREAK OSB SHEATHING AT BLOCKING I -A n A rXNG ON TOP OF SPLATE SCISSOR TRUSS BOTTOM CHORD BALLOON -FRAMED WALL PER PLAN VAULT BACKING, GABLE -END TRUSS sees • • sees•• • ..sees s• ••0.00 .. as V CA 04 O i� m WO1 � Q a z o F a � W U sees• •• • • • •• sees•• • - F • relp • 4DO o• oq w..� �' O 4. d�� I.' OSB SHEATHING SIDING PER PLAN SIDING PER ELEVATION HOUSE WRAP LAPS I •� OVER TOP OF HEADER I HOUSE WRAP, LAPPED OVER 1/2" SHEETROCK FLASHING }_ FLASHING AND TAPED TO FLASHING HOUSE WRAP BEHIND 5/8" GAP BETWEEN �• FLASHING, FOLDED AND SIDING AND FLASHING HOUSE WRAP, LAPPED UNDER STAPLED TO R.O. 1 1/4" 7" FLASHING \\\ I i i ROOFING FELT.__ SHIM SPACE - TOP AND SIDES ROOFING FELT, LAPPED UP k DOORJAMB HEADER 1 1!4" BRICK MOLDING i �_:: L�VAL1��HINDFL I MPOSITION SHINGLE I l 6 9116" JAMB 2" OFING 4 4 it OSB ON WALL SURFACE � I AND TOP AND SIDE OF r Ii II ROUGH OPENING l 1/4" BRICK MOLDING. BUTT SIDING TO BRICK i USE NON -EXPANDABLE FOAM MOLDING I TO FILL SHIM SPACE (GAP BETWEEN ROUGH OPENING AND THE DOOR JAMB BEHIND II II INTERIOR DOOR CASING). II II I WHEN INSTALLING SILL PAN: I 1. IMBED SILL PAN IN 1/2" HEAD I I OF CAULK FULL WIDTH OF DOOR OPENING. - 2. CAULK TOP OF SIDE FLANGES 3/4" T&G SLBFLOOR TO ROUGH OPENING 1 EXTERIOR DOOR DETAIL SCALE: 1/2" = 1'-0" 2x6 KICK PLATE ATTACHED W/20d HDG NAILS. EXTEND KICK PLATE 1 1/2" PAST BOTH SIDES OF DOOR OPENING SOLID P.T. BACKING AS REQ'D, FLUSH TO FACE OF SHEATHING, FROM AVAILABLE MATERIALS 4 . THRESHOLD DETAIL SCALE: NTS SILL PAN SUBFLOOR MUDSILL SIDING PER ELEVATION HOUSE WRAP, LAPPED OVER FLASHING AND TAPED TO FLASHING I 3/8" GAP BETWEEN SIDING AND FLASHING I METAL FLASHING WITH DRIP I EDGE SET IN SEALANT I 5/4 TRIM PER PLAN SEALANT FILLET JOINT WINDOW TO BE INSTALLED PER MANUF'S. SPECS. SIDING PER ELEVATION HOUSE WRAP, LAPPED OVER FLASHING AND TAPED TO FLASHING 3/8" GAP BETWEEN SIDING AND FLASHING METAL FLASH240 WITH DRIP EDGE SET IN SEALANT BELLY BAND OR DENTIL RAIL PER ELEVATION HOUSE WRAP TO TOP OF METAL FLASHING 2x BLOCKING IN WALL SEALANT FILLET JOIST *�,ULWINDOW HEAD FLASHING WITH TRIM 3 FLASHING AT SIDING TRANSITION SCALE: I"= P-0" SCALE: I"= F-0" FLASHING AT ROOF TO WALL TRANSITION Sa SCALE: 1"=1'-0" FUTURE DRYWALL SIDING PER ELEVATION HOUSE WRAP, LAPPED OVER FLASHING AND TAPED TO FLASHING GARAGE DOOR HEADER PER ENGINEER 3/8" GAP BETWEEN SIDING AND FLASHING METAL FLASHING WITH DRIP EDGE SET IN SEALANT 5/4x6 TRIM PER ELEVATION HOUSE WRAP TO TOP OF 2x8 GARAGE DOOR LINER 2x8 GARAGE DOOR LINER HOLD IN 1/2" AT BACK SIDE FOR FUTURE DRYWALL GARAGE DOOR LINER AT HEADER 6b WITH TRIM Sb FLASHING AT ROOF TO WALL TRANSITION SCALE: 1" = 1'-0" 2x5 GARAGE DOOR LINER HOLD IN 12" AT BACK SIDE FOR FUTURE DRYWALL 12"x2"x3" SHIM FOR GARAGE DOOR TRACK MOUNT (BY GARAGE DOOR INSTALLER) —� FUTURE DRYWALL SIDING PER ELEVATION HOUSE WRAP, LAPPED OVER FLASHING AND TAPED TO FLASHING 5/4x4 TRIM PER ELEVATION �L� OR LINER ATJAMB SCALE: i" = P-0" 0000 • • 0000•• • W Q z 0000• 0000• 0000•• FSI •fel p••• �J • • •OPJ r/y 0.00 W ••Wii xCWIcO FI—.�I va W U SIDING PER ELEVATION SIDING PER ELEVATION HOUSE WRAP, LAPPED OVER I •� FLASHING AND TAPED TO FLASHING I HOUSE WRAP, LAPPED OVER - I }_ FLASHING AND TAPED TO FLASHING I I HOUSE WRAP, LAPPED UNDER �• I I ROOFING FELT HOUSE WRAP, LAPPED UNDER : _ I I METAL FLASHING SET IN SEALANT Yr I i i ROOFING FELT.__ _ ROOFING FELT, LAPPED UP k A SHING METAL FLASHING SET IN SEALANT �_:: L�VAL1��HINDFL I MPOSITION SHINGLE 2" OFING 4 4 I ROOFING FELT, LAPPED UP I I 2" WALL BEHIND FLASHING COMPOSITION SHINGLE — r ROOFING FLASHING AT ROOF TO WALL TRANSITION Sa SCALE: 1"=1'-0" FUTURE DRYWALL SIDING PER ELEVATION HOUSE WRAP, LAPPED OVER FLASHING AND TAPED TO FLASHING GARAGE DOOR HEADER PER ENGINEER 3/8" GAP BETWEEN SIDING AND FLASHING METAL FLASHING WITH DRIP EDGE SET IN SEALANT 5/4x6 TRIM PER ELEVATION HOUSE WRAP TO TOP OF 2x8 GARAGE DOOR LINER 2x8 GARAGE DOOR LINER HOLD IN 1/2" AT BACK SIDE FOR FUTURE DRYWALL GARAGE DOOR LINER AT HEADER 6b WITH TRIM Sb FLASHING AT ROOF TO WALL TRANSITION SCALE: 1" = 1'-0" 2x5 GARAGE DOOR LINER HOLD IN 12" AT BACK SIDE FOR FUTURE DRYWALL 12"x2"x3" SHIM FOR GARAGE DOOR TRACK MOUNT (BY GARAGE DOOR INSTALLER) —� FUTURE DRYWALL SIDING PER ELEVATION HOUSE WRAP, LAPPED OVER FLASHING AND TAPED TO FLASHING 5/4x4 TRIM PER ELEVATION �L� OR LINER ATJAMB SCALE: i" = P-0" 0000 • • 0000•• • W Q z 0000• 0000• 0000•• FSI •fel p••• �J • • •OPJ r/y 0.00 W ••Wii xCWIcO FI—.�I va W U 7/16" OSB SHEATHING ON WALLS AND GABLES. SIDING PER PLAN ' a P 2x6 KICK PLATE (SEE - THRESHOLD DETAIL) SIDING AND SHEATHING 1 SCALE: NTS LOOKOUT BEAM (SEE PLAIN PANEL SIDING WITH DETAIL THIS SHEET) 4/4x2 VERT. BATTS AT 16" O.C. OR SHAKE SIDING. BOARD AlBATT OR SHAKE SIDING PER PLAN ON GABLE END ?NTIL RAIL (PER DETAIL THIS SHEET) OR 5/4x6 BELLY BAND PFR PLAN NOTE: -IF PRESENT, FIRST DENTIL BLOCK IS SET AT EXACT CENTER OF GABLE AND SPACED 16" O.C. EACH WAY FROM CENTER -SEE PLANS FOR SPECIFIC LOCATIONS. 2 GABLE END DETAILING SCALE: NTS NOTE: -IF HORIZONTAL JOINT IS REQUIRED, USE SHINGLED MITER JOINT TO SHED WATER. APPLY CAULK TO JOINT INNER SURFACES. -AT TOP WHERE TRIM MEETS GABLE END TRUSS, FILL GAP WITH 1/2" SHIM ENGINEER BUTT JOINT FLASHING HOUSE WRAP POST CAP PER EXPOSED ENGINEER NOTE: CAULK POINTS 7/16" OSB SHEATHING TOP CHORD OF GABLE TRUSS TO STEP DOWN 1 1/2" TO 1. INSTALL LAP SIDING PER MANUF'S. INSTRUCTIONS. 2. INSTALL HOUSE WRAP PER MANUF'S. INSTRUCTIONS. TAPE ALL HOME OWNER WILL CAULK ALL EXTERIOR SURFACES 5/4z6 (COLLAR AB V.) ALLOW FOR LOOKOUTS. LAY O JOINTS AND SEAMS. WRAP HOUSE WRAP AROU 2x4 FLAT REMAINING 3. INSTALL WINDOWS PER JELD-WEN INSTALLATION INSTRUCTIONS. OF SEAMS AS DIRECTED BY WITH 8d HDG NAILS SPACE ALIGNED WITH INSIDE FACE OF GABLE END TRUSS 4. FLAT METAL SHINGLE TO BE INSTALLED UNDER ALL LAP SIDING FIELD JOISTS. 7/16" OSB SHEATHING ON WALLS AND GABLES. �- HOUSE WRAP 7/16" OSB SHEATHING ON WALLS AND GABLES. SIDING PER PLAN ' a P 2x6 KICK PLATE (SEE - THRESHOLD DETAIL) SIDING AND SHEATHING 1 SCALE: NTS LOOKOUT BEAM (SEE PLAIN PANEL SIDING WITH DETAIL THIS SHEET) 4/4x2 VERT. BATTS AT 16" O.C. OR SHAKE SIDING. BOARD AlBATT OR SHAKE SIDING PER PLAN ON GABLE END ?NTIL RAIL (PER DETAIL THIS SHEET) OR 5/4x6 BELLY BAND PFR PLAN NOTE: -IF PRESENT, FIRST DENTIL BLOCK IS SET AT EXACT CENTER OF GABLE AND SPACED 16" O.C. EACH WAY FROM CENTER -SEE PLANS FOR SPECIFIC LOCATIONS. 2 GABLE END DETAILING SCALE: NTS NOTE: -IF HORIZONTAL JOINT IS REQUIRED, USE SHINGLED MITER JOINT TO SHED WATER. APPLY CAULK TO JOINT INNER SURFACES. -AT TOP WHERE TRIM MEETS GABLE END TRUSS, FILL GAP WITH 1/2" SHIM 12" n 5/4x4 RIPPED TO 5/4x2" AND 5/4x1 1/2" INTERIOR CORNER TRIM 5 CORNERBOARD TRIM SCALE: I"= 1'-0" 16" BARGE RAFTER 4" 6 LOOKOUT BEAM BEAM PER ENGINEER SIDING PER PLAN 2x6 DRYWALL BACKING POST CAP PER EXPOSED ENGINEER SURFACES WITH 7/16" OSB SHEATHING PLAIN PANEL 5/4x6 (ALL SIDES) CAULK J45/4x4CORNERTRIM 5/4z6 (COLLAR AB V.) IF 4x POST H Q WRAP HOUSE WRAP AROU CORNERS AND TAPE JOINTS OF SEAMS AS DIRECTED BY WITH 8d HDG NAILS MANUFACTURER AT 16" O.C. EXTERIOR CORNER TRIM • •• 12" n 5/4x4 RIPPED TO 5/4x2" AND 5/4x1 1/2" INTERIOR CORNER TRIM 5 CORNERBOARD TRIM SCALE: I"= 1'-0" 16" BARGE RAFTER 4" 6 LOOKOUT BEAM BEAM PER ENGINEER ENGINEER. COVER -5/4x6 (ALL SIDES) POST CAP PER EXPOSED ENGINEER SURFACES WITH LENGTH OF POST) PLAIN PANEL 5/4x6 (ALL SIDES) SIDING 5/4z6 (COLLAR AB V.) IF 4x POST H Q 5/4x6 WITH 5/4x8 112" CHAMFER SIDES OF THE OF THE BEAM5/4x8 5/4 FILL 5/4x6 5/4x8 OR 5/4x6 4x POST (COLLAR) 514x8 5/4x6 W--5/4xgOR5/4x6 6x POST (COLLAR) POST BASE PER5/4x6 (ALL SIDES) ENGINEER SONOTUBE, SEE DETAIL ON "S" SHEETS R_ EXTERIOR COLUMN 7a SCALE: 1/2"=1'-0" CLASSICITRADITIONS BEAM PER ENGINEER. COVER EXPOSED SURFACES WITH PLAIN PANEL SIDING 5/4x6 AT 15D—y ANGLE (ALL SIDES) 5/4x4 (ALL SIDES) --- 5/4x4 WITH 5/40- +/- 42" PLAIN PANEL SIDING OVER PT FRAME POST BASE PER ENGINEER SONOTUBE, SEE DETAIL ON "S" SHEETS - POST CAP PER ENGINEER P, -5/4x6 (ALL SIDES) c)N -5/4x6 WITH 514x8 5/4x8 5/4 FILL (FULL LENGTH OF POST) O 5/4x6 - �- 5/4z6 (COLLAR AB V.) IF 4x POST H Q 5/4x8 5/4z6 5/4x6 (COLLAR ABV.1 UPPER POST WRAP • • • +1- 141/8" • •• 5/4x6 (BASEtUtRit • _ 5/4x4 TRIM • 5/4x3 TRIM PLAIN PANEL SIDING PT POST • • PT 2x4 FRAIfEs • • • 514x8 BOT. & 5/4x4 TOP BASE P057 WRAP 5/4x8 FILL BR.'14V4." TRIM, BEHIND 5?4#s - 5/4x8 (ALL SIDES) COLLAR -5/46 (ALL SIDES) *4:00: • s • • %b EXTERIOR COLUMN SCALE: 1/2" = I'-0" SIGNATUREIIMPRESSIONS ul ^ L) If�l Q 0. � W 00 w N QO 0 U LT, 0 O W O z z rrI►�� O V CQ7 • e Com•••• • •� x'•'00 C7• u Q1 �...Q 1� O• moi' [��y r �s C/1 • . rs/ K LV/• W i-�a,7 • • O-ir x U o le �~ .. Am P, c)N ��w O � a rii w H Q ri A � W 00 w N QO 0 U LT, 0 O W O z z rrI►�� O V CQ7 • e Com•••• • •� x'•'00 C7• u Q1 �...Q 1� O• moi' [��y r �s C/1 • . rs/ K LV/• W i-�a,7 • • O-ir x U o le �~ .. Am 3D TO 5/4x2" )INT INTERIOR CORNER WITH STONE TO SIDING TRANS. I I� MORTAR JOINT I. �o FRONT OF HOUSE INTERIOR CORNER WITH STONE VENEER �1 STONE VENEER AT INTERIOR CORNERS 1 1 rSCALE: NTS FUTURE DRYWALL I SIDING PER PLAN 41 — —p --- -- HOUSE WRAP, LAPPED OVER FLASHING AND TAPED TO FLASHING METAL FLASHING W/ DRIP EDGE SET IN SEALANT < w z 3 ol W Oy N r y o< a FV,--SELF-ADHESIVE FLASHINGmRGAP-AGE DOOR HEADER PER PLAN s > y 3/8" GAP BETWEEN SIDING AND FLASHING METAL FLASHING SET IN SEALANT O , N 2x8 GARAGE DOOR LINER HOLD IN 4 1/2" AT BACK SIDE FOR FUTURE DRYWALL AT HEADER AT SIDES STONE VENEER AT GARAGE DOOR STONE VENEER VERTICAL TRANSITION Sa • SCALE: I" = P-0" I ' SIDING PER ELEVATION SU HOUSE WRAP, LAPPED OVER FLASHING AND TAPED TO PLASHING I 3/8" GAP BETWEEN SIDING AND FLASHING I I METAL FLASHING WITH DRIP EDGE SET IN SEALANT I 5/4x6 BELLY HAND I 378" GAP BETWEEN BELLY BAND AND I FLASHING "�—METAL FLASHING SET IN SEALANT WEATHER BARRIER / 15# FELT -OVER HOUSE WRAP ~ � SHEATHING BEHIND STONE a SCRATCH COAT &MORTAR BED GALV. DIAMOND WIRE MESH STAPLED �.. W7 1 1/4" GALV. STAPLES Q 6" O.C. MANUFACTURED STONE VENEER STONE VENEER HORIZONTAL TRANSITION SCALE: I"= V-0" v m F z Lj a 'o9$o � a y R IN ••M•g • > m �m Qz S O a www a as z� N s x 2 E4 o C `� y yy y z yy i d vFi C47 du7 z a3 3 ; wF Q m d m x 0 3�'F 5 y< w zU O x m a < 3 S y� p, O: n. O y STONE VENEER VERTICAL TRANSITION Sa • SCALE: I" = P-0" I ' SIDING PER ELEVATION SU HOUSE WRAP, LAPPED OVER FLASHING AND TAPED TO PLASHING I 3/8" GAP BETWEEN SIDING AND FLASHING I I METAL FLASHING WITH DRIP EDGE SET IN SEALANT I 5/4x6 BELLY HAND I 378" GAP BETWEEN BELLY BAND AND I FLASHING "�—METAL FLASHING SET IN SEALANT WEATHER BARRIER / 15# FELT -OVER HOUSE WRAP ~ � SHEATHING BEHIND STONE a SCRATCH COAT &MORTAR BED GALV. DIAMOND WIRE MESH STAPLED �.. W7 1 1/4" GALV. STAPLES Q 6" O.C. MANUFACTURED STONE VENEER STONE VENEER HORIZONTAL TRANSITION SCALE: I"= V-0" j STONE VENEER AT WIN 3 ••••• z u°� a y � C z �fV IN ••M•g • � .Z V i HCl O SNI O o U x o 0 oC V y yy < z C F < aN to o z3; j STONE VENEER AT WIN 3 ••••• z u°� a y � C z �fV IN ••M•g • � .Z V i HCl O SNI O o U x o 0 oC V y yy < z C F < aN to o z3; a O DOW OR DOOR SCALE: 1"= I' -D" CONC. SLAB PORCH BY OWNER TO EXTEND 12" I PAST PORCH POST I WRH MORTAR BED 7/lfi" OSB WOOD FRAME POST PER PLAN MANUFACTURED ST( VENEER INSTALLED', MANUFACTURER SPE 12" DIA, CONC. SONOTUBE (SEE DETAIL e/Dl) HEIGHT TO MATCH HOUSE STEM WALL PER PLAN STONE SILL SET M SEALANT WEATHER BARRIER/ 15# FELT SHEATHIN G BEHIND STONE I SCRATCH COAT &MORTAR BED n GALV. DIAMOND WIRE MESH STAPLED ' W/ 1 I/4" GALV. STAPLES Q 6" O.C. MANUFACTURED STONE VENEER STONE SILL AT WINDOW "r SCALE: 1"= 1'-0 " )NE CAP OD FRAME *fee f • NUFACTURED STONE VEER INSTALLED PER • • • • • • NUFACTURER SPECS. R .T PER PLAN ob so 0 - 6 STONE VENEER ON POST " oss • • RTAR BED WITH WRB • • • .T BASE PER PLAN •••••• DIA. CONC. fOTUBE (SEE 'AIL 9/DI) HEIGHT vMATCH HOUSE STEM WALL O O N Un W � O � xN CA O � 00 wN O O U W D I x O ^ E ^ F FSI z •••••• ••••• �fV IN ••M•g • a'i.' • V i HCl • • SNI O o U x o 0 �o d�Hz I WRH MORTAR BED 7/lfi" OSB WOOD FRAME POST PER PLAN MANUFACTURED ST( VENEER INSTALLED', MANUFACTURER SPE 12" DIA, CONC. SONOTUBE (SEE DETAIL e/Dl) HEIGHT TO MATCH HOUSE STEM WALL PER PLAN STONE SILL SET M SEALANT WEATHER BARRIER/ 15# FELT SHEATHIN G BEHIND STONE I SCRATCH COAT &MORTAR BED n GALV. DIAMOND WIRE MESH STAPLED ' W/ 1 I/4" GALV. STAPLES Q 6" O.C. MANUFACTURED STONE VENEER STONE SILL AT WINDOW "r SCALE: 1"= 1'-0 " )NE CAP OD FRAME *fee f • NUFACTURED STONE VEER INSTALLED PER • • • • • • NUFACTURER SPECS. R .T PER PLAN ob so 0 - 6 STONE VENEER ON POST " oss • • RTAR BED WITH WRB • • • .T BASE PER PLAN •••••• DIA. CONC. fOTUBE (SEE 'AIL 9/DI) HEIGHT vMATCH HOUSE STEM WALL O O N Un W � O � xN CA O � 00 wN O O U W D I x O ^ E ^ F FSI z •••••• ••••• �fV IN ••M•g • a'i.' • V i HCl • • O o U x o 0 �o d�Hz POLE, INTERMEDI SHELFSUPP MAX 32" OC 1x4 CL VARIES FRONT TYPICAL CLOSET SHELVING SCALE: NTS 1x4 TRIM RETURN ENDS TYP. 2 1/4" TRIM 1x6 INTERIOR WRAP C--45DMrfERJOINT,TYP. NOTE: NO SILL AND APRON HIGH WINDOW WHEN SILL IS <4'-6" A.F.F. ------------------------=----- Ix4 TRIM I V � I I x6 INTEFL10R WRAP I I I I I F 21/4" TRIM as Cell I x7 SILL i TYPICAL WINDOW 2 I/4" DBL. BULLNOSE 1.4 TRIM 2 1/4" TRIM ENTRY DOOR/SIDELITE OPTIONAL CRAFTSMAN TRIM 2x FRAMING 1/2" SHEEFROCK 2x BLOCKING IN WALL FOR SEISMIC STRAPPING AS REQ'D. ATTACH SEISMIC STRAPPING TO WALL PER MANUR SPECS. 5 1/4" ARCHITRAVE TRIM RETURN ENDS TYP. 1x4 TRIM Ix61NTERIOR WRAP i 45D MITER JOINT, TYP. NOTE: NO SILL AND APRON HIGH WINDOW WHEN SILL IS <41.6" A.F.F. 5 1/4" ARCHITRAVE ....I — TRIM I i I lx6 INTERIOR WRAP Iz I TRIM I I kl i ]x7 SILL TYPICAL WINDOW 2 1/4" DHL. BULLNOSE ENTRY DOOR/SIDELITE 5 1/4" ARCHITRAVE TRIM Ix6 TRIM (RIPPED) 1x4 TRIM 1 x6 INTERIOR WRAP 45D MITER JOINT, TYP. IAPRON S OPTIONAL ARCHITECTURAL TRIM 3 FULL -WRAP WINDOW TRIM AND/OR SILL & APRON SCALE:NTS SEISMIC STRAPPING AT 1/3 POINTS PER MANUF. SPECS WATER HEATER TO SIT ON METAL PAN NOTE: WATER HEATERS WITH AN IGNITION SOURCE SHALL BE INSTALLED SO THAT THE SOURCE OF IGNITION IS 18" ABOVE THE GARAGE FLOOR j� WATER HEATER DETAIL GARAGE 2 V SCALE: 12" = 1'-0" 37"'DV1712 (CB36 FIREPLACE FRAMING 5 a SCALE: 1/4" = 1'•0" (PARALLEL - TYPE A. B & C) 12"SHEETROCK W/ BULLNOSE CORNERS@ 2x4 BLOCK MANTLE (2) 2x6 2. BLOCK (1)2x4 PER PLAN TILE OR STONE 2x STUD WALL Sb DRYWALL MANTEL DETAIL SCALE: 1/2' = P-0" WINDOW WRAP TRIM Ix6 INTERIOR O c WRAP COLONIAL (BASE): NOT SHOWN CA 2 1/4" COLONIAL TRIM (ALL SIDES) OPTIONAL CRAFTSMAN: 45D MITER 1 x4 TRIM TRIM (TOP) JOINT, TYP. 2 1/4" BULLNOSE TRIM (SIDES) 2 1/4" DBL BULLNOSE TRIM (BOTTOM) •••'�•• OPTIONAL ARCHITECTURAL: 5 1/4" ARCHITRAVE TRIM (TOP) 0!000• 1x4" BULLNOSE TRIM (SIDES) ID APRON 'ES 2 1/4" DBL BULLNOSE TRIM (BOTTOM) ENTRY DOOR/SIDELITE OPTIONAL CRAFTSMAN TRIM 2x FRAMING 1/2" SHEEFROCK 2x BLOCKING IN WALL FOR SEISMIC STRAPPING AS REQ'D. ATTACH SEISMIC STRAPPING TO WALL PER MANUR SPECS. 5 1/4" ARCHITRAVE TRIM RETURN ENDS TYP. 1x4 TRIM Ix61NTERIOR WRAP i 45D MITER JOINT, TYP. NOTE: NO SILL AND APRON HIGH WINDOW WHEN SILL IS <41.6" A.F.F. 5 1/4" ARCHITRAVE ....I — TRIM I i I lx6 INTERIOR WRAP Iz I TRIM I I kl i ]x7 SILL TYPICAL WINDOW 2 1/4" DHL. BULLNOSE ENTRY DOOR/SIDELITE 5 1/4" ARCHITRAVE TRIM Ix6 TRIM (RIPPED) 1x4 TRIM 1 x6 INTERIOR WRAP 45D MITER JOINT, TYP. IAPRON S OPTIONAL ARCHITECTURAL TRIM 3 FULL -WRAP WINDOW TRIM AND/OR SILL & APRON SCALE:NTS SEISMIC STRAPPING AT 1/3 POINTS PER MANUF. SPECS WATER HEATER TO SIT ON METAL PAN NOTE: WATER HEATERS WITH AN IGNITION SOURCE SHALL BE INSTALLED SO THAT THE SOURCE OF IGNITION IS 18" ABOVE THE GARAGE FLOOR j� WATER HEATER DETAIL GARAGE 2 V SCALE: 12" = 1'-0" 37"'DV1712 (CB36 FIREPLACE FRAMING 5 a SCALE: 1/4" = 1'•0" (PARALLEL - TYPE A. B & C) 12"SHEETROCK W/ BULLNOSE CORNERS@ 2x4 BLOCK MANTLE (2) 2x6 2. BLOCK (1)2x4 PER PLAN TILE OR STONE 2x STUD WALL Sb DRYWALL MANTEL DETAIL SCALE: 1/2' = P-0" W O ^ 6 F A wz o� d O c U N CA °` CA � O Q N vU]QQ0.�1-4 W O ^ 6 F A wz o� d O z o C7 •••'�•• C) 0000• 0!000• • • [ � 0000•! Coo. -H •rn rl • • /rh H!• ISI • N•. 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ENGINEER y ap`=,• mei 3 VENT BLOC KOUT11. • b•6 'i ° �a • 0 �1 • �O y 21 -6"1 -'(Ir 6 -Or w N o °v, n tz •oda •• Ic• �'�' v m w 80 , v �. C u yy 00 • • k • ° Q, , ° W • • Scale 1/8"=1'0" `22 4toot 80 ;b Q•� •IW " ° N C y v E E c v E { v Q = `�. ei u v ti q g O a 0 CL g, Creation Date: 30/14/2019 Estimator: SEAN MCCARTNEY Tracking: IWP2S612 FJ1 E4 I -JOIST HEADER CROSS-SECTION la. Ce�w wxxl aeu.. mw�la""� ear ;rtl wrr ver Haaa.r. Irmtex nam upnl m ma.,a nesse k.rp.r m ae mw:ad Iqn, m ma n.rro• r« m�.„�M`ro"�� ,aiaTrm �nll�la.l.�.. maswm uaa ••.aro a,a.r ea" �nxe�zac. v`"er�hti m�n�er� msl'er�.'.n w�asa m w m' IB3 I -JOIST ENO OVER INTERIOR SUPPORp LP LSL. LP LVL or LP Rim may be subsllNled fpr IJa,sl BI«king Blocking Is required when !Joists end et s pPorl buhing 63 BLOCKING AT INTERIOR SVPPOR I '"",aw4etl�w nradar wrl py p�v"i,°uma v wbrWdamraG.ml�a",iw, eaen,q �� � • ti• I �mewr+e I A71 SOLID RIM A3 STARTER JOIST wim Leaver Blocking Fasten nm boars ro each Floor I -Joist using one 8d nail or lOd box nen per Ilanga �� i 1 • • Pre�me a«kmg ler � I la4ral supprnt as required. use LP IJulsl I P VI . LP LSL, or LP Rim Boa1d as Clocking • ... RIM BOARD I • a e Fasten dm board b each Floor � • � • 1 -Joist using one 8tl nail or 10d box nail per flange • Same depth e as I -jots( • • • i\ 10tl Dox nails a16^p.c. toe-naYad Irom outside of building. 1. DESIGN CRITERIA: A. CRITERIA 1. DESIGNED USING 2014 OREGON STRUCTURAL SPECIALTY CODE (OSSC) & 2017 OREGON RESIDENTIAL SPECIALTY CODE (ORSC = II 2. OCCUPANCY CATEGORY TYPE (OSSC TABLE 1604.5) B. ROOF LOADS 1. ROOF SNOW/LIVE LOAD = 25 PSF 2. ROOF DEAD LOAD = 17 PSF 3. ROOF DEFLECTIONS TL = U240 4. ROOF DEFLECTIONS LL = U360 C. FLOOR LOADS 1. FLOOR LIVE LOAD - (OSSC TABLE 1607.1) = 40 PSF 2. FLOOR DEAD LOAD (UPPER FLOORS) = 10 PSF 3. FLOOR DEFLECTIONS TL = U240 4. FLOOR DEFLECTION LL = U480 D. SEISMIC LOADS 1. MAPPED SPECTRAL RESPONSE ACC. FOR SHORT PERIOD, Ss = 0.744 G 2. MAPPED SPECTRAL RESPONSE ACC. FOR 1 -SEC PERIOD, Sl =0.391G 3. DESIGN SPECTRAL RESPONSE ACC. COEFF. AT SHORT PERIOD, SDS = 0.597 G 4. DESIGN SPECTRAL RESPONSE ACC. COEFF. AT 1 -SEC PERIOD, SDI = 0.422 G 5. BUILDING SITE CLASS (OSSC TABLE 1613.5.2) = D 6. SEISMIC DESIGN CATEGORY (OSSC TABLE 1613.3.5(1 & 2)) =D1 7. SITE COEFFICIENT, FA (OSSC TABLE 1613.3.3(1)) = 1.00 8. SITE COEFFICIENT, FV (OSSC TABLE 1613.3.3(2)) = 1.00 9, SEISMIC IMPORTANCE FACTOR, IE = 1.00 10. SEISMIC COEFFICIENT FORCE FACTOR,CS = 0.110 (ASCE 07-10 12.8.1.1 GOVERNS) 11. RESPONSE MODIFICATION FACTOR, R = 6.5 12. BASIC SEISMIC -FORCE -RESISTING SYSTEM = BEARING WALL SYSTEM: LIGHT WEIGHT FRAMED WALL SHEARWALL w/ WOOD STRUCTURAL PANELS 13. ANALYSIS PROCEDURE USED = EQUIVALENT LATERAL FORCE PROCEDURE E. WIND LOADS 1. WIND IMPORTANCE FACTOR, IW = 1.00 2. BASIC WIND SPEED (ULT.) = 120 MPH 3. WIND EXPOSURE = B F. GEOTECHNICAL/SOILS CRITERIA 1. ALLOWABLE SOIL BEARING PRESSURE = 1,500 PSF 2. MINIMUM FROST DEPTH = 18 INCHES 2. FOUNDATION: A. ALL FOOTING AND FOUNDATION DESIGNS ARE BASED ON AN ALLOWABLE SOIL BEARING CAPACITY OF 1,500 PSF. ALL BUILDING SHALLOW SPREAD FOUNDATIONS SYSTEMS SHALL BEAR ON COMPATANT NATIVE SOILS. IF THE SITE HAS A LOWER BEARING CAPACITY THAN LISTED, THEN FOUNDATION PLAN WILL NEED TO BE REDESIGNED. B. A MINIMUM FROST DEPTH OF 18" FROM LOWEST ADJACENT FINISH GRADE TO BOTTOM OF FOOTING SHALL BE MAINTAINED FOR ALL EXTERIOR FOOTINGS, CONTRACTOR SHALL COORDINATE AND VERIFY. C. IT IS RECOMMENDED THAT ALL GRADING, EXCAVATION, PLACEMENT OF STRUCTURAL FILL AND INSTALLATION OF FOUNDATIONS BE PERFORMED UNDER THE INSPECTION AND TESTING OF A QUALIFIED GEOTECHNICAL CONSULTANT DURING THE CRITICAL STAGES OF CONSTRUCTION. D. ALL CONCRETE SLABS SHALL HAVE REINFORCING PER PLANS & CONTROL JOINTS @ 10'-0" O.C. SPACING MAX. AND SHALL BE FOUNDED ON MATERIALS COMPACTED TO 95% OF MAXIMUM DENSITY AS DETERMINED BY A STANDARD PROCTOR AT OPTIMUM MOISTURE AND PLACED IN 8" LIFTS. E. ALL STRUCTURAL FILL BELOW FOOTINGS SHALL EXTEND OUT PAST FOOTINGS AT A SLOPE OF 1 HORIZONTAL TO 2 VERTICAL TO COMPETENT SOILS. F. PROVIDE ADEQUATE DRAINAGE BEHIND ALL WALLS TO ALLEVIATE ANY STANDING WATER. G. MINIMUM CONCRETE SLAB THICKNESS IS 4" 3. CONCRETE: A. ALL CONCRETE CONSTRUCTION SHALL CONFORM TO REQUIREMENTS SET FORTH IN ACI -318, "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE", AND ACI -301, 'SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS". B. THE MINIMUM COMPRESSIVE STRENGTH FOR CONCRETE AT 28 DAYS SHALL BE AS FOLLOWS: C. 1. ALL FOOTINGS, FOUNDATIONS AND STEM WALL = Pc - 3,000 PSI (2,500 PSI USED IN DESIGN, NO SPECIAL INSPECTION) D. 2. ALL FOOTINGS, FOUNDATIONS AND STEM WALLS = Pc - 4,500 PSI (FREEZE/THAW CONDITIONS). E. 3. SLABS ON GRADE = PC - 3,500 PSI (2,500 PSI USED IN DESIGN, NO SPECIAL INSPECTION) F. CONCRETE MIX DESIGN SHALL NOT EXCEED A WATER/CEMENT RATIO OF 0.48. APPROVED ADMIXTURES MAY BE USED TO INCREASE THE WORKABILITY OF THE CONCRETE UPON WRITTEN APPROVAL OF THE OWNER. G. ALL CONCRETE MIXING SHALL MEET THE REQUIREMENTS SET FORTH IN ASTM C94. USE TYPE 1/II CEMENT, ASTM 150. CONCRETE SHALL BE NORMAL WEIGHT WITH MAX. AGGREGATE OF 3/4" AND CONFORMING TO ASTMC33. H. ALL EMBEDDED ANCHOR BOLTS SHALL BE A36 OR A307 STEEL W/ 7" MIN. EMBEDMENT. ANCHOR BOLTS TO BE WITHIN V-0" OF SILL PLATE ENDS, WITH A MIN. OF TWO PER WALL AND NO CLOSER THAN 6" FROM CONCRETE WALL CORNERS. REFER TO FOUNDATION PLAN FOR SPECIFIC ANCHOR BOLT PLAN. I. WET SETTING OF REINFORCING BARS IN FOOTINGS AND WALLS IS NOT ALLOWED. J. PROTECT ALL CONCRETE FROM DRYING AND PREMATURE CURING DURING EXTREME WEATHER CONDITIONS. IT IS NOT PERMITTED TO ADD ANY POTABLE WATER TO MIXTURE ON-SITE. K. BLOCK-OUT ALL STEM WALLS @ ENTRIES AS REQUIRED. L. CONCRETE FORM WORK TO BE OF ADEQUATE STRENGTH AND BRACED TO PREVENT DEFORMATION. M. PROTECT ALL CONCRETE FROM FREEZING. N. STAIN & TEXTURE OF EXPOSED CONCRETE SURFACES PER OWNER'S DIRECTION, IF APPLICABLE. 4. REINFORCING STEEL: A. ALL ARRANGEMENT AND DETAILING OF REINFORCING STEEL, INCLUDING BAR SUPPORTS AND SPACERS, SHALL BE IN ACCORDANCE WITH THE LATEST ACI 315 DETAILING MANUAL. B. ASTM A615, GRADE 40 (#3 REBAR OR SMALLER), ASTM A615, GRADE 60 (#4 REBAR OR LARGER), ASTM A185, GRADE 65 (WELDED WIRE FABRIC SHEETS). BARS TO BE WELDED SHALL BE ASTM A706, GRADE 60. C. DIMENSIONS OF REINFORCING ARE TO BAR CENTERLINES U.N.O. IN DRAWINGS. D. MINIMUM CLEAR PROTECTION FOR REINFORCEMENT SHALL BE AS FOLLOWS: 1. CONCRETE PLACED DIRECTLY AGAINST EARTH: = W 2. FORMED SURFACES AND EXPOSED TO EXTERIOR (#5 BARS OR SMALLER): = 2" M C A L_ K. BROWN, S.E. REGISTERED PROFESSIONAL STRUCTURAL ENGINEER 5346 E.BRANCHWOOD DR., BOISE. ID 83716 (2Cr 3. INTERIOR FACE OF WALLS: = 1 %" E. MINIMUM REINFORCING LAP SPLICES/DEVELOPMENT LENGTHS (F'C = 2,500 PSI): BAR SIZE HOOK LENGTH (IN) DEVL./SPLICE LENGTH (IN) 3 6 24 4 8 32 5 10 40 6 12 48 F. STAGGER SPLICES IN WALLS SO THAT NO TWO ADJACENT BARS ARE SPLICED IN THE SAME LOCATION. REINFORCING SHALL BE CONTINUOUS THROUGH ALL COLD JOINTS. G. PROVIDE CORNER BARS w/ 18" LEGS AT CORNERS AND INTERSECTING WALLS AND FOOTINGS, SIZE AND PLACEMENT TO MATCH HORIZONTAL REINFORCEMENT. H. PROVIDE #4 HORIZONTALS AT TOP OF WALL, CONT. IN FOOTINGS, AND ABOVE ALL OPENINGS. PROVIDE #5 HORIZONTALS AT ALL INTERSECTING FLOORS AND ROOF LEVELS, BOTTOM OF ALL WINDOWS AND AT 2'-0" O.C. MAX. I. PROVIDE #4 VERTICALS AT 24" O.C. w/ STANDARD HOOK EXTENDING INTO FOOTING AT EACH SIDE OF WALL OPENING AND AT EACH END OF WALLS, U.N.O. J. ALL REINFORCEMENT SHALL BE COLD BENT, UNLESS OTHERWISE PERMITTED BY THE BUILDING OFFICIAL AND ENGINEER OF RECORD. REINFORCEMENT PARTIALLY EMBEDDED IN CONCRETE OR MASONRY SHALL NOT BE FIELD BENT, UNLESS PERMITTED BY THE BUILDING OFFICIAL AND ENGINEER OF RECORD. 5. WOOD FRAMING: A. ALL WOOD CONSTRUCTION SHALL CONFORM TO REQUIREMENTS SET FORTH IN NDS -08, "NATIONAL DESIGN SPECIFICATIONS FOR WOOD CONSTRUCTION", AND THE LATEST AF&PA, 'AMERICAN FOREST & PAPER ASSOCIATION REFERENCE STANDARDS. B. ALL STRUCTURAL LUMBER SHALL BE DOUGLAS FIR LARCH (DFIL) #2 OR BETTER, U.N.O. ALL INTERIOR NON -LOAD BEARING WALLS CAN BE DFIL STUD GRADE. ALL STRUCTURAL LUMBER SHALL BE MARKED AND GRADED BY AN APPROVED GRADING INSPECTION AGENCY. C. GLUE -LAMINATED BEAMS SHALL BE DOUGLAS FIR COMBINATION 24F -V4 FOR SIMPLE SUPPORTED AND 24F -V8 FOR CANTILEVERED BEAMS AND MULTI -SPAN CONDITIONS, U.N.O. MEMBERS SHALL BE MANUFACTURED USING WATERPROOF ADHESIVES AND SHALL BE MANUFACTURED IN ACCORDANCE WITH ANSIIAITC A190,1-2002 OR APPROVED EQUIVALENT. ANY HOLES AND/OR NOTCHES IN THE BEAMS SHALL BE IN ACCORDANCE WITH THE STANDARDS OF THE AMERICAN INSTITUTE OF TIMBER CONSTRUCTION (AITC). BEAMS SHALL BE ARCHITECTURAL APPEARANCE GRADE U.N.O. AND SHALL HAVE THE FOLLOWING MIN. SECTION PROPERTIES: FB =2400 PSI, FV = 165 PSI, E = 1,800,000 PSI. PROVIDE WET USE GLUE ON ALL EXTERIOR LOCATIONS. D. ALL STRUCTURAL WOOD FRAMING AND CONNECTIONS SHALL MEET THE REQUIREMENTS PROVIDED IN THE INTERNATIONAL BUILDING CODE, CHAPTER 23, TABLE 2304.9.1, TYPICAL. E. PNEUMATIC NAILING SHALL BE PLAIN SHANK, COATED OR GALVANIZED: 1. 8D = 0.131" DIA. x 2 Y." MIN. LENGTH 2. 10D = 0.148" DIA. x 3" MIN. LENGTH 3.16D = 0.135" DIA. x 3 M." MIN. LENGTH F. HAND NAILING SHALL BE SINKERS, COATED: 1.8D=11 Y2GA. x23/8" 2. 10D = 11 GA. x 2 7/8" 3.16D=9 GA. x3N.." G. ALL METAL HANGERS AND CONNECTIONS ARE NOTED AS'SIMPSON STRONG -TIE' AND SHALL BE INSTALLED PER MANUFACTURER'S RECOMMENDATIONS, U.N.O. AN APPROVED EQUIVALENT MAY BE USED INSTEAD WITH PRIOR APPROVAL FROM THE STRUCTURAL EOR. H. ALL LAMINATED STRAND LUMBER SHALL BE LOUISIANA PACIFIC LSL AND SHALL HAVE THE FOLLOWING MINIMUM SECTION PROPERTIES: FB = 2,500 PSI, FV = 410 PSI, E = 1, 750,000 PSI. ALL LAMINATED VENEER LUMBER SHALL BE LOUISIANA PACIFIC LVL AND SHALL HAVE THE FOLLOWING MINIMUM SECTION PROPERTIES: FB = 2,900 PSI, FV = 285 PSI, E = 2,000,000 PSI. I. ALL PLATES AND WOOD INSTALLED WITHIN 1" OF CONCRETE OR MASONRY SHALL BE PRESSURE TREATED HEM FIR (HF) OR HAVE SUFFICIENT WEATHER RESISTANT PROPERTIES. J. PROVIDE WET USE ADHESIVES. K. MAXIMUM LUMBER MOISTURE CONTENTS SHALL BE 15%. L. ALL FRAMING DETAILS SHALL BE IN ACCORDANCE WITH THE ADOPTED CODE. M. PROVIDE SOLID BLOCKING BELOW ALL BEARING WALLS AND POSTS. PROVIDE BLOCKING @ 24" O.C. @ JOISTS PARALLEL WITH BEARING WALLS ABOVE. N. MINIMUM HEADER AT BEARING WALL TO BE 1-3/4 x 7-1/4 LSL w/ 1-2x TRIMMER AND 1-2x KING STUD, U.N.O. HEADERS WITH LARGER LOADING WILL BE CALLED OUT IN PLANS. 0. BLOCK AND NAIL ALL HORIZONTAL PANEL EDGES AT SHEAR WALLS. P. ALL EXTERIOR WALLS TO BE 2x6 DF#2@ 16" O.C. AND AT INTERIOR NON -LOAD BEARING PARTITIONS TO BE 2x4 @ 24 O.C. STUD WALLS (U.N.O.) Q. PROVIDE STEEL STRAPS AT PIPES IN STUD WALLS AS REQUIRED BY THE ADOPTED CODE. S. OVER -FRAMING SHALL BE DONE SUCH THAT VERTICAL LOADS ARE TRANSFERRED TO MAIN STRUCTURE BELOW BY DIRECT BEARING AT SPACING NOT TO EXCEED 24" O.C. T. ENGINEERED "I" JOISTS TO BE DESIGNED, CERTIFIED, ERECTED, INSTALLED, AND BRACED PER MANUFACTURER'S SPECS. USE THESE PRODUCTS OR AN EQUIVALENT APPROVED MANUFACTURER. U. ALL WINDOW SIZES IN EXTERIOR WOOD WALLS ARE NOMINAL; VERIFY ACTUAL OPENINGS WITH WINDOW MANUFACTURERS, RE: ARCH. V. ALL ROOF OPENINGS GREATER THAN 24"x24" SHALL BE FRAMED IN OPENINGS. W. ALL FASTENERS IN PRESSURE TREATED WOOD MUST MEET THE REQUIREMENTS OF OSSC 2304.9.5. (giRl4T ON DATE: 12-31-2019 SO SHEETINDEX SHEET NUMBER SHEET NAME SO GENERAL STRUCTURAL NOTES S0.1 GENERAL STRUCTURAL NOTES Si FOUNDATION PLAN 51.1 ROOF FRAMING PLAN S2 STRUCTURAL DETAILS S2.1 STRUCTURAL DETAILS uj SO W W 0000• •• • U � 0000••ci • •• . • O as 0 • r • • •• ••.••• • • • • • • Q J uj z 11 W w SO 0000• •• • • • 0000••ci • •• . • ' • 1952 -ST -P as 0 • r • • •• ••.••• • • • • • • • • r ••0•• 0000 •• GENERAL ...... STR4IQf Vj�,AL OfeS- • SO 6. PLYWOOD SHEATHING: A. ALL PLYWOOD SHEATHING AT BUILDING SHALL BE APA RATED EXPOSURE 1 AND THICKNESS SHOWN ON DRAWINGS w/ SPAN INDEX 48/24 AND SHALL BE APA CD EXPOSURE 1 GRADE AT FLOORS. ALL PLYWOOD ROOF PANELS SHALL BE BONDED w/ INTERMEDIATE OR EXTERIOR GLUE W/ 16 MIN SPAN RATING. ORIENTED STRAND BOARD (OSB) CAN BE SUBSTITUTED FOR PLYWOOD, B. ROOF SHEATHING SHALL HAVE THE FOLLOWING MINIMUM FASTENING: 8d NAILS AT 6" O.C. AT PANEL EDGES AND AT 12'0-C- AT INTERMEDIATE SUPPORTS. C. TONGUE AND GROOVE FLOOR SHEATHING SHALL BE GLUED AND HAVE THE FOLLOWING MINIMUM FASTENING: 10d NAILS AT 6" O.C. AT PANEL EDGES AND AT 10" O.C. AT INTERMEDIATE SUPPORTS. C. ROOF AND FLOOR SHEATHING SHALL BE PLACED PERPENDICULAR TO FRAMING WITH STAGGERED END JOINTS D. PROVIDE 1/4" SPACE AT ALL PANEL EDGES FOR EXPANSION, AT ALL ROOF AND WALLS. E. EXT. WALL SHEATHING: 7116" COX MIN. (24/0) SPAN RATING w/ 8d NAILS @ 6" O.C. EDGE, 12" O.C. FIELD U.N.O. ALL SPAN RATINGS TO MEET LOCAL CODES ORIENTED STRAND BOARD (OSB) WITH THE SAME SPAN RATING MAY BE SUBSTITUTED. SHEATHING MAY BE PERPENDICULAR OR PARALLEL TO FRAMING. F. SHEAR WALL SHEATHING SHALL CONSIST OF 7/16" MINIMUM APA RATED SHEATHING WITH A SPAN RATING OF 24/0, WITH FASTENER SIZE AND SPACING AS SHOWN ON PLANS. SEE SHEAR WALL SCHEDULE FOR ALL ADDITIONAL REQUIREMENTS. SHEATHING MAY BE PERPENDICULAR OR PARALLEL TO FRAMING. 7. GENERAL NOTES: A. ALL ELEVATIONS AND HEIGHTS GIVEN ARE FROM THE FINISHED FLOOR DATUM ELEVATION, WHICH IS SET AT 0'-0". B. DO NOT SCALE DRAWINGS, CONTACT DESIGNER OR EOR FOR DIMENSION CLARIFICATIONS PRIOR TO CONSTRUCTION. C. VERIFY ALL OPENINGS, BUILDING DIMENSIONS, COLUMN GRID LOCATIONS AND DIMENSIONS WITH OWNER PRIOR TO POURING OF ANY CONCRETE FOUNDATIONS OR CONSTRUCTION. D. THE ENGINEER OF RECORD IS NOT RESPONSIBLE FOR ANY DEVIATIONS FROM THESE PLANS UNLESS SUCH CHANGES ARE AUTHORIZED IN WRITING TO THE STRUCTURAL ENGINEER OF RECORD. E. THE CONTRACTOR IS RESPONSIBLE FOR PROVIDING SAFE AND ADEQUATE SHORING AND/OR TEMPORARY STRUCTURAL STABILITY FOR ALL PARTS OF THE STRUCTURE DURING CONSTRUCTION. THE STRUCTURE SHOWN ON THE DRAWINGS HAS BEEN DESIGNED FOR FINAL CONFIGURATION. F. NOTCHING AND/OR CUTTING OF ANY STRUCTURAL MEMBER IN THE FIELD IS PROHIBITED, UNLESS PRIOR CONSENT IS GIVEN BY THE STRUCTURAL ENGINEER OF RECORD. G. IT IS NECESSARY THAT THE STRUCTURAL DRAWINGS BE USED IN CONJUNCTION WITH THE ARCHITECTURAL DRAWINGS TO HAVE A COMPLETE SCOPE OF WORK INVOLVED IN THIS PROJECT. 8. DEFERRED SUBMITTALS: A. DEFERRED SUBMITTALS ITEMS PER OSSC 106.3.4.2 SHALL BE SUBMITTED TO THE ENGINEER OF RECORD FOR REVIEW AND APPROVAL. ALL DEFERRED SUBMITTALS SHALL BE STAMPED AND SIGNED BY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF OREGON (SPECIALTY ENGINEER) AND SHALL BE THE SOLE RESPONSIBILITY OF THE SPECIALTY ENGINEER INCLUDING, BUT NOT LIMITED TO, DESIGN, COORDINATION, CONNECTIONS, DIMENSIONS, AND INTENDED PURPOSE. DEFERRED SUBMITTAL ITEMS SHALL INCLUDE A QUALITY ASSURANCE PLAN AS REQUIRED BY CHAPTER 17 OF THE OSSC, REVIEW BY THE ENGINEER OF RECORD SHALL BE FOR GENERAL CONFORMANCE TO THE DESIGN LOADING CRITERIA SET FORTH ON THE CONTRACT DRAWINGS AND SPECIFICATIONS. THE DEFERRED SUBMITTALS ITEMS SHALL NOT BE FABRICATED OR INSTALLED UNTIL THE DESIGN AND SUBMITTAL DOCUMENTS HAVE BEEN REVIEWED BY THE ENGINEER OF RECORD AND APPROVED BY THE BUILDING OFFICIAL. B. FOR REVIEW BY THE ENGINEER OF RECORD 1. DEFERRED SUBMITTAL/SHOP DRAWINGS LIST: a. PRE -MANUFACTURED ROOF TRUSS LAYOUTS AND ENGINEERING. I GENERAL PLAN NOTES GENERAL NOTES A. THE DIMENSIONS SHOWN HERE APPLY TO STRUCTURAL ELEMENTS ONLY, SEE ARCHITECTURAL PLANS FOR ANY DIMENSIONS NOT SHOWN. DUE TO ROUNDED DIMENSIONS PRECISION THERE MAY BE CONFLICTS WITH SOME DIMENSION STRINGS ON PLANS. COORDINATE ALL DIMENSIONS WITH ARCH AND CIVIL DRAWINGS AS NEEDED. B. CONTRACTOR SHALL FIELD VERIFY EXISTING STRUCTURAL CONDITIONS. IF ANY DISCREPANCY OCCURS BETWEEN EXISTING CONDITIONS AND PROPOSED ALTERATIONS, CONTRACTOR SHALL CONTACT ARCHITECT AND STRUCTURAL ENGINEER BEFORE PERFORMING ALTERATION WORK. SYMBOLLEGEND SECTION OJ REFERENCE f 1 ELEVATION S00 REFERENCE GENERAL VIEW REFERENCE REVISION CLOUD AND NUMBER KEY NOTE SHEARWALL TAG i �::s' �; n CONCRETE EARTH FOOTING SHEARWALLS - AREA OF OVERBUILD FRAMING AREA OF MECHANICAL WELL ABBREVIATIONS S Vk%jCTuR44 (E) EXISTING HVAC HEATING VENTILATING AND AIR CONDITIONING (r"�r� 0 (F) FUTURE I.D. INSIDE DIAMETER (N) NEW IN. INCH (R) RENOVATE INSUL. INSULATION ¢ CENTERLINE INT. INTERIOR 0 DIAMETER OR ROUND 1T. JOINT 1 PERPENDICULAR K.O. KNOCKOUT # SQUARE L.F. LINEAL FEET DR FOOT # NUMBER OR POUND L.L.V. LONG LEG VERTICAL @ AT L.L.H. LONG LEG HORIZONTALA.B. ANCHOR BOLT LSL - j ,{•,.; ?„ F i ,V A.F.F. ABOVE FINISH FLOOR LAM. LAMINATED STRAND LUMBER r \ 71 i l� T• �; t ABV. ABOVE LVL LAMINATED VENEER LUMBER ADJ. ADJUSTABLE LBS. POUNDS �� ,lo ct F� ACG. AGGREGATE M.B. MACHINE BOLT ALT. ALTERNATIVE M.O. MASONRY OPENING ALUM. ALUMINUM MAX. MAXIMUM 1� ARCH. APPROXIMATE METH. MECHANICAL EXPIRATION DATE: 12-31-2019 � t ` ARCH. ARCHITECTURAL MET. METALCn B.O. BOTTOM OF MFR. MANUFACTURER B.O.C. BOTTOM OF CONCRETE MIN. MINIMUM B/T BETWEEN M ISC. MISCELLANEOUS B.N. BOUNDARY NAILING) MITT MOUNTED B.U. BUILT-UP MTRL MATERIAL O BD. BOARD N NORTH BLDG. BUILDING N.T.S. NOT TO SCALE BLK. BLOCK NO. NUMBER uj BM. BEAM NOM. NOMINAL Q BOT. BOTTOM 0/H OVERHEAD C.C. CENTER TO CENTER 0/ OVER C. 1. CAST IRON O.A. OVER ALL C.I.P. CAST IN PLACE O.C. ON CENTER LLJ CMU CONCRETE MASONRY UNIT O.D. OUTSIDE DIAMETER C.O. CONCRETE OPENING OR CLEAN-OUT OPNG. OPENING /� ^ CLG. CEILING OPP. OPPOSITE V ♦] CLR. CLEAR OZ. OUNCE r R CCOUNTERSUNK PART. PARTICLE v COL. COLUMN P/L PROPERTY LINE 7 CONC. CONCRETE PL. PLATE L CONT. CONTINUOUS PLYWD. PLYWOOD A� CORR. CORRIDOR PRE-ENG.PRE-ENGINEERED CW/ COORDINATE WITH PT. POINT D.B.A. DEFORMED BAR ANCHOR P.S.L. PARALLEL STRAND LUMBER D.F. DOUGLAS FIR R. RADIUS OR RISER DET, DETAIL R.D. ROOF DRAIN DIA. DIAMETER R.O. ROUGH OPENING DIAG. DIAGONAL RE: REFERENCE (CW/) DIM. DIMENSION REINF. REINFORCE(D) ON. DOWN RREQUIRED J DWG. DRAWING RM. ROOM E.B EXPANSION BOLT S.F. SQUARE FEET FOOT E.B.E. ECCENTRICALLY BRACED FRAME S.S. STAINLESS STEEL E.J. EXPANSION JOINT SCHED. SCHEDULE E. N. EDGE NAIL(ING) SECT. SECTION EA. EACH SHT. SHEET EL. ELEVATION SIM. SIMILAR SIMILAR TO ELEC. ELECTRICAL SPECS. SPECIFICATIONS ELEV. ELEVATOR SQ. SQUARE EOR ENGINEER OF RECORD STD. STANDARD • EQ. EQUAL STRUC. STRUCTURAL • • • • � EQUIP. EQUIPMENT SUSP. SUSPENDED seer • EXP. EXPANSION SYM. SYMMETRICAL • • s • • EXT. EXTERIOR T&G TONGUE & GROOVE • • • •� 0010 F.B. FLAT BAR T.O.B. TOP OF BEAM e • • F.D. FLOOR DRAIN T.O.C. TOP OF CURB/CONCRETE • • • • • • F.O. FACE OF T.O.D. TOP OF DECK • • • • •' • F.O.C. FACE OF CURB/CONCRETE T.O.M. TOP OF MASONRY • • • • F.O.F. FACE OF FINISH T.O.S. TOP OF SLAB • • r e 1952 •�y J'riD F.O.M. FACE OF MASONRY T.O.W. TOP OF WALL F.O.S. FACE OF STUDS THK. THICKNESS r • • r s • • • Til TRUSS JOIST I -JOIST FOT. FACE OF TREAD .75 p • H19!e• FON. FOUNDATION TYP. TYPICAL pe FIN. FINISH U.B.C. UNIFORM BUILDING CODE • e e e s • • r s s FL FLOOR(ING) U.N.O. UNLESS NOTED OTHERWISE r r s e e FLASH. FLASHING V.I.F. VERIFY IN FIELD �-± ��jr D�T • FT. FOOT OR FEET VERT. VERTICAL • • • e • • e V�1NERAL • e e e e FTG. FOOTING W/ WITH r • e • • e e • FTW. FIRE TREATED WOOD W/0 WITHOUT STRWCTaUL NMtS• PURR. FURRING WD. WOOD • • • • •• • GA. GAUGE OR GAGE W. WIDE e e e e GALV. GALVANIZED W.W.F. WELDED WIRE FABRIC GSN GENERAL STRUCTURAL NOTES GYP. GYPSUM H.C.A. HEADED CONCRETE ANCHOR H.S.S. HOLLOW STRUCTURAL STEEL HORIZ. HORIZONTAL HT. HEIGHT sool im L ---------- T_-- r0� F 7 L v6x6 P,T. POST ON 12" DIA. CONC. J SONOTUBE (2/S2) ON 18"x18"x12" CONC. FTG. ((2) #4 EA. WAY) W/ ABU66Z & 5/8" WEDGE ANCHOR 6" STEM WALL ON 12" WIDE x6" THICK CONC. FTG. W/ 4i4 CONT., TYP. ------ T_ 2x4 BEARING WALL/ ON 12"x6" CONIC FTG. SEE SHEET S1.1 FOR SHEAR WALL LOCATIONS WITH ANCHOR BOLT SPACING REQUIREMENTS MAIN FOUNDATION PLAN 1/814 = 11-011 ILL --i ABU44Z & 5/8" -WEDGE ANCHOR MICHAEL K. BROWN, S.E REGISTERED PROFESSIONAL STRUCTURAL ENGINEER 5345 E.BRANCHWOOD DR., BOISE, ID 53716 (709)950-7.5.62 mike, hrown4�rnre—enninnerin�,net EXPIRATION SATE: 12-31-2019 I SCHEDULE END POST PER Boundary rens an D1 DF Tens un of HF Anchor Anchor SCHEDULE Studs Allowable the Allowable _bs Mona Pour Two Pour A 0_1 HOLOOWN PER PLAN q o & SCHEDULE ¢ o� •884y8.X ATTACH JOISTS (2)2x 4545 3270 w PHD5-SDS3 q 3 HDUB-SDS2.5 I -JOIST OR 2x EXTENSION IS NOT REO'D FLOOR JOISTS x F FLOOR JSTS ARE HUNG W/ LEDGER PER z OFF OF THE STEM WALL w/ HEAVY SO. NUT 1� o COUPLER ¢q SOLID BLK REO'D TO AS REO'D MATCH POST ABOVE I�1I.� DETAIL 1/S2 WA HTS - NOTT_ I I (1)6x 9535 6865 w ANCHOR PER HD SCHEDULE �•••.: ?95TSTE •••• AND MANUFACTURER. THREADED ROD w,' Tyt>�AWWW w/ 2x4 BEARING WALL (1)6x 13710 10745 EAVY SO. NUT ANEAI& SO. NUjAN BLOCKING @ INTERMEDIATE WASHEH (w1'Lff. WASH61C BUT. ROVIDE 24" EMBE ROVIDE 24"EMBE ON 12"x6" CONC. FTG. 5 MSTC28 (2)2x 3000 2590 JOIST SUPPORTS, TYP. 6 MSTC40 (2)2x 4335 3745 N/A N/A 7 MSTC66 (2)2x 5660 1 5660 N/A N/A Notes: 24" CUTOUT IN STRIP FTG.I 1. Install all holdowns per manufactureer speciticailon per latest Simpson Strong Tie catalog. 2. Match studs on schedule for walls below on all wall to wall holdowns. 3. (Multiple)2x studs nailed together with (2) rows of 16d @ 3" o.c. staggered. 4. Refer to shearwall schedule and typical shearwall details for wall locations and configurations. ri T FOR ACCESS THROUGH CRIPPLE WALL, (TYP. OF 5) II II 11 II II II I -JOIST BLOCKING @ 48" O.Cr- 3/4" T&G SULiFLOOR OVER 9 1/2" ° I I WOD-I-JOISTS @ 19.2" O.C. II II II 2x4 BEARING WALL ON 12"x6" CONC. FTG. 4" MIN, CONCRETE SLAB SLOPED TO CODE — — I — — PT MUD SILL & ANCHOR BOLT SPACING PER SHEARWALL SCHEDULE. (BOLTS MAX. 12" FROM BOARD ENDS) ANCHOR BOLTS TO PROTRUDE 2 1/4" ABOVE THE CONC. FDN. WALL 24"x24"x12" CONC. FTG. r— I I I _ 36"W/ (4 12" EACH FTG. W/ (4) #4 EACH WAY@BEARING �� I W/ (3) #4 EACH WAY POINTS I I L @ BEARING POINTS ---�� LL AO<C) -----------J d IN TINUOUS FOOTG )CON 4x4 P.T. POST ON 12" DIA. CONC. 1 I rn�80NOTUBE (2/S2) ON 18"x18"x12" 2x4 BEARING WALL/ ON 12"x6" CONIC FTG. SEE SHEET S1.1 FOR SHEAR WALL LOCATIONS WITH ANCHOR BOLT SPACING REQUIREMENTS MAIN FOUNDATION PLAN 1/814 = 11-011 ILL --i ABU44Z & 5/8" -WEDGE ANCHOR MICHAEL K. BROWN, S.E REGISTERED PROFESSIONAL STRUCTURAL ENGINEER 5345 E.BRANCHWOOD DR., BOISE, ID 53716 (709)950-7.5.62 mike, hrown4�rnre—enninnerin�,net EXPIRATION SATE: 12-31-2019 I SCHEDULE END POST PER Boundary rens an D1 DF Tens un of HF Anchor Anchor SCHEDULE Studs Allowable the Allowable _bs Mona Pour Two Pour A 0_1 HOLOOWN PER PLAN q o & SCHEDULE ¢ o� •884y8.X 2 HDU4-SDS2.5 OR (2)2x 4545 3270 w PHD5-SDS3 q 3 HDUB-SDS2.5 I -JOIST OR 2x EXTENSION IS NOT REO'D FLOOR JOISTS x F FLOOR JSTS ARE HUNG 36 THREADED RO z OFF OF THE STEM WALL w/ HEAVY SO. NUT 1� o COUPLER ¢q SOLID BLK REO'D TO AS REO'D MATCH POST ABOVE I�1I.� O II WA HTS - NOTT_ I I (1)6x 9535 6865 w ANCHOR PER HD SCHEDULE �•••.: ?95TSTE •••• AND MANUFACTURER. THREADED ROD w,' Tyt>�AWWW w/ n TYPICAL HOLDOWN DETAIL SCALE: N.T.S. HOLDOWN SCHEDULE MARK Boundary rens an D1 DF Tens un of HF Anchor Anchor NUMBER HOLDOWN Studs Allowable the Allowable _bs Mona Pour Two Pour 1 HDU2-SDS2.5 OH (2)2x 3075 2215 SB Y8 X 24 24 PHD2-SDS3 •884y8.X 2 HDU4-SDS2.5 OR (2)2x 4545 3270 SB % X 24 *SB Y.*X 24 PHD5-SDS3 3 HDUB-SDS2.5 (3)2x 7870 5665 SSTB28L _ EMBED INTO CONC CD 36 THREADED RO w/ HEAVY SO. NUT 1� W AND BP7/0-2 0EARINO11I I�1I.� WA HTS - NOTT_ 4 HDU11-SDS2.5 (1)6x 9535 6865 1'DIAp42^A36 1 °IA142'A Ii �•••.: ?95TSTE •••• AN19-175 THREADED ROD w,' Tyt>�AWWW w/ 8 HHDO14-SDS2.5 (1)6x 13710 10745 EAVY SO. NUT ANEAI& SO. NUjAN WASHEH (w1'Lff. WASH61C BUT. ROVIDE 24" EMBE ROVIDE 24"EMBE INTO CONT FrG. .ID 4616 RIG. 5 MSTC28 (2)2x 3000 2590 N/A • */A 6 MSTC40 (2)2x 4335 3745 N/A N/A 7 MSTC66 (2)2x 5660 1 5660 N/A N/A Notes: 1. Install all holdowns per manufactureer speciticailon per latest Simpson Strong Tie catalog. 2. Match studs on schedule for walls below on all wall to wall holdowns. 3. (Multiple)2x studs nailed together with (2) rows of 16d @ 3" o.c. staggered. 4. Refer to shearwall schedule and typical shearwall details for wall locations and configurations. 5. Refer to Simpson catalog for minimum embed of anchors into concrete. si W W U O W o v W CD z 1� W ".. I�1I.� •• • • V ) �•••.: ?95TSTE •••• AN19-175 • • • •••••• •••• • ;'Q6aDATI0*Nff,•AN si I lwi Ui —li wvo iv —ttiU )lvwvj PLYWOOD OR OSB SHEATHING with 24/16 MIN. SPAN RATING CONTINUOUS OVER 2 OR MORE SPANS. STAGGER PANEL ENDS & FASTEN W/ 1 OD AT 6" O.C. ALL SUPPORTED EDGES AND 12" O.C. FIELD. ALL HEADERS TO BE 1-3/4" X 9-1/2 LSL U.N.O. MAIN ROOF FRAMING PLAN SCALE: 1/8"=1'-0" TYPE 1 HD AT POST BASE EXTENT OF SHEARWALL SHEATHING SEGMENT NDICATES SHEARWALL IYP: INDICATES HOLDOWN TYPE. (1) ON EA END OF WALL SEGMENT MICHAEL K. BROWN, S.E REGISTERED PROFESSIONAL STRUCTURAL ENGINEER 5346 E.BRANCHWOOD DR., BOISE, ID 83716 (208)850-7542 mi ke.Er—Ocore—enaineeri nq.net EXPIRATION DATE: 12-31-2019 Q O_ m N N � N U (m ry0 - W o w L Q W C-0 z �n ti W C/) _ Ili 1 • ^/1 '..' 19.5.2.STD ' •••'.: A1119--175 • a z W Q aaaaa�Ua 2 CEJ @l Ud @J CEJ @J @J a t In U Q 2 0 0 0 Q Q x g5 o E m � E � c E. g p z �t - ooaaaaaa o� - �;, Oz V V V V V@) O A U [O t0 <O - - U E a E a _ a E a U 3 y a N Z V V V V V@@) J - O�- a G - U m Llj D m- $ E `m L.0 z 9 7B z -D 65�r � �_ _ � c w� -= -- o __ O T y LL A_ - 0 o C G o 0 0 0 c a E g - N N �V5_ V U5 V _ v 3 _6 E E =_ z-- z~ Q o 0 m 0 0 m 0 m 0 0 o E E L E 3 d 3- 3 w ��odm12 r /'1 V / W W � U (m ry0 W o w W C-0 z �n ti W C/) Ili 1 • ^/1 '..' 19.5.2.STD ' •••'.: A1119--175 • NOTES FOR FLOOR JOIST BEARING 1. JOIST SHALL BEAR A MINIMUM OF 1 1/4" ON 2x4 P.T. STUD. ANCHOR BOLTS W/ .— 1/2" MIN. CLEAR BETWEEN 3"x3"x.229" PLATE WASHERS JOIST AND CONCRETE AS REQUIRED- SEE SHEAR WALL SCHED. 3/4" T&G SUBFLOOR PRESSURE TREATED— WOOD-I-JOI ......... .. .. ..... MUD SILL A .. J:. PER PLAN SILL SEALER ` 8" MIN. ............. .... .... .. ° ATTACH 2x4 LEDGER TO P.T. LEG W/ GLUE AND (3) 1 Od NAILS #4 HORIZ CONT. TOP - - - #4 VERT AT 24" O.C. 18" MIN. AND BOT III Y - ATTACH 2x4 P.T. AT EACH JOIST TO STEMWALL W/ RAMSET RAMGUARD :.I , 1524SDE (0,145" DIAMETER x 1 1/2" I EMBED INTO CONCRETE) S J� POWDER -ACTUATED FASTENERS IN { t — (3) PLACES MIN. OR 12" O.C. 3" CLR FOOTING AND STEM III-III,TiIII-III , WALL PER PLAN .Q FOUNDATION & FLOOR SECTION SHEATHING PER SCHEDULE 2x STUDSPERPLANS SILL NAILING SEE DIAPHRAGM EDGE NAILING. SCHEDULE 1 OD Q 6" O.C. MIN FLOOR SHEATHING PER EDGE NAILING PLAN SEE SHEARWALL SCHEDULE I -JOIST PER PLAN EDGE NAILING CONT. RIM JOIST CONT. DBL 2X SIMPSON A35 PER TOP PLATES SCHEDULE. 48"O.C. MIN. MAY BE OMITTED IF 2 x STUDS SHTG IS LAPPED ON RIM PER PLAN JST AS SHOWN (1) 10 d NAIL EACH SIDE ANCHOR BOLTS W/ OF I-JST TYP. 3"x3"x.229" PLATE WASHERS AS REQUIRED- SEE SHEAR WALL SCHED, PRESSURE TREATED --,_ MUD SILL • SILL SEALER 8„M' I Y A • —r �' #4 VERT AT 24” O.C. #4 HORIZ CONT - 18" MIN. TOP AND BOT -� I N+ a 4 3" CLR- FOOTING AND STEM JI I I '—ILL,–�IJ.fJ-, ,II WALL PER PLAN PERP. FLOOR FRAMING ALT. S -� CALE =3/4" = C-0" CONCRETE PAD FOOTING, PER PLAN SONOTUBE PIER TO PAD FOOTING CONNECTION 2 SCALE -NTS SHEATHING PER SCHEDULE 2X P.T. PLATE WI ANCHOR BOLT PI SHEAR WALL SC 5 CONCRETE CURB SCALE: N.T.S. RING WALL 4" CONC. SLAB STEM WALL, SEE DETAIL VS2 FOR ADD'L INFO MICHAEL K. BROWN, S.E REGISTERED PROFESSIONAL STRUCTURAL ENGINEER 5.346 E.BRANCHWOOD DR., BOISE. ID 837th Vic. c.o -, . SHEATHING PER P,T. POST ATTACHED TO CONIC. PIER WITH ABU POST BASE PER PLAN AND 5/8" SILL NAILING SEE FLOOR SHEATHING PER WEDGE ANCHOR 21 I -JOIST BLK'G ® 48" O.C. 6" MIN. BACKFILL AROUND 12" MAX I I PIER FINISH GRADE SI-IEARWALL SCHEDULE 2 x 4 FILLER BLK'G W/ (4) Bd NAILS TO BE WITHIN 12" OF TOP OF CONC. PIER 12" DIA. SON OTUBE FON. STEM WALL, MAX 4B" TALL d - n ` � RE PLANEDGE 48" MAX (2) 44 VERTICAL BARS �-I W/ J HOOK IN OPP. DIRECTIONS TOP PLATES MIN. MAY BE ` N II CONCRETE PAD FOOTING, PER PLAN SONOTUBE PIER TO PAD FOOTING CONNECTION 2 SCALE -NTS SHEATHING PER SCHEDULE 2X P.T. PLATE WI ANCHOR BOLT PI SHEAR WALL SC 5 CONCRETE CURB SCALE: N.T.S. RING WALL 4" CONC. SLAB STEM WALL, SEE DETAIL VS2 FOR ADD'L INFO MICHAEL K. BROWN, S.E REGISTERED PROFESSIONAL STRUCTURAL ENGINEER 5.346 E.BRANCHWOOD DR., BOISE. ID 837th Vic. c.o -, . SHEATHING PER SCHEDULE 2x STUDS PER PLAN SILL NAILING SEE FLOOR SHEATHING PER SCHEDULE PIAN I -JOIST BLK'G ® 48" O.C. EDGE NAILING SEE SI-IEARWALL SCHEDULE 2 x 4 FILLER BLK'G W/ (4) Bd NAILS a BOUNDRY NAILING I -JOIST ,, ,. " FON. STEM WALL, I Od ®6" O.C. MIN d - n ` � RE PLANEDGE NAILING CONT. RIM JOIST e ° " c ° c a ' SIMPSON A35 PER CONT. DBL 2 x TOP SCHEDULE. 48"O.C. TOP PLATES MIN. MAY BE ` N 2 STUDS PER PLAN OMITTED IF SHTG _ _ `_ _ m 4i x IS LAPPED ON RIM \ --- SHEATHING JST AS SHOWN \ --- �N PERSCHEDULE\� (1) 10 d NAIL EACH SIDE t (2) tW iYP. % ANCHOR BOLTS W/ 1 3"x3"x.229" PLATE WASHERS AS REQUIRED -SEE (2) 94 HARS COW. SHEAR WALL SCHED. PRESSURE TREATED - MUD SILL 4 A FOOTING SILL SEALER A-948" 2'-D' 2'-0" 8" MIN. �r ° CONCRETE FOUNDATION 44 VERT AT 24" O.C. #4 CONT. S F^^7ING ' . �IAL� A STEPPED �y -0 ' ��"�J w TOP AND BOT III P AIM SCAf[= 3/8=t' -o tJ2 a2f itxt? 3/t6=Y-07 18"MIN. �— •IIIIII CLR III 91 I I+++ITI�++ITIII 9' FOOTING AND STEM WALL PER PLAN 4 PARALLEL FLOOR FRAMING ALT. SCALE = 3/4" =1'-0" �JATE� 12-31-2019 (DO W � U O W o C/') W WCD r cn 1L_ W CIS J 1� • •"• 19.5,E STD .. •.: All! P.a75 ....•. ...... .... •.•..•STRUCTURAL�fiT�PMLS • 0000 • • • •• • S2 4 CONT. DBL. 2 x TOP` II -� 2x STUD WALL PLATE IIIJL NOTE: RBC CLIP MAY BE INSTALLED WITH J" MAXIMUM GAP BETWEEN 2x BLOCriI•J ; AND WALL DBL TOP PLATE ROOF BLKG. @ TRUSSES SCALE. N.T.S_ SHEAR WALL 2X OUTRIGGER AT 48" O.C. 8 d @ 4" O.C. EDGE NAILNG SEE TO BLKG. SHWINALL SCHEDULE 2 x BLKG W/ 16 d @ fi'O.C. SIMP A34 CLIP AT E.A. END (DEPTH TO MATCH DEPTH OF TRUSS) (4)10 d NAILS @ EA BRACE CEILING LINE SHEAR TRANSFER BRBRACE@48'0.6.12126 ACED AT 24- D.C. 1 )2 -0 THRU WALL INTERRUPTION SIMP. A34 CLIP MAxLENOTH2d"MAX SHEAR WALL _ @ EA. BRACE ENG x SCALE: N.T.S. LATERAL A PARALLEL TRUSSES 2 SCALE: N.T.S. TO WALL CLIPS PER SHEARWALL SCHEDULE 48- DC MN CLIPS MAY BE OMITTED IF SHEAR WALL SHEATHING IS COM. TO TRUSSTOP CHORD AS 54M. 98' MIN. LAP STAGGER NMlS 16d@a•o.c e 16 d @ 15- D.C. m. PLAN VIEW CONT. DBL.2 xTOP PLATE ELEVATION 7 TOP PLATE SPLICE SCALE: N.T.S. SHEAR WALL MICHAEL K. BROWN, S.E REGISTERED PROFESSIONAL STRUCTDRAL ENGINEER 5346 E.BRANCHWOCO DR., BOISE, ID 83715 (208)850-7542 mike.brown®core—engineering net ROOF TRUSSES OVERBUILD FRAMING ROOF EDGE NAILING 8 d @ 6" D.C. MIN 1 CLIPS PER SHE ARNAU- SC HEDULE 48.0 C. MN EDGE NAIL PER SHEAR WALL SCHED PRE -FAB WOOD ROOF TRUSSES BY OTHER 6" TIMBERLOCK SCREW OR EQUIVALENT @ E.A. TRUSS x STUD WALL SHEAR TRANSFER AT OVERBUILD 8 SCALE: N.T.S. 12-31-2 119 CLIPS PER SHEATWMIL SCHEDULE 48' O.C.MN ROOF SHEATHING ROOF EDGE NAILING SEE PLAN 8 d @ 6" O.C. MIN — CD W 8d@6"O.C. o 2 x CONT. BLOCKING W 2x BLKG W ti� W @ 12" D.G. 8d@6"O.0 PRE -FAB WOOD ROOF 16 d TOENAILS TRUSSES BY OTHER @ 6" O.C. EDGE NAIL PER SHEAR WALL SCHED EDGE NAILING SEE SHEARWALLSCHEOULE SHEATHING 6" TIMBERLOCK SCREW OR (SEE SCHEDULE) EQUIVALENT @ E.A. TRUSS WALL SHEATHING SEE SHEARWALL SCHEDULE CONT. DBL. 2 x TOP` II -� 2x STUD WALL PLATE IIIJL NOTE: RBC CLIP MAY BE INSTALLED WITH J" MAXIMUM GAP BETWEEN 2x BLOCriI•J ; AND WALL DBL TOP PLATE ROOF BLKG. @ TRUSSES SCALE. N.T.S_ SHEAR WALL 2X OUTRIGGER AT 48" O.C. 8 d @ 4" O.C. EDGE NAILNG SEE TO BLKG. SHWINALL SCHEDULE 2 x BLKG W/ 16 d @ fi'O.C. SIMP A34 CLIP AT E.A. END (DEPTH TO MATCH DEPTH OF TRUSS) (4)10 d NAILS @ EA BRACE CEILING LINE SHEAR TRANSFER BRBRACE@48'0.6.12126 ACED AT 24- D.C. 1 )2 -0 THRU WALL INTERRUPTION SIMP. A34 CLIP MAxLENOTH2d"MAX SHEAR WALL _ @ EA. BRACE ENG x SCALE: N.T.S. LATERAL A PARALLEL TRUSSES 2 SCALE: N.T.S. TO WALL CLIPS PER SHEARWALL SCHEDULE 48- DC MN CLIPS MAY BE OMITTED IF SHEAR WALL SHEATHING IS COM. TO TRUSSTOP CHORD AS 54M. 98' MIN. LAP STAGGER NMlS 16d@a•o.c e 16 d @ 15- D.C. m. PLAN VIEW CONT. DBL.2 xTOP PLATE ELEVATION 7 TOP PLATE SPLICE SCALE: N.T.S. SHEAR WALL MICHAEL K. BROWN, S.E REGISTERED PROFESSIONAL STRUCTDRAL ENGINEER 5346 E.BRANCHWOCO DR., BOISE, ID 83715 (208)850-7542 mike.brown®core—engineering net ROOF TRUSSES OVERBUILD FRAMING ROOF EDGE NAILING 8 d @ 6" D.C. MIN 1 CLIPS PER SHE ARNAU- SC HEDULE 48.0 C. MN EDGE NAIL PER SHEAR WALL SCHED PRE -FAB WOOD ROOF TRUSSES BY OTHER 6" TIMBERLOCK SCREW OR EQUIVALENT @ E.A. TRUSS x STUD WALL SHEAR TRANSFER AT OVERBUILD 8 SCALE: N.T.S. 12-31-2 119 W C1) �pp • • -CIO 0000 ••• 0000•• •• • .• .'. .091q�� T'D 0.00•• •• AH192t"V5 9 •9 • •• • •0600• 0000 00.09 •'• "• STRWCT-URAL DU'rAM 1,.:.. • •0Q 10 S2,01 W W U CD W o � W c/) W CD W C1) �pp • • -CIO 0000 ••• 0000•• •• • .• .'. .091q�� T'D 0.00•• •• AH192t"V5 9 •9 • •• • •0600• 0000 00.09 •'• "• STRWCT-URAL DU'rAM 1,.:.. • •0Q 10 S2,01 0 0 r 4 0 o w � O a 70-00-00 10-06-00 41-O6-qQ: 21-03-04 14-00-00 I C1GE N -• 0-00 HATCH LEGEND 2/12 Ceiling Vault i Start 2'0.C. Layout From B01GE to A10GE U.N.O. J. O 0 7 N 1 � p HUS26 (11} L1GT2! D02GR LUGT2 2-00-00 _ D01 GE 22-06-00 11-06-00 12-00-00 6-00-00 70-00-00 All Truss to Plate connections are Timberl-OK Unless Noted Otherwise 0 W Lu 0 b � A02(5) am= ml m B ' 11-08-08 12-00-00 6-00-00 TRIANGLES ON TRUSS ENDS INDICATE LEFT END OF TRUSS ON CORRESPONDING ENGINEERING SHEET 0 0 4 v ROOF NOTES: COMPOSITION ROOF ROOF PITCH: 6/12 OVERHANG: 2-00-00 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 RESPONSABLE FOR REPORTING ANY DISCREPANCIES TO THE MANUFACTURER PRIOR TO FABRICATION. 3. TRUSSES ARE EXTREMELY FLEXIBLE UNTIL ALL FORMS OF BRACING ARE IN PLACE AND FASTENED. FOR ERRECTION AND BRACING RECOMMENDATIONS, SEE THE ENCLOSED BCSI-B1 & BCSI-133 g (D cc a� C � O p 'z °' a) E w a 5 C -C CL O =1 07 M Z 'w ` m N I= AOi(5) A Q 4 A04(5) -7- C �W Cay-- _ 0 0 c c M ENGINEERED TRUSS DRAWINGS IS MANDITORY AND i9RMANENT. F= L) '12-03-08 CD En N C o,.�QoE °�Y• • '3 -0 -6.0) a) •• 5 m-0 >. a c2>E= 0 a y CL -0 • CL= toc°mm co F V O iw >��Qµj b Y 4 p w CL o-) � 00000* • • • Q ALTERATION OF A TRUSS WITHOUT WRITTEN APP}F6VALfROM THE • 0600 0 TRUSSCO & BUILDING SUPPLY. ItW SUPERIMPOSED LOADS: • • • • • Nt _ ......_._..:.._11-04-08,. i�......_ _.. CC); C? 0 o o oeqtpoe N !z F- O o E P N � O i O • O t N ❑ 0 Io I I cQ: C Y a r a m > i � M (0(0 ' 15_00,00Ti L (O (0 T- k� Lf) 70o X,c� :5T 2 S a a 0 i a xo RESTRAINING AND TEMPORARY BRACING REQUIREMENTS. o o t E03GR LUGT2 2. SEE ENGINEERED TRUSS DRAWINGS AND SUPPLIED BCSI-83 FOR PERMANENT BRACING REQUIREMENTS E01GF 22-06-00 11-06-00 12-00-00 6-00-00 70-00-00 All Truss to Plate connections are Timberl-OK Unless Noted Otherwise 0 W Lu 0 b � A02(5) am= ml m B ' 11-08-08 12-00-00 6-00-00 TRIANGLES ON TRUSS ENDS INDICATE LEFT END OF TRUSS ON CORRESPONDING ENGINEERING SHEET 0 0 4 v ROOF NOTES: COMPOSITION ROOF ROOF PITCH: 6/12 OVERHANG: 2-00-00 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 RESPONSABLE FOR REPORTING ANY DISCREPANCIES TO THE MANUFACTURER PRIOR TO FABRICATION. 3. TRUSSES ARE EXTREMELY FLEXIBLE UNTIL ALL FORMS OF BRACING ARE IN PLACE AND FASTENED. FOR ERRECTION AND BRACING RECOMMENDATIONS, SEE THE ENCLOSED BCSI-B1 & BCSI-133 g (D cc a� C � O p 'z °' a) E w a 5 C -C CL O =1 07 M Z 'w ` m N I= L N O -O is .0 f0 U 7 N C �W Cay-- _ 0 0 c c M ENGINEERED TRUSS DRAWINGS IS MANDITORY AND i9RMANENT. F= L) i CD En N C o,.�QoE °�Y• • '3 -0 -6.0) a) •• 5 m-0 >. a c2>E= 0 a y CL -0 • CL= toc°mm DOWNS, NAILING AND OVERALL SWAY BRACING• iia c a) M V �O U m > i O� o� iw >��Qµj DO NOT CUT, DRILL, OR ALTER TRUSSES IN ANY WAY WITHOUT O.SCU 0 w CL o-) � 00000* • • • Q ALTERATION OF A TRUSS WITHOUT WRITTEN APP}F6VALfROM THE • 0600 0 TRUSSCO & BUILDING SUPPLY. ItW SUPERIMPOSED LOADS: • • • • • Nt LJ.' C7 Z � oC3 0 o o oeqtpoe N !z F- 0 o • 0 U CL 07 'W 0) In: L ❑ 0 co co z � cQ: C Y a ;a a m > � M (0(0 0) L (O (0 T- oo 04 Lf) 70o X,c� :5T 2 S a a 0 i a xo RESTRAINING AND TEMPORARY BRACING REQUIREMENTS. RECOMMENDATIONS, SEE THE ENCLOSED BCSI-B1 & BCSI-133 V SUMMARY SHEETS. 4 -� CD BEFORE INSTALLING TRUSSES, REFER TO INDIVIDUAL ENGINEERED BEFORE TRUSS DRAWINGS. LOCATE THE TOP AND BOTTOM CHORDS, AND. • • • • + C) o PLACE TRUSSES ACCORDINGLY. BRACE INDICATED ON THE • ENGINEERED TRUSS DRAWINGS IS MANDITORY AND i9RMANENT. i •• �•• °�Y• • •• 5 ••^ 0 FOLLOW PROJECT ENGINEERS / DESIGNERS INS.TPU6T" ON TI? • 0 DOWNS, NAILING AND OVERALL SWAY BRACING• V • 6 ••+•• • • ••S�o© • DO NOT CUT, DRILL, OR ALTER TRUSSES IN ANY WAY WITHOUT WRITTEN AUTHORIZATION FROM THE TRUSSCO &j3UILOING SUPPLY. THE CONTRACTOR ASSUMES SOLE RESPONSABiLITYUFANY • • • 00000* • • • ALTERATION OF A TRUSS WITHOUT WRITTEN APP}F6VALfROM THE • 0600 TRUSSCO & BUILDING SUPPLY. Ifeelp SUPERIMPOSED LOADS: • • • • • A. NO MATERIAL SHALL BE STORED ON A TRUS-'P" P JFUNTIL AFL• • • • o • • • • PERMANENT BRACING HAS BEEN COMPLET%Y ff%TILLED. • o o oeqtpoe B. CONCENTRATED & UNIFORM LOADS DUE TO CONSTRUCTION • • • • 'o • • %°� •� `na ANDIOR OCCUPANCY SHALL NOT EXCEED THOSE SPECIFIED BY + • • 0 THE TRUSS DESIGNER AS TO WEIGHT AND LOCATION. a C. LOADS SHALL NOT BE SUSPENED FROM THE BOTTOM CHORDS OF a o a TRUSSES UNLESS THE TRUSSES HAVE BEEN DESIGNED TOii z a a SAFELY CARRY THE APPLIED LOAD. a m > 2 w IMPORTANT:a > y as 1. SEE BCSI-B1 SUMMARY SHEET FOR HANDLING, INSTALLING, :5T 2 S a a 0 i RESTRAINING AND TEMPORARY BRACING REQUIREMENTS. o o t 5 al-wz 2. 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