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2008, 11-04 Permit App: 08004297 ResidenceProject Number: 08004297 Inv: 1 Application THIS IS NOT A PERMIT Penalties will be assessed for commencing work without a permit Date: 11/4/2008 Page 1 of 3 Project Information: Permit Use: SFR W/ATT GAR Contact: Address: C - S - Z: Setbacks: Front Left: Right: Rear: Phone: Group Name: Project Name: Site Information: Plat Key: Name: Range HAYDEN HOMES 2464 SW GLACIER PLACE REDMOND, WA 97756 (509) 413-6340 District: Nort Parcel Number: 45091.2804 Block: Lot: SiteAddress: 11611 E MARIETTA LN Location:: CSV Zoning: R-4 SF Res Urban District Water District: 026 IRVIN Area: 4,416 Sq Ft Width: 0 Nbr of Bldgs: 0 Nbr of Dwellings: 0 Owner: Name: HAYDEN HOMES Address: 2464 SW GLACIER PLACE REDMOND, WA 97756 Hold: (— Depth: 0 Right Of Way (ft): 0 Review Building Plan Review Released By: Driveway/Approach Originally Released: 11/3/2008 By: tmelbourn Released By: Originally Released: 11/4/2008 By: jdavis Landuse/Zoning/HE Conditions Released By: Sewer Review Permits: Originally Released: 10/31/2008 By: mpalaniuk Released By: 1 Operator: JD Originally Released: 10/29/2008 By: jdavis Printed By: JD Print Date: 11/4/2008 Project Number: 08004297 Inv: 1 Application THIS IS NOT A PERMIT Penalties will be assessed for commencing work without a permit Date: 11/4/2008 Page 2 of 3 Contractor: HAYDEN HOMES LLC Address: 2464 SW GLACIER PL STE 110 REDMOND OR 97756 Description Grp Type 1&2 FAMILY R-3 VB DECK OPEN R-3 VB GARAGE U-1 VB Item Description RESIDENTIAL PERMIT FEE WSBC SURCHARGE SF PLNS RVW < 7999 SQ FT Notes Building Permit Firm: HAYDEN HOMES LLC Phone: (541) 923-6607 This Application: Total Project: Sq Ft Valuation Su Ft Valuation 1,031 $97,934.69 1,031 $97,934.69 24 $360.00 24 $360.00 400 $7,600.00 400 $7,600.00 Totals: 1,455 $105,894.69 1,455 $105,894.69 Contractor: HAYDEN HOMES LLC Address: 2464 SW GLACIER PL STE 110 REDMOND OR 97756 Item Description GAS WATER HEATER GAS APPLIANCE<=100,000BTU VENTILATING FANS HOOD - TYPE I CLOTHES DRYER RANGE Units Unit Desc 1 SELECT 1 SELECT 1 SELECT Permit Total Fees: Mechanical Permit Units 1 1 4 1 1 1 Fee Amount $1,027.35 $4.50 $410.94 $1,442.79 Firm: HAYDEN HOMES LLC Phone: (541) 923-6607 Unit Desc NUMBER OF NUMBER OF NUMBER OF NUMBER OF NUMBER OF NUMBER OF Permit Total Fees: Fee Amount $10.00 $12.00 $40.00 $50.00 $10.00 $10.00 $132.00 Operator: JD Printed By: JD Print Date: 11/4/2008 Project Number: 08004297 Inv: 1 Application THIS IS NOT A PERMIT Penalties will be assessed for commencing work without a permit Date: 11/4/2008 Page 3 of 3 Contractor: HAYDEN HOMES LLC Address: 2464 SW GLACIER PL STE 110 REDMOND OR 97756 Item Description TOILETSBIDETS SINKS TUBS DISH WASHERS GARBAGE DISPOSAL CLOTHES WASHER MISCELLANEOUS FIXTURES Payment Summary:. __=s Permit Type Building Permit Mechanical Permit Plumbing Permit Plumbing Permit Units 2 4 2 1 1 1 3 Fee Amount $1,442.79 $132.00 $84.00 Firm: HAYDEN HOMES LLC Phone: (541) 923-6607 Unit Desc NUMBER OF NUMBER OF NUMBER OF NUMBER OF NUMBER OF NUMBER OF NUMBER OF Permit Total Fees: Invoice Amount $1,442.79 $132.00 $84.00 Fee Amount $12.00 $24.00 $12.00 $6.00 $6.00 $6.00 $18.00 Amount Paid $0.00 $0.00 $0.00 $84.00 Amount Owing $1,442.79 $132.00 $84.00 $1,658.79 $1,658.79 $0.00 $1,658.79 Disclaimer: Submittal of this application certifies the owner (or person(s) authorized by the owner) has both examined and finds the information contained within to be true and correct, and agrees that all provisions of laws and/or regulations governing this type of work will be complied with. Subsequent issuance of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the code or of any other state or local laws or ordinances. Signature: Operator: JD Printed By: JD Print Date: 11/4/2008 Spokane ..Valley Community Development Residential Construction n New Construction Permit Application n Addition/Remodel Fl Other: Permit Center 11703 E Sprague Ave, Suite B-3 Spokane Valley, WA 99206 (509)688-0036 FAX: (509)688-0037 www.spokanevalley.org PERMIT NUMBER: '0- 5 7 PERMIT FEE: Accessory Bldg Deck SITE ADDRESS: 1 . 6 t 1 E tv j- A ". • ASSESSORS PARCEL NO: LEGAL DESCRIPTION: St*" 51 e, fotwt: t Building Owner: Name: ti -t # OF STORIES: I c%.1 How.s 5 Address: ' .(.4 6 £'( 5 w G,to,.c: e,_ p(ac €._ City: r7 i State: t2 Zip: et 7756 Phone: (5 /) - 107,,3 _. 666'7Fax: Contact Person Name: �o Phone: Gocc1)- t-(1 3 - 63c-{ DezrrihP the scope of work in detail: 163 I S FT. t'(00 S at FT 5 c.rp�g Contractor: DIMENSInNS: 40 x 36 # OF STORIES: I Name: SCA. br.. t MAIN FLOOR TO SQ. FTG: CO3 ( °(.`-- 2N FLOOR SQ. FTG: Nt Address: IMPERVIOUS SURFACE AREA: l C sQ. Fr. FINISHED BASEMENT SQ. FTG: N p• City: State: Zip: Phone: Fax: HEAT E: 5°- S Contractor Lic No: Exp Date: City Business Lic. No: Cost of Project: $ Proposed Use: 5,',..10( best - ba -n, **************The following MUST be complete: (write N/A if not applicable)********************** HEIGHT TO PEAK: 1C' 0-' DIMENSInNS: 40 x 36 # OF STORIES: I TOTAL HABITABLE SPACE: IJ 3 r a,c- MAIN FLOOR TO SQ. FTG: CO3 ( °(.`-- 2N FLOOR SQ. FTG: Nt UNFIN BASEMENT SQ. FTG: IMPERVIOUS SURFACE AREA: l C sQ. Fr. FINISHED BASEMENT SQ. FTG: N p• GARAGE SQ. FTG: Lf O 0 ®V—, DEC OV. PATIO Q. FTG: 2 0 30% SLOPES ON PROPERTY: nt A # OF BEDROOMS: -3 CONSTRUCTION TYPE: 2e5 - HEAT E: 5°- S SEWER OR SEPTIC? Se....e.rf— The permitee verifies, acknowledges and agrees by their signature that: 1) If this permit is for construction of or on a dwelling, the dwelling is/will be served by potable water. 2) Ownership of this City of Spokane Valley Permit inure to the property owner. 3) The signatory is the property owner or has permission to represent the property owner in this transaction. 4) All construction is to be done in full compliance with the City of Spokane Valley Development Code. Referenced codes are available for review at the City of Spokane Valley Permit Center. 5) This City of Spokane Valley Permit is not a permit or approval for any violation of federal, state or local laws, codes or ordinances. 6) Plans or additional information may be required to be submitted, and subsequently approved before this application can be processed. SIGNATURE: Method of Payment: ❑ Cash Bankcard #: Authorized Signature: REVISED 2/15/07 ❑ Check ❑ Mastercard Expires: DATE: l O Nr VISA VIR#: a - 08' RESIDENTIAL CHECK LIST DIRECTIONS: Place a check mark in box next to each document required for complete submittal. o SITE PLAN o Property lines and dimensions o Direction arrow pointing North and orientation to streets o Proposed/existing buildings (footprint and dimensions) o Utilities, septic tank/drain field locations and distances o Setbacks to property lines o Distance between buildings o Right of way/easement location & sizes o Driveway approach size and location BUILDING PLANS (3 SETS) (minimum 1/8 inch scale or completely dimensioned) O Elevations (Front/Rear/Sides) with roof peak and wall height including basement: ❑ Foundation Plan (crawlspace, basement or slab on grade): o Footing sizes and locations o Perimeter concrete foundation wall sizes o Crawlspace ventilation o Supporting wood cripple walls or beams o Thickened concrete pads supporting beams or girder trusses ❑ Floor Plan of each level (finished or unfinished) with dimensions: o Floor Joist direction, size and spacing o Window and door location and sizes o Header, beam or concrete lintel sizes o Window well locations if applicable o Brace wall panel locations o Room usage labels o Water heater and furnace locations ❑ Smoke detector locations o Exhaust fan locations o Attic and crawl space access locations o Deck or concrete patio sizes and locations ❑ Fire Wall construction ❑ Roof Plan: o Engineered truss direction and spacing o Rafter and over frame direction, size and spacing ❑ Wall Section Detail including: Roof o Slope/ roofing material/ underlayment/ ice dam protection o Sheathing size and type Ceiling o Joist size and spacing Wall o Height/ top plate/ stud size and spacing/ sole plate o Exterior sheathing size and type Floor o Joist size and spacing Foundation Wall o Concrete or Masonry unit width o Earth to wood separation distance Footing o Size Radon o Passive system with 6mil vapor barrier Miscellaneous Construction Details O Deck: o Floor plan/ side view/ dimensions o Floor Joist/ decking direction, size and spacing O Stairway tread rise & run and nosing o Ridge, eave and valley lines o Beam and girder size and location o Truss or rafter size, spacing & connection o Attic insulation/ air space baffle/ ventilation ❑ Size of ceiling gypsum wall board o Siding/ exterior house wrap/ anchor bolts o Insulation, vapor barrier, gypsum wall board o Sheathing or concrete floor size/ insulation o Footing bottom to finished ground level depth o Horizontal & vertical reinforcement if any o Reinforcement if any o Active system with 6 mil vapor barrier o Footings/ post/ and beam size and locations O Handrail / Guard height & spacing SOlane Valley® For City Use Only PLUS Project Number` Project Address I.'< <\ -. r" -7 11703 E Sprague Ave Suite B-3 ♦ Spokane Valley WA 99206 509.688.0036 ♦ Fax: 509.688.0037 ♦ permitcenter®spokanevalley.org As part of our on-going commitment to customer service during the review process of your project application, we are providing you with a TARGET DATE for the initial technical application review. If for any reason we cannot meet this date, we will contact you with a revised target date. Your application review TARGET DATE is \ I y \ The TARGET DATE is the date we estimate your project application will have had its initial technical review. It is not the date for approval or permit issuance. Tips for a Smoother Project Application Review ➢ Submit complete, accurate plans and documents. Extra time may be required for re -submittals as project application reviewers work on multiple applications and it may be several days before they can look at your new or revised information. ➢ Designate a specific contact person to communicate with the City. While the person designated as the applicant's contact person with the City can be changed, one individual with the expertise, for dealing with reviewer comments would be the best choice for the entire review process. ➢ Call staff regarding the status of your project only after the target date shown at the top of the page. Although you should be contacted on or by the target date, please feel free to contact us if you haven't heard from us by your target date. Staff may contact you before the target date if the initial review is complete. By following this procedure, you will save time and allow the reviewers to complete the work more expeditiously. Steps in the Permit Process 1. Counter Complete. Your application has been accepted as counter complete. This means all of the required documents, as indicated on your Pre -Application Checklist have been submitted or have been approved for deferred submittal. This does not prevent technical staff from requesting additional information as a result of their technical review. 2. Quality Check. The next step in the process is a quality check to make sure that the application is reviewable and free from substantive flaws that would prevent technical staff from completing the technical review once it is started. When this step is complete, your application will be routed to the appropriate staff and remain in their review queue until it comes up for review. 3. Technical Compliance. Once an application is administratively complete, it is routed to technical staff for compliance review. Depending on the type of project, technical staff may include multiple reviewers. You should be contacted by phone, fax, email, or mail by your TARGET DATE once the initial technical compliance review is complete. 4. Permit Issuance. When the technical compliance review of the application is complete, including any subsequent re - submittals, each reviewer will approve their section of the application and route it to the Permit Center. When all sections of the application are received, a Permit Specialist will process the application and contact the person specified on your application for permit pick-up. Information regarding fees and pre -construction meetings (if required) will be provided by the Permit Specialist at that time. WHITE -APPLICANT PINK - BUILDING FILE REV 9/07 *olian j�l leT Community Development Mechanical Permit Application Permit Center 11703 E Sprague Ave, Suite B-3 Spokane Valley, WA 99206 (509)688-0036 FAX: (509)688-0037 permitcenterOspokanevalley.org PERMIT NUMBER: PERMIT FEE: ❑ Commercial ❑ Residential SITE ADDRESS: 1 6 4 L g W1 a. /' ; 42-7-r'ek_ A tie - Building Owner Name: os -S � at G.,1 Phone: Fax: Address: 19.„‘„(•'6 C„/ 5 �.,/ s i &s e i C.Y 0,e, t_ City: `` eavv,pv� State: 6 2 Zip: c 7 7 0c l 1[ Contractor l Name: 5 c 0,y e� Phone:S(.4l)-a a -3- x: �� Address: City: tate: Zip: License No: City Business Lic: Contact Name: 'T' G �3 ft- trla a Phone: C5061) 1g . 6' 3 O DESCRIPTION OF WORK OF UNITS X COST = TOTAL AMOUNT 1 FUEL BURNING APPLIANCE Equal to or less than 100,000 X $12.00 2 FUEL BURNING APPLIANCE More than 100,000 X $15.00 3 4 UNLISTED APPLIANCE (Additional Fee) UNLISTED APPLIANCE (Additional Fee) Equal to or less than 400,000 X $50.00 More than 400,000 X $100.00 5 USED APPLIANCE (WSEC min. AFUE rating) Equal to or less than 400,000 X $50.00 6 USED APPLIANCE (WSEC min. AFUE rating) More than 400,000 X $100.00 7 BOILER/REFRIGERATION 1 - 100M BTU X $12.00 8 BOILER/REFRIGERATION 101-500M BTU X $20.00 9 BOILER/REFRIGERATION 501 - 1,000M BTU X $25.00 10 BOILER/REFRIGERATION 1,001 - 1,750M BTU X $35.00 11 BOILER/REFRIGERATION More than 1,750M BTU X $60.00 12 GAS LOG, GAS INSERT, GAS FIREPLACE X $10.00 13 RANGE X $10.00 14 DRYER X $10.00 15 FUEL BURNING WATER HEATER X $10.00 16 MISC. FUEL BURNING APPLIANCE X $10.00 17 GAS PIPING (each outlet) X $1.00 18 DUCT SYSTEMS X $10.00 19 VENTILATING FANS 20 AIR HANDLER (DOES NOT include ducting) Equal to or less than 10,000 CFM T`I X $10.00 X $12.00 21 AIR HANDLER (DOES NOT include ducting) Greater than 10,000 CFM X $15.00 22 EVAPORATIVE COOLERS X $10.00 23 TYPE I HOOD X $50.00 24 TYPE II HOOD X $10.00 25 HEAT PUMP/AIR CONDITIONER 0-3 TON X $12.00 26 AIR CONDITIONER 4-15 TON X $20.00 27 AIR CONDITIONER 15-30 TON X $25.00 28 AIR CONDITIONER 30-50 TON X $35.00 29 AIR CONDITIONER More than 50 TON X $60.00 30 LPG STORAGE TANK X $10.00 31 WOOD OR PELLET STOVE/INSERT X $10.00 32 WOOD STOVE - FREE STANDING X $25.00 33 REPAIR & ADDITIONS X $15.00 34 VENTILATION SYSTEMS X $12.00 35 VENTILATION MECHANICAL EXHAUST X $12.00 36 INCINERATOR - RESIDENCE X $19.00 37 INCINERATOR - COMMERCIAL X $22.00 METHOD OF PAYMENT: ❑CASH ❑ CHECK VISA ❑ MC CARD #: AUTHORIZED SIGNATURE: REVISED 8/26/05 EXPIRES: SUBTOTAL PROCESSING FEE $35.00 TOTAL PERMIT FEE DUE: "'" 11703 E Sprague Ave, Suite B-3 Permit Center .t ' y Spokane Valley, WA 99206 �(509)688-0036 FAX: (509)688-0037 Community Development permitcentertu?spokanevalley.org Plumbing Permit Application [7 Commercial ❑ Residential PERMIT NUMBER: PERMIT FEE: SITE ADDRESS: I 1 ' I I [—_ fpfl 0.r e.- Ta A Building Owner Name: Phone: Fax: Address: ro(i i6 S t.✓ City: I�.�cit.�GVLv� State: Zip: Q?%(,(rp Contractor 3(c.Cie_� In Name: Phone: Fax: Address: City: State: Zip: License No: City Business Lic: Contact Name: Phone: DESCRIPTION OF WORK # OF UNITS X COST TOTAL AMOUNT 1 TOILETS WATER CLOSET, BIDETS X $6.00 2 URINALS X $6.00 3 TUBS X $6.00 4 SHOWERS (PER TRAP) BATH, STALL, ON-SITE BUILT X $6.00 5 SINKS LAVS/BASINS, BAR, FLOOR, KITCHEN, LAUNDRY, UTILITY, JANITOR, PHOTO, X-RAY, FOOD, PREP/CULINARY MEAT 4 X $6.00 6 DISHWASHER X $6.00 7 CLOTHES WASHER X $6.00 8 GARBAGE DISPOSAL X $6.00 9 WATER SOFTENER X $6.00 10 ELECTRIC WATER HEATER NOTE: IF GAS, SEE MECHANICAL X $6.00 11 FLOOR DRAINS AREA, CASE, COIL, TRENCH, CONDENSATE X $6.00 12 ROOF DRAINS/OVERFLOW DRAINS X $6.00 13 FOUNTAINS, DRINKING X $6.00 14 WATER PIPING/DRAIN-IN WASTE, VENT, PLUMBING, REVERSAL NSTALLATION, ALTERATION, REPAIR, REVERSALS X $6.00 15 SEWAGE EJECTOR GRINDER, SUMP PUMP X $6.00 16 WATER USING DEVICE ICE AN/OR COFFEE MAKER, HOSE BIB, STEAMER PROOFER, CARBONATOR, SWAMP COOLER 3 X $6.00 17 CROSS CONNECTION DEVICE VACUUM BREAKER, CHECK VALVE, AND R.P.B.P.D. FOR: VATS, TANKS, BOILERS X $6.00 18 INTERCEPTORS GREASE TRAP, SAND TRAP, CHEMICAL HOLDING TANK X $6.00 19 MEDICAL GAS (per outlet) NITROUS, OXYGEN X $6.00 20 MISCELLANEOUS PLUMBING FIXTURE X $6.00 21 PRIVATE SEWAGE DISPOSAUSYS X $20.00 22 INDUSTRIAL WASTE INTERCEPTOR X $15.00 METHOD OF PAYMENT: ❑CASH 0 CHECK VISA 0 MC EXPIRES: Card# VIN: AUTHORIZED SIGNATURE: REVISED 8/26/05 SUBTOTAL PROCESSING FEE $35.00 TOTAL PERMIT FEE DUE: Sfierkane Valley Community Development Permit Center 11703 E Sprague Ave, Suite B-3 Spokane Valley, WA 99206 (509)688-0036 FAX: (509)688-0037 www.spokanevalley.org Approach Permit Application PERMIT NUMBER: PERMIT FEE: PROJECT ADDRESS (l (o START DA 1'h t O' V-7 - 09 ("c« i PI ye-. ANTICIPA 1LD COMPLETION DAIL Building Owner: Contractor: Name: Address: ?tel! 6 W S o4 c; e r a to.i-c e City: RtoCvr.AV J Ko .y e. 5 State: dirt Zip: g7744 Phone: ( S K /) _et 2.3- 6 66 7 Fax: Contact Person Name: Phone: PROJECT DESCRIPTION (Provide site sketch) Residential Driveway Existing Curb & Gutter Culvert Installation Other Conditions Name: r6 P _ 0 - nate_ e Address: City: State: Zip: Phone: (o q) - S a _ � 3 of Fax: Contractor Lic No: Exp Date: City Business Lic. No: Commercial/Industrial Driveway Rural Road Section Sidewalk Repair/Construction Bond/Insurance certification must be on file with the city. DISCLAIMER The permittee verifies, acknowledges and agrees by their signatures that: 1) If this permit is for construction of or on a dwelling, the dwelling is/will be served by potable water. 2) Ownership of this City of Spokane Valley Permit inure to the property owner. 3) The signatory is the property owner or has permission to represent the property owner in this transaction. 4) All construction is to be done in full compliance with the City of Spokane Valley Development Code. Referenced codes are available for review at the City of Spokane Valley Permit Center. 5) This City of Spokane Valley Permit is not a permit or approval for any violation of federal, state or local laws, codes or ordinances. 6) Plans or additional information may be required to be submitted, and subsequently approved before this application can be processed. Signature ?—�.-�....�• Date IC) -a-77 -©S? Method of Payment ❑ Cash ❑ Check ❑ Mastercard ❑ VISA ❑ Other Bankcard #: Expires: VIN#: Authorized Signature: Effective October 28, 2007 P:\Community Development\Forms\Building forms\Approach Permit eff 10-28-07.doc SPOKANE COUNTY DEPARTMENT OF BUILDING & PLANNING 1026 WEST BROADWAY AVENUE • SPOKANE, WA 99260-0050 Site Information Project Information Site Address: 11611 E MARIETTA LN Parcel Number: 45091.2804 Subdivision: RANGE Block: 1 Lot: 4 Zoning: Owner: HAYDEN HOMES Address: 2464 SW GLACIER PL REDMOND, OR 97756 Building Inspector: Water Dist: IRVIN Project Number: 08006312 Inv: 1 Issue Date: 10/29/2008 Permit Use: SEWER CONNECTION - VIEW RANCH EST Applicant: DEAN'S EXCAVATION PO BOX 698 DAVENPORT, WA 99122 Contact: DEAN'S EXCAVATION PO BOX 698 DAVENPORT, WA 99122 Setbacks - Front: Left: Right: Group Name: Project Name: Phone: (509) 721-1020 Phone: (509) 721-1020 Rear: Permits Sewer Connection Permit Contractor: DEAN'S EXCAVATING SEWER CONNECTION License #: DEANSE*924BT 1 $85.00 PROCESSING FEE Total Permit Fee: I $15.00 $100.00 **FOR SEWER INSPECTIONS CALL THE UTILITIES DEPT AT (509) 477-3604 FROM 8:30-5:00 MONDAY -FRIDAY PRIOR TO COVER. ONE WORKING DAY NOTICE REQUIRED. PERMIT ALLOWS FOR A 30 -MINUTE INSPECTION. ADDITIONAL INSPECTION FEES APPLY AFTER 30 MINUTES. **INSTALLER IS RESPONSIBLE TO INSURE ALL WASTEWATER DRAINS ARE CONNECTED TO THE SEWER AND MAY BE REQUIRED TO PERFORM TESTS FOR VERIFICATION. INSTALLER IS TO FIELD LOCATE AND CONFIRM THE ELEVATION AND POSITION OF SEWER STUB PRIOR TO ANY OTHER EXCAVATION. **SEWER STUBS ARE TO BE CHECKED PRIOR TO CONNECTION TO ENSURE THAT THEY HAVE ACCEPTABLE GRADE AND ARE CLEAR AND UNOBSTRUCTED TO THE MAIN. SEWER LINES SHOULD BE CONSTRUCTED TO ALLOW FOR GRAVITY FLOW FROM THE LOWEST LEVEL OF THE STRUCTURE. **THE INSTALLER AND THIS PERMIT MUST BE PRESENT AT THE JOB SITE AT THE SCHEDULED INSPECTION TIME. BOTH STATE LAW RCW 19.122 AND COUNTY CODE REQUIRES THE INSTALLER TO GIVE NOTICE OF EXCAVATION TO OWNERS OF UNDERGROUND FACILITIES. **CALL 1-800-424-5555 BEFORE YOU DIG --AT LEAST 2 WORKING DAYS IN ADVANCE. SPOKANE COUNTY CODE REQUIRES THE INSTALLER COMPLY WITH ALL REQUIREMENTS OF THE WA STATE DEPT OF LABOR & INDUSTRIES, INCLUDING THOSE RELATED TO TRENCH SAFETY. Payment Summary Total Fees AmountPaid AmountOwing $100.00 $100.00 $0.00 Tran Date 10/29/2008 Receipt # Payment Amt 5369 $100.00 1 Notes / Conditions of Approval FELTS FIELD AIRPORT OVERLAY ZONE FIRE DISTRICT #1 - PLAN REVIEW FEE IS REQUIRED FOR ALL SITE PLAN REVIEWS CONDUCTED BY FD #1. Processed By: CUMMINGS, KATHY Printed By: HINTZ, FAITH Page 1 of 1 PERMIT NOTICE It is the responsibility of the applicant/permittee to see to it that the use described on the front of this permit complies with applicable codes and requirements and that required inspections are requested. Failure to request inspections as listed below and obtain the necessary approvals before progressing beyond the point where inspections are required may necessitate removal of certain parts of the construction at the applicant's/permittee's or property owner's expense. At a minimum, the following inspections ARE REQUIRED by County Code: 1. FOOTING - when forms and reinforcement are in place and prior to placement of concrete—all structures, including manufactured homes. NOTE: This inspection includes review of the structure's setbacks from property lines. Minimum setbacks are established by County zoning regulations. Front, flanking, side and rear yard setbacks are measured from property lines. Curb lines and fence lines are not necessarily indicative of property lines. In some residential areas, the County can own as much as 20 feet of right-of-way between your property and the actual improved street/ curb. The responsibility to comply with applicable setback provisions lies solely with the permittee—neither Spokane County nor its authorized representatives assume any responsibility for the verification or location of your property lines. Please verify their location prior to locating your structure. Failure to properly locate the structure may require its relocation at the owner's/permittee's expense. 2. FOUNDATION - when forms and reinforcement are in place and prior to placement of concrete. 3. FRAMING - after all framing, bracing and blocking is in place, plumbing, mechanical rough -in inspections have been approved, and prior to concealing. 4. INSULATION - prior to the installation of drywall. 5. PLUMBING - after rough -in, before covering, and final. 6. MECHANICAL - rough -in of piping, before covering, metal chimneys before concealment, and final. 7. FINAL - when complete and prior to occupancy and/or use. Please provide 24 hours notice. All permits require final inspection. NOTE: In addition to inspection of the structure, this inspection includes review of site improvements (typically depicted on the approved site plan) required by ordinance or as a condition of approval of this permit. Items such as the installation of fire hydrants, fire department access, on-site drainage ("208 swales"), road improvements, parking, and landscaping are common requirements of a permit/site plan which must be completed prior to final approval of a building or issuance of a Certificate of Occupancy. 8. MANUFACTURED HOMES - In addition to Foundation inspections prior to pouring pads, inspection of blocking, tie -downs, stairs, handrails, skirting, etc., installations when completed per manufacturers installation instructions; Final inspection approval prior to occupancy: completed Wains Tag(s) must be affixed to the home and completed inspection record card and manufacturers installation instructions must be available on site. 9. SEWERS - prior to cover 10. RIGHT-OF-WAY/APPROACH - prior to placement of concrete, or, if gravel approach, after completion. In addition to the above, any plumbing or mechanical systems or material which would be concealed by framing, drywall, concrete, etc., must be inspected prior to cover. Check with the department for "special inspections" in conjunction with commercial projects. FOR INSPECTIONS: TO INSURE PROMPT SERVICE, PLEASE GIVE ONE WORKING DAY/24 HOUR NOTICE PARTS OF YOUR PROJECT MAY REQUIRE PERMITS AND INSPECTIONS FROM MORE THAN ONE AGENCY. • Building, plumbing, mechanical and fire inspections, Department of Building & Planning 477-3675 • Construction in a flood plain, Division of Engineering & Roads 477-3600 • Electrical wiring, State Department of Labor and Industries 324-2640 • On-site waste disposal system, Spokane Regional Health District 324-1560 • Road cuts for utilities or driveways, Division of Engineering & Roads - 48-HOUR NOTICE REQUIRED 477-3600 or State Department of Transportation 456-3000 • Sewer connection, Division of Utilities 477-3604 or City Public Works Department 625-6300 PERMIT EXPIRATION AND REFUNDS Unless otherwise noted, building, plumbing, fire and mechanical permits will be considered null and void by limitation if the work authorized by the permit is not commenced within 180 days or is stopped for a period of 180 days, unless a written request for an extension of the permit is received and approved by the Building Official prior to expiration. At a minimum an inspection should be requested at least once every 180 days to assure the validity of the permit. Please call if you have any questions concerning the validity of your permit. Please contact the other agencies with respect to their refund policy on all other permit types. All requests for building permit refunds must be made in writing by the applicant/permittee (shown on the reverse) no later than 180 days after the date of fee payment. Refunds of not more than 80% of the permit fee paid may be authorized when no work has been done under the permit. No refunds may be authorized more than 180 days after fee payment. MISTAKE? If you think we've made an error in processing this permit or in conducting inspections pertaining to it, or find erroneous information in the permit, please bring it to our attention immediately by filing a written request for correction within 10 working days of discovery. All such requests should be directed to the Department of Building and Planning at the below address. Spokane County Department of Building & Planning 1026 West Broadway Avenue Spokane, WA 99260 Phone: (509) 477-3675 Fax: (509) 477-4703 TDD: (509) 477-7133 REVISED 06/07 BLDG PERMIT P LANNING DEPT. APPROVED DATE: lo%i /-7.crs7. SCALE: 1" = 20' BUILDING SETBACKS FRONT (GARAGE) 20' (FROM PL) FRONT (HOUSE) 15' (FROM PL) CORNER 20' (FROM PL) SIDE 5' (FROM PL) REAR 10' (FROM PL) HAYDEN HOMES 2464 SW GLACIER PLACE, SUITE 110 REDMOND, OR 97756 (541) 923-6607 LOT 4 Blk 1 ADDRESS: 11611 E Marietta Ave. VIEW RANCH ESTATE CITY OF SPOKANE VALLEY, WASHINGTON 1 Business TJ-Bearn® 6.20 Serial Number 7005131371 User 2 8/1/2006 2:21:28 PM Page 1 Engine Version: 6.20.16 3 118" x 10 1/2" Classic Gilliam TM (24F - V4 DF) THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Member Slope: 012 Roof Slope6/12 All dimensions are horizontal. 16' 6" LOADS: Analysis is for a Drop Beam Member. Tributary Load Width: 2' Primary Load Group - Snow (psf): 30.0 Live at 115 % duration, 17.0 Dead Vertical Loads: Type Class Live Uniform(plf) Snow(1.15) 0.0 SUPPORTS: Input Bearing Width Length 1 Stud wall 5.50" 1.50" Dead Location Application Comment 80.0 0To16'6" Adds To Vertical Reactions (lbs) Detail Live/Dead/Uplift/Total 495/1039/0/1534 By Others 2 Stud wall 5.50" 1.50" 495 / 1039/0/1534 By Others -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): By Others DESIGN CONTROLS: Maximum Shear (lbs) 1472 Moment (Ft -Lbs) 5828 Live Load Defl (in) Total Load Defl (in) Design Control -1286 6038 5828 13207 0.156 0.792 0.485 1.056 Control Passed (21%) Passed (44%) Passed (U999+) Passed (11392) Other None None 4 Product Diagram is Conceptual. Location Rt. end Span 1 under Snow loading MID Span 1 under Snow loading MID Span 1 under Snow loading MID Span 1 under Snow loading -Deflection Criteria: STANDARD(LL:U240,TL:L/180). -Bracing(Lu): All compression edges (top and bottom) must be braced at 13' o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -Design assumes adequate continuous lateral support of the compression edge. ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code IBC analyzing the TJ Distribution product listed above. -The analysis presented is appropriate for Classic GlulamTM beams by Weyerhaeuser. PROJECT INFORMATION: Hayden Homes Garage Door Drop Beam 16' span Galbe End 2' Roof Trib Load 80# wall load Copyright .2 2005 by Trus Joist, a Weyerhaeuser Business TJ-Beam0 is a registered trademark of Trus Joist. Classic GlulamTM is a trademark. of Weyerhaeuser. M:\16' Gar BM Gable Roof.sms OPERATOR INFORMATION: Karen Scrabeck Hayden Homes 2464 SW Glacier Place Suite 110 Redmond, OR 97756 Phone : (541) 316-2115 kscrabeck@hayden-homes.com 411g::1 �AW.,veshacuscr Business TJ-Beam 6.20 Serial Number 7005131371 User: 2 8/1/2006 2:21:28 PM Page 2 Engine Version: 6.20.16 3 1/8" x 10 1/2" Classic Glulam7M (24F - V4 DF) THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group 15' 10.00" Max. Vertical Reaction Total (lbs) 1534 1534 Max. Vertical Reaction Live (lbs) 495 495 Required Bearing Length in 1.50(W) 1.50(W) Max. Unbraced Length (in) 156 Loading on all spans, LDF = 0.90 , 1.0 Dead Shear at Support (lbs) 871 -871 Max Shear at Support (lbs) 997 Member Reaction (lbs) 997 Support Reaction (lbs) 1039 Moment (Ft -Lbs) 3948 Loading on all spans, LDF = 1.15 Shear at Support (lbs) Max Shear at Support (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft -Lbs) Live Deflection (in) Total Deflection (in) PROJECT INFORMATION: Hayden Homes Garage Door Drop Beam 16' span Galbe End 2' Roof Trib Load 80# wall load -997 997 1039 , 1.0 Dead + 1.0 Floor + 1.0 Snow 1286 -1286 1472 -1472 1472 1472 1534 1534 5828 0.156 0.485 Copyright 2005 by Trus Joist, a Weyerhaeuser Business TJ -Beam- is a registered trademark of Trus Joist. Classic Glulam"' is a trademark of Weyerhaeuser. M:\16' Gar BM Gable Roof.sms OPERATOR INFORMATION: Karen Scrabeck Hayden Homes 2464 SW Glacier Place Suite 110 Redmond, OR 97756 Phone : (541) 316-2115 kscrabeck@ hayden-homes.com F�RN,ACF1 P TFOR11 HAYDEN HOMES WILLOW EL.2 GR ROOF PITCH: 6/12 VAULT PITCH: 3/12 LOADING: 30-7-0-10 O.H.: 1' PLUMB CUT 10'0"0 G'0"O 20'0"0 Job WILGLCLIP Truss A Truss Type ROOF TRUSS Qty 5 Ply 1 HAYDEN HOMES WILLOW Job Reference (optional) Page II PRO -BUILD, SPOKANE,WA., TONY CARON 7.030 s Jan 3 2008 MiTek Industries, Inc. Thu Mar 27 07:53:25 2008 5-8-13 5-8-13 4-3-3 10,0-0 4-3-3 14,3-3 5-6-13 20,0-1)-0414-0 -14-0-044-0 Scale =1:35. 4x4 = 4 r 6.00112 1.5x41.5x4 j -i 9 705 3 a$ 2 7 B1 Io 0 4x6 !- 8 4x6 5x9 = 04-0 10-0-0 10,0-0 10-0-0 20,0-0 Sq-Ck:20-0-1 Sq-Ck:20-0-1 Plate Offsets (X,Y):12:0-3-14,0-1-12], [6:0-3-14,0-1-12], [8:0-4-8,0-3-0] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/dell L/d PLATES GRIP TCLL 30.0 Plates lncrease 1.15 TC 0.32 Vert(LL) -0.15 6-8 >999 240 MT20 185/148 (Roof Snow=30.0) Lumber Increase 1.15 BC 0.60 Vert(TL) -0.39 6-8 >596 180 TCDL 7.0 Rep Stress Incr YES WB 0.29 Horz(TL) 0.04 6 n/a n/a BCLL 0.0 * Code IRC2006/TPI2002 (Matrix) Weight: 72 lb BCDL 10.0 LUMBER TOP CHORD 2 X 4 HF 1800F 1.6E BOT CHORD 2 X 4 HF 1800F 1.6E WEBS 2 X 4 DF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied or 5-7-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2 = 1009/0-5-8 6 = 1009/0-5-8 Max Horz 2 = -51(LC 8) Max Uplift 2 =-183(LC 7) 6 =-183(LC 8) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2 = 0/58 2-3 = -1495/229 3-9 = -1132/184 4-9 = -1121/201 4-10 = -1121/201 5-10 = -1132/184 5-6 = -1495/229 6-7 = 0/58 BOT CHORD 2-8 = -201/1268 6-8 = -154/1268 WEBS 3-8 = -466/104 4-8 = -137/654 5-8 = -466/104 NOTES 1) Wind: ASCE 7-05; 90mph; h=25ft; TCDL=4.2psf; BCDL=6.0psf; CategoryIl; Exp B; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-05; Pf=30.0 psf (flat roof snow); CategoryII: Exp B; Partially Exp.; Ct= 1 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 2.00 times flat roof Toad of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 183 Ib uplift at joint 2 and 183 Ib uplift at joint 6. 8) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job WILGLCLIP Truss AG Truss Type GABLE Qty 1 Ply HAYDEN HOMES WILLOW 1 Job Reference (optional) PRO -BUILD, SPOKANE,WA., TONY CARON 7.030 s Jan 3 2008 MiTek Industries, Inc. Thu Mar 27 07:53:27 2008 Page 7-7-8 7-7-8 4-9-0 12,4-8 7-7-8 2070-0-1,0-0 -1-p-►qA-O-0 Scale = 1:36. 4x9 = 4x9 = 7 o � 110,1 11 o a 12 ao 13 4 lI w $T T• T6 •T3 .� 3 .T, T O � 14 d ST T 1. rj 33 32 15 B2 n 16 B, .......................................................................................................... 3x4 = r • 3x4 = 3x6 = 0-9-0 7-7-8 7-7-8 4-9-0 12,4.8 7-7-8 20,0-0 Sq-Ck:20-0-1 Sq-Ck:20-0-1 Plate Offsets (X,Y): [7:0-4-8,0-0-8], [10:0-4-8,0-0-8] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.13 Vert(LL) -0.00 16 n/r 120 MT20 185/148 (Roof Snow=30.0) Lumber Increase 1.15 BC 0.05 Vert(TL) 0.00 15 n/r 90 TCDL 7.0 Rep Stress Incr NO WB 0.06 Horz(TL) 0.00 15 n/a n/a BCLL 0.0 Code IRC2006TTP12002 (Matrix) Weight: 104 Ib BCDL 10.0 LUMBER TOP CHORD 2 X 4 HF 1800F 1.6E BOT CHORD 2 X 4 HF 1800F 1.6E Max Grav WEBS 2 X 4 DF Stud/Std 17 = 348(LC 15) OTHERS 2 X 4 DF Stud/Std 27 = 14(LC 4) BRACING 21 = 14(LC 4) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except FORCES (Ib) - Maximum Compression/Maximum Tension 2-0-0 oc purlins (6-0-0 max.): 7-10. TOP CHORD BOT CHORD 1-2 = 0/56 2-32 = -90/15 3-32 = -30/66 Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 3-4 = -64/33 4-5 = -45/42 5-6 = -51/52 6-0-0 oc bracing: 25-26,23-25,22-23. 6-7 = -42/59 7-8 = -12/57 8-9 = -3/56 9-10 = -12/57 10-11 = -42/58 11-12 = -51/46 REACTIONS (Ib/size) 12-13 = -45/32 13-14 = -64/15 14-33 = -14/10 2 = 200/20-0-0 15-33 = -90/1 15-16 = 0/56 15 = 200/20-0-0 BOT CHORD 31 = 224/20-0-0 2-31 = 0/43 30-31 = 0/43 29-30 = 0/43 30 = 86/20-0-0 28-29 = 0/43 27-28 = 0/43 26-27 = 0/43 29 = 136/20-0-0 25-26 = -0/42 24-25 = -0/42 23-24 = -0/42 28 = 106/20-0-0 22-23 = -0/42 21-22 = 0/43 20-21 = 0/43 26 = 116/20-0-0 19-20 = 0/43 18-19 = 0/43 17-18 = 0/43 25 = 138/20-0-0 15-17 = 0/43 23 = 138/20-0-0 WEBS 22 = 116/20-0-0 3-31 = -288/36 4-30 = -128/21 5-29 = -184/27 20 = 106/20-0-0 6-28 = -151/19 7-26 = -122/5 8-25 = -195/22 19 = 136/20-0-0 9-23 = -195/21 10-22 = -122/0 11-20 = -151/17 18 = 86/20-0-0 12-19 = -184/27 13-18 = -128/21 14-17 = -288/35 17 = 224/20-0-0 27 = 7/20-0-0 NOTES 21 = 7/20-0-0 1) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal Max Horz the face), see MiTek "Standard Gable End Detail" 2 = 42(LC 7) 2) TCLL: ASCE 7-05; Pf=30.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct= 1, Lu=50-0i Max Uplift 3) Unbalanced snow loads have been considered for this design. 2 = -18(LC 7) 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof lo 15 = -27(LC 8) of 30.0 psf on overhangs non -concurrent with other live loads. 31 = -4(LC 7) 5) Provide adequate drainage to prevent water ponding. 30 = -12(LC 7) 6) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other 29 = -9(LC 7) loads. 28 = -4(LC 7) 7) All plates are 1.5x4 MT20 unless otherwise indicated. 25 = -5(LC 5) 8) Gable requires continuous bottom chord bearing. 23 = -5(LC 6) 9) Gable studs spaced at 1-4-0 oc. 20 = -3(LC 8) 10) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where 19 = -9(LC 8) rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 18 = -12(LC 8) 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 181 17 = -4(LC 8) uplift at joint 2, 27 Ib uplift at joint 15, 4 Ib uplift at joint 31, 12 Ib uplift at joint 30, 9 Ib uplift at joint 29 Max Grav uplift at joint 28, 5 Ib uplift at joint 25, 5 Ib uplift at joint 23, 3 Ib uplift at joint 20, 9 1b uplift at joint 19, 2 = 327(LC 15) uplift at joint 18 and 41b uplift at joint 17. 15 = 327(LC 15) 12) This truss is designed in accordance with the 2006 International Residential Code sections 31 = 348(LC 15) R502.11.1 and R802.10.2 and referenced standard ANSITfPI 1. 30 = 139(LC 15) 13) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2- 29 = 215(LC 15) nails. 28 = 175(LC 15) 26 = 142(LC 14) 25 = 222(LC 14) LOAD CASE(S) 23 = 222(LC 14) Standard 22 = 142(LC 14) 20 = 175(LC 15) 19 = 215(LC 15) 18 = 139(LC 15) 0 0 d ve 4 Ib 2 Ib Od Job Truss WILGLCLIP B Truss Type ROOF TRUSS Qty 3 Ply 1Job HAYDEN HOMES WILLOW Reference (optional) Page PRO -BUILD, SPOKANE,WA., TONY CARON 6-9-4 6-8-4 6-2-12 13,0-0 6-9-4 7.030 s Jan 3 2008 MiTek Industries, Inc. Thu Mar 27 07:53:28 2008 19,9.4 6-2-12 261019k0,0-0 -1-pie0Q-0 Scale =1:44.' 4x9 = 4 6,00 III 1.5x4 O 11 12 1,5x4 5 6 2 n 7 i `i1,9' 4- io 4x6 = 10 13 9 14 8 4x4 = 3x4 = 3x6 = 3x4 = 0-0-0 10-1-14 10-1-14 9-7-6 19,9-4 6-2-12 26,0-0 Sq-Ck:26-0-0 Sq-Ck:26-0-0 Plate Offsets (X,Y):(2:0-0-12,0-0-21,(6:0-1-12,0-0-2] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.63 Vert(LL) -0.25 8-10 >956 240 MT20 185/148 (Roof Snow=30.0) Lumber Increase 1.15 BC 0.69 Vert(TL) -0.47 2-10 >503 180 TCDL 7.0 Rep Stress Ina YES WB 0.46 Horz(TL) 0.03 8 n/a n/a BCLL 0.0 " Code IRC2006/TP12002 (Matrix) Weight: 99 lb BCDL 10.0 LUMBER TOP CHORD 2 X 4 HF 1800F 1.6E BOT CHORD 2 X 4 HF 1800F 1.6E WEBS 2 X 4 DF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied or 5-3-2 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 4-8 REACTIONS (Ib/size) 2 = 1021/0-5-8 8 = 1455/0-5-8 6 = 259/0-5-8 Max Horz 2 = 63(LC 7) Max Uplift 2 =-182(LC 7) 8 =-222(LC 8) 6 = -59(LC 8) Max Gray 2 = 1061(LC 2) 8 = 1455(LC 1) 6 = 271(LC 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2 = 0/58 2-3 = -1620/221 3-11 = -1222/183 4-11 = -1078/205 4-12 = 0/183 5-12 = -127/62 5-6 = -63/189 6-7 = 0/58 BOT CHORD 2-10 = -199/1356 10-13 = -51/659 9-13 = -51/659 9-14 = -51/659 8-14 = -51/659 6-8 = -81/72 WEBS 3-10 = -543/122 4-10 = -150/766 4-8 = -1028/140 5-8 = -593/131 NOTES 1) Wind: ASCE 7-05; 90mph; h=25ft; TCDL=4.2psf; BCDL=6.Opsf; Category II; Exp B; enclosed; MWFRS (low-rise); cantilever left and tight exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-05; Pf=30.0 psf (flat roof snow); Category ll; Exp B; Partially Exp.; Ct= 1 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 2.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 182 Ib uplift at joint 2, 222 Ib uplift at joint 8 and 59 Ib uplift at joint 6. 8) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job WILGLCLIP Truss BGRD Truss Type ROOF TRUSS Qty 1 Ply 1 HAYDEN HOMES WILLOW Job Reference (optional) 2008 Page PRO -BUILD, SPOKANE,WA., TONY CARON 7.030 s Jan 3 2008 MiTek Industries, Inc. Thu Mar 27 07:53:28 0-0-0 6-9-4 6-9-4 6-2-12 13,0-0 6-9-4 19,9-4 6-2-12 26,0-0 Scale =1:43.6 4x9 = 3 6.00112 ON 11 10 1.5x4 0 1.5x4 11 4 3x6 5 Z �t I/: 4x6 = 9 12 13 8 7 4x9 = 3x4 = 9x12 MT18H 4x7 H 0-0-0 10-1-14 10-1-14 9-7-6 19,9-4 6-2-12 2610-0 Sq-Ck:26-0-0 Sq-Ck:26-0-( Plate Offsets (X,Y): [1:0-0-12,0-0-2 [5:0-2-0 0-1-8] [6:0-4-8 0-1-11] [7:0-5-8,0-2-0] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.74 Vert(LL) 0.20 1-9 >999 240 MT20 185/148 (Roof Snow=30.0) Lumber Increase 1.15 BC 0.67 Vert(TL) -0.49 1-9 >475 180 MT18H 185/148 TCDL 7.0 Rep Stress Ina NO WB 0.86 Horz(TL) 0.03 6 n/a n/a BCLL 0.0 * Code IRC2006/TPI2002 (Matrix) Weight: 112 Ib BCDL 10.0 LUMBER TOP CHORD 2 X 4 HF 1800F 1.6E BOT CHORD 2 X 4 HF 1800F 1.6E 'Except' B2 2 X 8 DF 2250F 1.8E Standard WEBS 2 X 4 DF Stud/Std 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 BRACING Uniform Loads (ptf)' TOP CHORD Vert: 1-3=-74, 3-6=-74, 1-12=-20, 12-13=60, 8-13=20, 6-8=620(F=600) Structural wood sheathing directly applied or 5-7-1 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-8 REACTIONS (Ib/size) 1 = 851/0-5-8 6 = 1808/0-5-8 8 = 3571/0-5-8 Max Horz 1 = 60(LC 6) Max Uplift 1 =-147(LC 7) 6 = -39(LC 8) 8 =-257(LC 8) Max Gray 1 = 882(LC 2) 6 = 1822(LC 3) 8 = 3571(LC 1) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2 = -1414/219 2-10 = -1038/181 3-10 = -899/202 3-11 = 0/643 4-11 = -16/523 4-5 = -41/593 5-6 = -1562/8 BOT CHORD 1-9 = -208/1196 9-12 = -57/509 12-13 = -56/512 8-13 = -56/514 7-8 = 0/1339 6-7 = 0/1339 WEBS 2-9 = -544/125 3-9 = -152/734 3-8 = -1368/159 4-8 = -546/109 5-7 = -36/1958 5-8 = -2130/64 NOTES 1) Wind: ASCE 7-05; 90mph; h=25ft; TCDL=4.2psf; BCDL=6.Opsf; Category II; Exp B; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; porch [eft and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-05; Pf=30.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct= 1 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 nonconcurrent with any other live loads. 5) All plates are MT20 plates unless otherwise indicated. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 147 Ib uplift at joint 1, 39 Ib uplift at joint 6 and 257 Ib uplift at joint 8. 8) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSUTPI 1. 9) In the LOAD CASE(S) section. loads applied to the face of the truss are noted as front (F) or back (8). LOAD CASE(S) Standard Job WILGLCLIP Truss BSG Truss Type GABLE Qty 1 Ply 1 HAYDEN HOMES WILLOW Job Reference (optional) PRO -BUILD. SPOKANE,WA., TONY CARON 7.030 s Jan 3 2008 MiTek Industnes, Inc. Thu Mar 27 07:53:30 2008 Page -1-p9g0Wp-0 6-2-8 6-2.8 4-5-0 1044a1-0-7 3-11-2 141141,015-4-8 4-5-0 19,9-8 6-2-8 2646020,0-0 Scale = 1:45.1 4x9 = 4x4 4 5 . S�9 T2URI 51 km R R ° 52 6.00 12 Sr 1 3x4 G 4x4 3 "" S W3 " W4 ST' 3 �14 S 5 6 n 50 W, W2 S W6 W6/��k yv' 53 u' T2 3T6 ST , SI 8 S 19 8 m 0 ;41 a a 4x6 3x9 = 13 12 11 10 9 3x4 = 3x6 = 3x8 = 2x4 II 0-Q-0 6-2-8 6-2-8 4-5-0 1077-8 4-9-0 154-8 4-5-0 19,9-8 6-2-8 2610-0 Sq-Ck:26-0-0 Sq-Ck:26-0-1 Plate Offsets (X,Y): [2:0-9-4,0-0-10], [4:0-3-12,0-0-8], [6:0-1-12,0-2-0], [7:0-3-10,0-2-0], [9:0-2-4,0-1-0], [10:0-1-12,0-1-8] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.88 Vert(LL) -0.08 2-13 >999 240 MT20 185/148 (Roof Snow 30.0) Lumber Increase 1.15 BC 0.47 Vert(TL) -0.15 2-13 >999 180 TCDL 7.0 Rep Stress Incr NO WB 0.66 Horz(TL) 0.02 9 n/a n/a BCLL 0.0 •Code IRC2006/TPI2002 (Matrix) Weight: 174 Ib BCDL 10.0 LUMBER TOP CHORD 2 X 4 HF 1800F 1.6E BOT CHORD 2 X 4 HF 1800F 1.6E WEBS 2 X 4 DF Stud/Std LOAD CASE(S) OTHERS 2 X 4 DF Stud/Std Standard BRACING TOP CHORD Structural wood sheathing directly applied or 48-13 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 4-5. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (Ib/size) 2 = 895/0-5-8 9 = 1692/0-5-8 Max Horz 2 = 53(LC 7) Max Uplift 2 =-192(LC 7) 9 =-287(LC 8) Max Gray 2 = 1274(LC 15) 9 = 2403(LC 15) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2 = 0/58 2-50 = -1740/245 3-50 = -1568/257 3-51 = -979/182 4-51 = -840/197 4-5 = -449/145 5-52 = -469/155 6-52 = -524/140 6-53 = -156/1312 7-53 = -168/1118 7-8 = 0/56 BOT CHORD 2-13 = -222/1392 12-13 = -222/1392 11-12 = -112/806 10-11 = -112/806 9-10 = -998/187 7-9 = -998/187 WEBS 3-13 = -33/229 3-12 = -861/131 4-12 = -92/582 4-10 = -760/78 5-10 = -277/41 6-10 = -137/1431 6-9 = -2212/249 NOTES 1) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 2) TCLL: ASCE 7-05; Pf=30.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct= 1, Lu=50-0-0 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 2.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) All plates are 1.5x4 MT20 unless otherwise indicated. 8) Gable studs spaced at 1-4-0 oc. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 192 Ib uplift at joint 2 and 287 Ib uplift at joint 9. 11) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. Job ITruss WILGLCLIP C Truss Type ROOF TRUSS Qty 4 Ply 1 HAYDEN HOMES WILLOW Job Reference (optional) PRO-BUILD, SPOKANE, WA., TONY CARON -1-p1W O-0 7-9-2 7-9-2 6-2-14 14,0-0 6-2-14 7.030 s Jan 3 2008 MiTek Industries, Inc. Thu Mar 27 07:53:31 2008 Page 20-2-14 7-9-2 28409,0-0 Scale: 1/4"=1 4x6 = 4 6.0012 3x4 11 723x4 5 ei 9 5x9 = e Y n 10 8 6 2 1.5x411 it 1.5x411 _ 7 `? to 3.00,12 OEN 5x7 ----,0-0-0 5x7: 7-9-2 7-9-2 6-2-14 14,0-0 6-2-14 20-2-14 7-9-2 28,0-0 . q-Ck:28-0-1 Sq-Ck:28-0- Plate Offsets X Y : 2:0-2-7,Ed.e , 6:0-2-7,Ed.e 9:0-4-8,0-3-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.85 Vert(LL) -0.39 9 >849 240 MT20 185/148 (Roof Snow 30.D) Lumber Increase 1.15 BC 0.77 Vert(TL) -0.73 9-10 >450 180 TCDL 7.0 Rep Stress Incr YES WB 0.91 Horz(TL) 0.54 6 n/a n/a BCLL 0.0 ' Code IRC2006/TP12002 (Matrix) Weight: 99 Ib BCDL 10.0 LUMBER TOP CHORD 2 X 4 HF 1800F 1.6E BOT CHORD 2 X 4 HF 1800F 1.6E WEBS 2 X 4 DF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 9-7-8 oc bracing. REACTIONS (Ib/size) 2 = 1385/0-5-8 6 = 1385/0-5-8 Max Horz 2 = 66(LC 7) Max Uplift 2 =-244(LC 7) 6 =-244(LC 8) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2 = 0/52 2-3 = -4123/646 3-11 = -2900/372 4-11 = -2791/393 4-12 = -2791/403 5-12 = -2900/382 5-6 = -4123/581 6-7 = 0/52 BOT CHORD 2-10 = -582/3672 9-10 = -550/3662 8-9 = -422/3662 6-8 = -454/3672 WEBS 3-10 = -49/297 3-9 = -1215/300 4-9 = -294/2061 5-9 = -1215/305 5-8 = -50/297 NOTES 1) Wind: ASCE 7-05; 90mph; h=25ft; TCDL=4.2psf; BCDL=6.Opsf; Category 11; Exp B: enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-05; Pf=30.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct= 1 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 2.00 times Oat roof load of 30.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2, 6 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 244 Ib uplift at joint 2 and 244 Ib uplift at joint 6. 9) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job WILGLCLIP Truss C1 Truss Type ROOF TRUSS Qty 3 Ply 1 HAYDEN HOMES WILLOW Job Reference (optional) 2008 Page PRO -BUILD, SPOKANE,WA.. TONY CAROM 7-9-2 7-9-2 6-2-14 14,0-0 6-2-14 7.030 s Jan 3 2008 MiTek Industries, Inc. Thu Mar 27 07:53:31 20-2-14 7-9-2 28,0-0 -1-9190-0 Scale: 114"=1 4x6 = 4 6.00 12 3x4 10 113x4 5 3 a� ��• of 8 5x9 = 9 7 2 1.5x4 11 1.5x4 11 m 1 Io �MI 3.00112 5x7; 5x7 -..-- 0-9-0 7-9-2 7-9-2 6-2-14 14,0-0 6-2-14 0-0-0 2O-2-14 7-9-2 28,0-0 Sq-Ck:28-0-1 Sq-Ck:28-0- Plate Offsets (X,Y): [2:0-2-6,Edge], [4:0-3-0,0-1-12], [6:0-2-6,Edge], [8:0-4-8,0-3-0] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.91 Vert(LL) -0.40 8 >833 240 MT20 185/148 (Roof Snow=30.0) Lumber Increase 1.15 BC 0.82 Vert(TL) -0.75 8-9 >442 180 TCDL 7.0 Rep Stress Incr YES WB 0.92 Horz(TL) 0.55 6 n/a n/a BCLL 0.0 ' Code IRC2006/rPI2002 (Matrix) Weight: 98 Ib BCDL 10.0 LUMBER TOP CHORD 2 X 4 HF 1800F 1.6E BOT CHORD 2 X 4 HF 1800F 1.6E WEBS 2 X 4 DF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 9-6-13 oc bracing. REACTIONS (Ib/size) 6 = 1297/0-3-0 2 = 1392/0-5-8 Max Horz 2 = 69(LC 7) Max Uplift 6 =-213(LC 8) 2 =-245(LC 7) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2 = 0/52 2-3 = -4148/651 3-10 = -2926/377 4-10 = -2816/399 4-11 = -2816/409 5-11 = -2927/388 5-6 = -4201/613 BOT CHORD 2-9 = -590/3695 8-9 = -558/3684 7-8 = -466/3738 6-7 = -.499/3751 WEBS 3-9 = -49/297 3-8 = -1194/299 4-8 = -300/2087 5-8 = -1266/317 5-7 = -53/301 NOTES 1) Wind: ASCE 7-05; 90mph; h=25ft; TCDL=4.2psf; BCDL=6.Opsf; Category II; Exp B; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-05; Pf=30.0 psf (flat roof snow); Category II; Exp B; Partially Exp.: Ct= 1 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 2.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live Toads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Beating at joint(s) 6, 2 considers parallel to grain value using ANSI/IPI 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 213 Ib uplift at joint 6 and 245 Ib uplift at joint 2. 9) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job WILGLCLIP Truss C2 Truss Type ROOF TRUSS Ory 10 Ply 1 HAYDEN HOMES WILLOW Job Reference (optional) 2008 Page 1 PRO -BUILD, SPOKANE,WA., TONY CARON 7-3.4 7-3-4 6-8-12 14,0-0 6-8-12 7.030 s Jan 3 2008 MiTek Industnes, Inc. Thu Mar 27 07:53:32 204-12 7-3-4 28,0-0 -1416000-0 Scale =1:47. 4x6 = 4 13 6.00 12 10 11 1.5x4 \\ 1.5x4 // 5 ,iiiiiiiiiiiiii3 I Ba 62 0 1 0 L -e-1 o. it 4x7 = 9 12 8 13 7 4x7 = 3x4 = 3x7 = 3x4 = 0-q-0 9-9-1 9-9-1 8-5-14 18-2-15 9-9-1 28,0-0 Sq-Ck:28-0-0 Sq-Ck:28-04 Plate Offsets (X,Y): [2:0-0-0.0-0-4], [6:0-0-0,0-0-4] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.63 Vert(LL) -0.29 7-9 >999 240 MT20 185/148 (Roof Snow=30.0) Lumber Increase 1.15 BC 0.72 Vert(TL) -0.51 6-7 >642 180 TCDL 7.0 Rep Stress Incr YES WB 0.38 Horz(TL) 0.09 6 n/a n/a BCLL 0.0 ' Code IRC2006/TPI2002 (Matrix) Weight: 104 Ib BCDL 10.0 LUMBER TOP CHORD 2 X 4 HF 1800F 1.6E BOT CHORD 2 X 4 HF 1800F 1.6E WEBS 2 X 4 DF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied or 3-11-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 6 = 1372/0-5-8 2 = 1467/0-5-8 Max Horz 2 = 71(LC 7) Max Uplift 6 =-212(LC 8) 2 =-244(LC 7) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2 = 0/58 2-3 = -2451/350 3-10 = -2148/335 4-10 = -2031/358 4-11 = -2038/363 5-11 = -2155/340 5-6 = -2435/355 BOT CHORD 2-9 = -319/2080 9-12 = -158/1418 8-12 = -158/1418 8-13 = -158/1418 7-13 = -158/1418 6-7 = -269/2089 WEBS 3-9 = -535/124 4-9 = -173/848 4-7 = -178/870 5-7 = -553/126 NOTES 1) Wind: ASCE 7-05; 90mph; h=25ft; TCDL=4.2psf; BCDL=6.0psf; Category ll; Exp B; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-05; Pf=30.0 psf (flat roof snow); Category ll; Exp B; Partially Exp.; Ct= 1 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 2.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 212 Ib uplift at joint 6 and 244 Ib uplift at joint 2. 8) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job WILGLCLIP Truss C2G Truss Type GABLE Qty 1 Ply 1 HAYDEN HOMES WILLOW Job Reference (optional) PRO-BUILD, SPOKANE,WA., TONY CARON 7.030 s Jan 3 2008 MiTek Industries, Inc. Thu Mar 27 07:53:34 2008 Page p-0 11-7-8 11,7-8 4-9-0 16,4-8 11-7-8 28,0-0 -1-0} Scale =1:48.$ 4x9 = 4x9 = 10 01 12 TZ Pirl 3 14 9$ 43 $ ti 15 6.00 12 16 17 •STS n TB ST9 ST 0 ST' 1 ST 2 18 c S 3 ' ST5 ST'4 19 7 ST4 ST'5 ST16 20 ST2 ST 7 21 '41 2 ® B' M 81 ® ® _m- w 0 vp4.❖.❖.❖.❖.❖.❖.•..❖.❖.❖.❖.❖.❖.❖:❖.❖.•..❖:❖:❖.❖.•.❖:❖.❖.❖.❖:❖.❖.❖.•3:❖.❖.❖.❖:❖:❖.❖.❖:❖.❖.❖.❖.❖.❖.•..❖.❖.❖.❖.❖.❖.❖.• 3x4 = 42 41 40 39 38 37 36 35 34 33 32 31 30 2928 27 26 25 24 23 22 3x4 = 3x6 = 0-0-0 11-7-8 11,7-8 4-9-0 164-8 11-7-8 28,0-0 Sq-Ck:28-0-0 Sq-Ck:28-0-0 Plate Offsets (X.Y):[10:0-4-8,0-0-8],[13:0-4-8,0-0-8] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.13 Vert(LL) -0.00 1 n/r 120 MT20 185/148 (Roof Snow 30.D) Lumber Increase 1.15 BC 0.08 Vert(TL) 0.00 1 n/r 90 TCDL 7.0 Rep Stress Incr NO WB 0.12 Horz(TL) 0.00 21 n/a n/a BCLL 0.0 Code IRC2006/TPI2002 (Matrix) Weight: 175 Ib BCDL 10.0 LUMBER TOP CHORD 2 X 4 HF 1800F 1.6E BOT CHORD 2 X 4 HF 1800F 1.6E Max Grav WEBS 2 X 4 DF Stud/Std 40 = 210(LC 15) OTHERS 2 X 4 DF Stud/Std 39 = 195(LC 15) BRACING 38 = 198(LC 15) TOP CHORD 37 = 203(LC 15) Structural wood sheathing directly applied or 6-0-0 oc purlins, except 36 = 175(LC 15) 2-0-0 oc purlins (6-0-0 max.): 10-13. 34 = 140(LC 14) BOT CHORD 33 = 229(LC 14) Rigid ceiling directly applied or 10-0-0 oc bracing. 31 = 195(LC 14) 30 = 93(LC 3) REACTIONS (lb/size) 28 = 188(LC 15) 21 = 105/28-0-0 27 = 202(LC 15) 2 = 201/28-0-0 26 = 198(LC 15) 42 = 224/28-0-0 25 = 194(LC 15) 41 = 87/28-0-0 24 = 216(LC 15) 40 = 134/28-0-0 23 = 114(LC 15) 39 = 124/28-0-0 22 = 401(LC 15) 38 = 126/28-0-0 35 = 13(LC 4) 37 = 127/28-0-0 29 = 76(LC 3) 36 = 108/28-0-0 34 = 115/28-0-0 FORCES (Ib) - Maximum Compression/Maximum Tension 33 = 142/28-0-0 TOP CHORD 31 = 120/28-0-0 1-2 = 0/56 2-3 = -95/62 3-4 = -68/29 30 = 75/28-0-0 4-5 = -49/37 5-6 = -53/47 6-7 = -52/57 28 = 114/28-0-0 7-8 = -52/67 8-9 = -54/78 9-10 = -45/83 27 = 128/28-0-0 10-11 = -15/79 11-12 = -8/77 12-13 = -8/77 26 = 126/28-0-0 13-14 = -30/77 14-43 = -6/71 15-43 = -46/68 25 = 123/28-0-0 15-16 = -44/55 16-17 = -44/39 17-18 = -45/31 24 = 137/28-0-0 18-19 = -41/36 19-20 = -65/12 20-21 = -80/77 23 = 72/28-0-0 BOT CHORD 22 = 254/28-0-0 2-42 = 0/48 41-42 = 0/48 40-41 = 0/48 35 = 6/28-0-0 39-40 = 0/48 38-39 = 0/48 37-38 = 0/48 29 = 59/28-0-0 36-37 = 0/48 35-36 = 0/48 34-35 = 0/48 Max Horz 33-34 = 0/47 32-33 = 0/47 31-32 = 0/47 2 = 62(LC 7) 30-31 = 0/47 29-30 = 0/47 28-29 = 0/47 Max Uplift 27-28 = 0/47 26-27 = 0/47 25-26 = 0/47 2 = -9(LC 5) 24-25 = 0/47 ' 23-24 = 0/47 22-23 = 0/47 42 = -5(LC 7) 21-22 = 0/47 41 = -12(LC 7) WEBS 40 = -7(LC 7) 3-42 = -288/36 4-41 = -128/21 5-40 = -179/25 39 = -9(LC 7) 6-39 = -170/25 7-38 = -171/25 8-37 = -176/27 38 = -8(LC 7) 9-36 = -151/16 10-34 = -119/1 11-33 = -202/21 37 = -10(LC 7) 12-31 = -168/18 13-30 = -72/0 14-28 = -163/8 36 = -1(LC 7) 15-27 = -175/24 16-26 = -171/25 17-25 = -170/24 33 = -5(LC 8) 18-24 = -181/26 19-23 = -117/19 20-22 = -312/42 31 = -1(LC 6) 13-29 = -70/1 27 = -8(LC 8) 26 = -9(LC 8) NOTES 25 = -9(LC 8) 1) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal 24 = -9(LC 8) the face), see MiTek "Standard Gable End Detail" 23 = -5(LC 8) 2) TCLL: ASCE 7-05; Pf=30.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct= 1, Lu=50-0 22 = -18(LC 8) 3) Unbalanced snow Toads have been considered for this design. Max Grav 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof lo 21 = 164(LC 15) of 30.0 psf on overhangs non-concurrent with other live loads. 2 = 329(LC 15) 5) Provide adequate drainage to prevent water ponding. 42 = 348(LC 15) 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other 41 = 140(LC 15) loads. 7) All plates are 1.5x4 MT20 unless otherwise indicated. Continued on .ae 2 Job Truss WILGLCLIP C2G Truss Type GABLE Oty 1 Ply 1 PRO -BUILD, SPOKANE,WA., TONY CARON NOTES 8) Gable requires continuous bottom chord bearing. 9) Gable studs spaced at 1-4-0 oc. 10) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 9 Ib uplift at joint 2, 5 Ib uplift at joint 42, 12 Ib uplift at joint 41, 7 Ib uplift at joint 40, 9 Ib uplift at joint 39, 8 Ib uplift at joint 38, 10 Ib uplift at joint 37, 1 Ib uplift at joint 36, 5 Ib uplift at joint 33, 1 Ib uplift at joint 31, 8 Ib uplift at joint 27, 9 Ib uplift at joint 26, 9 Ib uplift at joint 25, 9 Ib uplift at joint 24, 5 Ib uplift at joint 23 and 18 Ib uplift at joint 22. 12) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 13) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard HAYDEN HOMES WILLOW Job Reference (optional) 7.030 s Jan 3 2008 MiTek Industries, Inc. Thu Mar 27 07:53:34 2008 Page Job WILGLCLIP Truss CG CARON Truss Type GABLE Ory 1 Ply 1 HAYDEN HOMES WILLOW Job Reference (optional) 7.030 s Jan 3 2008 MiTek Industries, Inc. Thu Mar 27 07:53:36 2008 Page 1 PRO -BUILD, SPOKANE,WA., TONY o 11-7-8 11,7-8 4-9-0 16,4-8 11-7-8 28 ,0-0 -1-oIg) -o Scale = 1:49. 4x9 = 4x9 = 10 11 12 3 T2 . 14 LW 9 44 rle 15 6.00 12 7 16 " 17 S ' S 2 - 18 $ 3 w ST 4 19 4 ST15 20 3 r S 6 $ 7 2 �n "- ^ c e�21 22"?1Y Yi1 gg , ••••• :.:••_• • ..�.�.._&...�.�:_:�i I o • ;:;:::;:; ;:;:;:;:* :;:;::::::•:;:::::::::::::: ::::::::+:;:::•:::::::::::::• :::*::::: :•:::::•:::•:•:•:•:•:::•:•:•:•:•:•:•:•:•:•:.::`:•:•:•:•:: 3x4 = 43 42 41 40 39 38 37 36 35 34 33 32 31 3029 28 27 26 25 24 23 3x4 = 3x6 = 0 -QA 11-74 11,7-8 4-9-0 16,4-8 11-7-8 28,0-0 q-Ck:28-0-0 Sq-Ck:28-0-0 Plate Offsets (X,Y):[10:0-4-8,0-0-8],[13:0-4-8,0-0-8] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.13 Vert(LL) -0.00 22 n/r 120 MT20 185/148 (Roof Snow=30.0) Lumber Increase 1.15 BC 0.05 Vert(TL) 0.00 21 n/r 90 TCDL 7.0 Rep Stress Incr NO WB 0.12 Horz(TL) 0.00 21 n/a n/a BCLL 0.0 ' Code IRC2006/TP12002 (Matrix) Weight: 176 Ib BCDL 10.0 LUMBER TOP CHORD 2 X 4 HF 1800F 1.6E BOT CHORD 2 X 4 HF 1800F 1.6E Max Gray WEBS 2 X 4 DF Stud/Std 42 = 140(LC 15) OTHERS 2 X 4 DF Stud/Std 41 = 210(LC 15) BRACING 40 = 195(LC 15) TOP CHORD 39 = 198(LC 15) Structural wood sheathing directly applied or 6-0-0 oc purlins, except 38 = 203(LC 15) 2-0-0 oc purtins (6-0-0 max.): 10-13. 37 = 175(LC 15) BOT CHORD 35 = 140(LC 14) Rigid ceiling directly applied or 10-0-0 oc bracing. 34 = 229(LC 14) 32 = 195(LC 14) REACTIONS (Ib/size) 31 = 93(LC 3) 2 = 201/28-0-0 29 = 188(LC 15) 21 = 197/28-0-0 28 = 202(LC 15) 43 = 224/28-0-0 27 = 198(LC 15) 42 = 87/28-0-0 26 = 195(LC 15) 41 = 134/28-0-0 25 = 210(LC 15) 40 = 124/28-0-0 24 = 140(LC 15) 39 = 126/28-0-0 23 = 348(LC 15) 38 = 127/28-0-0 36 = 13(LC 4) 37 = 108/28-0-0 30 = 76(LC 3) 35 = 115/28-0-0 34 = 142/28-0-0 FORCES (Ib) - Maximum Compression/Maximum Tension 32 = 120/28-0-0 TOP CHORD 31 = 75/28-0-0 1-2 = 0/56 2-3 = -94/62 3-4 = -68/35 29 = 114/28-0-0 4-5 = -49/44 5-6 = -53/54 6-7 = -52/64 28 = 128/28-0-0 7-8 = -52/74 8-9 = -54/85 9-10 = -45/90 27 = 125/28-0-0 10-11 = -15/85 11-12 = -8/83 12-13 = -8/83 26 = 124/28-0-0 13-14 = -29/84 14-44 = -6/78 15-44 = -46/75 25 = 134/28-0-0 15-16 = -44/63 16-17 = -44/46 17-18 = -45/32 24 = 87/28-0-0 18-19 = -41/35 19-20 = -60/16 20-21 = -86/70 23 = 224/28-0-0 21-22 = 0/56 36 = 6/28-0-0 BOT CHORD 30 = 59/28-0-0 2-43 = 0/57 42-43 = 0/57 41-42 = 0/57 Max Horz 40-41 = 0/57 39-40 = 0/57 38-39 = 0/57 2 = -58(LC 8) 37-38 = 0/57 36-37 = 0/57 35-36 = 0/57 Max Uplift 34-35 = 0/56 33-34 = 0/56 32-33 = 0/56 2 = -10(LC 5) 31-32 = 0/56 30-31 = 0/56 29-30 = 0/56 21 = -20(LC 8) 28-29 = 0/56 27-28 = 0/56 26-27 = 0/56 43 = -5(LC 7) 25-26 = 0/56 24-25 = 0/56 23-24 = 0/56 42 = -12(LC 7) 21-23 = 0/56 41 = -7(LC 7) WEBS 40 = -9(LC 7) 3-43 = -288/36 4-42 = -128/21 5-41 = -179/25 39 = -8(LC 7) 6-40 = -170/25 7-39 = -171/25 8-38 = -176/27 38 = -10(LC 7) 9-37 = -151/16 10-35 = -119/0 11-34 = -202/21 37 = -1(LC 7) 12-32 = -168/18 13-31 = -72/0 14-29 = -163/7 34 = -5(LC 8) 15-28 = -175/24 16-27 = -171/25 17-26 = -170/24 32 = -2(LC 6) 18-25 = -179/25 19-24 = -128/21 20-23 = -288/36 28 = -8(LC 8) 13-30 = -70/0 27 = -9(LC 8) 26 = -9(LC 8) NOTES 25 = -7(LC 8) 1) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal 24 = -12(LC 8) the face), see MiTek "Standard Gable End Detail' 23 = -4(LC 8) 2) TCLL: ASCE 7-05; Pf=30.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct= 1, Lu=5 Max Grav 3) Unbalanced snow loads have been considered for this design. 2 = 328(LC 15) 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof lo 21 = 325(LC 15) of 30.0 psf on overhangs non -concurrent with other live loads. 43 = 348(LC 15) 5) Provide adequate drainage to prevent water ponding. Continued on .a.e 2 Job WILGLCLIP Truss CG Truss Type GABLE Qty 1 Ply HAYDEN HOMES WILLOW 1 PRO -BUILD, SPOKANE,WA., TONY CARON NOTES 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) All plates are 1.5x4 MT20 unless otherwise indicated. 8) Gable requires continuous bottom chord bearing. 9) Gable studs spaced at 1-4-0 oc. 10) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10 Ib uplift at joint 2, 20 Ib uplift at joint 21, 5 Ib uplift at joint 43, 12 Ib uplift at joint 42, 7 Ib uplift at joint 41, 9 Ib uplift at joint 40, 8 Ib uplift at joint 39, 10 Ib uplift at joint 38, 1 Ib uplift at joint 37, 5 Ib uplift at joint 34, 2 Ib uplift at joint 32, 8 Ib uplift at joint 28, 9 Ib uplift at joint 27, 9 Ib uplift at joint 26, 7 Ib uplift at joint 25, 12 Ib uplift at joint 24 and 4 Ib uplift at joint 23. 12) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 13) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard Job Reference (optional) 7.030 s Jan 3 2008 MiTek Industnes, Inc. Thu Mar 27 07:53:36 2008 Page Job WILGLCLIP Truss V1 Truss Type ROOF TRUSS Qty I 1 Ply HAYDEN HOMES WILLOW 1 Job Reference (optional) 7.030 s Jan 3 2008 MiTek Industries, Inc. Thu Mar 27 07:53:37 2008 Page 1 PRO-BUILD. SPOKANE,WA., TONY CARON 0-0-0 10-10-12 10-10-12 10-10-12 21,9-8 Scale=1:35.d 4x4 = 4 Fl 6.00 12 3 5 15 14 w T T 2 41 in( T. • T3 2 •T� yy 7gin ♦•��:44444��:��1:4444•444Atte�I,M44 :��,44.44 M�:44 ��.��:Wil:444.:4444444:44444:44,4,4 ♦ ii�i��i i�i�iiii.1'444��iiiiii i��iii�� i �iiiiii�� iiii��i��iiii�i viii ��iiiiii�i �iiii�it .i ��ii ��iiii� 3x4 3x4 3x6 = 0-0-0 21-94 21,9-8 Sq-Ck:21-9-8 Sq-Ck:21-94 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/dell L/d PLATES GRIP TCLL 30.0 plates Increase 1.15 TC 0.15 Vert(LL) n/a - n/a 999 MT20 185/148 (Roof Snow=30.0) Lumber Increase 1.15 BC 0.08 Vert(TL) n/a - n/a 999 TCDL 7.0 Rep Stress Incr YES WB 0.10 Horz(TL) 0.00 7 n/a n/a BCLL 0.0 ' Code IRC2006/TP12002 (Matrix) Weight: 72 Ib BCDL 10.0 LUMBER TOP CHORD 2 X 4 HF 1800F 1.6E 9) This truss is designed in accordance with the 2006 International Residential Code sections BOT CHORD 2 X 4 HF 1800F 1.6E R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. OTHERS 2 X 4 DF Stud/Std BRACING TOP CHORD LOAD CASE(S) Structural wood sheathing directly applied or 6-0-0 oc purlins. Standard BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1 = 130/21-9-8 7 = 130/21-9-8 11 = 358/21-9-8 8 = 392/21-9-8 9 = 387/21-9-8 13 = 392/21-9-8 12 = 387/21-9-8 Max Horz 1 = 44(LC 6) Max Uplift 8 = -27(LC 8) 9 = -23(LC 8) 13 = -27(LC 7) 12 = -23(LC 7) Max Gray 1 = 130(LC 2) 7 = 130(LC 3) 11 = 358(LC 1) 8 = 392(LC 1) 9 = 463(LC 3) 13 = 392(LC 1) 12 = 463(LC 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2 = -69/44 2-14 = -91/40 3-14 = -9/54 3-4 = -98/71 4-5 = -98/66 5-15 = -9/54 6-15 = -91/23 6-7 = -69/44 BOT CHORD 1-13 = 0/42 12-13 = 0/42 11-12 = 0/42 10-11 = 0/42 9-10 = 0/42 8-9 = 0/42 7-8 = 0/42 WEBS 4-11 = -169/0 6-8 = -301/72 5-9 = -342/67 2-13 = -301/72 3-12 = -342/68 NOTES 1) Wind: ASCE 7-05; 90mph; h=25ft; TCDL=4.2psf; BCDL=6.0psf; Category II; Exp B; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed: Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-05; Pf=30.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct= 1 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 nonconcurrent with any other live loads. 5) All plates are 1.5x4 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 27 Ib uplift at joint 8, 23 Ib uplift at joint 9, 27 Ib uplift at joint 13 and 23 Ib uplift at joint 12. Job WILGLCLIP Truss V2 8-10-12 Truss Type ROOF TRUSS 8-10-12 Qty 1 Ply 1 HAYDEN HOMES WILLOW Job Reference (optional) 7.030 s Jan 3 2008 MiTek Industries, Inc. Thu Mar 27 07:53:37 2008 Page 8-10-12 17,9-8 PRO-BUILD, SPOKANE,WA., TONY 0-0-0 CARON Scale = 1:28. 3x6 = 1.5x4 H 4 1.5x4 11 - - 6.00112 14 13 1.5x4 11T T T1 2 1.5x411 a(6 �, -I i T4 w B1 Y 0❖..❖.❖.❖.•.;.;...❖.❖.❖.❖.❖.❖.❖.❖•:❖.❖❖.❖..❖.❖: .❖4444:•oo:❖❖:::s❖❖❖;❖::❖❖:❖:❖❖❖::❖•!:❖:❖:❖:❖::• :•:.❖❖❖.❖.❖..❖.❖.❖.❖❖.❖:.❖❖.❖❖.❖:.❖.❖:.❖:.❖❖?:.❖.❖. o ❖444:❖:4•Pk:❖❖❖:.'444❖❖❖•❖❖:❖•:❖❖❖:: 3x4 1.5x4 1.5x4 11 1.5x4 11 3x6 = 1.5x4 1 I 3x4 C 11 0-0-0 17-9-8 17,9-8 Sq-Ck:17-9-8 Sq-Ck:17-9-4 Plate Offsets (X.Y): 14:0-3-0,Edgej LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.17 Vert(LL) n/a - n/a 999 MT20 185/148 (Roof Snow=30.0) Lumber Increase 1.15 BC 0.08 Vert(TL) n/a - n/a 999 TCDL 7.0 Rep Stress Incr YES WB 0.09 Horz(TL) 0.00 7 n/a n/a BCLL 0.0 * Code IRC20061TP12002 (Matrix) Weight: 56 lb BCDL 10.0 LUMBER TOP CHORD 2 X 4 HF 1800F 1.6E BOT CHORD 2 X 4 HF 1800F 1.6E OTHERS 2 X 4 DF Stud/Std LOAD CASE(S) BRACING Standard TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (Ib/size) 1 = 102/17-9-8 7 = 102/17-9-8 8 = 403/17-9-8 10 = 277/17-9-8 12 = 403/17-9-8 11 = 277/17-9-8 Max Horz 1 = -36(LC 5) Max Uplift 8 = -29(LC 8) 10 = -2(LC 8) 12 = -29(LC 7) 11 = -7(LC 7) Max Gray 1 = 102(LC 2) 7 = 102(LC 3) 8 = 417(LC 3) 10 = 355(LC 3) 12 = 417(LC 2) 11 = 355(LC 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2 = -59/101 2-13 = -15/22 3-13 = -7/109 3-4 = -27/31 4-5 = -27/33 5-14 = 0/109 6-14 = -47/22 6-7 = -48/101 BOT CHORD 1-12 = -31/54 11-12 = -31/54 10-11 = -31/54 9-10 = -31/54 8-9 = -31/54 7-8 = -31/54 WEBS 6-8 = -321/75 5-10 = -303/37 2-12 = -321/75 3-11 = -303/42 NOTES 1) Wind: ASCE 7-05; 90mph; h=25ft; TCDL=4.2psf; BCDL=6.Opsf: Category II; Exp B; enclosed; MWFRS (low-rise); cantilever left and right exposed : end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-05; Pf=30.0 psf (flat roof snow); Category11; Exp B; Partially Exp.; Ct= 1 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 nonconcurrent with any other live Toads. 5) Gable requires continuous bottom chord bearing. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 29 Ib uplift at joint 8. 2 Ib uplift at joint 10, 29 Ib uplift at joint 12 and 7 Ib uplift at joint 11. 8) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. Job' WILGLCLIP Truss V3 Truss Type GABLE Qty 1 Ply 1 HAYDEN HOMES WILLOW Job Reference (optional) 7.030 s Jan 3 2008 MiTek Industnes, Inc. Thu Mar 27 07:53:38 2008 Page i J PRO -BUILD, SPOKANE,WA., TONY CARON 0P0 6-10-12 6-10-12 6-10-12 13,9-8 Scale =1:22.4 3x6 = 3 6.00 FIT 1.5x4 11 9 1.5x4 11 8 4 T2 T ST2 5 II A —Alb 119. s, 3x4 1.5x4 11 1.5x4 II 3x4 7 0-0.0 13-9-8 13,9-8 Sq-Ck:13-9-8 Sq-Ck:13-9-8 Plate Offsets (X,Y): [3:0.3-0,Edge] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.13 Vert(LL) n/a - n/a 999 MT20 185/148 (Roof Snow=30.0) Lumber Increase 1.15 BC 0.16 Vert(TL) n/a - n/a 999 TCDL 7.0 Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 5 n/a n/a BCLL 0.0 * Code IRC2006/TPI2002 (Matrix) Weight: 37 Ib BCDL 10.0 LUMBER TOP CHORD 2 X 4 HF 1800F 1.6E BOT CHORD 2 X 4 HF 1800F 1.6E OTHERS 2 X 4 DF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 1 = 209/13-9-8.. 5 = 209/13-9-8 6 = 386/13-9-8 7 = 386/13-9-8 Max Horz 1 = 27(LC 6) Max Uplift 6 = -3(LC 8) 7 = -4(LC 7) Max Gray 1 = 209(LC 1) 5 = 209(LC 1) 6 = 411(LC 3) 7 = 411(LC 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2 = -251/13 2-8 = -258/26 3-8 = -241/36 3-9 = -241/35 4-9 = -258/25 4-5 = -251/12 BOT CHORD 1-7 = 0/180 6-7 = 0/180 5-6 = 0/180 WEBS 4-6 = -292/63 2-7 = -292/64 NOTES 1) Wind: ASCE 7-05; 90mph: h=25ft; TCDL=4.2psf; BCDL=6.0psf; Categoryll; Exp B; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-05; Pf=30.0 psf (flat roof snow): Category11; Exp B; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live bads. 5) Gable requires continuous bottom chord bearing. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3 Ib uplift at joint 6 and 4 Ib uplift at joint 7. 8) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job WILGLCLIP Truss V4 Truss Type ROOF TRUSS 4-10-12 Qty 1 Ply 1 HAYDEN HOMES WILLOW Job Reference (optional) 7.030 5 Jan 3 2008 MiTek Industries, Inc. Thu Mar 27 07:53:39 2008 Page 1 4-10-12 9-9-8 PRO -BUILD, 0-0-0 SPOKANE,WA., TONY CARON 4-10-12 Scale =1:16.8 4x6 = 2 6.00112 P_ -: 6 a u,7 T ST1 T2 3 g � 'c • •'••••••••••••••••.••••••••••••••••••. •• • • • . •'• v • •••a•••o•.'• •'.v•v•'•v•v•v•'• •••v• •'......••'•'. •'•'• •'••v• vv•:•: •v•v'..'•.•.• •vv•..'o.'•'•'•v•v•v•a•'v•'•'•••'•v• .••v•'.'...•.v. :•:•:::::::::•:•:•:.•:.:::•••:•:•:•••:•:;:••••�•:••�:.��:•••::•::•::••::•::•••:..:••••:••••::•••••••••••••••••••••••••• •:•.•. 3x4 1.5x4 H 3x4 0-0-0 9-9-8 9.8-8 q-Ck:9-9-8 Sq-Ck:9-9 1 LOADING(pst) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.21 Vert(LL) n/a - n/a 999 MT20 185/148 (Roof Snow=30.0) Lumber Increase 1.15 BC 0.13 Vert(TL) n/a - n/a 999 TCDL 7.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 3 n/a n/a BCLL 0.0 BCDL 10.0 Code IRC2006/TPI2002 (Matrix) Weight: 25 LUMBER TOP CHORD 2 X 4 HF 1800F 1.6E BOT CHORD 2 X 4 HF 1800F 1.6E OTHERS 2 X 4 DF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1 = 174/9-9-8 3 = 174/9-9-8 4 = 463/9-9-8 Max Horz 1 = 19(LC 6) Max Uplift 1 = -4(LC 7) 3 = -7(LC 8) Max Gray 1 = 182(LC 2) 3 = 182(LC 3) 4 = 463(LC 1) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-5 = -110/14 2-5 = -10/45 2-6 = -10/33 3-6 = -110/12 BOT CHORD 1-4 = 0/44 3-4 = 0/44 WEBS 2-4 = -323/32 NOTES 1) Wind: ASCE 7-05: 90mph: h=25ft; TCDL=4.2psf; BCDL=6.Opsf; Category II; Exp B: enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-05; Pf=30.0 psf (flat roof snow); Category II; Exp B; Partially Exp.: Ct= 1 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 nonconcurrent with any other live loads. 5) Gable requires continuous bottom chord bearing. 6)* This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4 Ib uplift at joint 1 and 7 Ib uplift at joint 3. 8) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job WILGLCLIP Truss V5 Truss Type ROOF TRUSS Qty 1 Ply 1 HAYDEN HOMES WILLOW Job Reference o.tional 2008 Page PRO-BUILD, SPOKANE WA., 0-0-0 TONY CARON 7.030 s Jan 3 2008 MiTek Industries, Inc. Thu Mar 2-10-12 2-10-12 2-10-12 5-9-8 27 07:53:39 Scale = 1:11.6 3x6 = 2 6.00 FIT u] T 2 3 \ 1itfro B1 ci .o iiPii•Ji000•;•;�••`00�i�Ji••iOiJ�iiO•�*•••;•X•KiJiOX•iiiO•4JO•• •X•Oi�lJ•OiJ• ;•iii00i:•:i:ii•••iO:••:•Oi :i•...4•i•••i•:•••• :4e.:•:,:e44:+: :•:,:eii:44:44:4:,:e:•:::•: :+:•:+:4:4:,:e.e:•••s••••••••••• :•i•:•i••••••i•••;+:•:,,:ii•:44+iii •••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••• ••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••• 2x4 2x4 0-Q-0 5-9-8 5-9-8 Sq-Ck:5-9-8 Sq-Ck:5-9-t Plate Offsets (X,Y): L0-3-0,Edge] LOADING(psf) PLATES GRIP TCLL 30.0 SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d MT20 185/148 (Roof Snow=30.0) Plates Increase 1.15 TC 0.08 Vert(LL) n/a - n/a 999 TCDL 7,0 Lumber Increase 1.15 BC 0.17 Vert(TL) n/a - n/a 999 BCLL 0.0 BCDL 10.0 Rep Stress Incr YES Code IRC2006/TPI2002 WB 0.00 (Matrix) Horz(TL) 0.00 3 n/a n/a Weight: 13 Ib LUMBER TOP CHORD 2 X 4 HF 1800F 1.6E BOT CHORD 2 X 4 HF 1800F 1.6E BRACING TOP CHORD Structural wood sheathing directly applied or 5-10-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 1 = 218/5-9-8 3 = 218/5-9-8 Max Horz 1 = -10(LC 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2 = -223/30 2-3 = -223/30 BOT CHORD 1-3 = -16/172 NOTES 1) Wind: ASCE 7-05: 90mph; h=25ft; TCDL=4.2psf. BCDL=6.Opsf; Category II; Exp B; enclosed; MVVFRS (low-rise): cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-05; Pf=30.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct= 1 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live Toads. 4) Gable requires continuous bottom chord bearing. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 'SEE S1 SHEETS FOR HOLD DOWNS AND WALL BRACING INFO. GENERAL N (ETES 'L INE SCOPE OF BY S L1ttED TO PflOVDN6 A WC'7fICN0 SEf OF DRAWNCTS 1H6 SET C>F R-" E SU44CEJT FOR OSTANNO A KA DM3 PaUT. UN.ESS DRECTLY REOU 97E D BY Tlf OV?6i Ofl BU1.DNf3 CONIMCTDFi I} E PLANS ARE tillED TO OE.Ip IOCAl10Pl"�, DI.F Og�.�gL BIt.DIM3 COMFONENM AND KEY FLASH MATBYALS 2 ALL VA Sy =WAY CONPLY VATH THE MOST CIA�lT PEOuFE14NM S WRi}I 8Y LOOA4 CDOU.NTY, STATE. AND CiB^ERAL. LAWS. RU.E'33 CODES. OFiDMANCDES, OR iEOLAATDNF> OB-84At. CONiRACTOTt OR SIB - CONTRACTOR TO VEFAFY ALL APPLICABLE CODES AND METHODS or - CONSTRUCTION PRDR TO BE6Mon WORK. 3. ALL NOFiY 70 MECHANICAL, R.LJWBNCL AND ELEC:TPoCAL WK- BE Oft BOLD 6Y THE OB6UL CONTRACTCA AND SHALLWAY CONFORM TO ALL APPLICABLE LOCAL, STATE, AND NATMAL ODOM 4 ANY EflAOR OB CA6SIN FOLND N TFESE Of WNTiO,a* 9HALLWAY BFiCtp TO THE DillT9.AR9TS A!D ARCHTEC7TIRAL OESCIPBYS AT'IHtTpN & DO NOT BMc OR M M WITTEN ON@1g0N S SHALLWAY PRECEDE ANY ALL SCALD DMEt5Dt6 CONtAACTOR "LLWAY VERIFY ALL DLENSDI P'80R TO CONSTRLICT'DN AND Bi4LLWAY �ONSBLE FOR ALL DMEN AND JOB SPECFIC COPIXNOF$ TPE or= CF bmemmmmeomrm MIST BE NOTE® OF VARIATIONS OR DISCREPANCIES ARRIVE) AT DUiNO C ONMR)=M SITE PLAN NOTES L EACH CQNIA,MC,OR AFD SUkiC:CNTRACTOR 70 VSPf IM TOCSTENCE OF BRED UTILITIES N THE AREA OF CONSTRUCTION PRCR 70 ALL EXCAVATION. 2 ALL ORADNO AND IXCAVATpN FqT STFDCRIWL COMPONENTS MUST CC w -ORM TO T}E PRO.IECT SCM S FEPORT. 3 CONTRACTOR TO VHTFY ALL SME CON ORIO S AND DM ENSC M MICR 70 COFSTp0C7}CN ALL NOCNL9SnSCE5 TO BE B10UOF1T TO THE ATTEN71 7N OF THE DEVELOPER AND TFE ARCFiC�L DE9 N ER PRIOR TO ANY OONTH ATDN OF WORK, 4 SErSACK5 TO COMPLY WITH ALL APPLICABLE LOCAL, COUNTY. STATE AND I MATKMML COCM CONTRACTOR TO VERFY ANY CIL4NOE5 OR ADDENDUM TO DEVELOPMENT SETBACKS PFOR TD COISRFixOpN DRAWING INDEX CS (OVER SFEET AD ELEVATIONS AT FLOM RN A2 FO`MaAT)ONVFLCOR FRAM FLN ea A3 P*01' FRAM M PLN A4 ELECTRICAL. PLN MAN LEVEL. DI BLHMM !£C71DFSbETALS S7 PFESCRPTNE WALL BRACTNKI D2 BLtDm SECTCNWDETALS D3 B LZM SECTKMtWDETALS 01 CPT 3RD SEDROOFA FOUNDATION 6 FLOCK PLANS 02 CPT. 3RD QOM ROOF 6 REAR ELEVATKMS 2484 RAV OLACEN PHOFS 541823 ' C R -'L F mm— WM� REVISIONS � CURRENT AS OF 040706 ZONE= WA -C COVER SHEET TE t2R2/02 c �C BY X SEE DEtA1L VD3�� AS SPECb FRONT ELEYAT I ON SCALE: 1/4' : 1'-0' (24 X 36 SWEET) SCALE= 1/B' i'-0' (11 x n SWEET) 0 2 NOTE: APPROXIMATLY 46 SQ. FT, OPTIONAL MASONRY STANDARD PLAN APPROXIM.4TLY 53 SQ. FT. OPTIONAL MASONRY COURTYARD OPTION. LEFT ELEY,4TI0N SCALE: 1/4' : P-0' (24X36 SNEET) SCALE: VB' . i'-0' (11 x tl SHEM VENT AS SPEC'D ROOF AS SPEC'D FASCIA AS SPEC'D SIDING AS SPEC'D TRIM AS SPEC'D OPTIONAL MAS'JNR7 AS SPEC'D REAR ELEYAT I ©N `D SCALE: 1/4' . 1'-0' (24 X 36 SHEET) SCALE: 1/B' . 1'-0' (11 x It SHEET) 02 4 g RIGHT ELEyATIDN KALE: i/4' : I'-0' (24 X 36 SHEET) SCALE- 1/B' . 1'-0' (11 n 51•EET) 0 2, 4 g• 10' 2484 SW OLACER PL FdMU4M. CR 07756 PHC E 54t AS6= FAX 54 W WA -C Lu U— a0 0�.? I� P'• m i L.1.1 O 1 f WA -C SEE S1 SHEETS FOR HOLD DOWNS AND WALL BRACING INFO, OOM OPTION GOUi�T"rAR0 CxA;Q 4Cze OPTION U-907-011 re)U;?T4'A=n SYMBOLS LEGEND 1"T 2- FRAME WALL W/ STUDS —� 2x4 FRAN'E WALL UI/ 5TUD5 INTERIOR INTERIOR BEARING. WALL INDICATION. INDICATES BRACE PANELAUALL. SEE x HOODOLLN/SHEAR NAILING SCHEDULE VF - BI SOLID BLOCK INDICATICN 0 3'e PIPE BOLLARD CF. CHANGE M FLOOR CL CH4NK,E IN CELIW LINE START POINT (— m If w wi , a U U �E LL 3@3@ S@6S -' RANGE W/ 0, p HOOD IGITQHNN=l NNlW, DW VAULTED ---viniYL p II� SIh9G W/ FLR15 CNTR BAR +74 VAU-1 CF. tL CEICMIi 3T M51DE m wN0 m RAKE FRAtED TO BOTTOM TRUSS SEE DETAIL 2/D2 1sIV1lAKa ROAN 4040 I VAULTED 51ICARPET 5 a —BLK- CF. 1 ' '2040 2040 -J SG -1 HUNG SGL R>4 TIL I a 3@6 TEMPD ,It _i. 4@4@ SLIDER EGRESS PLANT LEDCvE 2666 VIP' i m PLYUgOD TOP CARPET CARPET 2668 B'GLG 466 m B BATH •a 6 "@ 4 @ 4! a' CLG 6' SLG ROD SHELF CARPET x 9 WC �'t 3'-E• 2'-1' ROD -A SHELF LAlAgM 9' CLG P a W �\4RALLL '-P i 266 5FF CH4RT6 Mt Sf 4:J F ti A 1 I I 1 1 NE7 1 / CE i=w : SH—% zl g ) TN w I U 'INTL2� F � a' CLG 24 8 VINYL 1 LYG 4l4 II ` BiFOLD�L_ L \ CAS T `�I — CARPET 2668 B'GLG 466 m B BATH •a 6 "@ 4 @ 4! 2' 6' SLG L) x 9 WC `B � LAlAgM 9' CLG CARPET /%/%. " •�.: 5FF CH4RT6 Mt Sf 4:J F ti A 1 I I 1 1 NE7 2' WIDER THAN TUB FLANS wz^uc LM Y TN w I U x � 'A 3z � a' CLG 24 8 VINYL DESCRIPTION A_(ND ORSG �A•'.t F 02103 /1) � 2) ICF. FLOOD? PLF4N Y 3'.3, @ 2' 4. 8, �. Srelm: i/d• . I'-@' !24 X 36 SHEET) MAIN LEVEL 1@31 5Q FT. GARAGE 400 SO- FT- PAD 4 SCALE: 1/e' . I'-@' !ii X h SHEE'U tlii' DI 868 BEDROOMS 2 a'4• Il' -B. BATHS 2 A 2aba MANDOOR W/STOOP GA RID CONCRETE — ----------------------------------------- R SSSS. OVERHEAD �J 4' GARAGE EM- OPT. P J---------------------------- U 8' GARAGE EXT. DPT. 4@40 SLIDER FLOOR PLAN NOTES SSSS N CCX7E / ZDD6 ar W1wA A VERRY ALL SRE UR1TY LOCATIONS PR OR TO ANY CAN sTFtcTK*L CONTRACTOR TO VERM ALL OLg,�N3S, MATS AL. SPEC(xATCNS. PfROR TO CAND WINDOW SaESRUCTfON LEAtiS AFD SPECIFICATIONS ALL FXTERROFI WALLS TO WOCX) FfRAM® AT 16 NCHS O.C. AND ALL NT8i0R WALLS TO BE 24 NCH;S O.C. UNLE46 NOTED OTN{{hy� STRUCTURAL MEMFES TO BE FASTENED WW TAU.E 80281 SEPARATE MOUSE FiROM GARAGE BY NOT LESS THAN VZ GYPSRA ON THE GARAGE'.±IDE CARAtl . S WITH LIVABLE SPACE ABOVE WILL BE SEPARATED BY NOT LESS THAN 5!8' TYPE X GYPSUM ON THE GARAGE C�.lKL F3 ENTRY TO FOtSE F ROM THE GARAGE SHALLWAY BE NOT LESS THAN 1-318' h SIXD WD OR SIE3:'L CRi HR7NEYCCX6 STEgy OR 20 AIa1TE FIRE DSL W 3DILl _.. . _ __. ... 6. SOLD BLOCNC TO FOUNDATION BENEATH ALL COLUR15, BF,AAG d GIRDERS TPHCAL 7. SEE S 9CETS a DETAIL SHEETS FOR BRACING PANEL WALL DETAILS, FFEPI.ACE DETAIL., ETC. IL PRE BLOOpq SHMLWAY BE PROVIDED TO CWT OFF ALL CONCFAM DRAF OPBIKIS Gm vm T. d HOFM BETWEEN STORIES AFD THE ROOF. RH0281 }. ALL GLASS TLB AND SH0WER EN LOS R EE ; GLASS ADJACENT TO a Wn N 2 FT ARC OF A CLOSED DOOR LER: THAN RID NC HS ABOVE ANY ST AIRIFLOO SURFACE. WITHN 36 NC HS FOR? STAR WALKING SURFACE TO BE APPROVED SAFETY GLASS. 6000 p D. FURNACE WATER HEATER, DRYER OVE"ANX AND BATH FANS TO VENT TO MMEI ORI ALL SWT I—. PLOT LAMS AND BURNERS TO BE A LfI.BIA OF S NCHS AFF. WHEN LOCATED N THE GARAGE IeWr 1N BRC. 024062lof C Lj=..X L FIREPLACES ES TO BE INSTALLED PER 6ANRIFACTUM, NS,FR1C't1JN a ECXJPPED WITH P Y 54FM a LOCATED M(TER AL. AR SUPPLY. BRC. 0243411 L HANDRAILS NOT LESS T.." 34 NCH S CXR NIGHER THAN 38 NCH& R3NR5,4R GUARDRAILS PAOTECTNG DECKS OR BALCONIES SHALLWAY NOT BE LESS 36 NGS. fo= "Ax SPACE BETWEEN RALS SHALLWAY NOT IXC 4 INCHS. L ALL AETAL PIPING BJALLWAY BE ROND®. BHC. E'i508AR TE" JOINTS AROUND CAWALL a ROOFBETWEEN S a OR ORS BETWEEN WALL BETWEB4 .FRANIM WALL a FOUNDATION, WALL PAN RA AT PENETRATIONS OR I11LTY SERVI ESS TH I"JOH WALL$ FLOOR A ROOFS a ALL OTFER 757%, N THE EJCT1MR ENYMOPE SHAI.LWAY BE SEALED N A W1M8i A THE BU.DM3 OFFAL. �, NW2AR10RSC NT046Z BOER ; I= ESCAPE a RESCUE OPENING, MN NET CLEAR OPENING MN OPENING HEIGHT 24', WOO= ML OPENING WIDTH 2OY, W010= SILL "EIGHT OF NOT MCfE THAN 4r AFF-ff=tA W A)QWS SMALLWAY BE INSTALLED PER WRITTEN INSTALLATION PROVIDED BY THE MANUFACTURER FOR EACH WM' M BAG RBDA INSULATE AW. A. STATE CF OREGON LAW OAS.0 ENHKNY PATH t TTABLE NW4110t2R a t81 8. STATE OF WASFlJGTON AW WASFNGTON STATE ENBK3Y CX7DE 2464 SIV CLAC�R PL PFKkE 5412 �F 541548.076! V LL —j1 3 rte! Tim :c O L H— CURRENT AS of 040708 WA -C FLOOR PLAN SEECS Al 2' STRUCTURAL NOTES 5FF CH4RT6 Mt Sf 4:J F ti A 1 I I 1 1 NE7 REOUIREF=NTS FFR 5 d*! /� S WALL BRACIN;a GFR Ir+r -nF R.60 AOI R Ra'ED OP N`NGS: BI_FLLD: az' x 6r DESCRIPTION A_(ND ORSG �A•'.t F 02103 /1) � 2) BI -PASS: 83 I/4' X DOOR SI2c FLOOD? PLF4N @ 2' 4. 8, �. Srelm: i/d• . I'-@' !24 X 36 SHEET) MAIN LEVEL 1@31 5Q FT. GARAGE 400 SO- FT- SCALE: 1/e' . I'-@' !ii X h SHEE'U BEDROOMS 2 BATHS 2 2464 SIV CLAC�R PL PFKkE 5412 �F 541548.076! V LL —j1 3 rte! Tim :c O L H— CURRENT AS of 040708 WA -C FLOOR PLAN SEECS Al SEE SI SHEETS FOR HOLD DOWNS AND WALL BRACING INFO. Berm 01 3RD ep-DROOM OPTION COURT'IrARD G,4FZ14cxm OPTION 83=E 01-011 GOURT%r,4QD CA==lnr_ 1l.tr,lI SYMBOLS LEGEND 6'x24' CONC. FOUNDATION ON 12'x6' MM. CONC. FOOTING. 4x4 CRIB WALL W/ STUDS PER JOIST LAYOUT ON 12'x6' CONTOJUOU5 CONC. FOOTW G JOIST HANGER (off 3'4 PIPE BOLLARD 0 SOLID BLOCK INDICATION 0 v PATIO Al emelp - 4' CON-. SLAB ON COMP. GRANULAR FILL. SLOPE MIN Ik FROM HOUSE, THICKEN SLAB • PERIMETER -_-------_�___--;_--_ •� + LOCATIONS SHO04 ! I I �• ! I I I I I i I I I i I I INSURE IB' CLEAR FOR CRAW ACCESS I i AD UST JOIST LAYOUT AS NEEDED I FL =g I ! I I I I I 9-+12I-JOISTE I I � I I i I I j j 1 ' i I 1 1 1 1 1 1 1 I I 18'x30' CRAW_ AC(GE55� I I I R - ( I HA1LER� AS 9PECDy,. I 2x4 CRIB WALL I ..� I Zji W STUDS j I PER J015T LAYOUTi ; I I I I I I I I i WALL PROv 5 SPEC'D CRIB --i--x1, HDR I I I I i Is I I I I I I I j I � I i I I I i I I I I I I I I I I I I I I I I ( j 2x4 CRIB' WALL W/STUD j PER JOIST LAYOUT—f j j C I I I I I I I i I I I I f i I� i i i HAri�Fa& At �: 9'53. 1800•TIE DOUIVJ u � � 1-�--I. a ( I 24x14x 10 FTG ` ENTRY PORCH . 4' GONG. SLAB ON COMP. GRANULAR FILL. SLOPE MIN. 1% FROM HOUSE. THICKEN SLAB + PERMETER VERIFY PRIOR TO POUR lo' -0. SLAB LINE 1 4' CONC. SLAB ON CO"IPACTED GRANULAR FILL SLOPE MIN. 1 % I TO OH. DOOR 7--] - -I , I4'CN ' I IFILLA I HFROM HI:fBLOCK OUTWALL FOR 2/ I EVERIFY PRIORUR I I I I I I i I -I 1 Lc Exp. JOINTSI 1 . I Ut4E1� SHOUIN 4I AT PERI --T'ER I I � I I I I I 1 I I I I I' I I I'I DEPRESS DRIVEWA7 I L-- IQ' •GARAGE DOOR ----------------- i cavr: Fra as eco Brti — — — 'T - ' W, (2) •.4 BARS CONT. I II I i 4' GARAGE EXT. OPT. I Hk----------------------�� i -------------------------- - I I I I 8' GARAGE EXT. OPT. I` FOUND,4T I ON FLOOR =F AM W,-_ PLAN SCALE: V4':1'-0' (24 X36 SHEET) 0 2' 4' SCALE: UB':I'-0' (11 X IT SHEET) 8' �• GONG. DILL! (par ett& plan) 4' CCNC. SLAB ON GOMP. GRANULAR FILL_ SLOPE MIN. �k FROM HOUSE START POINT FOUNDATION PLAN NOTES (1005 OREGON Rr;�aYameH sxneH TY cmc ! :e^ +t - -- VEwY ALL WE UTILITY LOCATCM PRIOR TO ANY Ca%,MC7pNi CONTRACTOR TO VBY-Y SOI- BEARNG VALUE OF 1500 PSF FOR CLAY SANDY CLAY. SILT CLAY CLAYEY S.T. SI -T d SANDY S.T. OTHER CONDITION MAY RECUIRE= SPECIAL OE9GN CONTRACTOR TO VERIFY SOLS CBMTCMB RSOI. MARE MOW CbNiRACTOR 70 VBRFY ALL OETAL$ D66d9pNi5• AND 9PcCF'DATpNS NADFUMiCANSTAUCTON 5� DEfAL ANDS 5H$TS FOR ADDCIONN_ ALL FOUDATOM WALLS AND F007140 TO BE CONiMOUS CONr� bifid WALLS AS SPECK BY LEGEND. SECTION DETAI- . AND/OR STRUCTLWy Ewa- ST- a- ST- WALL"C CONCRETE TO BE 3000 PSI NOO/SEYCOND. _ .. FLOORTO BE 3000 PS NMI AND BE SLAB cOND1 d 3500 PSI tSEY, cDNDi rtABLE .E MUM BE 12 NOM FRrLOE DEPTHLOW GRO(I D SURFACE WLR. SiALLWAY BE DE -IE I ED BY THE LOCAL JIIRISDIOTION. BRC. R (XU.,QIOASC. R40MISi FICCJNDATION WALLS TO BE CAPPED WH 2Y URD BLL PLATE OVER A FIBROM BILL SEALER 7f2Y/' ANUM40 MR ' DOLTS . 8SS .`C. ALL ONE BOLTANCHOR WD SILL To �A THE ED OF EACH PLATE SECTION IIRC. MOWS 10139C B403IS MIADEE SH ALLWAY FALL A WL 6 NOW WIRN THE FIRST b Fr. . PROVIDE UDE? FLOOR DRANK AS REOUFTED PER CITY CODE . FOR SESMIC ZONES D MOVDE 144 cmaH S .BrT N BOTH THE FOOTND AND THE STEM WALL. ON A 2 POUR SYSTTSA PROVIDE 144 VERTICAL WRH A STANDARD HOOK AT 4 FT'. O.C. MMIM IGD WmmmALLS sH4,LLWAY BE PROVIDED WRH A MN OF 144 BAR W(RN 72 NCkS 70P OF WALL9 6144 RS,CBAR LOCATED 3-4 INCHES FROM BOTTOM OF FOOT'NC' SRC. R4IXit3.W. FMO;LIAA RE' @R' N THE FOOTMG DASC. m BRCy , E35 PROVIDE 190. Fr CRAWL SPACE VISI LATION PER ISD SO. Fr MOM FLOOR AREA FOR OREGON ORSC 401LI AND i SO. FT PER 30O SO. FT, FOR WA OMZ ONE SUCH OPENING SH ALLWAY BE WITHIN 3 Fr OF EACH COMM SHEET ALL EVOSED EARTH N CRAWL SPACE WRH 6 ML BLACK PCILZ=%GRESARCS NWAYBLAPPED 12 OOHS d TUH RYA ENEgY CODE PARA SOZ1SM ALL WOOD N DIRECT CONTACT WDONC{ERE SJR=ACES OR WiTHN 8' OF EXPOSED EARTH TO 13E APPROVED PRESSURE TREATED MATEFOAL EICfEAOR WOOD SHEATHING NOT LEM THAN 6 NCFS PnW GROUND. RM.1 Ill d M AMNIA/ CLEARANCE FROM BOTTOIA OF FLOOR JOISTS TO EIPOSED EARM S 18 OX:FS D Fr FOR BEAMS d GIRDER& W3D.N M FLOOR SHEATHING TO BE y4' TdG LAD DIAGONAL TO I-JOSTS SPACED LP TO 24 NCHS GC. MAB.E RMU . WH d ftpigCES LOCATED N THE GARAGE S ALLWAY Be PROTECTED FROM AUN'CMOBI.E AFACT. Q.4b0T8.8 NSJLATE LAW B PATH t IT OURIGISTATE OF WAS N3TON,1A WA9iV3TpN ATE E::;:g COM d 131 11; E5� US O� 58 m STRUCTURAL NOTES _--`— a== CHARTS ON $1 E- ANn e4 - e CUPPENr JS OF 040708 K--OUIR£M=*iT4 cca E AND OR - au- mk4LL =1 INS- _R IR/' TIBI>= I PND OR'•'' Aa 5 RSO=4 C,) AI_TERNATa gRAr'= Ryt � MIN. PANEL LENGTH 32' ZON3 S '= TORY 2 ANCHOR BOLTS EA PANEL (0 1/4 POINTS IN OR) WITH WOO It, TIE DOU.N DEVICE + EA PANEL END WA -C RIO TO SE REINFORCED WITH NOT LE55 THAN (U •4 BAR TOP 4 BOTTOM 1ST STORY 0_ 2 _, Y 7 PANEL ON BOTH FACES WITH NAILING + 4' OL. WITH (3) ANCHOR BOLTS • V5 POINTS WITH 3000 Ib TIE DOUAN DEVICE EA END OF PANEL PER IFOUNDATION NR=/ORSC R602J0b IBP MM. [a, GYP`.AR-1 BOARD ON 24' O.C. STUD SPACINLi LOO R FRAM! N MIN. 48' WHEN MSTALLED BOTH SIDES PLANS MM. 56 UFEN INSTALLED TO ONE FACE OF A WALL WOOD STRUCTURAL PANEL 544ALLW47 BE ATTACHMENTS IO IAW TABLE Rb02105 IPC RSC PARA R602104 CS I V4' SOWS OR 6d NAILS o 4' OL. AL1. PANEL EDGES AND o I' OL. M FIELD IRC/OR5C TABLE R602103(1) FASTENED TO FLOOR 4 ROOF FRAMING IAW TABLE R6023(j) SEE S1 SHEETS FOR HOLD DOWNS AND WALL BRACING INFO. PLATFORM LOCAL �N REQUIREMENT 41L 2/DI Roo;: PiRR4MIN(s SCALE 1/4' . I' -0 f X 36 514EET) 0 2' 4' g �. SCALE: 1/8' . "0' (11 X 11 SHEET) ROOF FRAMING NOTES Li00S OREOON Rei cacr�.i x ____ __ A A�r+�*r Tftl155 LJARd1FFAC716L4i TO VBiFY ALL D►ELSgRS TflOM FOUNDAl10R1 PLAN ARO fl.00R PLANS fftlOR TO THE MAN.FACTF F ROOF T aA(M'4ES TA1SS LAAMFACLUEA TO VEAPY FiA1kACE LOCATIDN d DESUN TAII^�E8 '.,.. TO SUPPORT SYSTB.L W1E?i NSTALLED N A77C ARRA 85=, 3 CMTS RUCT A km 8 FT X 8 FT FMOCE PLATFORA LAW DETAL FOIND ON SHEET D WHEN PLATFCW 6 NOT DE90NED N THE TRUSS SYSTBA 4 BOT)DM CORD OF lTNSS TB BE DE90116) FOR 20 LB lNE LOAD WHEN CAPABLE OF STOI%G A T NCH WOE X 42 NCH TALL RBA M. TABLE 830151 S' ALL ROOF TRUSSES TO BE EMO ERIE 1 BY A TRW JAW. FACTURBT � . To DAMM OFFICIO d APPROVED PRIOR TO NSTALLATOkL CALL TR%SS PRCHS TO BE AS SP` -CD ON THE ROOF d EL EVA77ON S8RS. _�...... 64 &�12 ROOF PITCH WMTEFOOR VAULTS TO BE 3112 PITCH d A 5)12 ROOF PITCH WAVTEAOR VAULTS TO BE 2.SA2 PITCH! ALL TRW HARDWARE TO BE APPROVED BY TRIES MANUFACTUIER d DESDNED TO RE56T WND UP - P BASED ON LOCAL WHO LOAD d POOR WpTH TABID 6760210 ROOF 9,EATHM TO BE 788' OSB WfrRUSSES SPAS UP TO 24 ISM OO. (TABLE RSM=l M . ASPRNAI.T "JDL.E5 SW-LWAY BE ISTALLED AS SPEC'D BY 1AW FACTUP£ NOT LESS THAN 4 FASTENERS PER SLAP SHK"Z N AREAS WHERE WNpS DUC»J W 00 SPS=hL. FASLEIlKL LEMODS ARE REOUAED. F0052-0 L FIE 9.00KIO 9iAL.LWAY PRdJD® TO CUT OFF ALL CONCEALED) OPBJ•dX ®OTH VERT, d tOf4Z.l BETWI�N STORIES AND THE ROOF.6W'O2A DOOR AND WNDOW HEADERS TO BE AS NOTED. LOAD-BEARN3 HEADERS ARE NOT TES N M CR EXT. mw_W_ARWO WALLS HWOZ7Z . BLOCK TO FOUADATON BENEATH ALL C=WS. SEALLS, MK>ERt4. ROOF VENT CAPS TO BE LOCATED AT REAR ROOF SLOPES WHERE POBSE.E, PROVIDE 190. FT. ATTIC VENTi.ATON PER 300 SO. FT. ATTIC SPACE WITH 50'= OF VMS AT LEAST 3 FT. ABOVE TLE EAVES„ 07HEIMM i SO. FT. TO LSD 90. FT. OF TFE AREA MGM PROVIDE LK I NOH SPACE BEMEEN NU ATM AND ROOF 9EATHNO vm EAVE VSM ARE NSTALLED. 61806]) Am ACCESS "LL.WAY NOT BE Lffi THAN 22732' RO (,W OPENNO WITH UNUM OF 30 NCHS UNOBSTRUCTED HEADROOM ABOVE ACCO OpR Aya ow.0 NSLIATE K* A STATE OF OfEOON L4W OASC BMW PATH L MABLE NIIDd10L21 d LU L STATE OF WASHNOTON LAW WASHNOTON STATE ENERGY CODE CLOT-: MINIMUM OF 1 $0. FT. OF ROOF VENTILATION, FOR HOUSE A 3 SQ. FT. ROOFF VENTILATION OVER GARAGE. SYMBOLS LEGEND i1..Zl- 2 2"6 FRAME WALL W/ 57=5 C==J 2.4 FRAME WALL W/ STUDS €-= INTERIOR BEARING WALL INDICATION. ® SOLID BLOCK INDICATION APPROVED JOIST/TRUSS HANGER M APPROVED BEAM/GIRDER RAWER K RAFTER TIE DOM 2464 SW CYACJBL PL PHONE SRiB' �F I -, CURRENT AS OF 040768 3 > BEDROOM Oi=T I ON ELECTR I CF41. =1 -AN OPT. COURT`r ARD (SARACxE HFlz-1---------------------- L_xi-I 8' GARAGE EXT. OPL i --' -1--------------------------- Y MAIN PLAN SCALE: V4' . V-0' r24X;& SWEET) SCALE: 1/8' • 1'-0' (1) x fl SHEET) ELECTRICAL NOTES I?�5 OREGaNMAL 9!="M CGDE 12008 M V WA AMS I. ALL WORK M I.ECHAtxAL AREi. D EC7TRC.LL. WLL BE DESM mx D BY TRA T GENS AL CONCTCA AHD SHALLWAY CONFORM M ALL LOCAL. grATI AD ANATIONAL CODES, 2 ELEC'iWCAL TO . APRK)Y® BY A SB'ARAIE Pt3RA1' d RJSP£CTED BY OFHTCYAL Hi4i?dCi .A TDN WO5.8 4, 4i108.t2A I ALL METAL PPNG SHALLWAY BE BONDED. RRQ E35wo 4. SFPPLY 6 FETURI AA DUCTS Ta BE CON5IAUCTED 6 tL91AATED RAW CFf'T 16. LOCAL. STATE AFD NATIONAL COD_=;U NCH ; WA S ALL W" -y KM TO HAVE AD.tACENT DMPERS & ALL RETURN AIR mm TO BE NON-DALR'Hm, 6. HVAC AS SM= BY PFq.E-= MANAGER FURNACE HEATNO SYSTHA TO 0E _ PRO DED WRH REPLACEABLE AIR FLIERS BOTTOM OF ALL ELECTRICAL ... _. _._ _..._.... WALL HEATERS TO BE 2 FT. AFF - 7. WF$1 NSTALLED, FURNACE M'WLLWAY BE NOT LESS THAN 782 aqicea KMSC. M055Z FOR WA OL-FISED RANACES 91ALLWAY CppORM TO AN LL 727 A ELECTRIC FURNACES SHALLWAY CONFORM TO UL 1885 SEE M. MIPo & M MMR VENTS TO BE WATER PROOF SCFE, HAVE BAOKDRAFT DAMPERS b ROOF VEffr CAPS TO BE LOCATED AT THE FEAR OF ROOF ELOPE WHEN POSSBLE 9. MME DETECTORS SHALLWAY BE PLACED LMTH N d OUTSIDE N THE VA CFWV EVERY SLS AREA RRC. R3Kf0RsC FMI 10 MME DETECTORS TO BE NTERCON ECTELI MRI PF &kw POWER $MfK;E FROM THE HOLE A MH BATTERY Y BACKUP. BRC. FoaM ow M= TL ALL BATH; W11 MER 6 R04E H4ODA4cAo TO VENT TO THE OUPSM tC PT %1 IL N BMW: ZONE Dl & 62, WATER HEATERS SHALLWAY 13E ANOH ORM OR STRAPPED TO FST H ORZO NAL DBPLACELEM MO0723 13 ATTIC AREAS VMH FLRk7ACE EOLMUNr SNALLWAY NAVE ONE La r AND AONE OUTLET IMALL ED B:LID =j K ALL PHONE CABLES TO BE CAT 5 OR EOMALENT. 15. LRORMAVE TO NAVE A DE=ATED 20 ALF CACUr. 1& OARAW DUPLE)( OUR.ET•` ONE OUTLET LOCATED ON THE BACK WALL, ONE FOR EACH OVERHEAD GARAGE DOOR AND ONE OUTLET WHEN OPTbNAL ff-AT1ON Smmm S SELELTED _ 17. L!L FED EXHAUST RATES MffE%.trrENr OR CONTNUOb7 PER TABLE X81 A. PROVIDE MN. 100 CFM NiBi OR 25 CRA COM. EXHAUST MOOD N KRCH EN AREA. IL PROVIDE LOL S0 MER OR 20 CONI. CRU EXHAUST FAN N BATHROOMS i AND LAUNDRY AREA HRC. CHPT 1% TABLE 805073] d CHAPTER 15 F'T LIGHT 4 SWITCH IOP-"- CHPT IM TABLE BA1506N4 CHAPTMU MAN DOOR ELECTRICAL LEGEND --+— HOSEBB OILS Boa a RD1E OUTLET Q T9-EVTasm ICABLE OUTLET 4 ELECTRICAL PANEL ® LOW VOLTAGE COMA.MATIONS PANS ONLY PKG CNE 2464 SW O.Acim PL PHDNE 5418?3660T C RTM F 541 .i t 1l W M O U� %TICH THREE-WAY SWRCH y LKkir F8C11.FE '{ RECesseD CAN LIGFR mm" Q EXHAUST FAN L13w FAN --+— HOSEBB OILS Boa a RD1E OUTLET Q T9-EVTasm ICABLE OUTLET 4 ELECTRICAL PANEL ® LOW VOLTAGE COMA.MATIONS PANS ONLY PKG CNE 2464 SW O.Acim PL PHDNE 5418?3660T C RTM F 541 .i t 1l W M O �URN,4CE f=L.,4TI:ORM Z)ET,41L TRUSSES PER TRUSS LAYOUT 5CRNIDNENTED BLOCKING -- Qs SCRND/KNTEp SOFFIT OPTIONAL 6x22 GA. FLA&HING — RAN GUTTER -- WHERE READ FASCIA SIDING AS-- SPEC'D INSULATION AS 5PEcD 2x SOLE e SILL SEALER UNDER -- 2x P.TMUDD SILL 1'* DIA. ANCHOR BOLTS 6'-0, O.C. T' INTO FND, NOT MORE THAN T-0• FROM END OF PLATE SECTION NOTE. SEE ROOF FRAMING PLAN FOR ROOF PITCH CALLOUTS i "I ULAT10N PER LOCAL CODE5 AS SPEC'D ROOF MEMBRANE TO BE ASPHALT SHINGLES OVER B' ROOF FELT OVER PLYWD 5HEATNK TRUSSES PER LAYOUT -DBL 2x4 TOP IE 2x4 STUDS N5tP-. i DRYWALL A5 S, EC'D 4' CONC. SLAB ON 4' COMPACTED GRAN$)LAR FILL. JOINTS - PERIMEicR DEPTH. GHECK _. LOCAL CODES. OPTIONAL PERIMETER 6' DRAIN PER LOCAL CODES. P -O' HORIZ)VERT. REINFORCEMENT AS REOD ARAGE! WALL SECTION SCALE. 112'-1'-0' (24 X 36 SHEET) SCALE. 114'.r_m• (1l x IT SHEET) 5/8' GYP. BOARD TO— GARAGE CEILNG WHEN LIVIW. SPACE ABOVE DOUBLE TOP PLATE ROOFING AS SPEC'D INSULATION PER LOCAL CODES ENGIINEEFED TRU5SES TRf55 LAYOUT 112' GYP. BOARD - FIREWALL WALL INSULATION PER LOCAL CODES 2 x C. STUDS JOIST HARDWARE AS SPECD UK= STRCTURAL PANEL INSTALLED N ACCORDANCE WITH TABLE 602%0 Lbd NAIL - 24' OL. GYPSLM BOARD INSTALLED N ACCORDANCE T. D.PT l Io= STRUCTURAL PANEL INSTALLED IN ACCORDANCE WTH TABLE 602910 Bd NAIL - 6' OL. �ed NAIL Q' OL• ON ALL [ALL PANEL EDGES) FRAMING ML:MBERS NOT AT PANEL EDGES (A ) OUTSIDH ^ R 0 -TAI .. ...... .. -.. /GYPSUM BOARDNSTALLED N ... _ _.. ACCORDANCE WIT. CNP( l .. I( LLbOD STRLCTU P4L PANEL �NSTALLED IN ACCORDANCE WTH TABLE 602X1) `8d NAIL - 6. OL. 16d NAIL o 24' OL. IALL PANEL, EDGES) 6d NAIL - U' OL. ON ALL FRAMING I`RMIBERS NOT AT PANEL EDGES WOOD STP- TURAL PANEL INSTALLED N ACCORDANCE WIT. TABLE 6023[11 !b) NSIDE CORNER DETAJI XT"' 1 OR GORNER FRR4M INCs [24 X 36 SHEET) SCA:.E: L2'.i'-0' (11 X n SHEET) TRUSSES- G4BLE 2x SOLE P CONDITION NOT>:. SILL SEALER UNDER-- 2x P.T- MUDD SILL SEE ROOF FRAMING N SCRNvSCRNKI/ VENTED PLAN FOR ROD, PITCH CALLOUT5 29 C'O4• C. SLAB ON 4' SCRND/VENTED NOT MORE THAN 1'-0' OPTIONAL 6x22 \ GAL FLASHING RAIN GtJ IT WHERE I�QD� OPTIONAL— FASCIA PTIONAL —FASCIA SIDNY.. AS SPEC'D MIL BLACK POLYETHELENE -GROUND GROUND COVER LAP t WRAP UP i'-0' MIN. COMPACTED OR UNDISTURBED AS REQ'D EARTH. GRADE TO DRAM. or- I REI.UALLm. SECTION (I -STORY) SCALE. IR .I -0 (24 )c 36 SHEET) SCALE: i/4•.r-0 [n x n SHEET) ROOF MEMBRANE TO BE ASPHALT SHINGLES, OVER K' ROOF FELT, OVER PLYWOOD SHEATHING, PRE-ENG INEERED TRUSSESF- TRUSS PLAN INSULATION PER PER LOCAL CODES �-----DBL. TOP B —��---1/2' GYP. BOARD WALL INSULATION PER / LOCAL CODES / 2,6 STUDS JOIST HARDWARE AS 5PECD //--3/8' PARTICLE BOARD UNDERLAYMENTLOORIN BENEATH [VINYL FLOORING ONLY) 114' CEMENT BD (TILE ONLY) OR EQUAL FLOOR SHEATING FLOOR FRAMING AS SPEC'D ,---BY PLAN FLOOR INSULATION PER LOCAL _--FLOOR (LATHE OR WIRE SUPPORT) 2x CRIB WALL W/ STUDS INLINE 12'x6' CONC, FTC, �—6 MIL BLACK POLYETHELENE GROUND COVER LAP t WRAP UP 1'-0' MIN. BELOW FROST--=--'1<--� •�.,�. 2x SOLE P I/2' GYP. BOARD TO GARAGE SIDE . FIREWALL 3/4' T40 PLY, OR EQUAL FLOOR SHEATwG SILL SEALER UNDER-- 2x P.T- MUDD SILL 1R' DIA ANCHOR BOLTS - FLOOR FRAMING AS SPECT - 6'-0' OL., l' INTO FND. C'O4• C. SLAB ON 4' BY PLAN NOT MORE THAN 1'-0' COMPACTED GRANULAR FILL. I' EXP. JOINTS - PERIMETER __.. .. FLOOR INSULATION PER LOCAL CODE (LATHE OR WIRE SUPPORT) FROM END OF L PLATE SECTION d 6 MIL BLACK POLYETHELENE -GROUND GROUND COVER LAP t WRAP UP i'-0' MIN. COMPACTED OR UNDISTURBED AS REQ'D EARTH. GRADE TO DRAM. or- I REI.UALLm. SECTION (I -STORY) SCALE. IR .I -0 (24 )c 36 SHEET) SCALE: i/4•.r-0 [n x n SHEET) ROOF MEMBRANE TO BE ASPHALT SHINGLES, OVER K' ROOF FELT, OVER PLYWOOD SHEATHING, PRE-ENG INEERED TRUSSESF- TRUSS PLAN INSULATION PER PER LOCAL CODES �-----DBL. TOP B —��---1/2' GYP. BOARD WALL INSULATION PER / LOCAL CODES / 2,6 STUDS JOIST HARDWARE AS 5PECD //--3/8' PARTICLE BOARD UNDERLAYMENTLOORIN BENEATH [VINYL FLOORING ONLY) 114' CEMENT BD (TILE ONLY) OR EQUAL FLOOR SHEATING FLOOR FRAMING AS SPEC'D ,---BY PLAN FLOOR INSULATION PER LOCAL _--FLOOR (LATHE OR WIRE SUPPORT) 2x CRIB WALL W/ STUDS INLINE 12'x6' CONC, FTC, �—6 MIL BLACK POLYETHELENE GROUND COVER LAP t WRAP UP 1'-0' MIN. BELOW FROST--=--'1<--� •�.,�. DEPTH. CHECK _ ----COMPACTED OR UNDISTURBED LOCAL CODES. EARTH. GRADE TO ORANL OPTIONAL CK LOCDRAX AL GA OPTIONAL CRAWL SPACE DRAIN CODESL 6• 3 111 TO RILL - BACK OF WALL. CHECK i. LOCAL CODES. HORIZ.NERZT. -0 I'-0' REINFORCEMENT AS REQ -0 nl-STORY WALL SECTION SCALE: 111'.1'-0' (24X36 SHEET) SCALE. 1/4•.I' -o' (nxn SHEET) 2464 5W [VALET FT_ PtiOR•E b41 8 218 8 67• FAX S CURRENT AS OF 040708 Zow. -- WA-C =BUILD=ING cs D1 . BLQ:KMr. 7R1B9 PEW^E1DIC1$AR— A BAY LENG 2z ELOGKMG TO BRACE "Li. LME 11 OF MERIOR.6RA;-E TRt1$5 PAf�LLEL MALA PEPoI JOIST AND Tf2US5 PANEL NAILED W3-Sd TO BRACE WALL L INT_ BRACE P TO T7E. NA .ED W�-bdATF- PERPENDICULAR TO BRACE W LL LINE TOP P ATE LAP$ _-_ _ —_- _-- I -JOIST OR TRLBS iNALl BE FACE NALLED IDE OF SPLICE S 4'-0' INT. BRAGS 4'-0' PANEL HALED TO FL Ml V)' GTP BD (3) 16d • 16. OL. N V2• GYP 9D PLACE 2x BLOCKMYx N EA BAY, TOE -NAL NAL BM PLATE (3) ad EA SID. NAL BM PLATE _.. (3) Wd �.16•.OL, ....... _.._ .. .. _. .. ... .._. _ (3) I&d i ib' O ._ ._ ... _. TOE -NAILED TO TP _ _.. _. -. _...... _ .. - JOIST ad • 6. OL. JOIST PARALLEL /�TOE-NAILED TO 7 PERF4. UA L,VZ / ad 6' OG JOIST AND TRUSS PARALLEL TO BRACE WALL LME TO BRACE WALL LWE TOP PLATE LAPS TO BRACE WALL LINE 2x BL SHALL BE HALED M BLACK TOP PLATE LAPS 1 -JOIST OR TR.I55 (H) Wd s EA 9D_ MM. 4 PER SHALL BE NAILED OF BAT LENGTH OF SPLICE NT. BRACE PANEL (H) 16d • EA, SIDE OF INT. BRACE PANEL HALED W J-Sd OF SPLICE NAILED W(3 -Y d EA END. EA END. 4•-0' MT, BRACE PANEL OVER HML 4 4'-0' OVER BRACE 2- BLOCKMG 2. BLOCKAG, HALED Y ANEL OVER JOLT MW. 4 PER ' I1 V2' GYP (3) VG • 16. Or - WT. I6d s 16' OL. NT. BRACE PANEL RL V)' GYP BD 0 NALED WA-wd EA NAIL BM PLAT TO BLK. BLOCKING 70 BE JOIST PARALLEL (3) 16d ya• O NAL BM PLATE BLK TOE•NALLED (3J 16d TO BRACE WALL LME JOIST PERmET-DICiIAR !3) I6d I6. OL. EA END, TO BRACE WALL LME 2x BA OF BAT LENGTH MTNQO 3r LLD ST$L, WALL SFEATNW- OF W. BRACE PANEL Md13/H• THICK WSTtDS 0 24. OC. �I-� - NAILED: 4. OL EDGES ) 10. OG FIELD INTERIOReq,.ACE FANSMETHOD S GL THELE 5-GY2TP) ED SCALE. V4' (74X36 BNEET) MM w GYP BD EA SIDE 4'-0- IBP SCALE: i/H' fii X h SNEEt) Mb.l 17' GYP BD ONE SDE W-0• IEP 2005 OREGON RESDEN7IAL CODE: PARA R602J03 (R602b9, TABLE R60231U a (2) FASTENED: T• OL a EDGES 2006 I.ITER1ATtOr1AL l�9DENiiAl CODE, PAPA R602J03. R6 LT R602JL7 1Ax++ v Rb023lI/ t (21 bd OR I W SCRBIS, TYPE W - 5 TOF VIEW 2X4 BALLON FRAMED- SCALE 112' . 1'-0'(24 X 36 SHEET) IE NOTG-D • 2 TOP PLAT' \ INSIDE WALL - -- EXTERIOR WALL EW- R GABLE END TpJ55 TOP 2X6 DOUBLE TOP PLATE 2x4 BALLOON FRAMED NOTCHED INSIDE WALL NOTCHED 2 TOP PLATE TOP PLATE F INSIDE • SOLE PLATE 0 �'14fGED �%?�4MEU lU)4LL DET14►L ,'_m" (24 X 36 SHEET) 2x6 STANDARD TOP 1 BASE ,COLUMN DETA I L \,-,/SCALE: 112• . 1'-0' (24 X 36 SHEET) SCALE= 114• . 1'-0' (11 x TT SHEET) NOT usw WITH SUN!�ALOw PLAN 2484 SW OLACER PL tiE0M01D, OR eTTSe PkiCt✓E 54192i88D7 FAX } i 1/2• PLYWOOD 2.6 r -RECESSED i CAP DETAIL 514'x6' SMART 4x4 PT TRIM WRAPPEDWRAPPED ENGR GABEL END TR4x4 POST 5/4'x8' SMART S,4. •" TRIUSS • 24' O.C. 1 g• i �UROPED 4.4 POST 2x6 S� 2x6 STANDARD TOP 1 BASE ,COLUMN DETA I L \,-,/SCALE: 112• . 1'-0' (24 X 36 SHEET) SCALE= 114• . 1'-0' (11 x TT SHEET) NOT usw WITH SUN!�ALOw PLAN 2484 SW OLACER PL tiE0M01D, OR eTTSe PkiCt✓E 54192i88D7 FAX } i i � i I • • r I i i CUMENT AS OF 040708 SEEM Z.OhE: WA -C BUILDING DETAILS SEEM --. D 2 INTERIOR BRACE PANELS TABLE (ZONE C - 25%) _____ 19, 4'_10• 19'-0' STRUCTURAL NOTES 17'—' ARTS !x.' SWEE - 51 t S' Jlc •� WALL BRAllm P=R AND ORS'' 7A a �I03'1)1(T) BP CS BRAC- P %,N=I ICONTAU 'IS $Wr-TWI,j MIN_ E/16* WOOD STR)C. SHEATHIW ON 16. OG_ SPACED STUDS NAILING: bd o b' OG. ALL PANEL EDGES 6d o p' OG. IN FIELD IRC/ORSG 1�02Jm3/R602Jm5 AND TABLE R6023(2) �MM iZ=�xJl c -4N -L I E H MIN SE92RED PAN=' TH BA -n R602.105 SEE CHART SHEET 51 EXTERIOR CORJERS CORNER TO BE INSTALLED PER DETAIL ON RD SHEET CS ORS '� M' 1/16• SHEATHING ON K.' OG. STUDS NAILINSz Be o 4' OG. ALL PANEL ED5E5 Sd c p• OG. IN FIELD ORSC TABLE %602.103(2) I R6023(U df T�RNdT= rnanrr dN' MM. PANEL LENGTH 32• 2 AhGHOR BOLTS EA PANEL (0 1/4 POINTS IN OR) WITH 1800 Ib TIE DOLLN DEVICE o EA PANEL END Fns TO BE REINFORCED WITH NOT LESS THAN (1) R4 BAR TOP t BOTTOM IST S-no�- 6- 4-OR4' PANEL ON BOTH FACES WITH NAILING • 4' OG. WITH (3) ANCHOR BOLTS o 1/5 POINTS WITH 3®00 ib TIE DOLL" DEVICE EA END OF PANEL PER IRC/ORSC R602.o6 IBP INTERIOR BRA^� PAN' MIN. V2' GYPSUM BOARD ON 24. OG. STUD SPACIW3 MIN. 48' WkEN INSTALLED BOTH SIDES MIN. 96' WHEN INSTALL -0 TO ONE FACE A WALL IUDOD STRi)CTItR,gl, PANEL SHALLUTAY BE LAW TABLE Rb02Jm5 IRG/ORSC PARA R602�iA ATTACHMENTS - 1 114' SCREWS OR bd NAILS o 4. D.C. ALL PANEL EDGES AND o 1. OG. IN FIELD IRC/OR5C TABLE R602103(l)FASTENED TO FLOOR a ROOF FRAMING IAW TABLE R602XI) FIT MAIN FLOOR SHEARUALL FLAN SCALE: 1/4' .I'-0• (24 X 36 SHEET) SCALE: 1/8' . 1'-0' (11 x iT SHEET) CS O N LY Y170D STRt1CTURAI PANEL hJSTALLED M ACCORDANCE WITH TABLE 6033(0 16d NAIL c 14. OL GYPSLM BOARD INSTALLED IN /ACCORDANCE WITH CHPT t W=DSTRUCTURAL, PANEL INSTALLED LED IN ACCORDANCE WTH TABLE 6013(1) ed NAIL o 6. OG. '--"'�Bd NAIL - p' OL ON ALL (ALL PANEL EDGES) FRAMING. MEMBERS NOT AT PANEL EDGES (a) OUT M C42RNER D TAI /GYPSU't BOARD INSTALLED IN ACCORDANCE WITH CHPT 7 �WOOD STRJCTURAL PANEL INSTALLED C ACCORDANCE rUCOOSTRUCTLMALF-ANEL WITH TABLE 6023(0OG.16d NAIL • 24. OGDGES) ILp• pt, ON ALL I,Ka t'EMBER5NOT AT ANEL EDGES INSTALLED IN ACCORDANCE WTH TABLE 6.. DEXTER I OR CORNER �R)4M INCA SCALE: i•.1'-0' (24 X 36 SHEET) SCALE. 112'•1'-0' (11 X 11 SHEET) 216: 5w GtAC&A PL.� RFDbWkb. pR 9)75% • ?N: 5:7=123.6691 f'Sa7-jq✓}p,41 IttCmcts— CLFPENT AS OF 04670 sasm ZOt . WA -C PRESCRIPTIVE WALL BRACING SEE CS S1 SHEAR / BRACED WALL TABLE (ZONE C - 16%) WALL LINE WALL CS CS TOTAL BRACE HEIGHT MAX MAX MIN WALL WALL WALL OPENWY: PANEL LENGTH LENGtN COVERAGE O8' 80)96.83% 32' 3b, O 8' 80)96.83% 32• 48' T•.g• 41._4. O 8' GARAGE 4.1 24' 20' 3'-3• 4•-0• O '•+' 80/90.83% 31' 16' 2'-l• 8'-0' 24• 16' 2'_T• 16•_m. 48/96.50% 24' 28' 4'-6' 21'-0• INTERIOR BRACE PANELS TABLE (ZONE C - 25%) _____ 19, 4'_10• 19'-0' STRUCTURAL NOTES 17'—' ARTS !x.' SWEE - 51 t S' Jlc •� WALL BRAllm P=R AND ORS'' 7A a �I03'1)1(T) BP CS BRAC- P %,N=I ICONTAU 'IS $Wr-TWI,j MIN_ E/16* WOOD STR)C. SHEATHIW ON 16. OG_ SPACED STUDS NAILING: bd o b' OG. ALL PANEL EDGES 6d o p' OG. IN FIELD IRC/ORSG 1�02Jm3/R602Jm5 AND TABLE R6023(2) �MM iZ=�xJl c -4N -L I E H MIN SE92RED PAN=' TH BA -n R602.105 SEE CHART SHEET 51 EXTERIOR CORJERS CORNER TO BE INSTALLED PER DETAIL ON RD SHEET CS ORS '� M' 1/16• SHEATHING ON K.' OG. STUDS NAILINSz Be o 4' OG. ALL PANEL ED5E5 Sd c p• OG. IN FIELD ORSC TABLE %602.103(2) I R6023(U df T�RNdT= rnanrr dN' MM. PANEL LENGTH 32• 2 AhGHOR BOLTS EA PANEL (0 1/4 POINTS IN OR) WITH 1800 Ib TIE DOLLN DEVICE o EA PANEL END Fns TO BE REINFORCED WITH NOT LESS THAN (1) R4 BAR TOP t BOTTOM IST S-no�- 6- 4-OR4' PANEL ON BOTH FACES WITH NAILING • 4' OG. WITH (3) ANCHOR BOLTS o 1/5 POINTS WITH 3®00 ib TIE DOLL" DEVICE EA END OF PANEL PER IRC/ORSC R602.o6 IBP INTERIOR BRA^� PAN' MIN. V2' GYPSUM BOARD ON 24. OG. STUD SPACIW3 MIN. 48' WkEN INSTALLED BOTH SIDES MIN. 96' WHEN INSTALL -0 TO ONE FACE A WALL IUDOD STRi)CTItR,gl, PANEL SHALLUTAY BE LAW TABLE Rb02Jm5 IRG/ORSC PARA R602�iA ATTACHMENTS - 1 114' SCREWS OR bd NAILS o 4. D.C. ALL PANEL EDGES AND o 1. OG. IN FIELD IRC/OR5C TABLE R602103(l)FASTENED TO FLOOR a ROOF FRAMING IAW TABLE R602XI) FIT MAIN FLOOR SHEARUALL FLAN SCALE: 1/4' .I'-0• (24 X 36 SHEET) SCALE: 1/8' . 1'-0' (11 x iT SHEET) CS O N LY Y170D STRt1CTURAI PANEL hJSTALLED M ACCORDANCE WITH TABLE 6033(0 16d NAIL c 14. OL GYPSLM BOARD INSTALLED IN /ACCORDANCE WITH CHPT t W=DSTRUCTURAL, PANEL INSTALLED LED IN ACCORDANCE WTH TABLE 6013(1) ed NAIL o 6. OG. '--"'�Bd NAIL - p' OL ON ALL (ALL PANEL EDGES) FRAMING. MEMBERS NOT AT PANEL EDGES (a) OUT M C42RNER D TAI /GYPSU't BOARD INSTALLED IN ACCORDANCE WITH CHPT 7 �WOOD STRJCTURAL PANEL INSTALLED C ACCORDANCE rUCOOSTRUCTLMALF-ANEL WITH TABLE 6023(0OG.16d NAIL • 24. OGDGES) ILp• pt, ON ALL I,Ka t'EMBER5NOT AT ANEL EDGES INSTALLED IN ACCORDANCE WTH TABLE 6.. DEXTER I OR CORNER �R)4M INCA SCALE: i•.1'-0' (24 X 36 SHEET) SCALE. 112'•1'-0' (11 X 11 SHEET) 216: 5w GtAC&A PL.� RFDbWkb. pR 9)75% • ?N: 5:7=123.6691 f'Sa7-jq✓}p,41 IttCmcts— CLFPENT AS OF 04670 sasm ZOt . WA -C PRESCRIPTIVE WALL BRACING SEE CS S1