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HomeMy WebLinkAboutPermit D07-033 - GREEN RESIDENCE - LOT 2 - NEW HOUSEGREEN RESIDENCE LOT 2 4242 S 150 STREET D07.033 Parcel No.: 0042000096 Address: 4242 S 150 ST TUKW Suite No: Tenant: Name: GREEN RESIDENCE, LOT 2 Address: 4242 S 150 ST , TUKWILA WA Citf Tukwila Owner: Name: PEDERSON TED Address: 27148 12 AV S , DES MOINES WA 98198 Phone: Contact Person: Name: WILLIAM GREEN Address: 20901 SE 7 , SAMMAMISH WA 98074 Phone: 425 773 -1683 Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us Contractor: Name: OWNER AFFIDAVIT - WILLIAM D. GREEN Address: Phone: Contractor License No: DEVELOPMENT PERMIT DESCRIPTION OF WORK: CONSTRUCTION OF A 3296 SF SFR WITH A 624 SF ATTACHED GARAGE AND 76 SF OF DECK. PUBLIC WORKS ACTIVITIES INCLUDE: TESC, LAND ALTERING, AND STORM DRAINAGE. WATER DIST. 125 & VAL-VUE SEWER DIST. Value of Construction: $326,007.56 Fees Collected: $6,110.08 Type of Fire Protection: SPRINKLERS International Building Code Edition: 2003 Type of Construction: VB Occupancy per IBC: 22 * *continued on next page ** Permit Number: D07 -033 Issue Date: 05/24/2007 Permit Expires On: 11/20/2007 Expiration Date: doc: IBC -10/06 D07 -033 Printed: 05-24 -2007 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: N Fire Loop Hydrant: N Number: 0 Size (Inches): 0 Flood Control Zone: N Hauling: N Start Time: End Time: Land Altering: Y Volumes: Cut SO c.y. Fill 50 c.y. Landscape Irrigation: N Moving Oversize Load: N Start Time: End Time: Sanitary Side Sewer: N Sewer Main Extension: N Private: Public: Storm Drainage: Y Street Use: N Profit: N Non - Profit: N Water Main Extension: N Private: Public: Water Meter: N Permit Center Authorized Signature: Print Name: City cTukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us t /LC- /,9 - d 6 &.- Permit Number: D07 -033 Issue Date: 05/24/2007 Permit Expires On: 11/20/2007 Date: J 9- I hereby certify that I have read and ed this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complie whether specified herein or not. The granting of this permit oes not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the pert ce of work. I am authorized to sign and obtain this development permit. Signature: ‘// Date: C`2y ^4 This permit shall become null and void if the work is not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. doc: IBC-10 /06 D07 -033 Printed: 05-24 -2007 Parcel No.: 0042000096 Address: Suite No: Tenant: 1: ** *BUILDING DEPARTMENT CONDITIONS * ** doc: Cond - 10/06 4242 S 150 ST TUKW City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us GREEN RESIDENCE, LOT 2 PERMIT CONDITIONS Permit Number: Status: Applied Date: Issue Date: D07 -033 ISSUED 02/05/2007 05/24/2007 2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the Building Official. 3: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431 - 3670). 4: All permits, inspection records, and approved plans shall be at the job site and available to the inspectors prior to start of any construction. These documents shall be maintained and made available until final inspection approval is granted. 5: Truss shop drawings shall be provided with the shipment of trusses delivered to the job site. Truss shop drawings shall bear the seal and signature of a Washington State Professional Engineer. Shop drawings shall be maintained on the site and available to the building inspector for inspection purposes. 6: All construction shall be done in conformance with the approved plans and the requirements of the International Building Code or International Residential Code, International Mechanical Code, Washington State Energy Code. 7: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 8: All wood to remain in placed concrete shall be treated wood. 9: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 10: All construction noise to be in compliance with Chapter 8.22 of the City of Tukwila Municipal Code. A copy can be obtained at City Hall in the office of the City Clerk. 11: Ventilation is required for all new rooms and spaces of new or existing buildings and shall be in conformance with the International Building Code and the Washington State Ventilation and Indoor Air Quality Code. 12: Except for direct -vent appliances that obtain all combustion air directly from the outdoors; fuel -fired appliances shall not be located in, or obtain combustion air from, any of the following rooms or spaces: Sleeping rooms, bathrooms, toilet rooms, storage closets, surgical rooms. 13: Equipment and appliances having an ignition source and located in hazardous locations and public garages, PRIVATE GARAGES, repair garages, automotive motor -fuel dispensing facilities and parking garages shall be elevated such that the source of ignition is not less than 18 inches above the floor surface on which the equipment or appliance rests. 14: Water heaters shall be anchored or strapped to resist horizontal displacement due to earthquake motion. Strapping shall be at points within the upper one -third and lower one -third of the water heater's vertical dimension. A minimum distance of 4- inches shall be maintained above the controls with the strapping. 15: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the CityofTukwila D07 -033 Printed: 05-24 -2007 Permit Center. 18: ** *FIRE DEPARTMENT CONDITIONS * ** City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us 16: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206 - 431 - 3670). 17: VALIDITY OF PERMIT: The issuance or granting 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 building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. 19: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 20: All electrical work and equipment shall conform strictly to the standards of the National Electrical Code. (NFPA 70) 21: Each circuit breaker shall be legibly marked to indicate it's purpose. (NEC 110 -22) 22: New and existing buildings shall have approved address numbers, building numbers or approved building identification placed in a position that is plainly legible and visible from the street or road fronting the property. These numbers shall contrast with their background. Address numbers shall be Arabic numbers or alphabet letters. Numbers shall be a minimum of 4 inches (102mm) high with a minimum stroke width of 0.5 inch (12.7mm). (IFC 505.1) 23: For short plat development (four single family homes or less), hydrants shall be placed so that a hydrant is within 250 feet of a building. Distance from a hydrant to a building is measured along the path of vehicular travel. (City Ordinance #2052) 24: The minimum fire flow and flow duration requirements for one - and two-family dwellings having a fire area which does not exceed 3,600 square feet (344.5 m2) shall be 1,000 gallons per minute (3785.4 L/min.). Fire flow and flow duration for dwellings having a fire area in excess of 3,600 square feet (344.5 m2) shall not be less than that specified in Table A- III -A -1. Exception: A reduction in required fire flow of 50 percent, as approved by the chief, is allowed when the building is provided with an approved automatic sprinkler system. (IFC Appendix B 105.1) 25: All required hydrants and surface access roads shall be installed and made serviceable prior to and during the time of construction. (IFC 503.1, 508.1) 26: Fire hydrants shall conform to American Water Works Association specifications C- 502 -54; it shall be compression type, equipped with two 2 -1/2" N.S.T. hose ports and one 5" Storz pumper discharge port, and shall have a 1 -1/4" Pentagon open -lift operating nut. (City Ordinance #2052) 27: Maximum grade for all projects is 15 %. 28: Adequate ground ladder access to rescue windows shall be provided. 29: Acceptance of residential fire sprinkler systems shall include field verification of GPM and residual pressures meeting or exceeding the listing for the sprinkler type. 30: In lieu of a fire hydrant, an approved residential fire sprinkler system may be installed when vehicular travel distance from the nearest hydrant exceeds 150 feet. 31: All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of the W.S.R.B., Factory Mutual, Industrial Risk doc: Cond -10/06 D07 -033 Printed: 05-24 -2007 Insurers Kemper or any other representative designated and/or recognized by the City of Tukwila, prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance #2050) 32: Fire Department access and existing hydrants shall be constantly maintained during demolition and construction. 33: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 34: These plans were reviewed by Inspector 514. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575 -4407. 35: ** *PUBLIC WORKS DEPARTMENT CONDITIONS * ** 36: Contractor shall notify Public Works Project Inspector Mr. Greg Villanueva at (206)433 -0179 of commencement and completion of work at least 24 hours in advance. 37: Any material spilled onto any street shall be cleaned up immediately. 38: The site shall have permanent erosion control measures in place as soon as possible after final grading has been completed and prior to the Final Inspection. 39: The Land Altering Permit Fee is based upon an estimated 50 cubic yards of cut and 50 cubic yards of fill. If the final quantity exceeds this amount, the developer shall be required to recalculate the final quantity and pay the difference in permit fee prior to the Final Inspection. 40: From October 1 through April 30, cover any slopes and stockpiles that are 3H: 1V or steeper and have a vertical rise of 10 feet or more and will be unworked for greater than 12 hours. During this time period, cover or mulch other disturbed areas, if they will be unworked more than 2 days. Covered material must be stockpiled on site at the beginning of this period. Inspect and maintain this stabilization weekly and immediately before, during and following storms. 41: Driveways shall comply with City residential standards. Driveway width shall be a 10' minimum and 20' maximum. Slope shall be a maximum of 15 %. Turning radii shall be a minimum of 5'. 42: ** *PLANNING DIVISION CONDITIONS * ** City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us 43: All retaining walls greater than 36 inches in height must meet setbacks. Please note that separate permits from the Building Division are required for certain types of retaining walls. * *continued on next page ** doc: Cond -10/06 D07 -033 Printed: 05-24 -2007 doc: Cond -10/06 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us I hereby certify that I have read these conditions and will comply with them as outlined. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provision of any other work or local laws regulating construction or the performance of work. Signature: (e.//t-",/1_ Print Name: � Date: 2- Y n D07 -033 Printed: 05-24 -2007 Lill' Ut I UKWILA Community Develop t Department Public Works Depart, Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http: / /www.ci. tukwila. wa. us Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. * *Please Print ** //// King Co Assessor's Tax No.: ay-moo tog S - Site Address: 44 4 l �a s r• Lot Tenant Name: Property Owners Name: Mailing Address: CONTACT.TERSON who do ve contact when yourpermiitis" ready to, be Day Telephone: `f2- 7 73 / Mailing Address: Ao 0 l S f 7 7171 fri eisivy State Zip Fax Number: 4L25 J2 `t 7( Name: / /Gl //yii (f ff/✓ E -Mail Address: GENERAL CONTRACTOR INFORMATION (Contractor Information for Mechanical (pg 4) for Plumbing and Gas Piping (pg Company Name: Mailing Address: 0144 if, f u/t1m 2 Contact Person: E -Mail Address: Contractor Registration Number: AR.GHIT' OF RECORD ='All plans must be wet stamped by Architect of Company Name: / eKl l eC -1'"S tvl LkkW1s r Mailing Address: \ eat lc 7.- 111:- Nom WS" Contact Person: , l E -Mail Address: UJ ui W . Pak NUJ € Co m ENGINEER OF RECORD All plans must be wet stamped by Engineer of ecor Company Name: PlTLt =2 1 S ex e 5 Mailing Address: 2 7 Z? CoS Sy A . e Sad' 7 22. Contact Person: - Ar-S t 2. t E -Mail Address: Q: Appliations\Forms- Applications On Line3-2006 - Permit Application.doc Revised: 9-2006 bh Suite Number: Floor: City City New Tenant: ❑ .... Yes ❑ ..No State State Zip . Zip City Day Telephone: Fax Number: Expiration Date: 11.0noiruu ■►lie to A- Q uo 7 Z City, State Zip Day Telephone:gig 1 -1 "k Fax Number: Zr - kg - &o SST e 101-- wA Q & ZO/ Zip City State Day Telephone: 4 42 , 5 ' 3 0 k - ser, 7 0 Fax Number: 42.5 - 2S $ - 3 Z'T Z- Page 1 of 6 Valuation of Project (contractor's bid price): $ 'Z 00, CCX). mom' Scope of Work (please provide detailed information): Will there be new rack storage? ❑.... Yes .. No If yes, a separate permit and plan submittal will be required. Will there be a change in use? U Existing Building Valuation: $ ILi0 PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: FIRE PR ' ECTION/HAZARDOUS MATERIALS: Q:Upplications\Forms- Applications On Line\3 -2006 - Permit Application.doc Revised: 9 -2006 bh Compact: Handicap: Yes ❑ No If "yes ", explain: ►v■ Sprinklers ❑ Automatic Fire Alarm ❑ None ❑ Other (specify) Will there I e storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes ❑ No If `yes', attach list of materials and storage locations on a separate 8 -1/2" x 11 " paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. Page 2 of 6 Up141 vv viuv.a mitclviu 1 1Pi1+ UKMAT ION , -- - 206-433-0179 Scope of Work (please provide detailed mformation): L14i 46. A-M Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water District 0. Tukwila Water District #125 Water Availability Provided Sewer District ❑ ...Tukwila ❑ ...Sewer Use Certificate Septic System: ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. S ub itted with Application (mark boxes which apply): ivil Plans (Maximum Paper Size — 22" x 34") ...Technical Information Report (Storm Drainage) ❑ ...Bond ❑ .. Insurance ❑ .. Easement(s) Proposed Activities (mark boxes that apply): ❑ ...Right -of -way Use - Nonprofit for less than 72 hours ❑ .. ght -of -way Use - No Disturbance onstruction/Excavation/Fill - Right -of -way Non Right -of -way Total Cut cubic yards Q'KTo l Fill Q cubic yards ❑ ...Sat *ta Sewe ❑ ...Cap or Remove Utilities ❑'...Frontage Improvements ❑ ...Traffic Control ❑ ...Backflow Prevention - Fire Protection Irrigation Domestic Water tihttt. PI K, l2 . ..Permanent Water Met Size... j " ❑ ...Temporary Water Meter Size.. ❑ ...Water Only Meter Size ❑ ...Sewer Main Extension Public ❑ ...Water Main Extension Public FINANCE INFORMATION Fire Line Size at Property Line ❑...Water ❑...Sewer Monthly Service Billing to: Name: Mailing Address: Water Meter Refund/Billing: Name: Mailing Address: Number of Public Fire Hydrant(s) ❑ ...Sewage Treatment Day Telephone: City State Zip Day Telephone: City State Zip Q :\Applications\Forms- Appliations On Line3.2006 - Permit Application.doc Revised: 9 -2006 bh Call before you Dig: 1- 800 -424 -5555 ValVue ❑ .. Renton Q.. Sewer Availability Provided ❑ .. Abandon Septic Tank ❑ .. Curb Cut ❑ .. Pavement Cut ❑ .. Looped Fire Line WO # WO # WO # Private Private ❑ .. Highline 'Geotechnical Report ❑ .. Maintenance Agreement(s) �❑� / Work in Flood Zone `k� •• Storm Drainage Y ❑ ...Renton ❑ ...Seattle ❑ .. Right -of -way Use - Profit for less than 72 hours ❑ .. Right -of -way Use — Potential Disturbance ❑ .. Grease Interceptor ❑ .. Channelization ❑ .. Trench Excavation ❑ .. Utility Undergrounding ❑...Deduct Water Meter Size ❑ . T raffic Impact Analysis Hold Harmless — (SAO) ❑ ...Hold Harmless — (ROW) Page 3 of 6 Unit Type:...!, Qty Unit Type: Qty Unit Type: Qty Boiler /Comps Furnace <100K BTU C Air Handling Unit >10,000 CFM Firr'Damper 0 -3 HP /100,0001§ '. AW - „ .akV . Fumace>100K BTU Evaporator Cooler Diffuser 3 -15 HP /500,000 BTU Floor Furnace Ventilation Fan Connected to Single Duct , Thermostat 15 -30 HP /1,000,000 BTU Suspended/Wall/Floor Mounted Heater Ventilation System Wood/Gas Stove 30 -50 HP /1,750,000 BTU Appliance Vent Hood and Duct if Emergency Generator 50+ HP /1,750,000 BTU JITV'1 Repair or Addition to Heat/Refrig/Cooling System Incinerator - Domestic Other Mechanical Equipment ( e S , r (1' Z Air Handling Unit <10,000 CFM Incinerator — Comm/Ind MECHANICAL CONTRACTOR INFORMATION Company Name: V ` Mailing Address: Contact Person: E -Mail Address: 1 Ro 12 24 - Ai�e'i Contractor Registration Number: CR ?4.1 ?j , 0 GC, P( Valuation of Mechanical work (contractor's bid price): $ j 't71 f Scope of Work (please provide detailed information): Use: Residential: New :.:151 Replacement .... 0 Commercial: New .... Replacement .... 0 Fuel Type: Electric 0 Gas ...49 Other: Indicate type of mechanical work being installed and the quantity below: Q:\Applications\Forms- Applications On Line13 -2106 - Permit Application.doc Revised: 9 -2006 bh City State Zip Day Telephone: z63 — 531 - Fax Number: 2 5 3 - 5 - 323 Expiration Date: el- z j - • Page 4 of 6 Fixture Type: Qty Fixture Type: Qty Fixture Type: ; ;.. Qty . Fixture Type; Qty Bathtub or combination bath/shower I Drinking fountain or water cooler (per head) Wash fountain Gas piping outlets Bidet Food -waste grinder, commercial Receptor, indirect waste Clothes washer, domestic j Floor drain Sinks — I Dental unit, cuspidor Shower, single head trap I Urinals Dishwasher, domestic, with independent drain , Lavatory Water Closet Building sewer or trailer sewer Rain water system — per drain (inside building) Water heater and/or vent Additional medical gas inlets/outlets — six or more park Industrial waste pretreatment interceptor, including its trap and vent, except for kitchen type grease interceptors Repair or alteration of water piping and/or water treating equipment ■ Repair or alteration of drainage or vent piping Medical gas piping system serving one to five inlets/outlets for specific gas YLUIY1ts11r it H.i p ,u...W& .f.. vas+Ton • PLUMBING AND GAS PIPING CONTCTOR INFORMATION Company Name: / 7 ,5 1 /4W#(.' Pi_aHf /4/6 Mailing Address: AG 9 0 ) Sir 7 171 _9 Viii, In /f.4' V4 Tie 1 Sf City State Zip Contact Person: fz►B 7 11 ,4lir i 3" Day Telephone: 1 0.5 - i 77 I / 61 3 E -Mail Address: Fax Number: Contractor Registration Number: BAP/1r 1 0 P Expiration Date: g- 2, - 7 Valuation of Plumbing work (contractor's bid price): $ (-) Valuation of Gas Piping work (contractor's bid price): $ Scope of Work (please provide detailed information): Pi(// 1; /A✓& l7/` N4o J /1//t Building Building Use (per Intl Building Code): Occupancy (per Int'l Building Code): Utility Purveyor: Water: to type of plumbing fixtures and/or gas piping outlets being installed and the quantity below: QA Applications On Line\3 -2006 - Permit Application.doc Revised: 9 -2006 bh Sewer: Page 5of6 Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. Building and Mechanical Permit The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). Plumbing Permit The Building Official may grant one extension of time for an additional period not exceeding 180 days. The extension shall be requested in writing and justifiable cause demonstrated. Section 103.4.3 Uniform Plumbing Code (current edition). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWNER O HORIZED AGENT: Signature: Date: ,,2 O ` 7 Print Name: S‘A- Mailing Address: City Date Application Accepted: v -' 6 v Q:WpplicationsWorms- Applications On Line\3 -2006 - Permit Application.doc Revised: 9 -2006 bh Date Application Expires: in k s 1 Day Telephone: State Zip Staff Initials: Page 6 of 6 QUANTITY IN CUBIC YARDS RATE Up to 50 CY Free 51 -100 $23.50 101 -1,000 $37.00 1,001 - 10,000 $49.25 10,001 — 100,000 $49.25 for 1 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001— 200,000 $269.75 for 1 sr 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for 1 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. 1. APPLICATION BASE FEE $250 (1) 2. Enter total construction cost for each improvement category: Mobilization Erosion prevention 500 Water /Sewer /Surface Water Sao�Iooa /Soo Road/Parking/Access / 0 00 A. Total Improvements 500 gro 3. Calculate improvement -based fees: B. 2.5% of first $100,000 of A. t Si 5° — C. 2.0% of amount over $100,000, but less than $200,000 of A. D. 1.5% of amount over $200,000 of A. 4. TOTAL PLAN REVIEW FEE (B +C +D) $ 8 - ( BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION ( GR, j f- ir) PW may adjust estimated fees £ RMIT# PROJECT ME pEtZ t 1)01- OS3 (@ 42.4-2 S. its . s-r) If you do not provide contractor bids or an engineer's estimate with your permit application, Public Works will review the cost estimates for reasonableness and may adjust estimates. 5. Enter total excavation volume 56 50 Enter total fill volume lumes. cubic yards cubic yards Use the following table to estimate the grading plan review and permit fee. GRADING Plan Review and Permit Fees TOTAL PLAN REVIEW AND APPROVAL FEE DUE WITH PERMIT APPLICCATION ( + + $ The Plan Review and Approval fees cover TWO reviews: 1) the first review associated with the submission of the application/plan and 2) a follow -up review associated with a correction letter. Each additional review, which is attributable to the Applicant's action or inaction shall be charged 25% of the Total Plan Review Fee. Approved 09.25.02 Last Revised Jan. 2006 1 $ (5) QUANTITY IN CUBIC YARDS RATE 50 or less $23.50 51 -100 $37.00 101 -1,000 $37.00 for 1s 100 CY plus $17.50 for each additional 100 or fraction thereof. 1,001 - 10,000 $194.50 for 1 1000 CY plus $14.50 for each additional 1,000 or fraction thereof. 10,001 - 100,000 $325.00 for the 1 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for 1 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. Approx. Remaining Years Pavement Overlay and Repair Rate (per SF of lane width) 20 -15 (100 %) $10.00 15 -10 (75 %) $7.50 10 -7 (50 %) $5.00 7 -5 (33 %) $3.30 5 -2 (25 %) $2.50 2 -1 (10 %) $1.00 0 -1 $0.00 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 6. Permit Issuance/Inspection Fee (B +C +D) 7. Pavement Mitigation Fee $ • (7) The pavement mitigation fee compensates the City for the reduced life span due to removal of roadway surfaces. The fee is based on the total square feet of impacted pavement per lane and on the condition of the existing pavement. Use the following table and Bulletin 1B to estimate the p 8. GRADING Permit Review Fee Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. Approved 09.25.02 Last Revised Jan. 2006 2 $ $7 s ' ( $ 2 5474 (8) WATER METER FEE Permanent and Water Only Meters Size (inches) Installation Cascade Water Alliance RCFC 01.01.2007 — 1231.2007 Total Fee 0.75 $600 $5297 $5897 1 $1100 $13,242.50 $14,342.50 1.5 $2400 $26,485 $28,885 2 $2800 $42,376 $45,176 3 $4400 $84,752 $89,152 4 $7800 $132,425 $148,015 6 $12500 $264,850 $277,350 9. TOTAL OTHER PERMITS A. Water Meter — Deduct ($25) B. Flood Control Zone ($50) C. Water Meter — Permanent* D. Water Meter — Water only* E. Water Meter — Temporary* * Refer to the Water Meter Fees in Bulletin Al BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees Total A through E $ (9) 10. ADDITIONAL FEES A. Allentown Water (Ordinance 1777) $ B. Allentown Sewer (Ordinance 1777) $ C. Ryan Hill Water (Ordinance 1777) $ D. Special Connection (TMC Title 14) $ E. Duwamish $ F. Transportation Mitigation $ 0,23 °t4 G. Other Fees $ Total A through G $ 023�' (10) DUE WHEN PERMIT IS ISSUED (6 +7 +8 +9 +10) $ ESTIMATED TOTAL PERMIT ISSUANCE AND INSPECTION FEE This fee includes two inspection visits per required inspection. Additional inspections (visits) attributable to the Permittee's action or inaction shall be charged $47.00 per inspection. Approved 09.25.02 Last Revised Jan. 2006 0.75" 2.5" $300 $1,000 Temporary Meter 3 Doc: RECSETS -06 RECEIPT NO: R07 -00161 Initials: User ID: JEM 1165 Payee: MARATHOM PLUMBING City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: //www.ci.tukwila.wa.us SET ID: 0205 SET NAME: GREEN RESIDENCE SET TRANSACTIONS: Set Member Amount D07 -033 2,149.78 D07 -034 2,018.97 M07 -021 36.39 M07 -022 36.39 PG07 -037 76.50 PG07 -038 74.00 TOTAL: 4,392.03 TRANSACTION LIST: Type Method Description Payment Check 6702 ACCOUNT ITEM LIST: Description PLAN CHECK - RES PW BASE APPLICATION FEE PW PLAN REVIEW SET RECEIPT TOTAL: Payment Date: 02/05/2007 Total Payment: 4,392.03 Amount 4,392.03 4,392.03 Account Code Current Pmts 000/345.830 3,742.03 000/322.100 500.00 000/345.830 150.00 TOTAL: 4,392.03 ,i si? I2/05 ?71/ TVAL Doc: RECSE S-O6 RECEIPT NO: R07 -00914 Initials: JEM User ID: 1165 Payee: MARATHON PLUMBING SET TRANSACTIONS: Set Member Amount ACCOUNT ITEM LIST: Description City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us SET ID: 0521B SET NAME: GREEN RES, LOT 2 +'D07 -033 ' 3,960.30 M07 -021 175.56 PG07 -037 362.00 TOTAL: 4,497.86 TRANSACTION LIST: Type Method Description Amount Payment Check 6864 4,497.86 TOTAL: 4,497.86 BUILDING - RES GAS - RES MECHANICAL - RES PLAN CHECK - RES PLUMBING - RES PW LAND ALT PERMIT FEE PW PERMIT /INSPECTION FEE PW PLAN REVIEW STATE BUILDING SURCHARGE TRAFFIC MITIGATION FEES SET RECEIPT Payment Date: 05/22/2007 Total Payment: 4,497.86 Account Code Current Pmts 000/322.100 2,807.36 000/322.100 88.00 000/322.100 175.56 000/345.830 5.00 000/322.100 269.00 000/342.400 23.50 000/342.400 88.00 000/345.830 13.00 000/386.904 4.50 104.367.120 1,023.94 TOTAL: 4,497.86 8495 05/22 9716 TOTAL 4497.86 Project: ...— Type of Inspection: Address: 5 /5 ..si- Date Called: Special Instructions: Date Wanted: p.m. Requester: Phone No: COMMENTS: lnsp tor: eipt No.: r/66 ?ea/ e ex Date: 'Date: INSPECTION RECORD Retain a copy with permit 0 07-o3S INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION g• 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3670 Approved per applicable codes. OCorrections required prior to approval. .00 REINSPECTIONL FEE EQUIRED. Prior to inspection, fee must be aid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. Project: ges (Ai. Sprinklers: Type of Inspection: `� S N A t..._ Address: N� 9 - Suite /--Co'' Contact Person: - re j Pedi Special Instructions: Pre -Fire: Phone No.: )o6 - gI7 - 0638 Needs Shift Inspection: Sprinklers: Fire Alarm: Y Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: INSPECTION NUMBER CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 206- 575 -4407 Approved per applicable codes. , S . INSPECTION RECORD Retain a copy with permit 1)07- 033 o - 7• s OS PERMIT NUMBERS ri Corrections required prior to approval. COMMENTS: ✓ N kl .4 , ►� D Inspector: I / Date: 3/' i/o > Hrs.: $80.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Word /Inspection Record Form.Doc 1/13/06 T.F.D. Form F.P. 113 Pr 1 ^ J 1A01-. ^ Type of ns,ction• A43ss: O ; / Date Called: D � Special Instructions: Date Wanted 3 ()- p.m. Reque p e/ 41 P �( lo: ! 147, oc73 2 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 f Approved per applicable codes. El Corrections required prior to approval. COMMENTS: wic 'ilk.cLO Yi 0/ V io/Gic r VeA\ 6 1(. f Inspector: 61 rate: _ (4 0 Jam � j'J U El $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. (Receipt No.: 'Date: INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 South center Blvd. #100 Tukwila WA 98188 r iA,epproved per applicable codes. 1ba7 -03 PERMIT NO. Corrections required prior to approval. COMMENTS: 1r Date: 00 REINSPECTION FEE RE 'RED. r i id at 6300 Southcenter Blvd.. ite 1 0. Call the schedule reinspection. or to inspection, fee must be 'Receipt No.: J 'Date: I ‘LUVJYJ i -avor V Project G.,‹Cf,l ) C S Type of In p ction: � °,,�. j;,c Address: Date Called: Special Instructions: Date Wante /p 7/19e Requester: Phone No: INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 South center Blvd. #100 Tukwila WA 98188 r iA,epproved per applicable codes. 1ba7 -03 PERMIT NO. Corrections required prior to approval. COMMENTS: 1r Date: 00 REINSPECTION FEE RE 'RED. r i id at 6300 Southcenter Blvd.. ite 1 0. Call the schedule reinspection. or to inspection, fee must be 'Receipt No.: J 'Date: I Project: 61 et- s Type of Inspen: __z Address: �tT 1 lz_ S 1 Date Called: / J�_ / Special Instructions: Date Want e /^ //)/Z t/ p.m. Requester: Phone No: 7 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (1;) Approved per applicable codes. 0 Corrections required prior to approval. COMMENTS: 1/11/96 T.) Lk 17)Tf Pe/v, - l Datr /, / REINSPECTION FEE REQUIRED. Pribr to inspection, fee must be p i • at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. 1 Recei.t No.: 'Date: Project. c K6 012 Type of Inspection I ig Address� (1.4.12._ k6 Date Called: O 17 (1 T Special Instructions: Date Wanted: � 10 ( a.m. � � P.m. Requester: Phone No: l-a% l' I- Otil-0 INSPECTION RECORD Retain a copy with permit INSPEZIION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 0 REINSPECTION F E REQUIRED Prior to insp ction, fee must be at 6300 Southcenter lvd., Suit 00. Call to sechedule reinspection. ipt No.: Dat-: Date: Approved per applicable codes. JJ Corrections required prior to approval. (206)43 1 -3670 a; Project: �r j.. (� b/2 Type of Inspedin'1%N 4 Address: q 2 I S I 0 5 --i Date Called: Special Instructions: Date Wanted �/� // P m. Requester: Phone No: - -v �_y7 - L: T7 -a3 3 INSPECTION RECORD Retain a copy with permit INSPECTION NO. I = f PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 8 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 CO ENTS: Insp Date: Approved per applicable codes. ['Corrections required prior to approval. $58 4 l EINSPECTION FEE REdUIRED. Prior o inspection. fee must be pa' at 6300 Southcenter Blvd.. Suite 100. l the schedule reinspection. 'Receipt No.: 'Date: COMMENTS: Type of Inspection; IL-R4m,41k, J /-,K., rk7/ (2) ii7/ ,e�-,/ u -/ f�,�� Address: gzvz S /5o Date Called: F4, /VUJT,5 (7 r H ,r 7 ..,,5 ', Kt-Y 49 /79,1 / l" /1•,eti�rll -i",..� e7r P 7, °e'/4 • fr,- 5T 4-1 o1 rr. /f./ lC.2kI, or Requester Phone No _ v6 U63 Project: ( '/ /? . Type of Inspection; IL-R4m,41k, \J Address: gzvz S /5o Date Called: __ Special Instructions: Date Wanted. /D ! �� // a:m m. Requester Phone No _ v6 U63 l) -03 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION C- 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 X36 Ei Approved per applicable codes. iE/a corrections required prior to approval. 4.. Inspector: Date % /),/6 c ? 0 $58.00 REINSPE ON FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. 'Receipt No.: 'Date: • ,.ate Z �w Pro' v -F iv i ' Z T ype of Inspection: C LAO /iii 6 Address: qZ yZ s / v Date Called: Special Instructions: . i Date Wanted: /0 //140-7 0. p.m. Requester: Phone No: .ZOG -C y`7 - d& 3 6 INSPE NO. 0 INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 C • MMENTS: Inspector; Date: /� /S �-7 pproved per applicable codes. Corrections required prior to approval. !_ J $58.00 REINS(CTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. (Receipt No.: 'Date: Prct C� ✓ 4/ At '5 ��ic1j Type of Inspection: GcJA // Site'44A/ Date Called: Address: Special Instructions: Date W Ated: � i _Z . 5 a7 a.m. . Requester: Phone No: c,2 —5V 7 ` .6,5 z' INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 • t D 6 - 035 PERMIT NO. (206)431 -3 Approved per applicable codes. ❑ Corrections required prior to approval. COMMENTS: / / �� at 6 - � (Date: 1=1$58.00 REINSPECTI01 FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. 'Receipt No.: 'Date: - -' - �.. «: �"��7 s '�c ;`.w � §,_'. -"�'v. �. :� ..a• >, �;s 3t F'�: -..�� Project: Type of In / Address: ""//2l /7 — / 70 5- / Date Called: / Special Instructions: Date Wanted: 9 - 7 -67-7 a.m., p.m. Requester: Phone No: INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION %Z 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431- COMMENTS: Approved per applicable codes. Corrections required prior to approval. 'Date: 7 _ d/ 00 REINSPECTION FE REQUIRED. Pri r to inspection, fee must be aid at 6300 Southcenter B d.. Suite 100. ll the schedule reinspection. R- eipt No.: 'Date: . 7 COMMENTS: Type of Inspection: ,, i ii (/< (-/49,- Address: Date Called: / 6a ] ' /2�/ friP/ p.m. Requester: vK . . C XC 1.-'17 cA h o/ iPx .-c C.7nckP /S • tee? G ,- n / R vi o,- • neiv ip, 1 ni a0 t Proje �I Coo t-.4 L Type of Inspection: ,, i ii (/< (-/49,- Address: Date Called: Special Instructions: Date Wanted l'J 7 C-� p.m. Requester: Phone N " ` � � / INSPE ION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Inspect P MIT 3 • 0. 431 -3670 ❑ Approved per applicable codes. 4MCorrections required prior to approval. 'Date: - c77 $58.00 REIt PECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. 'Receipt No.: 'Date: Projecs! ` � v Liz 2 T'�'/ Inspection, UN�/- 0 ✓ Address: S; /5Z i t _ Date Called: Special Instructions: Date Wanted: a.m. Requester: Phone No: INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 222 - -0J p proved per applicable codes. El Corrections required prior to approval. C OMMENTS: El $58.00 REINSP ON FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. (Receipt No.: 'Date: Project: C ree h Res. Type of Inspection: downspout 5 D 7 _ 1 1- O Date Called: 7 Address: J s 150 Special Instructions: Lot. 2 Date Wanted: 7 m. t I Requester: gill Green - ` Phone No: L /25 -- - 165 3 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Approved per applicable codes. INSPECTION RECORD Retain a copy with permit DO7 -033 PERMIT NO. (206)431 -3670 ❑ Corrections required prior to approval. COMMENTS: 1 -1-") c.� �t (ti A---4 e 'Its S 'inspector: 1 I Date: , / (9 El $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. 'Receipt No.: 'Date: c r■ r INSPECTION RECORD Retain a copy with permit ' INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Project: ■r'rAJ , ?' • Add R. ,1 0 l 7 ) 4 Special Instructions: Type of Ins ection: Ai Date Called: Date Wanto: I - 7 07 a.m. p.m. Requester: Phone No: p Approved per applicable codes. El Corrections required prior to approval. COMMENTS: spec /74' - Date: lc i2 -o 0 REINSPECTION FEE QUIRE . Prior to inspection, fee must be d at 6300 Southcenter Blv•.. Au' 100. Call the schedule reinspection. ipt No.: 'Date: ( Project: /� . /- /€H ,E'.405/4010.2 f�0�� Type of Inspection: / 4 f �`ui+OfGzTjolr Ah i Address: Date Called: Special Instructions: Date anted: 7 - 2 -- 7 Requester: Phone Np: z INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 PE )431 -3 COMMENTS: proved per applicable codes. El Corrections required prior to approval. El $58. EINSPECTION EE REQUIRED. Prior to inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. 'Receipt No.: 'Date: • L FILE COPY Roof Roof w/ tile Floor Floor w/ Gyperete Ceiling Deck Exterior Cantilevered Balcony Interior Partition Exterior Partition BEAM CALCULATIONS FOR PLAN M2960A3FT -2 TO BE BUILT IN TUKWILA, WASHINGTON FOR PEDERSON'S CLASSIC HOMES LOADING 15 PSF Dead Load + 25 PSF Dead Load + 10 PSF Dead Load + 24 PSF Dead Load + 5 PSF Dead Load + 5 PSF Dead Load + 10 PSF Dead Load + DEFLECTION Roof = 1/360 Live Load, 1/360 Total Load Floor = 1/480 Live Load, 1/360 Total Load NOTE: This stamp applies to the members and assemblies described in these calculations, and are only valid if they have been wet stamped. RECEIVED CITY OF TUKV1'ILA 25 PSF Live Load 25 PSF Live Load 40 PSF Live Load 40 PSF Live Load 10 PSF Live Load 40 PSF Live Load 60 PSF Live Load REVIEWED FOR CODE COMPLIANCE APPROVED MAY 18 2007 C Of TUkwila BUILDING MOWN = 40 PSF = 50 PSF = 50 PSF = 64 PSF = 15 PSF = 45 PSF = 70 PSF = 07 PSF = 10 PSF Architects Northwest Job No. 06070 PERMIT C Div+ ass :NTERARCHI'I'ECTS NORTHWEST, Inc. 18915 142 " Avenue NE Suite 100 Woodinville, WA 98072 (425) 485 -4900 FAX (425) 487 -6585 www.ArchitectsN W.com L RB I RB2 I IRBSI RB4 I I RB5 I SCALE: I /5" = I' -O" IRB I RBI I ROOF BEAMS: I RB2 I J 5Vexci GLB 24F -V4 DROP 5V8xci GLB 24F -V4 DROP 5 GLB 24F -V4 DROP 4x12 DF #2 DROP 5 GLB 24F -V4 HEADER I RB5 I LJ ROOF BEAMS - PLAN M216OA3FT -2 RB4 LJ UFBI 1 UFB2 UFB3 UFB4 UFB5 l SCALE: 1/5" = 1 -0" I uFB4 UFB5 1 UFBa UFB6 UFS1 UPPER FLOOR BEAMS: 5 1 /axci GLB 24F -V4 HEADER 6x10 DF #2 HEADER 6><12 DF #2 DROP 3 GLB 24F -V4 DROP 3 1 /axl2 GL8 24F -V4 DROP UF81 I uFB3 UF86 UFB7 UFBS UFBci ■ UFB2 IL 5 GL8 24F -V4 TOP FLUSH 3 GLB 24F -V4 HEADER 5x14 PSL 2.0E FLUSH 6x10 DF #2 HEADER UFFER FLOOR SEAMS - FLAN M2c1 6OA3FT -2 Multi- Loaded Beam( 2003 International Building Code (01 NDS) Ver: 6.00 By: Architects Northwest , Architects Northwest on: 09 -11 -2006 : 09:31:10 AM Project: M2960A3FT -2 - Location: RB01 BONUS Summary: 5.125 IN x 9.0 IN x 15.5 FT / 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 29.1% Controlling Factor: Moment of Inertia / Depth Required 8.27 In Center Span Deflections: Dead Load: DLD- Center= Live Load: LLD - Center= Total Load: TLD- Center= Camber Required: C= Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A= Dead Load: DL- Rxn -A= Total Load: TL- Rxn -A= Bearing Length Required (Beam only, support capacity not checked): BL -A= Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= Dead Load: DL- Rxn -B= Total Load: TL- Rxn -B= Bearing Length Required (Beam only, support capacity not checked): BL -B= Beam Data: Center Span Length: 1_2= Center Span Unbraced Length -Top of Beam: Lu2 -Top= Center Span Unbraced Length -Bottom of Beam: Lu2- Bottom= Live Load Duration Factor: Cd= Live Load Deflect. Criteria: Total Load Deflect. Criteria: Center Span Loading: Uniform Load: Live Load: Dead Load: Beam Self Weight: Total Load: Trapezoidal Load 1 Left Live Load: Left Dead Load: Right Live Load: Right Dead Load: Load Start: Load End: Load Length: Trapezoidal Load 2 Left Live Load: Left Dead Load: Right Live Load: Right Dead Load: Load Start: Load End: Load Length: Properties For: 24F -V4- Visually Graded Western Species Bending Stress: Shear Stress: Modulus of Elasticity: U U wL -2= wD -2= BSW= wT -2= TRL- Left-1 -2= TRD- Left -1 -2= TRL- Right -1 -2= TRD- Right -1 -2= A -1 -2= B -1 -2= C -1 -2= TRL- Left-2 -2= TRD- Left-2 -2= TRL - Right -2 -2= TRD- Right -2 -2= A -2 -2= B -2 -2= C -2 -2= Fb= Fv= Ex= Ey= Fc perp= Fb_cpr= Stress Perpendicular to Grain: Bending Stress of Comp. Face in Tension: Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd =1.00 CI =1.00 Fv': Fv'= Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M= 8.37 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear: V= At a distance d from right support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= S= Area (Shear): Areq= A= Moment of Inertia (Deflection): Ireq= I= 0.17 0.23 0.40 0.25 628 468 1096 0.33 864 611 1475 0.44 15.5 2.0 15.5 1.00 360 360 26.31 69.19 8.42 46.13 241.25 311.34 0 PLF 0 PLF 11 PLF 11 PLF 38 PLF 23 PLF 122 PLF 74 PLF 0.0 FT 9.5 FT 9.5 FT 122 74 122 74 9.5 15.5 6.0 IN IN =U798 IN = U465 IN LB LB LB IN LB LB LB IN FT FT FT PLF PLF PLF PLF FT FT FT 2400 PS 240 PS 1800000 PS 1600000 PS 650 PS 1850 PS 2395 PS 240 PS 5252 FT -LB 1346 LB N3 N3 N2 N2 N4 N4 Multi- Loaded Beam[ 2003 International Building Code (01 NDS) ] Ver: 6.00 By: Architects Northwest , Architects Northwest on: 09 -11 -2006 Project: M2960A3FT -2 - Location: RB01 BONUS Summary: 5.125 IN x 9.0 IN x 15.5 FT / 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 29.1% Controlling Factor: Moment of Inertia / Depth Required 8.27 In LOADING DIAGRAM Center Span Ti 1 Reactions Live Load Dead Load Total Load Uplift Load A 628 Lb 468 Lb 1096 Lb 312 Lb B 864 Lb 611 Lb 1475 Lb 407 Lb Uniform Loading Live Load Dead Load Self Weight Total Load W 0 PIf 0 PIf 11 Plf 11 Plf Center Span = 15.5 ft Trapezoidal Loading Left LL Left DL Right LL Right DL Load Start Load End TR1 38 Plf 23 PIf 122 PIf 74 Plf 0 Ft 9.5 Ft TR2 122 PIf 74 PIf 122 Plf 74 Plf 9.5 Ft 15.5 Ft Multi- Loaded Beam( 2003 International Building Code (01 NDS) 1 Ver: 6.00 By: Architects Northwest , Architects Northwest on: 09 -11 -2006 : 09:31:11 AM Project: M2960A3FT -2 - Location: RB02 BATH 2 Summary: 5.125 IN x 9.0 IN x 6.08 FT / 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 1139.1% Controlling Factor: Section Modulus / Depth Required 3.62 In Center Span Deflections: Dead Load: DLD- Center= 0.01 IN Live Load: LLD - Center= 0.01 IN = U9048 Total Load: TLD- Center= 0.01 IN = U5514 Camber Required: C= 0.01 IN Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A= 447 LB Dead Load: DL- Rxn -A= 286 LB Total Load: TL- Rxn -A= 733 LB Bearing Length Required (Beam only, support capacity not checked): BL -A= 0.22 IN Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= 447 LB Dead Load: DL- Rxn -B= 286 LB Total Load: TL- Rxn -B= 733 LB Bearing Length Required (Beam only, support capacity not checked): BL -B= 0.22 IN Beam Data: Center Span Length: L2= 6.08 FT Center Span Unbraced Length -Top of Beam: Lu2 -Top= 2.0 FT Center Span Unbraced Length -Bottom of Beam: Lu2- Bottom= 6.08 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: L/ 360 Total Load Deflect. Criteria: U 360 Center Span Loading: Uniform Load: Live Load: wL -2= 147 PLF Dead Load: wD -2= 83 PLF Beam Self Weight: BSW= 11 PLF Total Load: wT -2= 241 PLF Properties For: 24F -V4- Visually Graded Western Species Bending Stress: Fb= 2400 PS Shear Stress: Fv= 240 PS Modulus of Elasticity: Ex= 1800000 PS Ey= 1600000 PS Fc perp= 650 PS Fb_cpr= 1850 PS Stress Perpendicular to Grain: Bending Stress of Comp. Face in Tension: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd =1.00 CI =1.00 Fv': Fv'= Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M= 3.04 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear: V= At a distance d from left support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= S= Area (Shear): Areq= A= Moment of Inertia (Deflection): lreq= I= Fb'= 2395 PS 240 PS 1115 FT -LB 557 LB 5.58 69.19 3.48 46.13 20.33 311.34 N3 N3 N2 N2 N4 N4 Multi- Loaded Beam[ 2003 International Building Code (01 NDS) I Ver: 6.00 By: Architects Northwest , Architects Northwest on: 09 -11 -2006 Project: M2960A3FT -2 - Location: RB02 BATH 2 Summary: 5.125 IN x 9.0 IN x 6.08 FT / 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 1139.1% Controlling Factor: Section Modulus / Depth Required 3.62 In LOADING DIAGRAM Reactions Live Load Dead Load Total Load Uplift Load A 447 Lb 286 Lb 733 Lb 191 Lb B 447 Lb 286 Lb 733 Lb 191 Lb Center Span Uniform Loading Live Load Dead Load Self Weight Total Load W 147 PIf 83 PIf 11 PIf 241 PIf w Center Sp = 6.08 ft Multi- Loaded Beamf 2003 International Building Code (01 NDS)1 Ver: 6.00 By: Architects Northwest , Architects Northwest on: 09 -11 -2006 : 09:31:12 AM Project: M2960A3FT -2 - Location: RB03 BEDRM 2 Summary: 5.125 IN x 9.0 IN x 9.92 FT / 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 252.7% Controlling Factor: Moment of Inertia / Depth Required 5.91 In Center Span Deflections: Dead Load: DLD- Center= 0.04 IN Live Load: LLD- Center= 0.06 IN = L/2083 Total Load: TLD- Center= 0.09 IN = U1270 Camber Required: C= 0.05 IN Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A= 729 LB Dead Load: DL- Rxn -A= 467 LB Total Load: TL- Rxn -A= 1196 LB Bearing Length Required (Beam only, support capacity not checked): BL -A= 0.36 IN Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= 729 LB Dead Load: DL- Rxn -B= 467 LB Total Load: TL- Rxn -B= 1196 LB Bearing Length Required (Beam only, support capacity not checked): BL -B= 0.36 IN Beam Data: Center Span Length: L2= 9.92 FT Center Span Unbraced Length -Top of Beam: Lu2 -Top= 2.0 FT Center Span Unbraced Length -Bottom of Beam: Lu2- Bottom= 9.92 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 360 Center Span Loading: Uniform Load: Live Load: wL -2= 147 PLF Dead Load: wD -2= 83 PLF Beam Self Weight: BSW= 11 PLF Total Load: wT -2= 241 PLF Properties For: 24F -V4- Visually Graded Western Species Bending Stress: Fb= 2400 PS Shear Stress: Fv= 240 PS Modulus of Elasticity: Ex= 1800000 PS Ey= 1600000 PS Fc perp= 650 PS Fb_cpr= 1850 PS Fb'= 2395 PS Stress Perpendicular to Grain: Bending Stress of Comp. Face in Tension: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd =1.00 CI =1.00 Fv': Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: 4.96 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear: At a distance d from left support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= S= Area (Shear): Areq= A= Moment of Inertia (Deflection): Ireq= I= Fv'= 240 PS M= 2967 FT -LB V= 1029 LB 14.86 69.19 6.43 46.13 88.29 311.34 N3 N3 N2 N2 N4 N4 Multi- Loaded Beam[ 2003 International Building Code (01 NDS) Ver: 6.00 By: Architects Northwest , Architects Northwest on: 09 -11 -2006 Project: M2960A3FT -2 - Location: RB03 BEDRM 2 Summary: 5.125 IN x 9.0 IN x 9.92 FT / 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 252.7% Controlling Factor: Moment of Inertia / Depth Required 5.91 In LOADING DIAGRAM Reactions Live Load Dead Load Total Load Uplift Load A 729 Lb 467 Lb 1196 Lb 312 Lb B 729 Lb 467 Lb 1196 Lb 312 Lb Center Span Uniform Loading Live Load Dead Load Self Weight Total Load W 147 Plf 83 Plf 11 Plf 241 Plf W Center Sp = 9.92 ft Multi- Loaded Beamf 2003 International Building Code (01 NDS)1 Ver: 6.00 By: Architects Northwest , Architects Northwest on: 09 -11 -2006 : 09:31:13 AM Project: M2960A3FT -2 - Location: RB04 BEDRM 2 WIC Summary: 3.5 IN x 11.25 IN x 8.0 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 99.0% Controlling Factor: Section Modulus / Depth Required 7.97 In Center Span Deflections: Dead Load: DLD- Center= Live Load: LLD- Center= Total Load: TLD- Center= Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A= Dead Load: DL- Rxn -A= Total Load: TL- Rxn -A= Bearing Length Required (Beam only, support capacity not checked): BL -A= Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= Dead Load: DL- Rxn -B= Total Load: TL- Rxn -B= Bearing Length Required (Beam only, support capacity not checked): BL -B= Beam Data: Center Span Length: L2= Center Span Unbraced Length -Top of Beam: Lu2 -Top= Center Span Unbraced Length -Bottom of Beam: Lu2- Bottom= Live Load Duration Factor: Cd= Live Load Deflect. Criteria: L/ Total Load Deflect. Criteria: L/ Center Span Loading: Uniform Load: Live Load: Dead Load: Beam Self Weight: Total Load: Trapezoidal Load 1 Left Live Load: Left Dead Load: Right Live Load: Right Dead Load: Load Start: Load End: Load Length: Properties For: #2- Douglas Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd =1.00 CI =1.00 Cf=1.10 Fv': Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: 3.92 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear: V= At a distance d from left support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= S= Area (Shear): Areq= A= Moment of Inertia (Deflection): Ireq= 1= wL -2= wD -2= BSW= wT -2= TRL- Left -1 -2= TRD- Left-1 -2= TRL - Right -1 -2= TRD- Right -1 -2= A -1 -2= B -1 -2= C -1 -2= Fb= Fv= E= Fc_perp= Fb'= Fv'= M= 0.02 0.03 0.05 977 622 1600 0.73 883 566 1449 0.66 8.0 2.0 8.0 1.00 360 360 159 PLF 95 PLF 10 PLF 264 PLF 109 PLF 65 PLF 38 PLF 23 PLF 0.0 FT 8.0 FT 8.0 FT 900 PSI 180 PSI 1600000 PSI 625 PSI 987 PSI IN IN = L/2977 IN = L/1817 LB LB LB IN LB LB LB IN FT FT FT 180 PSI 3050 FT -LB 1220 LB 37.10 73.83 10.17 39.38 82.30 415.28 N3 N3 N2 N2 N4 N4 Multi- Loaded Beam[ 2003 International Building Code (01 NDS) ] Ver: 6.00 By: Architects Northwest , Architects Northwest on: 09-11 -2006 Project: M2960A3FT -2 - Location: RB04 BEDRM 2 WIC Summary: 3.5 IN x 11.25 IN x 8.0 FT /#2 - Douglas Fir -Larch - Dry Use Section Adequate By: 99.0% Controlling Factor: Section Modulus / Depth Required 7.97 In LOADING DIAGRAM Reactions Live Load Dead Load Total Load Uplift Load A 977 Lb 622 Lb 1600 Lb 415 Lb B 883 Lb 566 Lb 1449 Lb 378 Lb Center Span Uniform Loading Live Load Dead Load Self Weight Total Load W 159 PIf 95 PIf 10 Plf 264 PIf T 1 Center Span = 8 ft Trapezoidal Loading Left LL Left DL Right LL Right DL Load Start Load End TR1 109 PIf 65 PIf 38 PIf 23 PIf 0 Ft 8 Ft Multi- Loaded Beam( 2003 International Building Code (01 NDS)1 Ver: 6.00 By: Architects Northwest , Architects Northwest on: 09-11 -2006 : 09:31:14 AM Project: M2960A3FT -2 - Location: RB05 HIGH FAMILY WINDOW Summary: 5.125 IN x 9.0 IN x 9.33 FT / 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 37.2% Controlling Factor. Moment of Inertia / Depth Required 8.1 In Center Span Deflections: Dead Load: DLD- Center= Live Load: LLD - Center= Total Load: TLD- Center= Camber Required: C= Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A= Dead Load: DL- Rxn -A= Total Load: TL- Rxn -A= Bearing Length Required (Beam only, support capacity not checked): BL -A= Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= Dead Load: DL- Rxn -B= Total Load: TL- Rxn -B= Bearing Length Required (Beam only, support capacity not checked): BL -B= Beam Data: Center Span Length: L2= Center Span Unbraced Length -Top of Beam: Lu2 -Top= Center Span Unbraced Length -Bottom of Beam: Lu2- Bottom= Live Load Duration Factor: Cd= Live Load Deflect. Criteria: U Total Load Deflect. Criteria: U Center Span Loading: Uniform Load: Live Load: Dead Load: Beam Self Weight: Total Load: Trapezoidal Load 1 Left Live Load: Left Dead Load: Right Live Load: Right Dead Load: Load Start: Load End: Load Length: Trapezoidal Load 2 Left Live Load: Left Dead Load: Right Live Load: Right Dead Load: Load Start: Load End: Load Length: Properties For: 24F -V4- Visually Graded Western Species Bending Stress: Shear Stress: Modulus of Elasticity: Stress Perpendicular to Grain: Bending Stress of Comp. Face in Tension: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd =1.00 CI =1.00 Fv': Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: 4.758 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads Controlling Shear: At a distance d from right support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Area (Shear): Moment of Inertia (Deflection): TRL- Left -1 -2= TRD- Left-1 -2= TRL - Right -1 -2= TRD- Right -1 -2= A -1 -2= B -1 -2= C -1 -2= TRL- Left-2 -2= TRD- Left-2 -2= TRL - Right -2 -2= TRD- Right -2 -2= A -2 -2= B -2 -2= C -2 -2= and live loads on span(s) 2 wL -2= wD -2= BSW= wT -2= Fb= Fv= Ex= Ey= Fc perp= Fb_cpr = Fb'= Fv'= M= V= Sreq= S= Areq= A= Ireq= I= 0.09 IN 0.14 IN = U819 0.23 IN = L/494 0.14 IN 1751 LB 1173 LB 2924 LB 0.88 IN 2164 LB 1421 LB 3585 LB 1.08 IN 9.33 FT 1.33 FT 9.33 FT 1.00 360 360 0 0 11 11 105 78 475 300 0.0 2.79 2.79 475 300 475 300 2.79 9.33 6.54 2400 240 1800000 1600000 650 1850 2397 PS 240 PS 8175 FT -LB 2999 LB 40.93 69.19 18.74 46.13 226.98 311.34 PLF PLF PLF PLF PLF PLF PLF PLF FT FT FT PLF PLF PLF PLF FT FT FT PS PS PS PS PS PS N3 N3 N2 N2 N4 N4 Multi- Loaded Beam[ 2003 International Building Code (01 NDS) I Ver: 6.00 By: Architects Northwest , Architects Northwest on: 09 -11 -2006 Project: M2960A3FT -2 - Location: RB05 HIGH FAMILY WINDOW Summary: 5.125 IN x 9.0 IN x 9.33 FT / 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 37.2% Controlling Factor: Moment of Inertia / Depth Required 8.1 In LOADING DIAGRAM R Reactions Live Load Dead Load Total Load Uplift Load A 1751 Lb 1173 Lb 2924 Lb 782 Lb B 2164 Lb 1421 Lb 3585 Lb 947 Lb Cen Span Uniform Loading Live Load Dead Load Self Weight Total Load W 0 Plf 0 Plf 11 Plf 11 Plf Center Sp = 9.33 ft Trapezoidal Loading Left LL Left DL Right LL Right DL Load Start Load End TR1 105 Plf 78 Plf 475 Plf 300 PIf 0 Ft 2.8 Ft TR2 475 PIf 300 PIf 475 Plf 300 PIf 2.8 Ft 9.3 Ft Multi- Loaded BeamF 2003 International Building Code (01 NDS)1 Ver: 6.00 By: Architects Northwest , Architects Northwest on: 09 -11 -2006 : 09:31:15 AM Project: M2960A3FT -2 - Location: UFB01 NOOK DOOR Summary: 5.125 IN x 9.0 IN x 8.67 FT / 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 13.1% Controlling Factor: Moment of Inertia / Depth Required 8.64 In Center Span Deflections: Dead Load: DLD- Center= Live Load: LLD - Center= Total Load: TLD- Center= Camber Required: C= Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A= Dead Load: DL- Rxn -A= Total Load: TL- Rxn -A= Bearing Length Required (Beam only, support capacity not checked): BL -A= Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= Dead Load: DL- Rxn -B= Total Load: TL- Rxn -B= Bearing Length Required (Beam only, support capacity not checked): BL -B= Beam Data: Center Span Length: L2= Center Span Unbraced Length -Top of Beam: Lu2 -Top= Center Span Unbraced Length -Bottom of Beam: Lu2- Bottom= Live Load Duration Factor: Cd= Live Load Deflect. Criteria: Total Load Deflect. Criteria: Center Span Loading: Uniform Load: Live Load: Dead Load: Beam Self Weight: Total Load: Point Load 1 Live Load: Dead Load: Location (From left end of span): Point Load 2 Live Load: Dead Load: Location (From left end of span): Trapezoidal Load 1 Left Live Load: Left Dead Load: Right Live Load: Right Dead Load: Load Start: Load End: Load Length: Trapezoidal Load 2 Left Live Load: Left Dead Load: Right Live Load: Right Dead Load: Load Start: Load End: Load Length: Properties For: 24F -V4- Visually Graded Western Species Bending Stress: Shear Stress: Modulus of Elasticity: Stress Perpendicular to Grain: Bending Stress of Comp. Face in Tension: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd =1.00 CI =1.00 Fv': Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: 4.335 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear: At a distance d from left support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: L/ L/ wL -2= wD -2= BSW= wT -2= PL1 -2= PD1 -2= X1 -2= PL2 -2= PD2 -2= X2 -2= TRL- Left-1 -2= TRD- Left-1 -2= TRL - Right -1 -2= TRD- Right -1 -2= A -1 -2= B -1 -2= C -1 -2= TRL- Left -2 -2= TRD- Left-2 -2= TRL - Right -2 -2= TRD- Right -2 -2= A -2 -2= B -2 -2= C -2 -2= Fb= Fv= Ex= Ey= Fc perp= Fb_cpr= Fb'= 0.10 0.15 0.26 0.15 3273 LB 2140 LB 5413 LB 1.62 IN 3273 LB 2140 LB 5413 LB 1.62 IN 8.67 FT 1.33 FT 8.67 FT 1.00 480 360 280 PLF 185 PLF 11 PLF 476 PLF 1028 LB 671 LB 2.17 FT 1028 LB 671 LB 6.5 FT 475 PLF 285 PLF 475 PLF 285 PLF 0.0 FT 2.17 FT 2.17 FT 475 PLF 285 PLF 475 PLF 285 PLF 6.5 FT 8.67 FT 2.17 FT 2400 PS 240 PS 1800000 PS 1600000 PS 650 PS 1850 PS 2397 PS Fv'= 240 M= 9951 V= 4555 LB IN IN = L/677 IN = L/407 IN PS FT -LB Page: 2 Multi- Loaded Beam!' 2003 International Building Code (01 NDS)1 Ver: 6.00 By: Architects Northwest , Architects Northwest on: 09 -11 -2006 : 09:31:15 AM Project: M2960A3FT -2 - Location: UFB01 NOOK DOOR Section Modulus (Moment): Sreq= 49.82 N3 S= 69.19 N3 Area (Shear): Areq= 28.47 N2 A= 46.13 N2 Moment of Inertia (Deflection): Ireq= 275.33 N4 I= 311.34 N4 Multi- Loaded Beam[ 2003 International Building Code (01 NDS) ] Ver: 6.00 By: Architects Northwest , Architects Northwest on: 09-11 -2006 Project: M2960A3FT -2 - Location: UFB01 NOOK DOOR Summary: 5.125 IN x 9.0 IN x 8.67 FT / 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 13.1% Controlling Factor: Moment of Inertia / Depth Required 8.64 In LOADING DIAGRAM P1 Reactions Live Load Dead Load Total Load Uplift Load A 3273 Lb 2140 Lb 5413 Lb 1427 Lb B 3273 Lb 2140 Lb 5413 Lb 1427 Lb Center Span Uniform Loading Live Load Dead Load Self Weight Total Load W 280 PIf 185 Plf 11 Plf 476 Plf Point Loading Live Load Dead Load Location P1 1028 Lb 671 Lb 2.2 Ft P2 1028 Lb 671 Lb 6.5 Ft Center Sp = 8.67 ft Trapezoidal Loading Left LL Left DL Right LL Right DL Load Start Load End TR1 475 PIf 285 Plf 475 PIf 285 PIf 0 Ft 2.2 Ft TR2 475 PIf 285 PIf 475 PIf 285 Plf 6.5 Ft 8.7 Ft P2 Multi- Loaded Beam!' 2003 International Building Code (01 NDS) Ver: 6.00 By: Architects Northwest , Architects Northwest on: 09-11 -2006 : 09:31:16 AM Project: M2960A3FT -2 - Location: UFB02 KITCHEN WINDOW Summary: 5.5 IN x 9.5 IN x 6.33 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 103.0% Controlling Factor: Section Modulus / Depth Required 6.67 In Center Span Deflections: Dead Load: DLD- Center= Live Load: LLD - Center= Total Load: TLD- Center= Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A= Dead Load: DL- Rxn -A= Total Load: TL- Rxn -A= Bearing Length Required (Beam only, support capacity not checked): BL -A= Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= Dead Load: DL- Rxn -B= Total Load: TL- Rxn -B= Bearing Length Required (Beam only, support capacity not checked): BL -B= Beam Data: Center Span Length: L2= Center Span Unbraced Length -Top of Beam: Lu2 -Top= Center Span Unbraced Length -Bottom of Beam: Lu2 - Bottom= Live Load Duration Factor: Cd= Live Load Deflect. Criteria: U Total Load Deflect. Criteria: U Center Span Loading: Uniform Load: Live Load: Dead Load: Beam Self Weight: Total Load: Point Load 1 Live Load: Dead Load: Location (From left Trapezoidal Load 1 Left Live Load: Left Dead Load: Right Live Load: Right Dead Load: Load Start: Load End: Load Length: Properties For: #2- Douglas Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd =1.00 CI =1.00 Cf=1.00 Fv': Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: 2.785 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear: At a distance d from left support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): end of span): Area (Shear): Moment of Inertia (Deflection): wL -2= wD -2= BSW= wT -2= PL1 -2= PD 1 -2= X1 -2= TRL- Left-1 -2= TRD- Left -1 -2= TRL - Right -1 -2= TRD- Right -1 -2= A -1 -2= B -1 -2= C -1 -2= Fb= Fv= E= Fcperp= Fb'= Fv'= M= V= 0.02 0.02 0.04 1240 844 2084 0.61 992 675 1667 0.48 6.33 1.33 6.33 1.00 480 360 Sreq= 40.76 S= 82.73 Areq= 13.91 A= 52.25 Ireq= 78.18 1= 392.96 280 PLF 175 PLF 13 PLF 468 PLF 210 LB 180 LB 2.0 FT 125 PLF 75 PLF 125 PLF 75 PLF 0.0 FT 2.0 FT 2.0 FT 875 PSI 170 PSI 1300000 PSI 625 PSI 874 PSI IN IN = U3054 IN = U1809 LB LB LB IN LB LB LB IN FT FT FT 170 PSI 2969 FT -LB 1577 LB N3 N3 N2 N2 N4 N4 Multi- Loaded Beam[ 2003 International Building Code (01 NDS) ] Ver: 6.00 By: Architects Northwest , Architects Northwest on: 09 -11 -2006 Project: M2960A3FT -2 - Location: UFB02 KITCHEN WINDOW Summary: 5.5 IN x 9.5 IN x 6.33 FT /#2 - Douglas Fir -Larch - Dry Use Section Adequate By: 103.0% Controlling Factor: Section Modulus / Depth Required 6.67 In P1 LOADING DIAGRAM T R 1 Center Sp = 6.33 ft Reactions Live Load Dead Load Total Load Uplift Load A 1240 Lb 844 Lb 2084 Lb 562 Lb B 992 Lb 675 Lb 1667 Lb 450 Lb Center Span Uniform Loading Live Load Dead Load Self Weight Total Load W 280 PIf 175 Plf 13 PIf 468 Plf Trapezoidal Loading Left LL Left DL Right LL Right DL Load Start Load End TR1 125 PIf 75 PIf 125 PIf 75 PIf 0 Ft 2 Ft Point Loading Live Load Dead Load Location P1 210 Lb 180 Lb 2Ft Multi- Loaded BeamFF 2003 International Building Code (01 NDS)1 Ver: 6.00 By: Architects Northwest , Architects Northwest on: 09-11 -2006 : 09:31:17 AM Project: M2960A3FT -2 - Location: UFB03 NOOK/HALL Summary: 5.5 IN x 11.5 IN x 7.67 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 86.1% Controlling Factor: Section Modulus / Depth Required 8.43 In Center Span Deflections: Dead Load: DLD- Center= Live Load: LLD - Center= Total Load: TLD- Center= Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A= Dead Load: DL- Rxn -A= Total Load: TL- Rxn -A= Bearing Length Required (Beam only, support capacity not checked): BL -A= Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= Dead Load: DL- Rxn -B= Total Load: TL- Rxn -B= Bearing Length Required (Beam only, support capacity not checked): BL -B= Beam Data: Center Span Length: L2= Center Span Unbraced Length -Top of Beam: Lu2 -Top= Center Span Unbraced Length -Bottom of Beam: Lu2- Bottom= Live Load Duration Factor: Cd= Live Load Deflect. Criteria: U Total Load Deflect. Criteria: U Center Span Loading: Uniform Load: Live Load: wL-2= Dead Load: wD-2= Beam Self Weight: BSW= Total Load: wT -2= Properties For: #2- Douglas Fir -Larch Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E= Stress Perpendicular to Grain: Fcperp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd =1.00 CI =1.00 Cf =1.00 Fv': Fv'= Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M= 3.835 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear: V= At a distance d from right support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= S= Area (Shear): Areq= A= Moment of Inertia (Deflection): Ireq= 1= 0.02 IN 0.04 IN = U2435 0.06 IN = U1660 1687 LB 788 LB 2475 LB 0.72 IN 1687 LB 788 LB 2475 LB 0.72 IN 7.67 FT 1.33 FT 7.67 FT 1.00 480 360 440 PLF 190 PLF 15 PLF 645 PLF 875 PSI 170 PSI 1300000 PSI 625 PSI 874 PSI 170 PSI 4746 FT -LB 1881 LB 65.15 121.23 16.60 63.25 151.18 697.07 N3 N3 N2 N2 N4 N4 Multi- Loaded Beam[ 2003 International Building Code (01 NDS) ] Ver: 6.00 By: Architects Northwest , Architects Northwest on: 09-11 -2006 Project: M2960A3FT -2 - Location: UFB03 NOOK/HALL Summary: 5.5 IN x 11.5 IN x 7.67 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 86.1% Controlling Factor: Section Modulus / Depth Required 8.43 In Reactions Live Load Dead Load Total Load Uplift Load A 1687 Lb 788 Lb 2475 Lb 525 Lb B 1687 Lb 788 Lb 2475 Lb 525 Lb Center Span Uniform Loading Live Load Dead Load Self Weight Total Load W 440 Plf 190 Plf 15 Plf 645 Plf LOADING DIAGRAM Center Span = 7.67 ft Multi- Loaded Beamf 2003 International Building Code (01 NDS)1 Ver: 6.00 By: Architects Northwest , Architects Northwest on: 09 -11 -2006 : 09:31:18 AM Project: M2960A3FT -2 - Location: UFB04 GARAGE Summary: 3.125 IN x 12.0 IN x 10.08 FT / 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 94.6% Controlling Factor: Moment of Inertia / Depth Required 9.61 In Center Span Deflections: Dead Load: DLD- Center= 0.06 IN Live Load: LLD- Center= 0.12 IN = U1029 Total Load: TLD- Center= 0.17 IN = U701 Camber Required: C= 0.08 IN Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A= 2066 LB Dead Load: DL- Rxn -A= 968 LB Total Load: TL- Rxn -A= 3035 LB Bearing Length Required (Beam only, support capacity not checked): BL -A= 1.49 IN Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= 2066 LB Dead Load: DL- Rxn -B= 968 LB Total Load: TL- Rxn -B= 3035 LB Bearing Length Required (Beam only, support capacity not checked): BL -B= 1.49 IN Beam Data: Center Span Length: L2= 10.08 FT Center Span Unbraced Length -Top of Beam: Lu2 -Top= 1.33 FT Center Span Unbraced Length -Bottom of Beam: Lu2- Bottom= 10.08 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 480 Total Load Deflect. Criteria: U 360 Center Span Loading: Uniform Load: Live Load: wL -2= 410 PLF Dead Load: wD -2= 183 PLF Beam Self Weight: BSW= 9 PLF Total Load: wT -2= 602 PLF Properties For: 24F -V4- Visually Graded Western Species Bending Stress: Fb= 2400 PS Shear Stress: Fv= 240 PS Modulus of Elasticity: Ex= 1800000 PS Ey= 1600000 PS Fc perp= 650 PS Fb_cpr= 1850 PS Stress Perpendicular to Grain: Bending Stress of Comp. Face in Tension: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd =1.00 CI =1.00 Fv': Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: 5.04 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear: At a distance d from right support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= S= Area (Shear): Areq= A= Moment of Inertia (Deflection): Ireq= I= Fb'= 2388 PS Fv'= 240 PS M= 7647 FT -LB V= 2488 LB 38.42 75.00 15.55 37.50 231.22 450.00 N3 N3 N2 N2 N4 N4 Multi- Loaded Beam[ 2003 International Building Code (01 NDS) ] Ver: 6.00 By: Architects Northwest , Architects Northwest on: 09 -11 -2006 Project: M2960A3FT -2 - Location: UFB04 GARAGE Summary: 3.125 IN x 12.0 IN x 10.08 FT / 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 94.6% Controlling Factor: Moment of Inertia / Depth Required 9.61 In LOADING DIAGRAM Reactions Live Load Dead Load Total Load Uplift Load A 2066 Lb 968 Lb 3035 Lb 646 Lb B 2066 Lb 968 Lb 3035 Lb 646 Lb Center Span Uniform Loading Live Load Dead Load Self Weight Total Load W 410 PIf 183 PIf 9 PIf 602 PIf w Center Span = 10.08 ft Multi- Loaded Beam( 2003 International Building Code (01 NDS)1 Ver: 6.00 By: Architects Northwest , Architects Northwest on: 09 -11 -2006 : 09:31:18 AM Project: M2960A3FT -2 - Location: UFB05 GARAGE Summary: 3.125 IN x 12.0 IN x 10.0 FT / 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 59.6% Controlling Factor: Section Modulus / Depth Required 10.25 In Center Span Deflections: Dead Load: DLD- Center= 0.06 IN Live Load: LLD- Center= 0.15 IN = L/820 Total. Load: TLD- Center= 0.21 IN = L/578 Camber Required: C= 0.09 IN Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A= 2635 LB Dead Load: DL- Rxn -A= 1106 LB Total Load: TL- Rxn -A= 3741 LB Bearing Length Required (Beam only, support capacity not checked): BL -A= 1.84 IN Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= 2635 LB Dead Load:. DL- Rxn -B= 1106 LB Total Load: TL- Rxn -B= 3741 LB Bearing Length Required (Beam only, support capacity not checked): BL -B= 1.84 IN Beam Data: Center Span Length: L2= 10.0 FT Center Span Unbraced Length -Top of Beam: Lu2 -Top= 1.33 FT Center Span Unbraced Length -Bottom of Beam: Lu2- Bottom= 10.0 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: L/ 480 Total Load Deflect. Criteria: L/ 360 Center Span Loading: Uniform Load: Live Load: wL -2= 527 PLF Dead Load: wD -2= 212 PLF Beam Self Weight: BSW= 9 PLF Total Load: wT -2= 748 PLF Properties For: 24F -V4- Visually Graded Western Species Bending Stress: Fb= 2400 PS Shear Stress: Fv= 240 PS Modulus of Elasticity: Ex= 1800000 PS Ey= 1600000 PS Fc perp= 650 PS Fb_cpr= 1850 PS Fb'= 2388 PS Stress Perpendicular to Grain: Bending Stress of Comp. Face in Tension: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd =1.00 CI =1.00 Fv': Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: 5.0 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear: At a distance d from right support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= S= Area (Shear): Areq= A= Moment of Inertia (Deflection): Ireq= I= Fv'= 240 PS M= 9351 FT -LB V= 2992 LB 46.98 75.00 18.70 37.50 280.50 450.00 N3 N3 N2 N2 N4 N4 Multi- Loaded Beam[ 2003 International Building Code (01 NDS) ] Ver: 6.00 By: Architects Northwest , Architects Northwest on: 09 -11 -2006 Project: M2960A3FT -2 - Location: UFB05 GARAGE Summary: 3.125 IN x 12.0 IN x 10.0 FT / 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 59.6% Controlling Factor: Section Modulus / Depth Required 10.25 In LOADING DIAGRAM Reactions Live Load Dead Load Total Load Uplift Load A 2635 Lb 1106 Lb 3741 Lb 737 Lb B 2635 Lb 1106 Lb 3741 Lb 737 Lb Center Span Uniform Loading Live Load Dead Load Self Weight Total Load W 527 Plf 212 PIf 9 Plf 748 PIf Center Span = 10 ft Multi- Loaded BeamF 2003 International Building Code (01 NDS)1 Ver: 6.00 By: Architects Northwest , Architects Northwest on: 09 -11 -2006 : 09:31:19 AM Project: M2960A3FT -2 - Location: UFB06 GARAGE Summary: 5.125 IN x 21.0 IN x 19.58 FT / 24F -V4 - Visually Graded Westem Species - Dry Use Section Adequate By: 64.6% Controlling Factor: Moment of Inertia / Depth Required 17.79 In Center Span Deflections: Dead Load: DLD- Center= Live Load: LLD- Center= Total Load: TLD- Center= Camber Required: C Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A= Dead Load: DL- Rxn -A= Total Load: TL- Rxn -A= Bearing Length Required (Beam only, support capacity not checked): BL -A= Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= Dead Load: DL- Rxn -B= Total Load: TL- Rxn -B= Bearing Length Required (Beam only, support capacity not checked): BL -B= Beam Data: Center Span Length: L2= Center Span Unbraced Length -Top of Beam: Lu2 -Top= Center Span Unbraced Length -Bottom of Beam: Lu2- Bottom= Live Load Duration Factor: Cd= Live Load Deflect. Criteria: L/ Total Load Deflect. Criteria: L/ Center Span Loading: Uniform Load: Live Load: Dead Load: Beam Self Weight: Total Load: Point Load 1 Live Load: Dead Load: Location (From left end of span): Point Load 2 Live Load: Dead Load: Location (From left end of span): Trapezoidal Load 1 Left Live Load: Left Dead Load: Right Live Load: Right Dead Load: Load Start: Load End: Load Length: Trapezoidal Load 2 Left Live Load: Left Dead Load: Right Live Load: Right Dead Load: Load Start: Load End: Load Length: Properties For: 24F -V4- Visually Graded Western Species Bending Stress: Shear Stress: Modulus of Elasticity: Stress Perpendicular to Grain: Bending Stress of Comp Face in Tension: TRL- Left-1 -2= TRD- Left-1 -2= TRL - Right -1 -2= TRD- Right -1 -2= A -1 -2= B -1 -2= C -1 -2= TRL- Left-2 -2= TRD - Left-2 -2= TRL - Right -2 -2= TRD- Right -2 -2= A -2 -2= B -2 -2= C -2 -2= Adjusted Properties Fb' (Tension): Adjustment Factors: Cd =1.00 CI =1.00 Cv =0.95 Fv': Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: 9.79 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear: At a distance d from left support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: wL -2= wD -2= BSW= wT -2= PL1 -2= PD 1 -2= X1 -2= PL2 -2= PD2 -2= X2 -2= Fb= Fv= Ex= Ey= Fc perp= Fb_cpr= Fb'= Fv'= V= 0.13 0.27 0.40 0.19 5849 3000 8849 2.66 5816 2984 8800 2.64 19.58 1.33 19.58 1.00 480 360 407 102 26 535 1848 1424 3.83 1848 1424 15.58 0 80 0 80 0.0 3.83 3.83 0 80 0 80 15.58 19.58 4.0 2400 240 1800000 1600000 650 1850 IN IN = L/875 IN = L/593 IN LB LB LB IN LB LB LB IN FT FT FT PLF PLF PLF PLF LB LB FT LB LB FT PLF PLF PLF PLF FT FT FT PLF PLF PLF PLF FT FT FT PS PS PS PS PS PS 2285 PS 240 PS M= 39069 FT -LB 7885 LB Page: 2 Multi- Loaded Beamf 2003 International Building Code (01 NDS) 1 Ver: 6.00 By: Architects Northwest , Architects Northwest on: 09 -11 -2006 : 09:31:20 AM Project: M2960A3FT -2 - Location: UFB06 GARAGE Section Modulus (Moment): Sreq= 205.15 S= 376.69 Area (Shear): Areq= 49.28 A= 107.63 Moment of Inertia (Deflection): Ireq= 2402.84 I= 3955.22 N3 N3 N2 N2 N4 N4 Multi- Loaded Beam[ 2003 International Building Code (01 NDS) ] Ver: 6.00 By: Architects Northwest , Architects Northwest on: 09 -11 -2006 Project: M2960A3FT -2 - Location: UFB06 GARAGE Summary: 5.125 IN x 21.0 IN x 19.58 FT / 24F -V4 - Visually Graded Westem Species - Dry Use Section Adequate By: 64.6% Controlling Factor: Moment of Inertia / Depth Required 17.79 In LOADING DIAGRAM R 1 P1 Reactions Live Load Dead Load Total Load Uplift Load A 5849 Lb 3000 Lb 8849 Lb 2000 Lb B 5816 Lb 2984 Lb 8800 Lb 1989 Lb Center Span Uniform Loading Live Load Dead Load Self Weight Total Load W 407 Plf 102 Plf 26 Plf 535 Plf Point Loading Live Load Dead Load Location P1 1848 Lb 1424 Lb 3.8 Ft P2 1848 Lb 1424 Lb 15.6 Ft Center Span = 19.58 ft Trapezoidal Loading Left LL Left DL Right LL Right DL Load Start Load End TR1 0 Plf 80 Plf 0 Plf 80 Plf 0 Ft 3.8 Ft TR2 0 Plf 80 Plf 0 Plf 80 Plf 15.6 Ft 19.6 Ft P2 Multi- Loaded Beam( 2003 International Building Code (01 NDS)1 Ver: 6.00 By: Architects Northwest , Architects Northwest on: 09 -11 -2006: 09:31:21 AM Project: M2960A3FT -2 - Location: UFB07 O.H. DOOR Summary: 3.125 IN x 19.5 IN x 19.58 FT / 24F -V4 - Visually Graded Westem Species - Dry Use Section Adequate By: 53.4% Controlling Factor: Moment of Inertia / Depth Required 16.91 In Center Span Deflections: Dead Load: DLD- Center= Live Load: LLD - Center= Total Load: TLD- Center= Camber Required: C= Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A= Dead Load: DL- Rxn -A= Total Load: TL- Rxn -A= Bearing Length Required (Beam only, support capacity not checked): BL -A= Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= Dead Load: DL- Rxn -B= Total Load: TL- Rxn -B= Bearing Length Required (Beam only, support capacity not checked): BL -B= Beam Data: Center Span Length: 1.2= Center Span Unbraced Length -Top of Beam: Lu2 -Top= Center Span Unbraced Length -Bottom of Beam: Lu2- Bottom= Live Load Duration Factor: Cd= Live Load Deflect. Criteria: U Total Load Deflect. Criteria: U Center Span Loading: Uniform Load: Live Load: Dead Load: Beam Self Weight: Total Load: Point Load 1 Live Load: Dead Load: Location (From left end of span): Point Load 2 Live Load: Dead Load: Location (From left end of span): Point Load 3 Live Load: Dead Load: Location (From left end of span): Point Load 4 Live Load: Dead Load: Location (From left end of span): Trapezoidal Load 1 Left Live Load: Left Dead Load: Right Live Load: Right Dead Load: Load Start: Load End: Load Length: Trapezoidal Load 2 Left Live Load: Left Dead Load: Right Live Load: Right Dead Load: Load Start: Load End: Load Length: Properties For: 24F -V4- Visually Graded Western Species Bending Stress: Shear Stress: Modulus of Elasticity: Stress Perpendicular to Grain: Bending Stress of Comp. Face in Tension: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd =1.00 CI =0.99 Fv': Adjustment Factors: Cd =1.00 wL -2= wD -2= BSW= wT -2= PL1 -2= PD1 -2= X1 -2= PL2 -2= PD2 -2= X2 -2= PL3 -2= PD3 -2= X3 -2= PL4 -2= PD4 -2= X4 -2= TRL- Left-1 -2= TRD- Left -1 -2= TRL - Right -1 -2= TRD- Right -1 -2= A -1 -2= B -1 -2= C -1 -2= TRL- Left-2 -2= TRD- Left-2 -2= TRL - Right -2 -2= TRD- Right -2 -2= A -2 -2= B-2 -2= C -2 -2= Fb= Fv= Ex= Ey= Fc perp= Fb_cpr= Fb'= Fv'= 0.22 0.20 0.43 0.33 2273 LB 2416 LB 4688 LB 2.31 IN 2090 LB 2214 LB 4304 LB 2.12 IN 19.58 FT 1.33 FT 19.58 FT 1.00 480 360 130 PLF 138 PLF 15 PLF 283 PLF 537 LB 527 LB 2.25 FT 101 LB 128 LB 5.5 FT 101 LB 128 LB 10.83 FT 537 LB 527 LB 14.0 FT 38 PLF 23 PLF 38 PLF 23 PLF 0.0 FT 5.5 FT 5.5 FT 38 PLF 23 PLF 38 PLF 23 PLF 10.83 FT 19.58 FT 8.75 FT 2400 PS 240 PS 1800000 PS 1600000 PS 650 PS 1850 PS 2380 PS 240 PS IN IN = U1147 IN = L/552 IN • Page: 2 Multi- Loaded Beamf 2003 International Building Code (01 NDS)1 Ver: 6.00 By: Architects Northwest , Architects Northwest on: 09 -11 -2006 : 09:31:21 AM Project: M2960A3FT -2 - Location: UFB07 O.H. DOOR Design Requirements: Controlling Moment: M= 10.769 Ft from Ieft support of span 2 (Center Span) Critical moment created by combining all dead Toads and live Toads on span(s) 2 Controlling Shear: V= At a distance d from Ieft support of span 2 (Center Span) Critical shear created by combining all dead Toads and live Toads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= 106.52 S= 198.05 Area (Shear): Areq= 25.94 A= 60.94 Moment of Inertia (Deflection): Ireq= 1259.05 I= 1930.96 21128 FT -LB 4150 LB N3 N3 N2 N2 N4 N4 Multi- Loaded Beam[ 2003 International Building Code (01 NDS) ] Ver: 6.00 By: Architects Northwest , Architects Northwest on: 09 -11 -2006 Project: M2960A3FT -2 - Location: UFB07 O.H. DOOR Summary: 3.125 IN x 19.5 IN x 19.58 FT / 24F -V4 - Visually Graded Westem Species - Dry Use Section Adequate By: 53.4% Controlling Factor: Moment of Inertia / Depth Required 16.91 In LOADING DIAGRAM Center Span P1 P2 P3 P4 Reactions Live Load Dead Load Total Load Uplift Load A 2273 Lb 2416 Lb 4688 Lb 1610 Lb B 2090 Lb 2214 Lb 4304 Lb 1476 Lb Uniform Loading Live Load Dead Load Self Weight Total Load W 130 Plf 138 Plf 15 Plf 283 Plf Point Loading Live Load Dead Load Location P1 537 Lb 527 Lb 2.2 Ft P2 101 Lb 128 Lb 5.5 Ft P3 101 Lb 128 Lb 10.8 Ft P4 537 Lb 527 Lb 14 Ft Center Span = 19.58 ft Trapezoidal Loading Left LL Left DL Right LL Right DL Load Start Load End TR1 38 Plf 23 Plf 38 Pif 23 Pif 0 Ft 5.5 Ft TR2 38 Plf 23 Plf 38 Plf 23 Plf 10.8 Ft 19.6 Ft T Multi- Loaded BeamF 2003 International Building Code (01 NDS)1 Ver: 6.00 By: Architects Northwest , Architects Northwest on: 09-11 -2006 : 09:31:22 AM Project: M2960A3FT -2 - Location: UFB08 LIVING Summary: 5.25 IN x 9.25 IN x 15.92 FT / 2.0E Parallam - Trus Joist - MacMillan Section Adequate By: 8.1% Controlling Factor: Moment of Inertia / Depth Required 9.01 In Center Span Deflections: Dead Load: DLD- Center= 0.29 Live Load: LLD - Center= 0.20 Total Load: TLD- Center= 0.49 Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A= 1458 Dead Load: DL- Rxn -A= 1527 Total Load: TL- Rxn -A= 2986 Bearing Length Required (Beam only, support capacity not checked): BL -A= 0.76 Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= 578 Dead Load: DL- Rxn -B= 964 Total Load: TL- Rxn -B= 1541 Bearing Length Required (Beam only, support capacity not checked): BL -B= 0.39 Beam Data: Center Span Length: L2= 15.92 Center Span Unbraced Length -Top of Beam: Lu2 -Top= 1.33 Center Span Unbraced Length -Bottom of Beam: Lu2- Bottom= 15.92 Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 480 Total Load Deflect. Criteria: U 360 Center Span Loading: Uniform Load: Live Load: wL -2= 54 Dead Load: wD -2= 94 Beam Self Weight: BSW= 15 Total Load: wT -2= 163 Point Load 1 Live Load: PL1 -2= 1176 Dead Load: PD1 -2= 753 Location (From left end of span): X1 -2= 2.0 Properties For: 2.0E Parallam- Trus Joist - MacMillan Bending Stress: Fb= 2900 Shear Stress: Fv= 290 Modulus of Elasticity: E= 2000000 Stress Perpendicular to Grain: Fcperp= 750 Adjusted Properties Fb' (Tension): Fb'= 2981 Adjustment Factors: Cd =1.00 CI =1.00 Cf =1.03 Fv': Fv'= 290 Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M= 6.527 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead Toads and live loads on span(s) 2 Controlling Shear: V= At a distance d from left support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= 29.30 S= 74.87 Area (Shear): Areq= 14.90 A= 48.56 Moment of Inertia (Deflection): Ireq= 320.22 I= 346.26 2882 LB IN IN = L/934 IN = U389 LB LB LB IN LB LB LB IN FT FT FT PLF PLF PLF PLF LB LB FT PSI PSI PSI PSI PSI PSI 7278 FT -LB N3 N3 N2 N2 N4 N4 Multi- Loaded Beam[ 2003 International Building Code (01 NDS) ] Ver: 6.00 By: Architects Northwest , Architects Northwest on: 09-11 -2006 Project: M2960A3FT -2 - Location: UFB08 LIVING Summary: 5.25 IN x 9.25 IN x 15.92 FT / 2.0E Parallam - Trus Joist - MacMillan Section Adequate By: 8.1% Controlling Factor: Moment of Inertia / Depth Required 9.01 In LOADING DIAGRAM 1 ‘. Center Span = 15.92 ft Reactions Live Load Dead Load Total Load Uplift Load A 1458 Lb 1527 Lb 2986 Lb 1018 Lb B 578 Lb 964 Lb 1541 Lb 642 Lb Center Span Uniform Loading Live Load Dead Load Self Weight Total Load W 54 Plf 94 Plf 15 Plf 163 Plf Point Loading Live Load Dead Load Location P1 1176 Lb 753 Lb 2 Ft Multi- Loaded Beam( 2003 International Building Code (01 NDS)1 Ver: 6.00 By: Architects Northwest , Architects Northwest on: 09-11 -2006 : 09:31:22 AM Project: M2960A3FT -2 - Location: UFB09 FAMILY WINDOW Summary: 5.5 IN x 9.5 IN x 9.33 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 18.7% Controlling Factor: Section Modulus / Depth Required 8.72 In Center Span Deflections: Dead Load: DLD- Center= Live Load: LLD - Center= Total Load: TLD- Center= Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A= Dead Load: DL- Rxn -A= Total Load: TL- Rxn -A= Bearing Length Required (Beam only, support capacity not checked): BL -A= Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= Dead Load: DL- Rxn -B= Total Load: TL- Rxn -B= Bearing Length Required (Beam only, support capacity not checked): BL -B= Beam Data: Center Span Length: L2= Center Span Unbraced Length -Top of Beam: Lu2 -Top= Center Span Unbraced Length -Bottom of Beam: Lu2- Bottom= Live Load Duration Factor: Cd= Live Load Deflect. Criteria: U Total Load Deflect. Criteria: L/ Center Span Loading: Uniform Load: Live Load: wL-2= Dead Load: wD-2= Beam Self Weight: BSW= Total Load: wT-2= Properties For: #2- Douglas Fir -Larch Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E= Stress Perpendicular to Grain: Fcjerp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd =1.00 CI =1.00 Cf=1.00 Fv': Fv'= Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M= 4.665 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear: V= At a distance d from left support of span 2 (Center Span) Critical shear created by combining all dead Toads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= S= Area (Shear): Areq= A= Moment of Inertia (Deflection): Ireq= I= 0.06 IN 0.09 IN = U1198 0.16 IN = L/719 1306 LB 871 LB 2177 LB 0.63 IN 1306 LB 871 LB 2177 LB 0.63 IN 9.33 FT 1.33 FT 9.33 FT 1.00 480 360 280 PLF 174 PLF 13 PLF 467 PLF 875 PSI 170 PSI 1300000 PSI 625 PSI 874 PSI 170 PSI 5078 FT -LB 1829 LB 69.70 82.73 16.14 52.25 196.78 392.96 N3 N3 N2 N2 N4 N4 a Multi- Loaded Beam[ 2003 International Building Code (01 NDS) ] Ver: 6.00 By: Architects Northwest , Architects Northwest on: 09-11 -2006 Project: M2960A3FT -2 - Location: UFB09 FAMILY WINDOW Summary: 5.5 IN x 9.5 IN x 9.33 FT /#2 - Douglas Fir -Larch - Dry Use Section Adequate By: 18.7% Controlling Factor: Section Modulus / Depth Required 8.72 In LOADING DIAGRAM A Center Sp = 9.33 ft Reactions Live Load Dead Load Total Load Uplift Load A 1306 Lb 871 Lb 2177 Lb 581 Lb B 1306 Lb 871 Lb 2177 Lb 581 Lb Center Span Uniform Loading Live Load Dead Load Self Weight Total Load W 280 Plf 174 Plf 13 Plf 467 Plf l I EXPIRES 12/02/06 I THOMAS J. PITZER, PE PITZER & ASSOCIATES Structural Engineers 2722 Colby Ave, Suite 722 Everett, WA, 98201 Office: (425)308 -8070 Fax: (425)258 -3292 STRUCTURAL CALCULATIONS FOR: Architects NW Plan M2960A3FT -2 (2) Story Lateral Analysis FILE copy, NOT VALID WITHOUT A WET SIGNATURE RECEIVED CITY OFTl1K' ^'4 A FEB 0 5 2001 PERMIT CENT - � VIED FOR E `\ ODE COMpIpNC C APPROVED Mgt 1 g 2001 Eng TJP 2 Desc. Original Contract 0 T:r1+----173S Lateral Analysis by: 7/26/2006 Dead Load ive Load PITZER & ASSOCIATES STRUCTURAL ENGINEERS 2722 Colby Avenue, Suite 722 Lall 111 Everett, WA 98201 Office: (425)308 -8070 Fax: (425)258 -3292 arzwalcamswa tommyt42kQbotmail.com 1.0 General Wind & Seismic Design Criteria Governing Code 2003 INTERNATIONAL BUILDING CODE (IBC). All references in the right margin are 2003 IBC unless specifically noted otherwise.[Page numbers] Scope of Project A lateral analysis and design of a two story Single Family Residence in the City of Tukwila, WA. Design Criteria Roof Floors Snow Walls Snow Load Reduction: Snow Load Reduction Wind Design Criteria Basic Wind Speed Wind Exposure Category Wind Importance Factor I Design Method Used Seismic Design Criteria Seismic Use Group Seismic Importance Factor Seismic Design Category Site Class Short Period Acceleration 1- Second Acceleration 3SL Version 6.2 I S S Seismic Force Resisting System Response Modification Factor R Deflection Amplification Factor C Method Used 2003 IBC Section 1605.3.1 [p. 273] 85 MPH 1609.3 [284] B 1609.4 [290] 1.00 1604.5 [272] Simplified 1616.2 [326] 1.00 T 1604.5 [272] "D" 1616.3 [326] T 1615.1.1 [322] 127 F 1615(1) [304] 0.43 F 1615(2) [304] 1. K. F 1617.6.2 [334] 6.5 F 1617.6.2 [334] 4 F 1617.6.2 [334] Simplified Client: Project: P&A#: Calculated By: Architects Northwest Plan M2960A3FT -2 06 -282 Tom Pitzer, PE Pitzer & Associates 06 -282 2SL 5 GL IBC ver1.1.xmcd 7/26/2006 2.0 Table of Contents 1.0 General Wind & Seismic Design Criteria 2.0 Table of Contents 3.0 Wind Analysis 4.0 Wind Shear Forces and Uplift Forces 5.0 General Seismic Design Criteria 6.0 Seismic Analysis 7.0 Shear Walls in the Front to Back Direction 8.0 Shear Walls in the Left to Right Direction 9.0 Rho Calculations 10.0 Overturning Moment Sample Calculation 11.0 Overturning in the Front to Back Direction 12.0 Overturning in the Left to Right Direction 13.0 Shear Wall Load Summary 14.0 Hold Down/Shear Wall Schedules/Shear Flow /Connection Schedules 15.0 Horizontal Diaphragm 16.0 Seismic Check 17.0 Height to Width Aspect Ratio 18.0 Alternative Basic Load Combinations 3SL Version 6.2 Page 2 Pitzer & Associates 3.0 Wind Analysis Basic Wind Speed (MPH), 0 0 Wind Exposure Category (WEC), Wind Exposure, enter. (1)- exposure "B ", (2)- exposure "C ", (3)- exposure "D" Mean Roof Height (MRH), Pnet = 7i•I wpnet30 Roof Pitch 8:12 Wind Importance: 3SL Version 6.2 BWS 85 c. - (Equation 16- 34)[p. 2921 Roof Rise enter. (1)- Flat, (2)- 2, (3)- 3, (4), 4, (5) 6, (6), 7 to 12 2003 IBC Simple Wind Pressures ZoneE = 5.00 psf ZoneF = —7.8 psf ZoneG = 4.3 psf Height & Exposure Adjustment Coefficient X Adjustment Factor Wind Importance Factor 2003 IBC Table 1604.5 [p.272] 06 2SL 5 GL IBC verl.1.xmcd 2003 IBC Table 1609.2.1(1) [p. 3321 Simplified Wind Design Pressures (Main Wind Force Resisting System) ps30 (Exposure B at h = 30 feet with Iw= 1.0)(psf) ZoneA = 12.9 psf ZoneB = 8.8psf ZoneC = 10.2 psf ZoneD = 7 psf ZoneH = — 6.7psf �D = 42•i := 18-ft The smaller of: 10% of least horizontal dimension al = .1 •LHD al = 4.2 ft Controls 0.4h a2: =.4•h a2 =7.2ft But not less than: 4% of least horizontal dimension a3:= .04-LHD a3 = 2 ft Design Wind Pressures 2003 IBC Table 1604.5[p.2721 Simplified Wind Design Pressures - combined windward & leeward pressures over projected area: PA:= X•I PE:= X•I PB:= X•I PF:= b•I PC:= X•I PG := X•I PD:= X•Iw•ZoneD PH X. IvrZoneH Least Horizontal Dimension, (LHD) 2003 IBC Figure 1609.6.2.1 [p.292] Footnote 10 3 feet a4 3 ft 2•al= 8 ft 2003 IBC Table 1609.6.2.1(4) [p, 2971 7/26/2006 Page 3 Pitzer & Associates 06-282 2SL 5 GL IBC ver1.1.xmcd 7/26/2006 0 3.0 Wind Analysis (cont.) Controlling Load Combination for Wind Loads D +L +(cwW) Equation 16-14 [274] Load Duration Factor, C for Wind Loads yDS Section 2.3.2[9] CD 1.6 Diaphragm Sail Areas Roof Diaphragm: Front/Rear Direction (Longitudinal) Vertical rf. fir: 416.ft2 416•ft2 02 -ft 281 -ft stir: 702.ft 2 Upper Floor Diaphragm: Front/Rear Direction Horizontal 52.112 oCC:= 247•ft 2 2 Shear Calculations Total Base Shear Uplift Forces: Total Uplift Opposing Dead Load 3SL Version 6.2 Side /Side Direction (Transverse) Horizontal Vertical Side /Side Direction Horizontal 4.0 Wind Shear Forces and Uplift Calculations Shear Forces: Shear Forces Front/Back Direction Roof Diaphragm Vr,fr = 59801b 2nd Floor Diaphragm Vf,fr = 29901b 2nd Floor Diaphragm Total Base Shear Total Uplift Shear Forces Side /Side Direction Roof Diaphragm Opposing Dead Load Vr.ss = 82941b Vf.ss = 66691b Page 4 Pitzer & Associates 06 -282 2SL 5 GL IBC ver1.1.xmcd 5.0 General Seismic Design Criteria Mapped Maximum Considered Earthquake Spectral Acceleration SS := 1.27 Figure 1615(1) [304] S1:= .43 Figure 1615(2) [306] Site Class D. (Assumed) Fa := 1.0 Table 1615.1.2(1) [322] Fv := 1.6 Table 1615.1.2(2) [322] S = F *S Equation 16-38 [322] SMS := Fa•SS SMS = 1.27 S = F Equation 16 [322] SM1 := FvS1 SM1 = 0.69 Design Spectral Response Acceleration Parameters SDS = ( . }SMS 2/3*S Equation 16-40 [322] SDS = SDS = 0.847 Equation 16-41 [322] S = r 2/3 * SM1 SD1 := 13 I•SM1 SD1 = 0.459 3SL Version 6.2 7/26/2006 Page 5 Pitzer & Associates 6.0 Seismic Analysis Building Properties: Area of the Roof in Square Feet Area of the Upper Floor in Square Feet Area of Low Roof into Upper Floor Diaphragm in Square Feet Ground Floor area in Square Feet Calculate Building Masses: Mass of High Roof and Tributary Walls Mr:= (ArRD) + ( Mass of Floor,Roof into Diaphragm,Walls Mf := (Af).FDL + Ai1 RD + (H1 + H2)- 0.5•(L1b+ L2b) Mass of Entire Building Mt:= Mr+ Mf VB = 133211b 3SL Version 6.2 2003 IBC Table 1617.6.2 [334] 2003 IBC 1617.5.1 [331] Seismic Base Shear, V Equation 16 -56 [3311 VB 1.2•SDs.Il R J Mt 06 -282 2SL 5 GL IBC ver1.1.xmcd 7/26/2006 Vertical Distribution of Seismic Shear Forces: 2003 IBC 1617.5.2EQ. 16 57[p.332] Check following calculations; if Ft is equal to VB then OK Roof Diaphragm (1.2.SDs.1) Fr Mr C 1.2•SDs. Floor Diaphragm Ff := R Mf Total Base Shear Ft := Fr+ Ff Fr= 6328 Ff = 6993 Ft = 133211b Height of Rim Joist and /or pony wall Height of Second Story Walls Height of First Story Walls average Length of Wall on the Second Floor Length of Wall on the First Floor Mr = 404851b Mf = 447401b Mt = 85225 Page 6 Pitzer & Associates 06 -282 2SL 5 GL IBC ver1.1.xmcd 7/26/2006 6.0 Controlling Seismic Load Combinations D +L +S +E/1.4 Load Duration Factor, C for Seismic Loads CD := 1.6 Seismic Load, E E= pQe +0.2S Equation 16 -50 [329] Check Redundancy; Assume p =1.5 initially, calculate V of walls, then find actual p. p•Fr Er :_ — 1.4 Er = 6328 Ib Maximum Seismic Load, E Section 16 - [329] f2o := 3 Emr flo•Fr 3SL Version 6.2 NDS Section 2.3.2 [9] Section 16 -[329J p.Ff Ef:= — 1.4 Ef = 6993 Ib Emf:= flo•Ff Emr = 18984 lb Emf= 20980 Ib Equation 16-17 [274] Section 16 -[329] Section 16 -[329] p = 1.4 Summary of Lateral Forces Seismic ( Either Direction) Wind (Front/Rear) Wind (Side /Side) Er = 63281b Vr = 59801b Vr.ss = 82941b Ef = 6993 Vffr = 29901b Vfss = 66691b ET := Er + Ef ET= 13321 Ib VT.fr = 89701b VT.ss = 14963 Ib no := 3 Page 7 Pitzer & Associates CI 7.0 Shear Wall Design in the Front to Rear Direction Shear Walls Second Floor: Earthquake distr.: Wind distribution: Calculate Lateral Forces for earthquake: Calculate Lateral Forces for wind: Shear per linear foot: 3SL Version 6.2 Vile := Er.TVV1.2e = 31641b V1.2w := Vr.fr TW1.2w V1.2w = 29901b vr1.2 = 3164 ie vT2.2 = 0 v1 v12 := L1.2 v1.2= ft 79- v22:= Wall Line - (2.2) Wall Line - (3.2) Wall Line - (4.2) Wall Line - (5.2) L 32:= 343-ft 300 I 34% 30 2 V3.2e := Er•TW3.2e V3.2e = 3164Ib V4.2e = 0 lb V2.2w := Vr.fr1W2.2w V3.2w := Vr.frIW3.2w V4.2w := Vr.fr V5.2w := Vr.fr-TW5.2w V3.2w = 29901b V4.2w = 0 lb V5.2w = 0 lb V2.2e := Er•TVV2.2e V2.2e = 0 lb V2.2w = 0 lb Controls.' 2 = "Seismic Controls2.2 = "Wind" Controls3.2 = "Seismic Controls4.2 = "Wind" Controls5.2 = "Wind" vr2.2 L2.2 lb v2.2 = 0 - ft 06-282 2SL 5 GL IBC ver1.1.xmcd vr3.2 = 31641b \n4.2=0 VT3.2 v32:= L3.2 v32 = 92- ft v42 :- L42 ,‘ lb v4.2 = - ft V4.2e := Ex•TVV4.2e VT4.2 VT5.2 = 0 VT5.2 v52:- L5.2 „ lb V52 ft 7/26/2006 V5.2e := ErM/V5.2e V5.2e = 0 lb Page 8 Pitzer & Associates 13 7.0 Shear Wall Design in the Front to Rear Direction (cont) Shear Walls First Floor: Wall Line - (1.1) Wall Line - (2.1) Wall Line - (3.1) Wall Line - (4.1) Wall Line - (5.1) 31 := 30-ft Earthquake distr.: 1 to 250 2l , rW31e 5 0 Wind distribution: Calculate Lateral Forces for earthquake: Calculate Lateral Forces for wind: Shear per linear foot 3SL Version 6.2 Vi le 7W1 .1e Vile = 1748 06-282 2SL 5 GL IBC ver1.1.xrncd 2.1%4747,30Q IW91w := .250 Vale := Ef•TW2.1e V3.1e = Ef•TW3.1e V2.1e = 34971b V3.1e = 1748Ib V4.1e EfTW4.1e V5.1e Ef•TW5.1e V4.1e =01b V5.1e =01b 7/26/2006 V1.1w := Vf.fr•TW1.1w V2.1w = Vf.fr•TW2.1w V3.1w := Vffr•TW3.1w V4.1w:= Vf.fr•TW4.1w V5.1w := Vf.fr•TW5.1w V1.1w = 7481b V2.1w = 1495Ib V3.1w= 748 1b V4.1w =0lb V5.1w =01b Controlsi • 1 = "Seismic" ControlsY = "Seismic Controls3 = "Seismic Controls4 = "Wind" Controls5 = "Wind" VT1.1 = 4912 Ib VT2.1 = 3497 Ib Vr3 = 4912 Ib VT4.1 = 0 VT5.1 = 0 VT1.1 VT2.1 VT3.1 VT4.1 VT5.1 v1.1 v2.1 v3.1 v4.1 v5.1 L1.1 L2.1 L31 L4.1 L5.1 lb v1.1 = 110t V2 = 961 v3. =164 V4.1 =0 V5.1 =0 ft it - ft ft ft Page 9 Pitzer & Associates Calculate Lateral Forces for wind: 8.0 Shear Wall Design in the Left to Right Direction Shear Walls Second Floor: Earthquake distr.. Wind distribution: Shear per linear foot: 3SL Version 6.2 Wall Line - (A.2) 00 0 Calculate VA.2e := Ef•TWA,2e Lateral Forces for earthquake: VA.2 = 34971b VA.2w = 3335 Wall Line - (B.2) VB.2e Ef•TWB.2e VB.2 = 0 Ib VA.2w Vf.ss•TWA.2w VB.2w Vf.ss•TWB.2w VC.2w Vf.ss•TWC.2w VD.2w Vf.ss•TWD.2w VB,2w = O Ib ControlsA2 = "Seismic ControlsB2 = "Wind" ControlsC = "Wind" ControlsD,2 = "Seismic ControlsE.2 = "Wind" VTA.2 = 3497 Ib VTB.2 = 0 VTC.2 = 0 VTA.2 vA.2 LA.2 lb vA.2 = 167 VTB.2 vB.2 LB.2 Ib vB.2 =O 06 -282 2SL 5 GL IBC verl.1.xmcd 7/26/2006 Ib vC.2 =0 Wall Line - (C.2) VTC.2 vC.2 LC.2 VC.2e Ef•TWC.2e VC.2e = 0 Ib VC2w = O lb VTD.2 vD.2 LD.2 vD.2 =167ft Wall Line - (D.2) VD.2e Ef•TWD.2e V0.2 = 34971b VD.2w = 33351b VTD.2 = 3497 Ib VTE.2 = 0 VTE.2 vE.2 LE.2 Ib vE.2 =O ft Wall Line - (E.2) VE.2e Ef•TVVE.2e VE.2e = 0 l VE.2w Vf.ss•TWE.2w VE.2w = 0 Ib Page 10 Pitzer & Associates Earthquake distr.: Wind distribution: Calculate Lateral Forces for earthquake: 8.0 Shear Wall Design in the Left to Right Direction (cont.) Shear Walls First Floor: Wall Line - (A.1) .75 Calculate Lateral Forces for wind: 0 Shear per linear foot: 3SL Version 6.2 0 A 1w 13 0 VA.1e:= Ef•TWA.1e VA.1e = 9091b VA.1w Vf.ss•TWA.1w VA 8671b VTA.1 vA.1 LA.1 vA.1 = 299 ft Wall Line - (B.1) VB.1e Ef•TWB.1e VB.1e = 22031b VB.1w = 2101 Ib VTA.1 = 4406 Ib VTB.1 = 2203 Ib VTB.1 vB.1 = L B .1 vB.1 = 232 Lb 06-282 2SL 5 GL IBC ver1.1.xrncd Wall Line - (C.1) = 9.25 -ft C1e: =.370 L C 1w ,370 VC.1e Ef•TWc.1e V C. 1 e = 25871b VB.1w := Vf.ss•TWB.1w VC.1w Vf.ss•TWC.1w vc.iw = 24681b Wall Line - (D.1) VD.1e Ef•TWD.1e VD,1e= 12941b VD.1w Vf.ss•TWD.1w VD.1 = 12341b VE.1e := Ef•TWE.1e VE.1e = OIb VE.1w= OIb ControlsA,1 = "Seismic ControlsB,1 = "Seismic ControlsC,1 = "Seismic ControlsD.1 = "Seismic ControlsE.1 = "Wind" VTC.1 = 25871b VTC.1 V C.1 LC.1 vC.1 = 280 ft VTp,1 = 4790 Ib VTE.1 = 0 VTD.1 V D.1 LD.1 vD.1 = 479 ft VT E.1 vE.1= LE.1 Ib vE.1 =o 7/26/2006 Wall Line - (E.1) VE.1w Vf.ss•TWE.1w Page 11 Pitzer & Associates 06 -282 2SL 5 GL IBC verl.1.xmcd 7/26/2006 0 9.0 Shear Wall Rho Calculations Shear Walls Second Floor F /B: Wall Line - (1.2) Wall Line - (2.2) r1.2= V1.2e 10 L1.2 Ff 20.ft P1.2: = r1 .24 A ft P1.2 = -1.9 Wall Line - (A.2) 3SL Version 6.2 1 2.2 P2.2:= 2 P2.2 =1 Shear Walls Second Floor S /S: PA.1 = 1 PB.1 = 0.7 V2 10 L2.2 Ff 20•ft r2.2•.i Ab•ft VA.2e + VA.1e VB.2e + VB.1e 10 10 LA.1 LB.1 rA.1 Ff B.1 = Ff 20•ft 20.ft PA.1 := 2 - PB := 2 rm. Ab•ft B.1 • J Ab•ft Pmax= 1.4 Wall Line - (3.2) V3.2e 10 L3.2 r3.2 P3.2 := 2 P3.2 = -1.4 rC.1 PC.1 : =2 - PC.1 = 0.9 Ff 20.ft 13.2 J Ab•ft 2 V1.2e +V1.1e 10 V2 + V2 . 1e 10 V3.2e +V3 10 V4.2e +V4 10 L1.1 L2.1 L3.1 L4.1 Ff r2.1:= Ff r3.1 Ff r4.1 Ff Wall Line - (B.2) Wall Line - (C.2) Ff 20•ft rc.1•J Ab•ft Use P= 1.4 Wall Line - (4.2) Wall Line - (5.2) V4.2e 10 L4.2 r4.2 Ff P4.2 := 2 PD.1 = 1.4 20•ft r4.2 y A b•ft 2 P4.2 =1 P5.2 =1 20•ft PD.1 : = rD.1 • J Ab•ft r5.1 V5.2e 10 L5.2 r5.2:- Ff 20.ft P5.2:- 2 Shear Walls First Floor F /B: Wall Line - (1.1) Wall Line - (2.1) Wall Line - (3.1) Wall Line - (4.1) WaII Line - (5.1) V5.2e + V5.1e 10 L5.1 Ff r5.2- b• ! Aft 20.ft 20•ft 20.ft 20•ft 20•ft P1.1 : = 2- P2.1 : = P3.1 : = P4.1 : = P5.1. - 2 r1.1 JAb r2.14 Abft r3.1 JAbft r4.1•JAb•ft r5.1•• 2 P1.1= -0.8 P2.1 = - 1.2 P3.1 = 0. P4.1 = 1 P5.1 =1 Wall Line - (D.2) Wall Line - (E.2) VA.2e 10 VB.2e 10 VC.2e 10 10 VD.2e VE.2e 10 LA.2 LB.2 LC.2 LD.2 LE.2 rA.2 = Ff B.2 Ff rC.2 Ff rD.2: Ff rE.2 Ff 20•ft 201 20•ft 20•ft 20•ft PA.2 : = 2- PB.2: = PC.2 : = PD.2: = PE.2 : = rA.2•JAb•ft rB.2• Ab•ft rC.2•.: A rD.2•JAb•ft rE.2••{ Ab.ft PA.2 = PB.2 =1 PC.2 =1 PD.2 = PE.2 =I Shear Walls First Floor S /S: Wall Line - (A.1) Wall Line - (B.1) Wall Line - (C.1) Wall Line - (D.1) Wall Line - (E.1) VC.2e + VC.1e 10 VD.2e +VD 10 VE.2e +VE 10 LC.1 LD.1 LE.1 rD.1 = Ff rE.1 .-- Ff PEA = PE.1 = 20.ft 2 rE.1• Ab•ft Page 12 Pitzer & Associates 06-282 2SL 5 GL IBC verl.1.xmcd 10.0 Overturning Force Sample Calculation The following example illustrates the calculations used to determine the overturning forces imposed on a shear wall under design forces. The shortest individual panel length on a grid line. Resistance to the applied design force comes from the dead Toad tributary to the wall. The following variables define the tributary width of the Roof and Floor loads that act at this level. Dead loads from the level above are neglected as they were already considered in the calculations for the wall above. The tension from the wall above is added directly to the tension of the wall being calculated. The level at which the design force is applied (top plate) was defined previously for the seismic mass. In the event that the plate height varies through sections of any given level, the height can be redefined to reflect the actual condition. Hmots := H1 Height of Wall Hmots = 9.1 ft ' 3SL Version 6.2 In order for a wall section to experience uplift, adjacent walls must be lifted as well. Assuming a 45 degree angle of failure from the top plate, extending away from the shear panel, the equivalent length of wall to be lifted is assumed to be one half the height of the wall. We refer to this as the Uplift Section. Hmots L .- 2 TWallUne.1 The design force applied at the top plate of the shear wall is of interest. This is calculated as the unit force (plf) in the wall multiplied by its length, representing the design force applied. lb vWallLine.1 := 250. v:= vWaIlLine.1 •ws V = 1250 Ib Tributary Width of Roof supported by the wall Tributary Width of Floor supported by the wall Tributary Width of Roof supported by the uplift section 7.t Tributary Width of Floor supported by the uplift section Length of wall resisting uplift during overturning Lo = 4.6 ft The dead load of the wall consists of contributions from the roof, floor, and wall. W = (Hmots•ws•WDL) + (Tfs•ws•FDL) + (Trs•ws•RD) w= 12391b The dead Toad of the uplift section also consists of contributions from the roof, floor, and wall. P := (Lo•Tr2s•RD) + (Lo•Hmots•WDL) + (Lo•Tf2s•FDL) An overturning moment is calculated by summing all forces about the compression comer of the shear panel. The result is the tension force required to resist uplift. Note the tension that is applied from the wall above. Top story wall calculations do not have an overturning tension from above. [M•Hmots + TWaIILine.2•ws] — 0.67. ws •W — 0.67•P•w ws P = 11271b 2003 IBC Section 1604.4 [271] TWallUne.1 = 1200 lb 7/26/2006 Although not shown on the following pages, these same equations follow each set of data for each wall. They were placed in a minimized area of the calculations to shorten the calculation package, note the arrow and text "Overturning Calculations ". At each of these locations, calculations (as above) are performed. Page 13 Pitzer & Associates a a a D 0 u a a 0 11.0 Overturning Force in the Front to Rear Direction OVERTURNING FIB - Second Floor Tributary Area of: Line Width Lenath Wall Ht Roof Roof Adi Floor 1.2 Overtuming Calculations 2.2 2' 0 .ff L2.2 = 0 Hmot := H2 Overturning Calculations 3.2 W32 6.ft L3.2 = 34.5 ft Hmot := H2 Overtuming Calculations 4.2 Overturning Calculations 5.2 Overturning Calculations OVERTURNING FIB - First Floor Line Width Lenath 1.1 1 i t_44-ft L1.1= 44.5 ft Hmot:= H1 Overturning Calculations 2 . 1 ; 2.1:= L2.1= 36.5 ft Hmot Hi Overturning Calculations 3.1M+31 = 341 L3 = 30 ft 5.1 Overturning Calculations 4.1 � ir4j 0ft 4.1 =0 Overturning Calculations Overturning Calculations 3SL Version 6.2 L1,2 = 40ft Hmot : =H2 L42 = 0 Hmot = H2 L52 = 0 Hmot := H2 I i= =0 -8 L5.1 =0 Hmot:= H1 Hmot = H1 H r= H1 fr O.ft 06-282 2SL 5 GL IBC ver1.1.x ncd 7/26/2006 4 7 54t 7r2 r1 Wall Ht Roof Roof Adi Floor fit •r =Oft Tributary Area of: O ;ft Oft Ff= ft Floor Adi Uplift Force Floor Adi Uplift Force Page 14 Pitzer & Associates a a 0 0 0 0 12.0 Overturning Force in the Left to Right Direction OVERTURNING UR - Second Floor Line Width Length Wall Ht Roof Roof Ad* Floor Floor Ad' Uplift Force A2A 5.5ft LA2= 21ft Overturning Calculations E.2 B.2 [way= 0-ft LB.2 = 0 Overturning Calculations D.2 .LD2 = 21 ft Overturning Calculations Overturning Calculations Overturning Calculations B.1 9.5 LB 1 = 9.5 ft Overtuming Calculations Overturning Calculations D.1 WD1 = 3ft Lc - 10 ft Overturning Calculations EA WE1 ,1= 0.ft LE 1 = 0 Overturning Calculations 3SL Version 6.2 Hmot := H2 Hmot := H2 C.2 Fc72 := Lc2 0 Hmot := H2 Overturning Calculations Hmot := H2 1)-ft LE.2 =0 Hmot := H2 OVERTURNING UR - First Floor A.1 EA . 7.1 33 LA = 14.8 ft Hmot Hmot := HI Hmot := H1 Hmot H1 06-282 2SL 5 GL IBC ver1.1.xmcd 7/26/2006 r : - ft Tributary Area of: Tri:= 1ft r 2 T := 0.ft 0•ft E r2 r2::- •77,71 f f:= 0-ft Tributary Area of: Line Width Length Wall Ht Roof Roof Ad' Floor r2:= -ft MVVVVVV Et2.* i= 7-ft C.1 C.1 := 3-7 LC.1 = 9.3 ft Hmot:= EL- 0.ft r2 := 0 f s:. 3.ft 0•ft Tr2:= 3-ft E ris:= 0-1 0-ft Floor Ad' Uplift Force A1 f=-• Page 15 Pitzer & Associates 13.0 Shear Wall Load Summary 2nd FI - FIR Line Total Shear Length (1.2) VT = 31641b I-1.2= 40 ft (2.2) V1'2.2 = 0 Ib L2.2 = 0 (3.2) VT3.2 = 31641b L3.2 = 34.5 ft (4.2) VT4 = 01b L4 = 0 (5.2) VT5.2 = OIb L5.2 = 0 1st Fl - FIR Line Total Shear (1.1) VT1.1 = 49121b (2.1) VT2.1 = 34971b (3.1) VT3.1 = 4912 (4.1) VT4.1 = O Ib (5.1) VT5.1 = O Ib 2nd FI - S/S Line Total Shear (A.2) VTA.2 = 34971b (B.2) VTB.2 = 0 Ib (C.2) VTC.2 = O lb (D.2) vrD.2 = 34971b (E.2) VTE.2 = 01b 1st FI -S /S Line Total Shear (A.1) VTA = 44061b (B.1) VTB.1 = 2203 Ib (C.1) VTC.1 = 25871b (D.1) vTD.1 = 4790 Ib (E.1) VTE.1 = 0 3SL Version 6.2 Length L1.1 =44.5 L2.1 = 36.5 ft L3.1 = 30 ft I 0 L5.1 = 0 Length LA.2 = 21 ft LB.2 =0 LC.2 = 0 LD,2 = 21 ft LE.2 =0 06-282 2SL 5 GL IBC ver1.1.xmcd 7/26/2006 Shear Der foot v1.2 = 79p1f v2.2 = 0 pif v3.2 = 92 p1f v4.2 = 0 pIf v5.2 = 0 pif Shear Der foot v1.1= 110pif v2.1 = 96 p1f v3.1 = 164 pff v4.1 = O pIf v5.1 = O pIf Shear per fool Call-Out Call-Out SW-1 Ro1.2 = "S" Ro2.2 = "w" SW -1 Ro3.2 = "S" Ro4.2 = "w" Ro5.2 = "w" Call -Out SW -1 SW -1 SW -1 Ro1.1 = "S" Ro2.1 = "S" Ro3.1 = "S" Ro4.1 ="w" Ro5.1 = "w" VA.2 = 167 Of RoA.2 = ,.5.. vB.2 = 0 pif R = ..w.. vC.2 = 0 IX' RoC.2 = "w" vD.2 = 167 p1f SW -1 RoD.2 = ..5.. vE.2 = 0 pif R = "W" Length Shear per foot Call -Out Uplift Force T1.2 = - 195 1b T2.2 = 0 T3.2 = 107 Ib T4.2 = T5.2 = 0 Uplift Force T1.1 = - 1706 Ib T2.1 = - 133 Ib T3.1 = 659 Ib T4.1 = 0 T5.1 = 0 Uplift Force TA.2 = 712 TB.2 = 0 TC.2 =0 TD,2 = 944 Ib TE.2 = 0 Uplift Force LA.1 = 14.8 ft vA = 299pif SW-3 Ro = "S" TA,1 = 2733 Ib LB.1 = 9.5 ft vim = 232 p1f SW -1 Rog.1 = "S" TB.1 = 1131 Ib LC.1 = 9.3 ft vC = 280 pIf SW -2 RoC.1 = "S�� TC.1 = 1856 Ib Lai = 10 ft vD .1 = 479p SW-6 RoD.1 = "S TD.1 = 4561 Ib LEA = 0 vE. = 0 pIf RoE.1 = ..w.. TEA = 0 Call -Out N /A; T < 1000# N/A;T <1000# Call -Out N /A; T < 1000# N /A; T < 1000# N /A; T < 1000# Call -Out NIA; T < 1000# T -1 Call -Out T -2 T -2 T -2 T -3 Page 16 Pitzer & Associates 14.0 Shear Wall & Hold Down Schedules Shear Wall Requirements - Hem Fir values SW -1 Use 7/16" CDX w/ 8d © 6" Edge 8d @ 12" Field Capacity: S-(242 plf) W -(339 plf) Holddown Requirements T -1 T -2 MSTC40 w/ (28)- 16d sinkers Capacity = 2420# Shear Flow Connectors Capacity (Hem -Fir) 16d Nails. 16d Slant Nails (v <150) Simpson A35 Clip Simpson H1 Truss Connector Simpson DTC Clip 1/2" Diameter Anchor Bolts (2x) 5/8" Diameter Anchor Bolts (2x) 5/8" Diameter Anchor Bolts (3x) Connector Spacing: Shear Walls 1 2 3 4 5 6 7 ( 8 5 4 3 3 2 2' 6 4 4 3 2 2 1 22 15 13 10 8 6 5 21 15 12 9 7 6 5 6 4 3 2 2 2 1 38 26 21 16 13 11 8 55 38 31 24 19 16 12 X 69 48 39 30 23 19 15 3SL Version 6.2 Z= SW -2 Use 7/16" CDX w/ 8d @ 4" Edge 8d @ 12" Field Capacity: S-(349 plf) W- (489 plf) STHD14 /STHD14RJ w/ (38)- 16d sinkers 6" stem wall Capacity: 4295# SW -3 Use 15/32" CDX w/ 10d @ 4" Edge 10d © 12" Field Capacity: S-(428 p11) W-(599 plf) T -3 HDQ8 -SDS3 w/ (20)- SDS 1 /4"x 3" screws (2)- studs min SSTB28 w/ 25" min embed Capacity = 7210# 128•It 0-lb 430-lb =1t 7584b 106. lb 86-lb in 06-282 2SL 5 GL IBC verl.1.xmcd SW - 4 Use 15/32" CDX w/ 10d @ 3" Edge 10d @ 12" Field Capacity: S -(558 plf) W -(781 plf) 16d nails 16d slant nails A35 Clips H1 Clips DTC Clips 1/2" Anchor Bolts (2x) 5/8" Anchor Bolts (2x) 5/8" Anchor Bolts (3x) SW -5 Use 15/32" CDX w/ 10d @ 2" Edge 10d © 12" Field Capacity: S-(716 plf) W -(1003 plf) Shear Wall Capacity SW -6 Use 15/32" CDX Both Sides w/ 10d @ 4" Edge 10d @ 12" Field Capacity S-(856 plf) W -(1198 plf) SW -7 7/26/2006 Use 15/32" CDX Both Sides w/ 10d @ 3" Edge 10d @ 12" Field Capacity: S -(1116 plf) W -(1562 plf) Page 17 Pitzer & Associates 15.0 Horizontal Diaphragms Roof Diaphragm For the Roof Sheathing shown, calculate the minimum depth of the diaphragm: CapUFL 280 pif 1/2" OSB (48/24) Flooring w/ 8d Nails at 6" O.C. Edges 8d Nails at 12" O.C. Field "Any Case" HF #2 2,80 pif 3/4" OSB (48/24) Flooring w/ 10d Nails at 6" O.C. Edges 10d Nails at 12" O.C. Field "Any Case" HF #2 3SL Version 6.2 Wall Line (1.2) (2.2) (3.2) (4.2) (5.2) Wall Line (1.1) (2.1) (3.1) (4.1) (5.1) Front / Rear 06 - 282 2SL 5 GL IBC ver1.1.xrncd Minimum Depth _ V1.2 D1.2 CapUFL V2.2 02 CapUFL V3.2 D3.2 CapUFL V4.2 D4.2 CapUFL V5.2 052 CapUFL Main Floor Diaphragm For the Floor Sheathing shown, calculate the minimum depth of the diaphragm: Front / Rear Minimum Depth _ V1.1 D1 CapLFL V2.1 02.1 _ CapLFL V3.1 D3.1 CapLFL V4.1 D4 CapLFL V5.1 _ D5.1 CapLFL 01.2 =11.3ft 0 2.2 =0 D3.2 = 11.3 ft D4.2 = 0 D5.2 = 0 D1.1 = 6.2 ft D2.1 =12.5ft D3,1 = 6.2 ft D4.1 = 0 D5.1 = 0 Wall Line Side/Side VA.2 (A.2) DA.2 := CapUFL (C.2) (E.2) DC. Minimum Depth VB.2 (B.2) DB.2 := CapUFL DB.2 = 0 Wall Line (A.1) (B.1) (C.1) (0.1) (E.1) VC.2 VD.2 (D.2) DD.2 CapUFL DE.2 CapUFL DA.2 = 12.5 ft CapUFL DC.2 = 0 VE.2 Side/Side DD.2 = 12.5 ft DE.2 = 0 Minimum Depth VA.1 DA.1 = CapLFL VB.1 DB.1 . CapLFL VGA DC CapLFL VD.1 DD.1. CapLFL VE.1 DE.1 . _ CapLFL 7/26/2006 DA.1 = 3.2 ft DB.1 = 7.9 ft DC.1 = 9.2 ft DD.1 = 4.6 ft DE.1 =0 Page 18 Pitzer & Associates 06 -282 2SL 5 GL IBC ver1.1.xmcd 7/26/2006 0 16.0 Seismic Check Seismic Shear per linear ft: v1.2e = 79pff v1,1e = 110pif 3SL Version 6.2 v2.2e = Op If v2.1e = 96p1f v3.2e = 920 v4.2e = 0 pff v3.1e= 164p1f v4.1e =0pff v5.2e = 0 pif v5.1 e = 0 pif vA.2e = 167 plf v6.2e = 0 Of VC.2e = 0 plf vD.2e = 167 pit vE.2e = 0 plf vA.1e =299pff vale =232pff vC.1e= 280p1f vD.1e =479pff vE.1e =Opff Page 19 Pitzer & Associates 17.0 Height to Width Aspect Ratio h/w less than 2 is OK; Greater than 3.5 is unacceptable Height of Second Story Walls H2AR = 4.1 ft HZ&i - 2.3 ft 2 3.5 H1AR H1AR = 4.6 ft - 2.6 ft 2 3.5 w h/w 2w /h Vreqd SW H2AR - 0.9 MV := 2.w1.2 MV = 2.222 v1.2e - 36 Ib W1.2:= = I.2 w . H MV ft 1 2 2AR 2.2 H2AR 2 •w2.2 v2.2e ±a2 .2.- w2>2 w2.2 - I MV:= H2AR MV = 0.000 MV = 0 H2AR 2.v/3.2 w3. v3.2e Ib w32 ,. -?3 w3.2 - 1.4 MV := H2AR MV= 1.481 MV = 62 ft 4.2 � yv H2AR 2 •w4.2 v4.2e 4.2 = W4 2 w4.2 - I MV:= H2AR MV = 0.000 MV - 0 Grid Line 1.2 3SL Version 6.2 Height of First Story Walls 06-282 2SL 5 GL IBC ver1.1.xmcd 7/26/2006 5.2e 5.2 5 2 = W5 2 H1AR w�2 - 2 •w1.1 MV:= H�nR v MV = 0.000 MV = 0 Ib 1.1 w1 -z -J 1 =0.2 MV MV = 9.670 situ =11 w1.1 H 1AR MV ft 2.1 pr, " .r HIAR 2w21 H1AR V2. Ib W21 ° w2.1 w2.1 - 2 MV:= MV= 0.989 MV = 97 ft 3.1 - � HIAR 2 w3.1 v3 .1 e Ib a"31 - W3.1 w3.1 - 3 MV:= H 1AR My = 0.659 MV = 248 ft H1AR 2.v/4.1 v4.1e 4.1 •w4.1 w4.1 - MV := MV = 0.000 - 0 k W4.1 H 1AR MV v5.1e H1AR 2.w5.1 5.1 W51';„!5.1 w5.1 -. MV H�np my= 0.000 MV - H2AR 2 WA.2 VA.2e Ib A.2 WA2. - wA.2 - 1.5 MV:= HzAR MV= 1.358 MV - 123 ft B.2 w B 2 =, w13.2 H2AR _ . MV = 2 w6.2 MV = 0.000 v = 0 � , ° WB.2 H2AR MB.2e V C.2 WC.2 - WC 2 H 2AR - MV . - 2 w C_2 MV = 0.00 vC.2e - 0 wC.2 H2AR MV D.2 n . WD 2 : =WD H2AR E.2 WD.2 = 2.7 MV w F1.972 D2 MV = 0.741 vD 2 / e - 225 SW -1 r H2AR 2 w VE.2e wE.2 -'WE 2 wE 2 - ■ MV:= H2AR MV = 0.000 MV = 0 .4 _ a_x� H1AR 2 wA.1 VA.1e Ib A.1 WA.1:= WA; - 2.4 MV := MV = 0.824 - 362 - SW-3 ,.- .,:..., -- wA.1 H1AR MV ft B.1 H1AR 2w8 1 v6.1e lb .1 - 1 MV:= H 1AR wB.1 = 2.088 MV = 111 .. H1AR 2 wC.1 "C.l Ib C.1 wC:1: :---Ave 1 wC.1 - 2.4 MV = H1AR MV= 0.824 MV = 339 ft SW -2 D.1 I H1AR _ 3 MV:= 2 •wD 1 MV= 0.659 VD.1e = 727 - lb SW-6 e „.,y,,,_w, wD.1 H IAR E.1 MV ft 9 .. ° H1AR wD.1 WE.1 VE.1e - MV:= H 1AR MV= 0.000 MV = 0 wE.1 Page 20 Pitzer & Associates 18.0 Alternative Basic Load Combinations D +L +(Lr) D +L +( S ) D +L +( R) D +L +(wW) D +L +(wW) +(S /2) D +L +S +(wW /2) D +L +S +E/1.4 0.9D +E/1.4 Earthquake Load, E E= pQe +0.2S E= pQe-0.2S Max Earthquake Load, Em E= S2 +0.2S E= i2 0.2S Special Seismic Loads 1.2D +f1 *L +Em 0.9D +Em 3SL Version 6.2 EQ 16 -13 EQ 16 -13 EQ 16 -13 EQ 16 -14 EQ 16 -15 EQ 16 -16 EQ 16 -17 EQ 16 -18 EQ 16 -50 EQ 16 -51 EQ 16 -52 EQ 16 -53 EQ 16 -19 EQ 16 -20 06-282 2SL 5 GL IBC ver1.1.xrncd 2003 IBC Section 1605.3.2 [274] D Dead Load Live Load Live Roof Load L S L Snow Load Rain Load Wind Load Live Load Coefficient f1 R W 7/26/2006 Page 21 . LIpcoae Loo ICUp outpm imusGs „„,„„ science fora changing world The input zip -code is 98188. ZIP CODE LOCATION DISTANCE TO NEAREST GRID POINT NEAREST GRID POINT Probabilistic ground motion 10 %PE in 50 yr PGA 31.293449 0.2 sec SA 66.365044 0.3 sec SA 59.725670 1.0 sec SA 20.979300 The input zip -code is . Zip code is zero and we go to the end and stop. • PROJECT INFO: SEISMIC HAZARD: Hazard by Zip Code http: // eqint. cr. usgs. gov /eq- men/cgi- bin/zipcode- 06.cgi 98188 47.4342 Lat 3.9455 kms 47.4 Lat. -122.3 Long. values, in %g, 5 %PE in 50 yr 40.851151 104.852898 91.768822 29.720091 Page 1 of 1 . - 122.2861 Lo at the Nearest 2 %PE in 50 y 55.394939 127.370201 122.026100 43.530849 7/26/2006 foundation plan shear wall schedule main floor hardware glazing ventilation main floor plan architects northwest 2x4 1 4 I • DIAMOND !elk • 6'-S• 14'-0' 2x10 P.1 • 16 O.G. SOFFIT 170014 TO SOT. OP BEAM 2x10 P.1 • 16 ONG. 2' -0' 10'-0' 54' -0 OVERALL 12 Dl. 4x12 Dl'. OmorPED 11 240 P.J. • 16 O.G. WINDOW !.•POS • 96" Art. xIO D.r- 42-0' 2x10 F.J. • DBL. JOISTS 14' -0' 16' O.G. MAT SOURCE: I I -STORY FAMILY N/ REG P.M ADV. SAS r 1 A 1.1 k A 0. 1e1 ., b =T_ ARCHITECTS NORTHWEST 15915 -1eV AVENUE N.E. SUITE 100 WOODINVILLE. WA 96072 ta9RT awR_aorxf FAX (4251 487 -5666 PAYMENT OF USE FEE IS DUE ARCHITECTS THWESi INC. PRIOR TO CONSTRUCTION role EACH STRICTURE BUILT FROM THESE PUNS. THESE PUNS ARE COMMON= N ACCORDANCE MTN FEDERAL STATUTES REPRODUCTION BY ANY METHOD CF AU. 011 PORTIONS CF THESE PLANS Olt VARIATIONS TNDIEOF 11111111.11 WRITTEN PERMISSION FROM AROMTECTS NORTHWEST. INC. • SISCTLY PROHIBITED. THESE DRAWINGS AND PLANS SET PORTH ON 11113 SHEET AS INSTRUMENTS CF WINCE ARE, AND SHALL REMAIN. THE PROPERTY OF field copy elevation MAY 0 7 2007 PERMITCENTER FIELD COPY MAY 18 007 REVIEWED FOR CODE COMPLIANCE APPROVED CORRECTION LTR# Z April 20, 2007 William Green 20901 SE 7 Sanunamish WA 98074 Dear Mr. Green, City of Tuki,vila Steven M Mullet, Mayor Department of Community Development Steve Lancaster, Director RE: CORRECTION LETTER #2 Development Permit Application Number D07 -033 Green Residence, Lot 2 — 4242 S 150 St This letter is to inform you of corrections that must be addressed before your development permit(s) can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Planning Department. At this time the Building, Fire, and Public Works Departments have no comments. Planning Department: Brandon Miles, at 206 431 -3684, if you have questions regarding the attached memo. Please address the attached comments in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) complete sets of revised plans, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at (206) 433 -7165. Sincerely encl File No. D07 -033 R&.M arshall hnician P:Vennifer,Correction Letten\2007\D07 -033 Correction Ltr #2.DOC jem 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 ` J DATE: CONTACT: RE: ADDRESS: ZONING: April 19, 2007 William Green D07 -033 4242 S 150 St LDR PLANNING DIVISION COMMENTS Provide the grade plan from the home site. The Planning Division of DCD has reviewed the above permit application. The application as submitted cannot be approved. 1. Height is measured from the grade plan. Grade Plan is defined as "a reference plan representing the average finished ground level adjoining the building at exterior walls. Where the finished ground level slopes away from the exterior walls, the reference plan shall be established by the lowest points within the area between the building and the lot line or, where the lot is more than six feet from the building, between the building and a point six feet from the building (IBC 502.1)" 2. Clarify if any retaining walls will be utilized on the site. If so, please show them on the site plan. Please note that retaining walls 36 inches in height must meet setbacks. April 3, 2007 William Green 20901 SE 7 Sammamish WA 98074 RE: CORRECTION LETTER #1 Development Permit Application Number D07 -033 Green Residence, Lot 2 — 4242 S 150 St Dear Mr. Green, City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director This letter is to inform you of corrections that must be addressed'before your development permit(s) can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Building and Planning Departments. At this time the Fire and Public Works Departments have no comments. Building Department: Allen Johannessen, at 206 433 -7163, if you have questions regarding the attached memo. Planning Department: Brandon Miles, at 206 431 -3684, if you have questions regarding the attached memo. Please address the attached comments in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) complete sets of revised plans, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenzer service. If you have any questions, please contact me at (206) 433 -7165. Sincerely encl File No. D07 -033 Ak4alk arshall hnician P:Uennifer\Correction Letters \2007\D07 -033 Correction Ltr #1.DOC jem 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 Building Division Review Memo Date: February 7, 2007 Project Name: Green Residence, Lot 2 Permit #: D07 -033 Plan Review: Allen Johannessen, Plans Examiner Tukwila Building Division Allen Johannessen, Plan Examiner The Building Division conducted a plan review on the subject permit application. Please address the following comments in an itemized format with revised plans, specifications and /or other applicable documentation. (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size). (If applicable) Structural Drawings and structural calculations sheets shall be original signed wet stamped, not copied.) 1. Please identify a footing drain or a crawl space water discharge system on the site plan. Show roof drainage system or downspouts. The footing discharge system will generally be separate from the roof drain system. Coordinate any combined discharge systems with the Tukwila Public Works Department. The intent is that groundwater will not accumulate in the basement or crawl space. (IRC R405.1, R408.6) 2. The topographical lines shown on the site plan indicate an approximate slope of about six feet where the new house is to be constructed. However the elevations show the residence positioned on a flat lot Please provide a plan and elevation details to show the foundation design to be consistent with the existing lot slope. Elevations shall show the building height will not exceed height restrictions. (TMC 18.10.060) 3. Please provide at least two sets of structural engineered plan sheets wet stamped and signed by the engineer. Sheets shall be consistent with engineer calculations that were provided by the engineer. Should there be questions concerning the above requirements, contact the Building Division at 206-431- 3670. No further comments at this time. DATE: CONTACT: RE: ADDRESS: ZONING: February 13, 2007 William Green D07 -033 42XX S. 150 Street LDR PLANNING DIVISION COMMENTS The Planning Division of DCD has reviewed the above permit application. Please provide the following in order to verify the height of the proposed house: 1. The proposed finished floor elevation of the first floor. 2. The proposed spot elevations for the corners of the proposed house. Mar Zti U! UZ:4Ip oaran vveignt ARCHITECTS NORTHWEST Architects Northwest, Inc. 18915 142nd Avenue NE Suite 100 Woodinville, WA 98072 City of Tukwila 6300 Southcenter Boulevard Tukwila, Washington 98188 Attn: Jennifer Marshall Permit Techmician Alien Johannessen Plans Examiner Brandon Miles Planning Department P: 425-485-4900 F: 425-487-6585 Toll Free:1- 888 - ARCH -100 Emaik ANWCArchltectsNW.corn Subject: Pederson Homes Application No. 007 -027 Pederson Lot 1-4 — 4246 S. 150 St. In response to your Correction List, dated Feb 8, 2007: 1. Finished floor elevations have been added to the site plan and elevation drawings. 2. Spot elevations have been added to the comers of each house on the site plan. If you have any questions, please call. Sincerely, �.I Architects Northwes l Sarah L. Weight '+ca- rvr -a'•IL N•`) March 26, 2007 PUBLIC WORKS BULLETIN A2 TYPE C FEE ESTIMATE WORKSHEET CITY OF TUKWILA Public Works Department 206 -433 -0179 Type C permit fees are based on the value of the construction work. The City collects an Application Fee when the application is submitted and a Permit Issuance and Inspection fee when the permit is issued. Applicable permits having flat rates are added to the calculated fees and are due when the permit is issued. You may use this form to estimate PW Permit fees. This is an estimate only. Actual fees may vary. If you do not provide contractor bids with your permit application, Public Works will review the cost estimates for reasonableness and may adjust estimates. The permit fee covers the cost for two reviews and two inspections. The permit fee does not include fees for additional reviews, additional inspections, or for revisions to approved plans. These fees are charged separately and must be paid before PW Final Inspection. Refer to Bulletins Al, A4, and A6 for more information. Three activities trigger a Type C permit. They are 1) Construction in the right -of -way, 2) Construction on private property, and 3) Grading. The following information should help you determine if you need a Type C permit. Type C Construction Issued for 180 days for activities in the right -of -way and/or on private property. These activities include sewer, water, surface water, grading, street improvements, boring, culverts, curb cuts, paving, driveways, fences, landscaping, painting/striping, sidewalks, trenching, or utility installation/repair. This Bulletin should not be used as a substitute for codes and regulations. Your project will be reviewed for specific compliance to codes and regulations. Approved 09.25.02 Last Revised 01.18.07 PUBLIC WORKS BULLETIN A2 TYPE C FEE ESTIMATE WORKSHEET CITY OF TUKWILA Public Works Department 206 -433 -0179 Tvpe C Grading Fills in the regulatory floodway shall not be permitted. Per the International Building Code: • A grading permit does not include construction of retaining walls or other structures. • A grading permit is issued for 180 days for all grading operations, except for the listed exemptions: 1. Grading in an isolated, self - contained area, provided there is no danger to the public and that the grading will not adversely affect adjoining properties. 2. Excavation for construction of a structure permitted under this code. 3. Cemetery graves. 4. Refuse disposal sites controlled by other regulations. 5. Excavations for wells or trenches for utilities. 6. Mining, quarrying, excavating, processing or stockpiling rock, sand, gravel, aggregate or clay controlled by other regulations, provided such operations do not affect the lateral support of, or significantly increase stresses in, soil on adjoining properties. 7. Exploratory excavations performed under the direction of a registered civil or geotechnical engineer. Exploratory excavation does not include grading to begin construction of a structure, prior to receiving a permit. This Bulletin should not be used as a substitute for codes and regulations. Your project will be reviewed for specific compliance to codes and regulations. Approved 09.25.02 Last Revised 01.18.07 Approx. Remaining Years Pavement Mitigation Fee 0-1 $0.00 1 -2 (10 %) $1.00 2 - (25 %) $2.50 5 -7 (33 %) $3.30 7 -10 (50 %) $5.00 10-15 (75 %) $7.50 15 -20 (100 %) $10.00 PUBLIC WORKS BULLETIN A3 PAVEMENT MITIGATION AND TRANSPORTATION IMPACT FEES CITY OF TUKWILA Public Works Department 206 -433 -0179 This Bulletin summarizes pavement mitigation fees and transportation impact fees applicable to private development projects within the city. PAVEMENT MITIGATION FEE The City does not allow pavement cuts in pavement that is three years old or newer (TMC 11.04 Recently Improved Street), except by written approval from the Public Works Director. Public Works charges a pavement mitigation fee whenever pavement in the right -of -way is disturbed. The pavement mitigation fee compensates the City for reduced life span due to disturbance of roadway surfaces. The fee is based on the total square footage of impacted pavement and on the remaining life of the existing pavement. The mitigation fee, based on cut limits shown on the permit plan set, is paid when the permit is issued. To estimate the cut area, add two feet to all sides of the expected cut limits before calculating the area. This fee may be adjusted, based on the Inspector's measurement of the actual cut limits. Use the following table to estimate the pavement mitigation fee. Approved 12.31.2005 TRANSPORTATION IMPACT FEE Consistent with the Comprehensive Plan, the Six-year Transportation Plan and the Capital Improvement Plan, the transportation impact fee helps ensure that new development bears its proportionate fair share of transportation facilities necessitated by the new development. The fee applies to any construction, reconstruction, conversion, structural alteration, relocation or enlargement of any structure that requires a building permit and generates any new PM peak hour trips . The transportation impact fee is charged to each development according to an impact fee schedule based on defined zones. The fees are assessed as part of the building permit and are due and payable when the permit is issued. (TMC 9.48 and Ordinance 2111) This Bulletin should not be used as a substitute for codes and regulations. Your project will be reviewed for specific compliance to codes and regulations. 1 Land Uses Measure Unit of Zone 1 Zone 2 Zone 3 Zone 4 Cost per Trip > $1,424.71 $1,345.46 $1,071.73 $807.07 Residential Single Family dwelling $1,361.18 $1,285.46 $1,023.94 $771.08 Multi Family dwelling $826.33 $780.37 $621.60 $468.10 Retirement Community dwelling $291.10 $274.91 $218.98 $164.90 Nursing Home /Convalescent Center bed $215.63 $203.64 $162.21 $122.15 Assisted Living dwelling $183.29 $173.09 $137.88 $103.83 Commercial - Services Drive -in Bank sq ft/GFA $18.98 $17.92 $14.28 $10.75 Walk -in Bank sq ft/GFA $15.32 $14.47 $11.52 $8.68 Day Care Center sq ft/GFA $7.62 $7.20 $5.74 $4.32 Library sq ft/GFA $3.48 $3.29 $2.62 $1.97 Post Office sq ft/GFA $5.30 $5.00 $3.98 $3.00 Hotel /Motel room $908.73 $858.19 $683.59 $514.78 Service Station VFP $3,812.37 $3,600.31 $2,867.84 $2,159.64 Service Station /Minimart VFP $2,627.55 $2,481.40 $1,976.56 $1,488.46 Service Station /Minimart/Car Wash VFP $3,885.36 $3,669.24 $2,922.74 $2,200.99 Carwash (Self -Serve) Stall $2,318.66 $2,189.69 $1,744.20 $1,313.48 Movie Theater screen $33,521.56 $31,656.97 $25,216.45 $18,989.37 Health Club sq ft/GFA $3.85 $3.64 $2.90 $2.18 Racquet Club sq ft/GFA $1.64 $1.54 $1.23 $0.93 Marina Berth $202.92 $191.64 $152.65 $114.95 Commercial - Institutional Elementary School /Jr. High School student $160.18 $151.27 $120.50 $90.74 High School student $107.82 $101.82 $81.10 $61.08 University /College student $219.48 $207.27 $165.10 $124.33 Church sq ft/GFA $0.94 $0.89 $0.71 $0.53 Hospital sq ft/GFA $1.42 $1.34 $1.07 $0.80 Commercial - Restaurant Restaurant sq ft/GFA $7.84 $7.41 $5.90 $4.44 Fast Food Restaurant w/o drive thru sq ft/GFA $10.07 $9.51 $7.57 $5.70 Fast Food Restaurant w drive /thru sq ft/GFA $12.89 $12.17 $9.70 $7.30 Industrial Light Industry/High Technology sq ft/GFA $1.92 $1.82 $1.45 $1.09 Industrial Park sq ft/GFA $1.81 $1.71 $1.36 $1.02 Warehousing /Storage sq ft/GFA $1.00 $0.95 $0.75 $0.57 Impact Fee Schedule 2006 GLA= Gross Leasible Area GFA= Gross Floor Area VFP= Vehicle Fueling Positions (Maximum number of vehicles that can be fueled simultaneously) impact fee zones Land Uses Unit of Measure Zone 1 Zone 2 Zone 3 Zone 4 Cost per Trip > $1,424.71 $1,345.461 $1,071.73 $807.07 Commercial - Retail Shopping Center up to 9,999 sq ft sq ft/GLA $3.43 $3.24 $2.58 $1.94 10,000 sq ft- 49,999 sq ft sq ft/GLA $3.01 $2.84 $2.26 $1.70 50,000 sq ft- 99,999 sq ft sq ft/GLA $2.20 $2.08 $1.65 $1.25 100,000 sq ft- 199,999 sq ft sq ft/GLA $2.15 $2.03 $1.62 $1.22 200,000 sq ft- 299,999 sq ft sq ft/GLA $1.96 $1.85 $1.47 $1.11 300,000 sq ft- 399,999 sq ft sq ft/GLA $2.32 $2.19 $1.75 $1.31 over 400,000 sq ft sq ft/GLA $2.61 $2.47 $1.97 $1.48 Miscellaneous Retail Sales sq ft/GFA $1.19 $1.12 $0.89 $0.67 Supermarket sq ft/GFA $6.98 $6.59 $5.25 $3.95 Convenience Market sq ft/GFA $12.10 $11.43 $9.10 $6.86 Nursery/Garden Center sq ft/GFA $1.74 $1.64 $1.31 $0.99 Fumiture Store sq ft/GFA $0.18 $0.17 $0.13 $0.10 Car Sales - New /Used sq ft/GFA $3.97 $3.75 $2.98 $2.25 Auto Care Center sq ft/GLA $1.55 $1.46 $1.17 $0.88 Quick Lubrication Vehicle Shop Service Bay $1,358.94 $1,283.35 $1,022.26 $769.82 Auto Parts Sales sq ft/GFA $2.74 $2.59 $2.06 $1.55 Pharmacy(with Drive Through) sq ft/GFA $3.40 $3.21 $2.56 $1.93 Free Standing Discount Store sq ft/GFA $2.40 $2.27 $1.81 $1.36 Hardware /Paint Store sq ft/GFA $2.03 $1.91 $1.52 $1.15 Discount Club sq ft/GFA $4.10 $3.87 $3.08 $2.32 Video Rental sq ft/GFA $3.06 $2.89 $2.30 $1.74 Home Improvement Superstore sq ft/GFA $1.62 $1.53 $1.22 $0.92 Tire Store Service Bay $1,590.01 $1,501.57 $1,196.08 $900.72 Electronics Superstore sq ft/GFA $2.55 $2.41 $1.92 $1.44 Commercial - Office Administrative Office up to 9,999 sq ft sq ft/GFA $6.65 $6.28 $5.00 $3.76 10,000 sq ft- 49,999 sq ft sq ft/GFA $6.65 $6.28 $5.00 $3.76 50,000 sq ft- 99,999 sq ft sq ft/GFA $3.85 $3.64 $2.90 $2.18 100,000 sq ft- 199,999 sq ft sq ft/GFA $2.92 $2.75 $2.19 $1.65 200,000 sq ft- 299,999 sq ft sq ft/GFA $2.55 $2.40 $1.91 $1.44 over 300,000 sq ft sq ft/GFA $2.39 $2.25 $1.79 $1.35 Medical Office /Clinic sq ft/GFA $5.66 $5.34 $4.25 $3.20 Impact Fee Schedule 2006 GLA= Gross Leasible Area GFA= Gross Floor Area VFP= Vehicle Fueling Positions (Maximum number of vehicles that can be fueled simultaneously) DEPARTMENTS: Building Division Public Works ,,, PERMIT COORD COPY L, PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D07 -033 DATE: 05 -07 -07 PROJECT NAME: GREEN RESIDENCE, LOT 2 SITE ADDRESS: 4242 S 150 ST Original Plan Submittal Response to Incomplete Letter # X Response to Correction Letter # 2 Revision # After Permit Issued Fire Prevention Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Approved ❑ Notation: REVIEWER'S INITIALS: Documents/routing slip.doc 2 -28 -02 Incomplete n Approved with Conditions NAA-I&ti; Planning Division ❑ Permit Coordinator DUE DATE: 05-08-07 Not Applicable ❑ Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS ROUTING: Please Route 1 Structural Review Required ❑ No further Review Required DATE: DUE DATE: 06-05-07 Not Approved (attach comments) n DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: PLAN REVIEW /ROUTING SLIP PERMIT COORD COPY ACTIVITY NUMBER: D07 -033 DATE: 4 -10 -07 PROJECT NAME: GREEN RESIDENCE - LOT 2 SITE ADDRESS: 4242 S 150 ST Original Plan Submittal Response to Incomplete Letter # X Response to Correction Letter # 1 Revision # before Permit Issued DEPARTMENTS: �](/ 1 140' D ul Bing''Divisiori Public Works ❑ Fire Prevention ❑ Structural ❑ DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 4 -12 -07 Complete VI Incomplete ❑ Planning Division Permit Coordinator ❑ Not Applicable n Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS RO TING: Please Route REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Permit Center Use Only CORRECTION LETTER MAILED: 0 9114115 1 Departments issued corrections: Bldg ❑ Fire ❑ Ping PW ❑ Staff Initials Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) Notation: REVIEWER'S INITIALS: DATE: 2-28-02 Structural Review Required ❑ No further Review Required DUE DATE: 5 -10 -07 ACTIVITY NUMBER: D07 -033 DATE: 02 -05 -07 PROJECT NAME: GREEN RESIDENCE, LOT 2 I SITE ADDRESS: S 150 ST X Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # After Permit Issued DEPARTMENTS: ingDi "vision Pu Ic Works PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP o Fire Pre ention Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Incomplete Comments: TUES/THURS ROUTING: Please Route Er Structural Review Required REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Approved ❑ Notation: REVIEWER'S INITIALS: DATE: Documents/routing slip.doc 2 -28 -02 DATE: Planning Divi ❑ Permit Coordinator DUE DATE: 02 -06-07 Not Applicable ❑ Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: No further Review Required Approved with Conditions ❑ Not Approved (attach comments) Permit Center Use Only CORRECTION LETTER MAILED: J', ,{�, J�,O1' Departments issued corrections: Bldg Fire ❑ Pingf PW ❑ Staff Initials: DUE DATE: 03-06-07 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: �-- , ' O 7 Plan Check/Permit Number: D07 -033 ❑ Response to Incomplete Letter # ® Response to Correction Letter # 2 RECEIVED ❑ Revision # after Permit is Issued MAY 0 71001, ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Green Residence, Lot 2 Project Address: 4242 S 150 St Contact Person: /g /// 6/L A) Summary of Revision: 4-e (eer,,Sf,p. /-/j & f gz.v Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by:/ 10 Entered in Permits Plus once \applications \forms- applications on line\revision submittal Created: 8 -13 -2004 Revised: PERMIT CENTER Steven M. Mullet, Mayor Steve Lancaster, Director Phone Number: 42.4-C- 7 ?3 - 1 & c3 City of Tukwila Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 04 (0 OE1 Plan Check/Permit Number: D07 -033 ❑ Response to Incomplete Letter # ® Response to Correction Letter # 1 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Green Residence, Lot 2 Project Address: 4242 S 150 St Contact Person: /PLC- 64/ZPi , Summary of Revision: s,e% /17 rJ3 e/M'i Izorc- Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: Entered in Permits Plus on M110101- \applications\forms- applications on line\revision submittal Created: 8 -13 -2004 Revised: Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http:/ /www.ci.tukwila.wa.us Steven M Mullet, Mayor Steve Lancaster, Director crrYp APR 1 0 2007 Phone Number: l ar . 77S lg C Name: Address: 4 Phone: ?.ob ! �2 O 6 . 3 This certificate Is for the purposes of: Residential Building Permit '0 Commercial/industrial Building Permit Estimated number of service connections and water meter size(s): Owner/ gent Signature 1. 2. 3. CITY OF TUKWIL4 Community Development Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 96188 o improvements required. A y 11_ !hereby certify that the above Information is true and correct. c — 9'S' Agency /Phone CERTIFICATE OF WATER AVAILABILITY Required only if outside City of Tukwila water district fd1�'PFf {'�A ttrM^ n +PirlYtin (o •1r� (� 'y�c�^r�, 9 m 9�a1 I�Q^�7�`^ritmAr`.s 1 ~ 0 ��f'rYl �m'rrJ�M1�cE e� .�����r�V"n.ntf.�.4Nlri n .�C,rn.ra'n.,,. mt �4 f�c�nur rrw.:mnlld}1����..J icy: �Nf P, Site address (attach map and Jagal description showing hydrapt location and of main): 4 12XX •1;) fi = ST Lo? 2 f kkwc.CAr- � Y n Iilil N gNAYµlg�l �" r "'° Vi !a�S d� m � N' er"rr�'�( �� �°frr�,"�I �''r�" nv�'�{, 1 i e, rd ;;1 14F. r�`tb t� „'�� J t:i 1t!S. li, r { fi� TR V:,1}�1J�16G.S`.� dff �l wril�l.l '{71! r i .:cu,.7 q +e1"Y Z N a'b11t9T.N TIR4 i ie EDER566) KO(AA. 25" t'!- Acovg 50 Q Preliminary Plat ❑ Rezone Vehicular distance from nearest hydrant to the closest point of structure is t. (O(0 ft. Area is served by (Water Utility District): Wa.er 7 (.5--ic 1 `2-� r� � t � n ,r r�H+r �t^(ai� Y'ti •ra �ril1 ���1`a wT rur;� �r�,a � �) �I *. t„'Hti,�y l�+, 1' t ia qlr r V, I q L r ff 7 A " !(f � 7, I:1§ V I . , . .,. ,. ax x ;n.J I, r ll Aa;, 1 E {P1m.. , CA u , r c la4kil akiJj • The proposed project is within Address: s l - /'c - L ,'t0A Q `b Phone: 206 _ 291 _ R °° The improvements required to upgrade the water system to bring It into compliance with the utilities' comprehens' •.1 • e tto meet the minimum flow requirements of the project before connection and to meet the State cross connecti +•• rU VV�C ' � requirements: FEBQ 51007 (Use separate sheet if more room Is needed) 4. Based upon the improvements listed above, water can be pr ed and will be available at the site with a flow of 0 d gpm at 20 psi residual for a duration of 2 hours at a velocity of w , fps as documented by the attached calcu li ons. Permit Center /Build Division: 106.1 Public Works Department: 206- 433 -01 Planning Division: 206-431-3670 ❑ Short Subdivision ❑ Other /O' /Z - o ff Date 5. Water liability: Acceptable service can be provided to this project ❑ Acceptable service cannot be provided to this project unless the improvements in Item B -2 are met. ❑ System is not capable of providing service to this project. This certificate is not valid without Water District No. 125's attachment entitled "Attachment to Certificate of Water Availability." 1701 PERMIT NO.: /3 i 7,/ 6ii,8=f (City /County) PERMI fUtNTER Date /•- r P art A (To Be Completed by Applicant) Purpose of Certificate: E Building Permit ❑ Preliminary Plat or PUD ❑ Other Short Subdivision ❑ Rezone Proposed Use: A Residential Single Family ❑ Residential Multi- Family ❑ Commercial ❑ Other Applicants Name:,P�?jQ Sou 3 Cam& , 74,,, 5 iv Phone: ? -1l y0. O(., 8 Property Address or Approxi to Location: , Lot Nu er. 11 3 v 5i /5 S-- L o Z etp 2 va - oo �' ■' Legal Description(Attach Map and Legal Description if necessary): Part B To Be Completed by Sewer. A enc 1. pt a. Sewer Service will be provided by side sewer connection only to an existing to size sewer 0 feet from the site and the sewer system has the capacity to serve the proposed use. OR ❑ b. Sewer service will require an improvement to the sewer system of: ❑ (1) feet of sewer trunk or lateral to reach the site; and /or RECEIVED ❑ (2) the construction of a collection system on the site; and /or CITY OFTUKWILP ❑ (3) other (describe): FEB 5 .0 2007 PERMITCENTER 2. (Must be completed if 1.b above is checked) • ❑ a. The sewer system improvement is in conformance with a County approved sewer comprehensive plan, OR ❑ b. The sewer system improvement will require a sewer comprehensive plan amendment \' 3. Piii a. The proposed project is within the corporate limits of the District, or has been granted Boundary Review Board approval for extension of service outside the District, OR ❑ b. Annexation or BRB approval will be necessary to provide service. 4. Service is subject to the following: PERMIT: $ /00 �'— a. District Connection Charges due prior to connection: h7 c•., 6H. V GFC: $ 727 SFC: $ JX'O UNIT: $ TOTAL: $ (Subject to Change on January 1st) King County/METRO Capacity Charge: Currently, $4250.70 /residential equivalent, will be billed directly by King County after connection to the sewer system. (Subject to change by King Co /Metro without notice.) b. Easements: ❑ Required w May be Required c. Other. • By Title 14816 Military Road South P.O. Bo 3550 Tukwila:WA 98168 Phone: (206) 242 -3236 Fax: (206) 242 -1527 ERTIFICATE OF: SEWER :AVAILABILITY /NON- AVAILABILI Certificate of Sewer Availability OR ❑ Certificate of Sewer Non - Availability I hereby certify that the a .ove sewer-agency information is true. This certification shall be valid for one year fro a date of signatu e. . ' /o/ /c /a' Date ATTACHMENT TO VAL VUE SEWER DISTRICT CERTIFICATE OF SEWER AVAILABILITY /NON - AVAILABILI The following terms and conditions apply to the attached Val Vue Sewer District ( "District ") Certificate of Sewer Availability/Non - Availability ( "Certificate "). • 1. This Certificate is valid only for the real property referenced herein ( "Property"), which is in the District's service area, for the sole purpose of submission to the King County Department of Development and Environmental Services, King County Department of Public Health, City of Seattle, City of Tukwila, City of Burien and/or City of SeaTac. This Certificate is between the District and the applicant only, and no third person or party shall have any rights hereunder whether by agency, third -party beneficiary principles or otherwise. 2. This Certificate creates no contractual relationship between the District and the applicant and its successors and assigns, and does not constitute and may not be relied upon as the District's guarantee that sewer service will be available at the time the applicant may apply to the District for such service. 3. As of the date of the District's signature on this Certificate, the District represents that sewer service is available to the Property through sewer systems that exist or-that may be extended by the applicant. The District makes no other representations, express or implied, including without limitation that the applicant will be able to obtain the necessary permits, approvals and authorizations from King County, City of Seattle, City of Tukwila, City of Burien, City of SeaTac or any other governmental agency before the applicant can utilize the sewer service which is the subject of this Certificate. 4. If the District or the applicant must extend the District's sewer system to provide sewer service to the Property, the District or applicant may be required to obtain from the appropriate governmental agency the necessary permits, approvals and authorizations. In addition, the governmental agency may establish requirements that must be satisfied as a condition of granting any such permits, approvals or authorizations, which may make impractical or impossible the provision of sewer services to the Property. 5. Application for and possible provision of sewer service to the Property shall be subject to and conditioned upon availability of sewer service to the Property at the time of such application, and compliance with federal, state, local and District laws, ordinances, policies, and/or regulations in effect at the time of such application. I acknowledge that I have received the Certificate of Sewer Availability/Non-Availability and this Attachment, and fully u d rstand the terms and conditions herein. pplicant's Signature Date STATE OF WASHINGTON) COUNTY OF KING CITY OF TUKWILA Community Development Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 ss. [please print] AFFIDAVIT IN LIEU OF CONTRACTOR REGISTRATION (/V; //ua m D. a rlcn , states as follows: 1. I have made application for a building permit from the City of Tukwila, Washington. Permit Center /Building Division: 206 -431 -3670 Public Works Department: 206 - 433 -0179 Planning Division: 206 - 431 -3670 PERMIT NO.: /3 7 ° 03 3 2. I understand that state law requires that all building construction contractors be registered with the State of Washington. The exceptions to this requirement are stated under Section 18.27.090 of the Revised Code of Washington, a copy of which is printed on the reverse side of this Affidavit. I have read or am familiar with RCW 1 8.27.090. 3. I understand that prior to issuance of a building permit for work which is to be done by any contractor, the City of Tukwila must verify either that the contractor is registered by the State of Washington, or that one of the exemptions stated under RCW 18.27.090 applies. 4. In order to provide verification to the City of Tukwila of my compliance with this requirement, I hereby attest that after reading the exemptions from the registration requirement of RCW 18.27.090, I consider the work authorized under this building permit to be exempt under No. . and will therefore not be performed by a registered contractor. I understand that I may be waiving certain rights that I might otherwise have under state law in any decision to engage an unregistered contractor to perform construction work. \applications\8 -2004 affidavit in lieu of contractor registration APPLICANT Signed and swom to before me this �y day of Gty , 2009 . NOTARY PUBLIC in and for the State of Washington, Residing at /V, &,1,L , County. Name as commissioned: f nrn / _ f 1' /5f c�a� My commission expires: - .70 -OS y 18.27.090 Exemptions. This chapter shall not apply to: 1. 2. An authorized representative of the United States Govemment, the State of Washington, or any incorporated city, town, county, township, irrigation district, reclamation district or other municipal or political corporation or subdivision of this state; 3. Officers of the court when they are acting within the scope of their office; 4. Public utilities operating under the regulations of the utilities and transportation commission in construction, maintenance, or development work incidental to their own business; 5. Any construction, repair or operation incidental to the discovering or producing of petroleum or gas, or the drilling, testing, abandoning, or other operation of any petroleum or gas well or any surface or underground mine or mineral deposit when performed by an owner or lessee; 6. The sale or installation of any finished products, materials, or articles of merchandise which are not actually fabricated into and do not become a permanent fixed part of the structure; 7. Any construction, alteration, improvement or repair of personal property, except this chapter shall apply to all mobile, manufactured housing. A mobile/manufactured home may be installed, set up, or repaired by the registered or legal owner, by a contractor licensed under this chapter, or by a mobile /manufactured home retail dealer or manufacturer licensed under chapter 46.70 RCW; 8. Any construction, alteration, improvement, or repair carried on within the limits and boundaries of any site or reservation under the legal jurisdiction of the federal government; 9. Any person who only furnished materials, supplies, or equipment without fabricating them into, or consuming them in the performance of, the work of the contractor; 10. Any work or operation on one undertaking or project by one or more contractors, the aggregate contract price of which for labor and materials and all other items is Tess than $500.00, such work, or operations being considered as of a casual, minor, or inconsequential nature. The exemption prescribed in this subsection does not apply in all instance wherein the work or construction is only a part of a larger or major operation, whether undertaken by the same or a different contractor, or in which a division of the operation is made into \applications\8 -2004 affidavit in lieu of contractor registration contracts of amounts Tess than $500.00 for the purpose of the evasion of this chapter or otherwise. The exemption prescribed in this subsection does not apply to a person who advertises or puts out any sign or card or other device which might indicate to the public that he is a contractor, or that he is qualified to engage in the business of contractor; 11. Any construction or operation incidental to the construction and repair of irrigation and drainage ditches of regularly constituted irrigation districts or reclamation districts; or to farming, dairying, agriculture, viticulture, horticulture, or stock or poultry raising; or to clearing or other work upon land in rural districts for fire prevention purposes; except then any of the above work is performed by a registered contractor; 12. An owner who contracts for a project with a registered owner; Any person working on his own property, whether occupied by him or not, and any person working on his residence, whether owned by him or not but his exemption shall not apply to any person otherwise covered by this chapter who constructs an improvement on his own property with the intention and for the purpose of selling the improved property; 14. Owners of commercial properties who use their own employees to do maintenance, repair, and alteration work in or upon their own properties; 15. A licensed architect or civil or professional engineer acting solely in his professional capacity, an electrician licensed under the laws of the state of Washington, or a plumber licensed under the laws of the state of Washington while operating within the boundaries of such political subdivision. The exemption provided in this subsection is applicable only when the licensee is operating within the scope of his license; 16. Any person who engages in the activities herein regulated as an employee of a registered contractor with wages as his sole compensation; 17. Contractors on highway projects who have been prequalified as required by chapter 13 of the Laws of 1961, RCW 47.28.070 with the department of transportation to perform highway construction, reconstruction, or maintenance work. ■ _ \\ \ N58 °O "W (221.419 •_ mo d _ \ \ \ t • ! I \ + e1 rr Te�� 38 ea...m..e ea 7 •4: :.r �� v a. ram -s: \ )3.5.5, \\ \\ \ ° CIO' L 4- 1 1 \ - � \ L \ �`�� . 1� N. t \\ V m \ \ \ r \\ N !\ I \ \ \ \\ 1:•0 - \ \ \ \ \ \ ■ \ \ / \ I \ \ 1 \ \ \ \ \ I I N \ \ 1 \ j \ \ \ A REA\EASE \ \ \ M \ 1 \ \ \r \ i \ \ \ \ \ \ \ \ \\ \ \"J / / I \ \ \ \ \ \ \\ \ \ 1 1 \ 1 1 \ 1 1 Line of Ordinari High Water 1 1 as marked \ \ 1\ \ by John Altmann \ \ Ecologist 1 / / / / curb cut \ k1 ,o / \ \ \\ `._ r 1 to 50. 150TH 5TR.ET .l MI a:MEe>s \V OM r I \ - - SCALE . I" = 20' -O" 4" FTC. DRAIN RESIDENCE M. FL. EL. 255.55 •6" SIDE- . SEWER . •20' B.S. • 10' PRIVAT 5' EAS ENT (E . LOT) p GOV ENTRY 1 GARAGE TO SE REMOVED PROPOSED \ RESIDENCE \ M \ . FL. EL. 226.21 v a: ° \ '> J \ SEWER 1 20 & t 5 EASE In 1 . / as,1ialt 6" DRAIN STUB 20' fY. & u • EASEME \ --- -___ _._ - _ - -2�0- \ LOT 4 \ \ \ \ \ \ \ \ \(ss `� \ kY N \ \• 1 t p 11 '! .o\ \ \ \ 5 -5 TE 1z 11 J \ \ i \ \ \ 11\ J ` �\ \ \ i �- \ \ \ \ \ am` \\ \ \ > 1 \ 1 1 \ � \ � \ /� \ \ , \ : :' '" ., 1 1 \\ 1 I \ \ 1 \' \. \ 1 \ \ 1\\ - \ �. \C\ et t\ \ ( Al � \ \.\ w �and \ ` \\ \?- N \ C� \ \ \ 1 \ \1 \ \ \ \ \ \ \\ \ 1 \ \ \ 1 \ ∎\ \ \ \ \ EXSITING creep \\ I\ \ SHED TO \ \\ \ 1 1 1 \A `` ` \)`\ i\ \ \ ) \ \ BE RE \ \ 1 \ 1 i r = 3 \ 1). \ m \ 't ) 1 \ \ 1 1 / , / I //aI \\ \ \ 1 \ 1; // I 11 gw r\ \ \ \ \ ` I -1-1 1". - • - - ).. +\ r , / / / y / 1.n I r �/ // i / // l r 7 )11''�/EN�I, ESgi V E 1 I `\ 1 / / / r if / / ARE tMNT i I I 1 1 / / � I i 1 / / I \ � 1. 1 I D EWE L ''' I ` 1 1 1 I / EXIST. SI 1 ('110 BE ABANDONED) t / m I I 11 1 1 \ h \ . 0/ I � � I\ ` ; \ \ \ \ \ N. 2p \ \ \ \ \` \ . \ \ - \ 0 \ . \ '`‘\`...,_. N. �_ \ \\ o� J '\ \ ` \ \ 6. 1 \1 \ \\ N `.`' ` \ \ \ - \ • .- - `. 1 1 I `�� (� �\ 1 1 \ \�\ \ \ I 1 I \ \ I ' 1 \ `� ��` \ \ \ �AR \ SEhi Nl ' ` ` `\ \ �\ \ \ \ N ry \ \ I I \ \ creek \ 42.2L0 4 3z. - v I ed • -- - 220 ✓ 6_ DRAIN" -249,0. X1$.0 W.L. �� srue ♦y \ �� ''�\ c \ - 21.6..0. \ \ �` \ \s ,211g w.Q- .� \ \ \ \ \ \ \ \ • r \ \ 1 0 20 40 -•••• f wear_ - ___ NS GS \ \ \ \\ \ 7 217.0 i r \ \ \ \ \ \ \ `. \ \ \ \ ` \ o u r � r \ 5 - 5 \ \ \ \ \ \210 \ \ \ \\ s, \ \\ \\ r \ Ek:.Si- DE + ir:15 =--_ - ex CUrb CUt guard rail G�1 GIS Wv 7 ry EX. rd r_ TORM •-'r 1 fxl \ P.2 1t -~ 5 -- -y --I�5 ^-� ----- _ . 5 g 5 1 5' to be dedicated \ to the City of TukwilAI 1 / 1 i 1 I 1 1 I LA 1 I CO_ 1 1 1 1 C 1r / / 5 \ \ . . \ 1 1 I `�� \ ' .\ \ ` ` \ \ \ \\\\ \\\:\\\:\ \ \ r \ `\\ \ ` 1 R \ \ \ .. \ \ \ ill \ I SENSITIVE \ \ \`� \ \ \ \ \ \ \ \ \u %�� ;\ �� s � ` \ � 1 1 \ AREA EASEMENT \ \ `. / \ \ \ �`° \i:::\:1\111\\ > > i 1 1 I \ \ \ \ ``` \r � \ \ \ � i I 1 1 ' 2qb I \ \ \ \ \ \ X82' `9 2 PE� f t I \ \ �� \\ I ' 1 1 1 € J213.c \ \ \ \ \\` \�� \ ®N-22\ 7% 1 1 1 1 ` 24 -0--1 1 \ \ \ \ \ \ \ \ \ 1 N \ \J J \ \ 1 1 1 -- o _�arQ_� \ \ \ \ \ \ �'- I I -2ireJ `‘.... \ \ \ \ ---":". .." t I I __ _ ____ / 1 I 11,s3 _ 21 .-- 8 f j 1 I 1 \ - \- -v ae�. ,� . \ \ - - 1 ` f s ex. as i a ' rr a trF rrL 50 J 1 J ' . LIOfr %? 7 11W - .1d d r.�r -- 51--- 5 NEW WATER METERS FOR LOTS 2,3 & 4 EX. DRIVEWAY TO BE USED AS POND ACCESS ESS ROCKERY: TOP: 226.0 BOT: 219.0 2' TO 7' HIGH ROCKERY 99'- 2 "`CPEP 10.9 % 6" SIDE SEWER 37' -12" CPEP ® 16.2% ROCKERY: TOP: 224.0 BOT: 219.0 EX. SIDEWALK ......r -5-T-- 1 +10 (S. 150 ST.) = 0 +00 (C.L. PRIV. RD) No changes shall be made to too ;o. tuer c without prior apprc trz1 c . Tukwila Building NOT:: Revisions will require a new p! .:.:n cod may include additional .�: onai plan review f;�:s. These plans have been reviewed by the Public Works Department for conformance with current City standards. Acceptance is subject to errors and omissions which do not authorize violations of adopted standards or ordinances. The responsibility for the adequacy of the design rests totally with the designer. Additions, deletions or revisions to these drawings after this date will void this acceptance and will require a resubmittal of revised drawings for subsequent approval y Final acceptance is subject to field inspection the Public Works utilities inspector. Date: By: 20' WIDE ASPHALT PRIVATE ROAD INSTALL BARRICADE @ END OF EXIST. ASPH. 20' WIDE DRIVEWAY CURB CUT DRAI NAGS DETENTION: LEVEL 2 DETETION STANDARD POND WITH 3 :1 SIDE SLOPES ELEVATIONS: TOP: 2I '1.O DESIGN WATER LEVEL: 218.0, AREA 340ci SF BOTTOM: 215.0 AREA 1461 SF VOLUME PROVIDED: 1305 OF VOLUME fR.EQU I ED: 6505 OF WATER QUALITY: WETPOND BELOW DETENTION STORAGE TOP WETPOND ELEV: 215.0, AREA 1461 5F BOTTOM WETPOND ELEV: 211.0, AREA= '1S 5F VOLUME PROVIDED: 501a GF VOLUME REQUIRED: 2655 GF 0 5 r 1 50TH STREET ^1 ... -� 5 - � 5 Date bY OD CODE COVIPLIANCE APPRO MPi A SEPARATE PERMIT REQUIRED FOR: leMechantial if E ectr icel I/Piumbing VGas Piping City of Tukwila BUILDING DIVISION FILO COPY Permit No. City of Tukwila BUILDING DIVSIQ1y LEGAL, E7ESRIPTION THE WEST HALF OF LOT 17, LOT 15, AND LOT EXCEPT THE WEST 100 FEET THEREOF, BLOCK I, SECOND ADDITION TO ADAMS HOME TRACTS, AGGORD I NG TO THE PLAT THEREOF REGORDED IN VOLUME 12 OF PLATS, PAGE Q0 IN KING COUNTY, WASHINGTON. ELEVATION DATUM PER SEWER MH #20 -cf ON SOOT 145TH STREET: ELEVATION = 277.1 FEET LOT I HEIGHT GALGULATION SPOT ELEV. SPOT ELEV. SPOT ELEV. SPOT ELEV. SPOT ELEV. TOTAL 1121.51/5 = 22431 + 30 224.33 2 224.50 5 224.58 4 224.05 5 224.05 1121.57 224.31 AVERAGE FINISH GRADE = 254.51 MAX. HE I GHT FLAN M278053F -17R MAIN FLOOR UPPER FLOOR MID POINT OF ROOF MAX. MID POINT OF ROOF BELOW MAX. HE I GHT SITE A171:7RESS LOT 5. 150TH ST. TUKWILA, WA. LOT WVERAGE Lo- AREA: HOUSE /GARAGE AREA: PORCH /PATIO AREA: TOTAL AREA: LOT AREA: HOUSE /GARAGE AREA: PORCH /PATI AREA: DRIVEWAY /WALK AREA TOTAL AREA 226.21 236.13 24S.76 254.31 5.55 51,216 S.F. 2,I0cf S.F. 224 S.F. 2,333 5.F. 7.46% I"PERVIOUS AREA LOT 3 HEIGHT GALGULATION SPOT ELEV. 1 233. SPOT ELEV. 2 233.g2 SPOT ELEV. 3 253.85 SPOT ELEV. 4 232.67 SPOT ELEV. 5 255.26 TOTAL 1167,45 116143 / 5 = 253.4(1 AVERAGE FINISH GRADE 255.4'1 + 30 = 263.4cf MAX. HEIGHT FLAN M3165A2F -I MAIN FLOOR UPPER FLOOR MID POINT OF ROOF MAX. MID POINT OF ROOF BELOW MAX. HEIGHT SITE ADDRESS LOT S S. 150TH ST. TUKWILA, WA. s LOT WVERAE LOT AREA: ci S.F. review Han a pproval to errors and om o OUSE /GARAGE AREA: I,�i56 S.F. 144 S.F. of construction documents does not auth /PATI AREA: 2 i . irt APPIrJvaI ' violation cf my accept •1+� A R EA : or ordinance. OTAL A A: 100 S.F. .V4V �i� .��r c+ 13 rC 1 C' r- .Ji .... BY IMPERVIOUS AREA LOT AREA: HOUSE /GARAGE AREA: PORCH /PATIO AREA: DRI VEWAY /WALK AREA TOTAL AREA: 235.55 245.41 255.88 263.4gf 4.61 ci 5.F. 1;456 S.F. 144 S.F. 1,263 5.F. 3,363 S.F. 31.23% LOT 2 MAIN FLOOR UPPER FLOOR MID POINT OF ROOF MAX. MID POINT OF ROOF BELOW MAX. HEIGHT SITE ADDRESS LOT2 5. 150TH 5T. TUKNILA, WA. LOT GOVERA LOT AREA: HOUSE /GARAGE AREA: PORCH AREA: TOTAL AREA: LOT AREA: HOUSE /GARAGE AREA: PORCH AREA: DRIVEWAY /WALK AREA TOTAL AREA: LOT 4 FLAN M MAIN FLOOR UPPER FLOG MID POINT CT MAX. MID PCH 13ELOW MAX. SITE A I' 1 LOT 4 5. 150TH ST. TUKWILA, A. DoT oA/ERAGE LOT AREA: HOUSE /GARAGE AREA: PORCH /PATIO AREA: TOTAL AREA: I MFERV I OUS LOT AREA: HOUSE /GARAGE AREA: PORCH /PATIO AREA: DRIVEWAY /WALK AREA TOTAL AREA: %, r.., • a.. # • OWNER PEDERSON'S CLA4 TED PEDERSON 1445(1 25TH AVE. I C.'rQN SEATTLE, WA. G8168�, � (206) -0635 FLAN M2960A3PT -2R 235.55 245.41 25'1.15 263.40 3.61 IMERVIOUS AREA 5,10c1 5.F. 2,016 S.F. 13Q S.F. 2,155 5.F. = 24.75% 8,10c1 S.F. 2,016 S.F. 13G S.F. 2cfci S.F. 2,454 5.F. = 28.18% AR HEIGHT GA1.GULATI ON SPOT ELEV. SPOT ELEV. 2 SPOT ELEV. 5 SPOT ELEV. 4 233.53 23S.cf2 235.26 232.55 TOTAL '155.5Q cf 33.5ci / 4 = 255.40 AVERAGE FINISH GRADE 233.40 + 30 = 263.40 MAX. HEIGHT HEIGHT GALGULATION SPOT ELEV. I SPOT ELEV. 2 SPOT ELEV. 3 SPOT ELEV. 4 SPOT ELEV. 5 228.25 225.35 225.21 225.25 225.25 TOTAL 1 141.37 1141.51 / 5 = 225.27 AVERAGE FINISH GRADE 228.27 + 50 = 258.27 MAX. HE I GHT r 6 15,756 S.F. 2,I0c1 S.F. 214 S.F. 1,304 S.F. 5,627 5.F. = Ici.31% CORRECTION LTR# o loy 0 REGETVED 1 5046 _ GISTERED AV 1TECT V . A " W •HINGTON a / PAYMENT OF USE FEE IS DUE ARCHITECTS NORTHWEST, INC. PRIOR TO CONSTRUCTION FOR EACH STRUCTURE BUILT FROM THESE PLANS. THESE PLANS ARE COPYRIGHTED IN ACCORDANCE WITH FEDERAL STATUTES. REPRODUCTION BY ANY METHOD OF ALL OR PORTIONS OF THESE PLANS 0 VARIATIONS THEREOF WITHOUT WRITTEN PERMISSIO FROM ARCHITECTS NORTHWEST, INC. IS STRICTLY PROHIBITED. THESE DRAWINGS AND PLANS SET FORTH ON THIS SHEET AS INSTRUMENTS OF SERVICE ARE, AND SHALL REMAIN, THE PROPERTY OF ARCHITECTS NORTHWEST, INC. IOR1 LD/L/ ‘24au.ai 'd nvt)f 1J. V LASS DESIGNED BY: DATE: DRAWN BY DATE: SNP 5/12/00 REVISED BY: DATE CRC/ 2/5/02 S1..H cf/8/06 LATERAL BY: DATE P 4 A 7/26/06 LATERAL JOB NUMBER: 06 -282 Cs) Al ANW JOB NUMBER: 060703 ■ _ \\ \ N58 °O "W (221.419 •_ mo d _ \ \ \ t • ! I \ + e1 rr Te�� 38 ea...m..e ea 7 •4: :.r �� v a. ram -s: \ )3.5.5, \\ \\ \ ° CIO' L 4- 1 1 \ - � \ L \ �`�� . 1� N. t \\ V m \ \ \ r \\ N !\ I \ \ \ \\ 1:•0 - \ \ \ \ \ \ ■ \ \ / \ I \ \ 1 \ \ \ \ \ I I N \ \ 1 \ j \ \ \ A REA\EASE \ \ \ M \ 1 \ \ \r \ i \ \ \ \ \ \ \ \ \\ \ \"J / / I \ \ \ \ \ \ \\ \ \ 1 1 \ 1 1 \ 1 1 Line of Ordinari High Water 1 1 as marked \ \ 1\ \ by John Altmann \ \ Ecologist 1 / / / / curb cut \ k1 ,o / \ \ \\ `._ r 1 to 50. 150TH 5TR.ET .l MI a:MEe>s \V OM r I \ - - SCALE . I" = 20' -O" 4" FTC. DRAIN RESIDENCE M. FL. EL. 255.55 •6" SIDE- . SEWER . •20' B.S. • 10' PRIVAT 5' EAS ENT (E . LOT) p GOV ENTRY 1 GARAGE TO SE REMOVED PROPOSED \ RESIDENCE \ M \ . FL. EL. 226.21 v a: ° \ '> J \ SEWER 1 20 & t 5 EASE In 1 . / as,1ialt 6" DRAIN STUB 20' fY. & u • EASEME \ --- -___ _._ - _ - -2�0- \ LOT 4 \ \ \ \ \ \ \ \ \(ss `� \ kY N \ \• 1 t p 11 '! .o\ \ \ \ 5 -5 TE 1z 11 J \ \ i \ \ \ 11\ J ` �\ \ \ i �- \ \ \ \ \ am` \\ \ \ > 1 \ 1 1 \ � \ � \ /� \ \ , \ : :' '" ., 1 1 \\ 1 I \ \ 1 \' \. \ 1 \ \ 1\\ - \ �. \C\ et t\ \ ( Al � \ \.\ w �and \ ` \\ \?- N \ C� \ \ \ 1 \ \1 \ \ \ \ \ \ \\ \ 1 \ \ \ 1 \ ∎\ \ \ \ \ EXSITING creep \\ I\ \ SHED TO \ \\ \ 1 1 1 \A `` ` \)`\ i\ \ \ ) \ \ BE RE \ \ 1 \ 1 i r = 3 \ 1). \ m \ 't ) 1 \ \ 1 1 / , / I //aI \\ \ \ 1 \ 1; // I 11 gw r\ \ \ \ \ ` I -1-1 1". - • - - ).. +\ r , / / / y / 1.n I r �/ // i / // l r 7 )11''�/EN�I, ESgi V E 1 I `\ 1 / / / r if / / ARE tMNT i I I 1 1 / / � I i 1 / / I \ � 1. 1 I D EWE L ''' I ` 1 1 1 I / EXIST. SI 1 ('110 BE ABANDONED) t / m I I 11 1 1 \ h \ . 0/ I � � I\ ` ; \ \ \ \ \ N. 2p \ \ \ \ \` \ . \ \ - \ 0 \ . \ '`‘\`...,_. N. �_ \ \\ o� J '\ \ ` \ \ 6. 1 \1 \ \\ N `.`' ` \ \ \ - \ • .- - `. 1 1 I `�� (� �\ 1 1 \ \�\ \ \ I 1 I \ \ I ' 1 \ `� ��` \ \ \ �AR \ SEhi Nl ' ` ` `\ \ �\ \ \ \ N ry \ \ I I \ \ creek \ 42.2L0 4 3z. - v I ed • -- - 220 ✓ 6_ DRAIN" -249,0. X1$.0 W.L. �� srue ♦y \ �� ''�\ c \ - 21.6..0. \ \ �` \ \s ,211g w.Q- .� \ \ \ \ \ \ \ \ • r \ \ 1 0 20 40 -•••• f wear_ - ___ NS GS \ \ \ \\ \ 7 217.0 i r \ \ \ \ \ \ \ `. \ \ \ \ ` \ o u r � r \ 5 - 5 \ \ \ \ \ \210 \ \ \ \\ s, \ \\ \\ r \ Ek:.Si- DE + ir:15 =--_ - ex CUrb CUt guard rail G�1 GIS Wv 7 ry EX. rd r_ TORM •-'r 1 fxl \ P.2 1t -~ 5 -- -y --I�5 ^-� ----- _ . 5 g 5 1 5' to be dedicated \ to the City of TukwilAI 1 / 1 i 1 I 1 1 I LA 1 I CO_ 1 1 1 1 C 1r / / 5 \ \ . . \ 1 1 I `�� \ ' .\ \ ` ` \ \ \ \\\\ \\\:\\\:\ \ \ r \ `\\ \ ` 1 R \ \ \ .. \ \ \ ill \ I SENSITIVE \ \ \`� \ \ \ \ \ \ \ \ \u %�� ;\ �� s � ` \ � 1 1 \ AREA EASEMENT \ \ `. / \ \ \ �`° \i:::\:1\111\\ > > i 1 1 I \ \ \ \ ``` \r � \ \ \ � i I 1 1 ' 2qb I \ \ \ \ \ \ X82' `9 2 PE� f t I \ \ �� \\ I ' 1 1 1 € J213.c \ \ \ \ \\` \�� \ ®N-22\ 7% 1 1 1 1 ` 24 -0--1 1 \ \ \ \ \ \ \ \ \ 1 N \ \J J \ \ 1 1 1 -- o _�arQ_� \ \ \ \ \ \ �'- I I -2ireJ `‘.... \ \ \ \ ---":". .." t I I __ _ ____ / 1 I 11,s3 _ 21 .-- 8 f j 1 I 1 \ - \- -v ae�. ,� . \ \ - - 1 ` f s ex. as i a ' rr a trF rrL 50 J 1 J ' . LIOfr %? 7 11W - .1d d r.�r -- 51--- 5 NEW WATER METERS FOR LOTS 2,3 & 4 EX. DRIVEWAY TO BE USED AS POND ACCESS ESS ROCKERY: TOP: 226.0 BOT: 219.0 2' TO 7' HIGH ROCKERY 99'- 2 "`CPEP 10.9 % 6" SIDE SEWER 37' -12" CPEP ® 16.2% ROCKERY: TOP: 224.0 BOT: 219.0 EX. SIDEWALK ......r -5-T-- 1 +10 (S. 150 ST.) = 0 +00 (C.L. PRIV. RD) No changes shall be made to too ;o. tuer c without prior apprc trz1 c . Tukwila Building NOT:: Revisions will require a new p! .:.:n cod may include additional .�: onai plan review f;�:s. These plans have been reviewed by the Public Works Department for conformance with current City standards. Acceptance is subject to errors and omissions which do not authorize violations of adopted standards or ordinances. The responsibility for the adequacy of the design rests totally with the designer. Additions, deletions or revisions to these drawings after this date will void this acceptance and will require a resubmittal of revised drawings for subsequent approval y Final acceptance is subject to field inspection the Public Works utilities inspector. Date: By: 20' WIDE ASPHALT PRIVATE ROAD INSTALL BARRICADE @ END OF EXIST. ASPH. 20' WIDE DRIVEWAY CURB CUT DRAI NAGS DETENTION: LEVEL 2 DETETION STANDARD POND WITH 3 :1 SIDE SLOPES ELEVATIONS: TOP: 2I '1.O DESIGN WATER LEVEL: 218.0, AREA 340ci SF BOTTOM: 215.0 AREA 1461 SF VOLUME PROVIDED: 1305 OF VOLUME fR.EQU I ED: 6505 OF WATER QUALITY: WETPOND BELOW DETENTION STORAGE TOP WETPOND ELEV: 215.0, AREA 1461 5F BOTTOM WETPOND ELEV: 211.0, AREA= '1S 5F VOLUME PROVIDED: 501a GF VOLUME REQUIRED: 2655 GF 0 5 r 1 50TH STREET ^1 ... -� 5 - � 5 Date bY OD CODE COVIPLIANCE APPRO MPi A SEPARATE PERMIT REQUIRED FOR: leMechantial if E ectr icel I/Piumbing VGas Piping City of Tukwila BUILDING DIVISION FILO COPY Permit No. City of Tukwila BUILDING DIVSIQ1y LEGAL, E7ESRIPTION THE WEST HALF OF LOT 17, LOT 15, AND LOT EXCEPT THE WEST 100 FEET THEREOF, BLOCK I, SECOND ADDITION TO ADAMS HOME TRACTS, AGGORD I NG TO THE PLAT THEREOF REGORDED IN VOLUME 12 OF PLATS, PAGE Q0 IN KING COUNTY, WASHINGTON. ELEVATION DATUM PER SEWER MH #20 -cf ON SOOT 145TH STREET: ELEVATION = 277.1 FEET LOT I HEIGHT GALGULATION SPOT ELEV. SPOT ELEV. SPOT ELEV. SPOT ELEV. SPOT ELEV. TOTAL 1121.51/5 = 22431 + 30 224.33 2 224.50 5 224.58 4 224.05 5 224.05 1121.57 224.31 AVERAGE FINISH GRADE = 254.51 MAX. HE I GHT FLAN M278053F -17R MAIN FLOOR UPPER FLOOR MID POINT OF ROOF MAX. MID POINT OF ROOF BELOW MAX. HE I GHT SITE A171:7RESS LOT 5. 150TH ST. TUKWILA, WA. LOT WVERAGE Lo- AREA: HOUSE /GARAGE AREA: PORCH /PATIO AREA: TOTAL AREA: LOT AREA: HOUSE /GARAGE AREA: PORCH /PATI AREA: DRIVEWAY /WALK AREA TOTAL AREA 226.21 236.13 24S.76 254.31 5.55 51,216 S.F. 2,I0cf S.F. 224 S.F. 2,333 5.F. 7.46% I"PERVIOUS AREA LOT 3 HEIGHT GALGULATION SPOT ELEV. 1 233. SPOT ELEV. 2 233.g2 SPOT ELEV. 3 253.85 SPOT ELEV. 4 232.67 SPOT ELEV. 5 255.26 TOTAL 1167,45 116143 / 5 = 253.4(1 AVERAGE FINISH GRADE 255.4'1 + 30 = 263.4cf MAX. HEIGHT FLAN M3165A2F -I MAIN FLOOR UPPER FLOOR MID POINT OF ROOF MAX. MID POINT OF ROOF BELOW MAX. HEIGHT SITE ADDRESS LOT S S. 150TH ST. TUKWILA, WA. s LOT WVERAE LOT AREA: ci S.F. review Han a pproval to errors and om o OUSE /GARAGE AREA: I,�i56 S.F. 144 S.F. of construction documents does not auth /PATI AREA: 2 i . irt APPIrJvaI ' violation cf my accept •1+� A R EA : or ordinance. OTAL A A: 100 S.F. .V4V �i� .��r c+ 13 rC 1 C' r- .Ji .... BY IMPERVIOUS AREA LOT AREA: HOUSE /GARAGE AREA: PORCH /PATIO AREA: DRI VEWAY /WALK AREA TOTAL AREA: 235.55 245.41 255.88 263.4gf 4.61 ci 5.F. 1;456 S.F. 144 S.F. 1,263 5.F. 3,363 S.F. 31.23% LOT 2 MAIN FLOOR UPPER FLOOR MID POINT OF ROOF MAX. MID POINT OF ROOF BELOW MAX. HEIGHT SITE ADDRESS LOT2 5. 150TH 5T. TUKNILA, WA. LOT GOVERA LOT AREA: HOUSE /GARAGE AREA: PORCH AREA: TOTAL AREA: LOT AREA: HOUSE /GARAGE AREA: PORCH AREA: DRIVEWAY /WALK AREA TOTAL AREA: LOT 4 FLAN M MAIN FLOOR UPPER FLOG MID POINT CT MAX. MID PCH 13ELOW MAX. SITE A I' 1 LOT 4 5. 150TH ST. TUKWILA, A. DoT oA/ERAGE LOT AREA: HOUSE /GARAGE AREA: PORCH /PATIO AREA: TOTAL AREA: I MFERV I OUS LOT AREA: HOUSE /GARAGE AREA: PORCH /PATIO AREA: DRIVEWAY /WALK AREA TOTAL AREA: %, r.., • a.. # • OWNER PEDERSON'S CLA4 TED PEDERSON 1445(1 25TH AVE. I C.'rQN SEATTLE, WA. G8168�, � (206) -0635 FLAN M2960A3PT -2R 235.55 245.41 25'1.15 263.40 3.61 IMERVIOUS AREA 5,10c1 5.F. 2,016 S.F. 13Q S.F. 2,155 5.F. = 24.75% 8,10c1 S.F. 2,016 S.F. 13G S.F. 2cfci S.F. 2,454 5.F. = 28.18% AR HEIGHT GA1.GULATI ON SPOT ELEV. SPOT ELEV. 2 SPOT ELEV. 5 SPOT ELEV. 4 233.53 23S.cf2 235.26 232.55 TOTAL '155.5Q cf 33.5ci / 4 = 255.40 AVERAGE FINISH GRADE 233.40 + 30 = 263.40 MAX. HEIGHT HEIGHT GALGULATION SPOT ELEV. I SPOT ELEV. 2 SPOT ELEV. 3 SPOT ELEV. 4 SPOT ELEV. 5 228.25 225.35 225.21 225.25 225.25 TOTAL 1 141.37 1141.51 / 5 = 225.27 AVERAGE FINISH GRADE 228.27 + 50 = 258.27 MAX. HE I GHT r 6 15,756 S.F. 2,I0c1 S.F. 214 S.F. 1,304 S.F. 5,627 5.F. = Ici.31% CORRECTION LTR# o loy 0 REGETVED 1 SHEET # 5048 _ GIS ER D 4 te RC ITECT Al Ft Ecevero COVERSHEET etre 0 T I IMLA A2 PAYMENT OF USE FEE IS DUE ARCHITECTS NORTHWEST, INC. PRIOR TO CONSTRUCTION FOR EACH STRUCTURE BUILT FROM THESE PLANS. THESE PLANS ARE COPYRIGHTED IN ACCORDANCE WITH FEDERAL STATUTES. REPRODUCTION BY ANY METHOD OF ALL OR PORTIONS OF THESE PLANS OR VARIATIONS THEREOF WITHOUT WRITTEN PERMISSION FROM ARCHITECTS NORTHWEST, INC. IS STRICTLY PROHIBITED. THESE DRAWINGS AND PLANS SET FORTH ON THIS SHEET AS INSTRUMENTS OF SERVICE ARE, AND SHALL REMAIN, THE PROPERTY OF ARCHITECTS NORTHWEST, INC. A3 A4 FOUNDATION ON 4 MAIN FLOOR 4 FRAMING PLANS A5 MAN N 4 UPPER FLOORS 4 UPPER FLOOR FRAMING PLANS AHD ELEVATIONS A1 - BUILDING SECTIONS R11 100 LATERAL - DETAILS FROM ENGINEER S2 LATERAL - SHEAR WALLS, HARDWARE 4 STRUCT. NOTES 8 NO LIMIT W/L/ •�Nov 'd 1 MAX. MIN. MAX. ASS1G 1 MAX. MIN. MAX. MIN. MAX. MIN. MAX. MIN. MAX. <500 50 75 1 DESIGNED BY: DATE: DRAWN BY: DATE: SIND 5/12/00 REVISED BY: DATE: CRC 2/5/02 BLH a /8 /O6 r LATERAL BY: DATE: P4 1/26/06 LATERAL JOB NUMBER: 06 --282 A Al ANW JOB NUMBER: 06070S SHEET # DESCRIPTION Al Ft Ecevero COVERSHEET etre 0 T I IMLA A2 SCHEDULE SHEET APR ER aU it t..N 1 41"+ DETAIL SHEET A3 A4 FOUNDATION ON 4 MAIN FLOOR 4 FRAMING PLANS A5 MAN N 4 UPPER FLOORS 4 UPPER FLOOR FRAMING PLANS AHD ELEVATIONS A1 - BUILDING SECTIONS 51 LATERAL - DETAILS FROM ENGINEER S2 LATERAL - SHEAR WALLS, HARDWARE 4 STRUCT. NOTES FLOOR AREA, FT MINIMUM FLEX DIAMETER MAXIMUM LENGTH PEET MINIMUM SMOOTH DIAMETER SI DROOMS MAXIMUM ELBOWS 1 50 4 INCH 2 OR LESS 3 70 4 50 5 90'- -0" 6 100' -O" 7 50 8 NO LIMIT 6 INCH MIN. MAX. MIN. MAX. MIN. MAX. MIN. MAX. MIN. MAX. MIN. MAX. MIN. MAX. <500 50 75 65 98 80 120 95 143 110 165 125 IBS 140 210 501 -1000 55 83 10 105 85 128 100 150 115 173 130 195 145 215 1001 -1500 60 90 15 113 90 135 105 _158 120 180 135 203 150 2.25 1501-2000 65 98 50 120 95 145 110 165 125 I88 140 210 155 235 2001 -2500 10 105 55 125 100 150 115 113 130 195 145 218 160 240 2501 -3000 15 113 90 135 105 155 120 150 135 203 150 225 165 248 3001 -3500 80 120 95 145 110 165 125 I BS 140 210 155 233 170 255 5501 -4000 85 128 100 150 115 115 ISO 195 145 218 160 240 175 265 4001 -5000 95 143 110 165 125 188 140 210 155 283 170 255 155 278 B001-6000 105 158 120 IS0 135 203 150 225 165 248 180 210 195 243 6001 -7000 115 173 ISO 195 145 218 160 240 175 263 190 285 205 308 1001 -8000 125 188 140 210 155 255 110 255 185 278 200 SOO 215 323 5001-1000 I35 205 150 225 165 248 180 210 195 213 210 315 225 558 >1000 145 218 160 240 115 263 1 285 205 305 220 530 235 553 FAN TESTED CFM 0 0.25" W ,5. MINIMUM FLEX DIAMETER MAXIMUM LENGTH PEET MINIMUM SMOOTH DIAMETER MAXIMUM LENGTH Ft= 1 MAXIMUM ELBOWS 1 50 4 INCH 25' -0" 4 INCH 70 3 50 5 INCH 90'- -0" 5INCH 100' -O" 5 50 6 INCH NO LIMIT 6 INCH NO LIMIT 3 80 4 INCH 2 WA 4INGH 20 5 50 5INGH I5' -0" 5INGH 100' -0" 5 50 6 INCH 90' -0" 6 INCH NO LIMIT 3 100 5 INCH 2 N/A 5 INCH 50'-0" 5 100 6 INCH 45 6 INCH NO LIMIT 5 125 6 INCH 15'-O" 6 INCH NO LIMIT 5 125 7 INCH 70' -0" 7 INCH NO LIMIT 5 GROUND LOAD 1 dIND (MPH) SEISMIC GA TTG0R Y SUBJECT TO DAMAGE FROM WINTER DESIGN TEMP ICE SHIELD UNDER- LAYiENT REQUIRED HAZARDS AL AIR I FREEZING MEAN ANNUAL TEMR N+'E.4THLEi ING FROST LINE EPTH TERMITE DECAY 25112 85 p2(IRC) '2(lR) MODERATE I IS" SLIGHT TO MODERATE SLIGHT TO MODERATE R-50 NO R -21 R -IQ R -50 EQUIVALENT FLUID FREssuRE = S5 P.G.F. (UNRESTRAINED WALLS) 50 P.G.F. (RESTRAINED WALLS) OF'1'ION 10 AR.EAA % of FLOOR 6LAZIN6 U-FACTOR OR q 2 m u 12 MALL AIL 6RAAE XI 5 FLOOR v' d14'°= GRADE VER.T! :Al.. 11 OVERT- .p 1 V. fi sR.-4 0001JPANGIE5 ONLY 0.40 055 0.20 R -35 R-50 R -21 R -21 R -IQ R -50 11 -I0 GENERAL CODE ALL APPLICABLE CODES AND AUTHORITIES HAVING JURISDICTION SHALL DE FOLLOWED I) 2005 INTERNATIONAL RESIDENTIAL CODE (IRO) WITH WASHINGTON STATE AMENDMENTS (NSA) EXCEPT CHAPTERS II AND 25 T-IROUGH 42 ARE NOT ADOPTED. WAG 51-51 2) 2003 INTERNATIONAL BUILDING CODE (IBC) WITH WASHINGTON STATE AMENDMENTS (NSA) WAG 51-50 3) 2005 INTERNATIONAL MECHANICAL CODE (IMO) WITH WASHINGTON STATE AMENDMENTS (NSA) NAG 51-52 4) 2003 UNIFORM PLUMBING COPE (UPC) WITH WASHINGTON STATE AMENDMENTS, EXCEPT CHAPTERS 12 AND 15 ARE NOT ADOPTED. WAG 51-56 AND 51-5'7 5) 2003 INTERNATIONAL FUEL 6AS CODE (IF6C) WITH WASHINGTON STATE AMENDMENTS (W5A) 6) 2004 WASHINGTON STATE ENERGY CODE (WSEC). WAG 51 -11 '7) 2005 WASHINGTON STATE VENTILATION AND INDOOR AIR QUALITY CODE (NSVIAQC). NAG 51 -13. BUILDING CONSTRUCTION TYPE: V-15 OCCUPANCY GROUP: R-3 CONTRACTOR SHALL VERIFY ALL NOTES, DIMENSIONS AND CONDITIONS PRIOR TO CONSTRUCTION CONTRACTOR SHALL PROVIDE TEMPORARY BRACING AS REQUIRED UNTIL ALL PERMANENT CONNECTIONS HAVE BEEN MADE. IT IS THE CONTRACTORS RESPONSIBILITY TO IDENTIFY ALL DISCREPANCIES TO THE ARCHITECT AT THE TIME THEY ARE NOTED. DIMENSIONS TAKE PRECEDENCE OVER SCALED DRAWINGS. CLIMATIC AND GEOGRAPHIC DESIGN CRITERIA SITE WORK GENERAL ALL FOOTINGS TO BEAR ON FIRM, UNDISTURBED EARTH DELON ORGANIC SURFACE SOILS. ALL SACK FILL MATERIAL SHALL BE THOROHGHLY COMPACTED. FOUNDATION VENTS SHALL NOT INTERFERE WITH THE DIRECT LOAD PATH OF COLUMNS. G AiZFENTfiZY GENERAL ALL FRAMING SHALL COMPLY WITH THE APPROPRIATE SECTION(S) OF THE 2003 15CARG. ALL WOOD IN CONTACT WITH CONCRETE TO 8E PRESSURE TREATED. 6" MINIMUM CLEARANCE BETWEEN WOOD AND EARTH. 12" MINIMUM CLEARANCE BETWEEN FLOOR BEAMS AND EARTH. 18" MINIMUM CLEARANCE BETWEEN FLOOR JOISTS AND EARTH. LOADING ROOF FLOOR CEILING DECK E) GANTILEVER> BALCONY INTERIOR PARTITION EXTERIOR PARTITION 15 PSF DEAD LOAD 10 PSF DEAD LOAD 5 FSF DEAD LOAD 5 PSF DEAD LOAD 10 PSF DEAD LOAD WOOD Bl ARIN6 ON OR INSTALLED WITHIN I" OF MASONRY OR CONCRETE TO BE TREATED WITH AN APPROVED PRESERVATIVE. SOLID BLOCKING OF NOT LESS THAN 2x TACK-NESS SHALL BE PROVIDED AT ENDS AND AT ALL SUPPORT OF JOISTS AND RAFTERS. ANCHOR DOLTS PER SHEAR NALL SCHEDULE AND FOUNDATION PLAN. 1" MINIMUM EMBEDMENT. ALL METAL FRAMING ANCHORS AND HANGERS SHOWN ON DRAWINGS SHALL BE STRONG TIE CONNECTORS AS MANUFACTURED BY SIMPSON COMPANY OR APPROVED EQUAL. I NSULATION AND MO ISTURE PROTECTION + 25 PSF LIVE LOAD + 40 PSF LIVE LOAD + IO PSF LIVE LOAD + 40 PSF LIVE LOAD + 60 PSF LIVE LOAD 40 PSF 50 PSF = I5PSF 43 PSF "!O P51 • 1 FSF IOPSF GENERAL UNLESS NOTED Oil-ERASE, INSULATION SHALL CONFORM TO THE WASHINGTON STATE ENERGY GODES. INSULATION BAFFLES TO MAINTAIN I -I /2" CLEAR SPACE ABOVE INSULATION. BAFFLES TO EXTEND 6" ABOVE BATT INSULATION. BAFFLES TO EXTEND 12" ABOVE LOOSE FILL INSULATION. INSULATE BEHIND BATHTUBS, SHOWERS, PARTITIONS AND CORNERS. FACE STAPLE BATTS. FRICTION FIT PAGED BATTS USE 4 MIL (0.004 ") POLYETHYLENE VAPOR BARRIER AT WALLS. USE FVA PAINT WITH A DRY CUP PERM RATING OF ONE (MAX.) R -l0 INSULATION UNDER ELECTRIC WATER 1-EATERS. INFILTRATION CONTROL I. EXTERIOR JOINTS AROUND WINDOWS AND DOOR FRAMES, OPENINGS BETWEEN WALLS AND FOUNDATIONS, BETWEEN WALLS AND ROOF AND BETWEEN WALL PANELS, OPENINGS AT PENETRATIONS OF UTILITY SERVICES THROUGH WALLS, FLOORS, AND ROOF, AND ALL 0THER SUCH OPENINGS IN THE BUILDING ENVELOPE, INCLUDING ACCESS PANELS INTO UNHEATED SPACES, SHALL BE SEALED, CAULKED, GASKETED OR WEATHER- STRIPPED TO LIMIT AIR INFILTRATION. 2. ALL EXTERIOR DOORS, OTHER THAN FIRE -RATED DOORS, SHALL 5E DESIGNED TO LIMIT AIR INFILTRATION AROUND THEIR PERIMETER WHEN IN A CLOSE.'" POSITION. DOORS BETWEEN RESIDENCE AND GARAGE ARE NOT CONSIDERED "FIRE- RATED" AND MUST MEET THE ABOVE REQUIREMENT. 3. ALL EXTERIOR WINDOWS SHALL BE DESIGNED TO ADMIT AIR INFILTRATION INTO OR FROM THE BUILDING ENVELOPE WHICH SHALL BE SUBSTANTIATED BY TESTING TO STANDARD ASTM E 283.75. SITE BUILT AND MILLWORK SHOP MADE WOODEN SASH ARE EXEMPT FROM TESTING BUT SHALL DE HEATHER- STRIPPED, CAULKED AND MADE TIGHTLY FITTING. 4. RECESSED LIGHT FIXTURES TO LIMIT AIR LEAKAGE PER N.S.E.G. PIPING FOR HOT WATER / STEAM SYSTEMS OF PIPING FOR CONTINUOUSLY CIRCULATING HOT WATER SERVICE 15 REQUIRED TO BE INSULATED PER THE NS.E.G. SERVICE WATER PIPING SHALL BE INSULATED TO A MINIMUM OF R-3. VAPOR BARRIERS / GROUND COVERS AN APPROVED VAPOR BARRIER SHALL BE PROPERLY INSTALLED IN ROOF DECKS, IN ENCLOSED RAFTER SPACES FORMED YORE CEILINGS ARE APPLIED DIRECTLY TO THE UNDERSIDE OF ROOF RAFTERS, AND AT EXTERIOR WALLS. INSET STAPLED BATTS WITH A PERM RATING LESS THAN ONE MAY BE INSTALLED IF THE VAPOR BARRIER IS TO THE WARM SIDE, STAPLES SHALL BE PLACED NOT MORE THAN S" O.G. AND GAPS BETWEEN THE FACING AND THE FRAMING SHALL NOT EXCEED 1/16 ". A GROUND COVER OF 6 MIL (0.006 9 BLACK POLYETHYLENE OR EQUIVALENT SHALL BE LAID OVER THE GROUND IN ALL DRAWL SPACES. THE GROUND COVER SHALT. SE OVERLAPPED ONE FOOT AT EACH JOINT AND SHALL EXTEND TO THE FOUNDATION WALL. THE NET FREE VENTILATING AREA FOR ATTIC VENTILATION MAY 33E 11300 OF THE AREA OF Ti-IE VENTILATED SPACE PROVIDED THAT A VAPOR BARRIER HAVE A PERM RATING NOT EXCEEDING ONE IS INSTALLED ON THE WARM SIDE OF THE INSULATION. DOORS, WINDOWS AND SK'rL. I GHTS GENERAL DOORS TO TH-E EXTERIOR MAY HAVE A MAXIMUM 7 -3/4" STEP TO A MINIMUM 56" DEEP LANDING. ALL Ca,.AZ'N6 SHALL MEET THE REQUIREMENTS OF THE W.S.E.G. TABLE 6 -1 UNL1 =5S NOTED OTHERWISE. ALL SKYLIGHTS AND SKYWALLS SHALL HAVE LAMINATED GLASS UNLESS NOTED OTHERWISE. ALL BEDROOM EMERGENGY EGRESS WINDOWS SHALL HAVE A MINIMUM NET CLEAR OPENING OF 5.7 SQUARE FEET. MINIMUM NET CLEAR OPEN ABLE WIDTH OF 20" AND A MINIMUM NET CLEAR OPENING HEIGHT OF 24 ", MAXIMUM FINISHED SILL HEIGHT OF 44" ABOVE FLOOR. MEGHAN 1 GAL SITE BUILT AND MILLWORK SHOP BUILT WOODEN SASH SHALL DE MADE WEATHER- STRIPPED, CAULKED AND BE MADE TIGHTLY FITTING. SLIDING GLASS DOORS TO PERMIT MAXIMUM INFILTRATION OF 0.5 CFM PER SQUARE FOOT OF DOOR AREA. SEE PLANS FOR: GLAZING MANUFACTURER AND MODEL NUMBERS. SAFETY GLAZING LOCATIONS PER 2005 IRC SECTION 8308. I. GLAZING IN SWINGING DOORS. 2. GLAZING IN FIXED AND SLIDING DOOR ASSEMBLIES AND PANELS IN SLIDING AND ENFOLD CLOSET DOORS. 3. GLAZING IN STORM DOORS. 4. GLAZING IN ALL UNFRAMED SWINGING DOORS. 5. GLAZING IN DOORS AND ENCLOSURES FOR HOT TUBS, WHIRLPOOLS, SAUNAS, STEAM ROOMS, BATHTUBS, AND SHOWER. GLAZING IN ANY PART OF A BUILDING WALL ENCLOSING THESE GOMPARTNENTS INHERE THE BOTTOM EXPOSED EDGE OF THE GLAZING IS LESS THAN 60- INGHES MEASURED VERTICALLY ABOVE ANY STANDING OR WALKING SURFACE. 6. GLAZING IN AN INDIVIDUAL FIXED OR OPERABLE PANEL ADJACENT TO A DOOR WHERE THE NEAREST VERTICAL EDGE IS WITHIN A 24 -INCH ARC OF THE DOOR IN A CLOSED POSITION AND WHOSE BOTTOM EDGE IS LESS THAT 60" ABOVE THE FLOOR OR WALKING SURFACE. 1. GLAZING THAT MEETS ALL OF THE FOLLOWING CONDITIONS: 7.1. EXPOSED AREA OF AN INDIVIDUAL PANE IS GREATER THAN a SQUARE FEET. EXPOrED BOTTOM EDGE IS LESS THAT IS" ABOVE THE FLOOR. 1.5. TOP EDGE GREATER THAN 36" ABOVE THE FLOOR. 1.4. ONE OR MORE WALKING SURFACES WITHIN 56" HORIZONTALLY OF THE PLANE OF THE GLAZING. 8. ALL GLAZING IN RAILINGS Q. GLAZING IN WALLS AND FENCES ENCLOSING IN DOOR AND OUTDOOR SWIMMING POOLS, HOT TUBS, AND SPAS WHERE THE BOTTOM EDGE OF THE GLAZING 15 LESS THAN 60" ABOVE THE PLANE OF THE ADJACENT WALKING SURFACE. 10. GLAZING ADJACENT TO STAIRWAYS, LANDINGS AND RAMPS WITHIN 36" HORIZONTALLY OF A WALKING SURFACE WHEN THE EXPOSED SURFACE OF THE GLASS I5 LESS THAN 60" ABOVE THE PLANE OF THE ADJACENT WALKING SURFACE. II. (GLAZING ADJACENT TO STAIRWAYS, LANDINGS AND RAMPS WITHIN 60" HORIZONTALLY OF THE SUTTOM TREAD OF A STAIRWAY IN ANY DIRECTION WHEN THE EXPOSED SURFACE OF THE NOSE OF THE TREAD. SCREENS NEED NOT BE PROVIDED AT SKYLIGHTS WHEN FULLY TEMPERED GLASS 15 USED AS SINGLE GLAZING OR IN ALL PANES INSULATING UNIT AND ALL OF THE FOLLOWING CONDITIONS ARE MET. 1. THE GLAZING ARE DOES NOT EXCEED 16 SQUARE FEET. 2. THE HIGHEST POINT OF GLASS 15 NOT MORE THAN I2' -0" ABOVE ANY WALKING SURFACE OR ACCESSIBLE AREA 3. THE NOMINAL THICKNESS OF EACH PANE DOES NOT EXCEED S/16 ". GENERAL SOLID FUEL BURNING APPLIANCES INCLUDE AIRTIGHT STOVES, FIREPLACE STOVES, ROOM HEATERS, FACTORY BUILT FIREPLACES AND FIREPLACE INSERTS. ALL SOLID FUEL BURNING APPLIANCES SHALL COMPLY WITH THE PROVISIONS OF CHAPTER 24 OF THE 2005 INTERNATIONAL RESIDENTIAL CODE. HEATING EACH LWEILING UNIT SHALL BE PROVIDED WITH HEATING FACILITIES CAPABLE OF MAINTAINING A TEMPERATURE OF 6S DEGREES FAHRENHEIT AT A HEIGHT OF 3'-0" ABOVE THE FLOOR AND TWO FEET FROM EXTERIOR WALLS IN ALL HABITABLE ROOMS WHEN THE OUTSIDE TEMPERATURE IS AS SET FORTH IN THE N.S.E.C. DEFINITION OF BUILDING ENVELOPE FROM THE WASHINGTON STATE ENERGY CODE: THE ELEMENTS OF A BUILDING WHICH ENCLOSE CONDITIONED SPACES THROUGH WHICH THERMAL ENERGY MAY BE TRANSFERRED TO OR FROM TI-E EXTERIOR EXCEPT AS EXEMPTED BY THE W.SE.G. I. FUEL BURNING APPLIANCES LOCATED WITHIN THE BUILDING ENVELOPE SHALL OBTAIN AIR FROM OUTDOORS, MEETING TH-EE PROVISIONS OF CHAPTER 24 OF THE 2005 IRC. 2. FUEL. BURNING APPLIANCES LOCATED OUTSIDE THE BUILDING. ENVELOPE SHALL MEET THE PROVISIONS OF CHAPTER 24 OF THE 2003 IRO. 5. DUCTWORK LOCATION AND SOURCE OF COMBUSTION AIR SHALL MEET THE PROVISIONS OF CHAPTER 16 OF THE 2003 IRG. ALL NARM AIR FURNACES SHALL BE LISTED AND LABELED DT' AN APPROVED AGENCY AND INSTALLED PER CHAPTER MI402 OF THE 2005 IRG. APPLIANCES INTENDED FOR INSTALLATION IN CLOSETS, ALCOVES OR CONFINED SPACES SHALL BE 50 LISTED AND INSTALLED PER SECTION MI1022 OF THE 2003 IRC. NO WARM AIR FURNACE SHALL BE INSTALLED IN A ROOM USED OR DESIGNED TO BE USED AS A FJEDROOM BATHROOM, CLOSET OR IN ANY ENCLOSED SPACE WITH ACCESS ONLY THROUGH SUCH ROOM OR SPACE, EXCEPT DIRECT VENT FURNACE, ENCLOSED FURNACES AND ELECTRIC HATING FURNACES. NO WARM AIR FURNACE SHALL BE INSTALLED IN A CLOSET OR ALCOVE WITH A SPACE LESS THAN 12" WIDER THAN THE FURNACE OR A CLEARANCE OF 5" ALONG THE SIDES, BACK AND TOP. LIQUEFIED PETROLEUM GAS BURNING APPLIANCES SHALL NOT BE INSTALLED IN A PIT, BASEMENT OR SIMILAR LOCATION WHERE HEAVIER THAN AIR GASES MIGHT COLLECT. APPLIANCES SO FUELED SHALL NOT BE INSTALLED IN AN ABOVE GRADE UNDER FLOOR SPACE OR BASEMENT UNLESS SUCH LOCATION 15 PROVIDED WITH AN APPROVED MEANS FOR REMOVAL OF UNBURNED GAS. HEATING AND COOLING APPLIANCES LOCATED IN A GARAGE AND WHICH GENERATE A GLOW, SPARK OR FLAME CAPABLE OF IGNITING FLAMMABLE VAPORS SHALL BE INSTALLED WITH THE PILOTS AND BURNERS OR 1-EATING. ELEMENTS AND SWITCHES AT LEAST IS ABOVE THE FLOOR SURFACE. FIR.E PAMPERS NEED NOT BE INSTALLED IN AIR DUCTS PASSING THROUGH THE WALL, FLOOR OR CEILING SEPARATING A RESIDENCE (GROUP 5, DIVISION 5 OCCUPANCY) FROM A GARAGE (GROUP M, DIVISION 1 OCCUPANCY), PROVIDED SUCH DUCTS WITHIN THE GARAGE ARE CONSTRUCTED OF STEEL HAVING A THICKNESS NOT LESS THAN 0.01c1" (NO. 26 GALVANIZED SHEET GAUGE) AND HAVE NO OPENINGS INTO THE GARAGE. WARM AIR FURNACE INSTALLATIONS IN ATTICS OR CRAWL SPACES SHALL COMPLY WITH M1402 OF THE 2003 IRE. EVERY APPLIANCE DESIGNED TO BE VENTED SHALL BE CONNECTED TO A VENTING SYSTEM COMPLYING WITH CHAPTER l8 OF THE 2005 IRE. EVERY FACTORY BUILT CHIMNEY, TYPE L VENT, TYPE B GAS VENT OT TYPE BIN GAS VENT SHALL BE I NSTAI 1 Fn IN ACCORDANCE WITH THE TERMS OF ITS LISTING, MANUFACTURERS INSTALLATION INSTRUCTIONS AND THE REQUIREMENTS PER CHAPTER 10 OF THE 2005 IRO. A TYPE B OR BIN GAS VENT SHALL TERMINATE PER CHAPTER 24 OF THE 2003 IRC. A TYPE L VENTING SYSTEM SHALL TERMINATE NOT LESS THAN 2' -0" ABOVE THE HIGHEST POINT WHERE THE VENT PASSES THROUGH THE ROOF OF THE BUILDING AND AT LEAST 2'-0" HIGHER THAN ANY PORTION OF THE BUILDING WITHIN IO' --O" OF THE VENT PER SECTION 1 504.2.4 OF THE 2005 IRC. VENT CONNECTORS SHALL BE INSTALLED WITHIN THE SPACE OR AREA IN WHICH THE APPLIANCE 15 LOCATED AND SHALL BE CONNECTED TO A CHIMNEY OR VENT IN SUCH A MANNER AS TO MAINTAIN THE CLEARANCE TO GOMI5USTIBLES PER SECTION MI805 OF THE 2003 IRC.. HEATING EGU IPMENT ALL HEATING EQUIPMENT SHALL MEET THE REQUIREMENTS OF THE IQ8 NATIONAL APPLIANCE ENERGY CONSERVATION ACT (NAEGA) AND BE 50 LABELED. EQUIPMENT SHALL ALSO COMPLY WITH SECTION 1411 OF THE N S.E.G. HVAG EQUIPMENT FOR LOW -RISE RESIDENTIAL SHALL BE SIZED NO GREATER THAN 200% OF DESIGN LOAD DUCTWORK 1. DUCT SYSTEMS OR FACTORY BUILT AIR DUCTS SHALL BE OF METAL AS SET FORTH BY TABLE 1601.1.1 (I) 4 1601.1.1 (2) OF THE 2005 IRC. 2. RECTANGULAR, FLAT, OVAL AND ROUND DUCT JOINTS AND SEAMS SHALL PE AIRTIGHT PER SECTION MI601.5.1 01 THE 2005 IRC. 3. INSTALLATION OF DUCTS SHALL COMPLY WITH SECTION MI601.5 OF THE 2005 IRE. 4. DUCT INSULATION BE INSTALLED IN ACCORDANCE WITH SECTION MI60I.2.1 OF THE 2003 IRC. WHOLE HOUSE VENTILATION SPECIFICATIONS FROM THE 2003 WASHINGTON STATE VENTILATION AND INDOOR AIR QUALITY CODE (VIAQ). SOURCE SPECIFIC VENTILATION REQUIREMENTS. 1. MINIMUM EXHAUST FAN REQUIREMENTS: A. SATHROOMS, LAUNDRIES AND PONDER ROOMS - 50 CFM @ 0.25" NE,. B. KITCHENS - 100 CFM @ 0.25" N.6. (RANGE HOOD OR DOWN DRAFT EXHAUST FAN RATED AT MIN. 100 GFM ® 0.10" W.b. MAY SE USED FOR EXHAUST FAN REQUIREMENTS) 2. EXHAUST DUCT REQUIREMENTS: A. INSULATE TO R -4 (MIN.) IN UNCONDITIONED SPACES. B. EQUIP WITH A BACK DRAFT DAMPER. C. TERMINATE OUTSIDE THE BUILDING. D. COMPLY WITH TABLE 3-5 ON THIS SHEET. PRESGRI PTI VE REQUIREMENTS FOR: OPTION 1. INTERMITTENT WHOLE HOUSE VENTILATION USING EXHAUSE FANS MAO 303.4.1) OUTDOOR AIR SHALL 13E SUPPLIED TO ALL HAB1TA5LE ROOMS (AT FLOW RATES SPECIFIED IN TABLE 3.2 ON THIS SHCLT) USING THE FOLLOWING METHODS: 1. ROOM OUTDOOR AIR INLETS SHALL COMPLY WITH THE FOLLOWING: A. HAVE CONTROLLABLE AND SECURE OPENINGS. B. BE SLEEVED OR DESIGNED SO AS NOT TO COMPROMISE THE THERMAL. PROPERTIES OF THE WALL OR WINDOW IN WHICH THEY ARE PLACED. G. PROVIDE A MINIMUM OF FOUR SQUARE INCHES OF NET FREE AREA OF OPENING FOR EACH HABITABLE AREA. D. PROVISIONS SHALL SE MADE TO ENSURE AIRFLOW BY THE INSTALLATION OF DESTRIBUTION DUCTS, TRANSOMS, OR UNDERCUTTING DOORS A MINIMUM OF 1/2" ABOVE THE FINISHED FLOOR COVERINGS. NOTE: OUTDOOR AIR INLETS ARE NOT REQUIRED, IF THE HOME HAS A DUCTED FORGED AIR HEATING SYSTEM THAT COMMUNICATES WITH ALL HABITABLE ROOMS AND HAS INTERIOR DOORS UNDERCUT A MINIMUM OF 1/2" ABOVE THE FINISH FLOOR COVERING. 2. WHOLE HOUSE EXHAUST FANS SHALL: A. 5. G. ISE SIZED ACCORDING TO TASLE 3 -2 ON THIS SHEET. 1=LOW RATED AT 0.25" W.G. STATIC PRESSURE. SOUND RATED AT 1.5 SONES MAXIMUM. 5. WHOLE HOUSE EXHAUST FAN CONTROLS: A SE CONTROLLED BY A 24 -HOUR CLOCK TIMER. B. PROVIDE CAPABILITY OF CONTINUOUS OPERATION, MANUAL AND AUTOMATIC CONTROL. G. THE 24 -HOUR CLOCK TIMER SHALL BE READILY ACCESSIBLE. D. AT THE TIME OF FINAL INSPEGTIO, THE AUTOMATIC CONTROL TIMER SHALL SE SET TO OPERATE THE WHOLE HOUSE FAN FOR AT LEAST 5 HOURS A DAY. E. A LABEL SHALL SE AFFIXED TO THE CONTROL THAT READS "WHOLE HOUSE VENTILATION (SEE OPERATING INSTRJUGTIONS) ". 4. WHOLE HOUSE EXHAUST DUCTS: A. SE SIZED ACCORDING TO TABLE 3 -3 ON THIS SHEET. 5. INSULATED TO A MINIMUM R -4 IN UNCONDITIONED SPACES. G. TERMINATE OUTSIDE THE BUILDING. TABLE 3--2 VENTILATION RATES FOR ALL GROUP R OCCUPANCIES FOUR STORIES AND LESS* MINIMUM AND MAXIMUM VENTILATION RATES: CUBIC FEET PER MINUTE (GEM) * FOR RESIDENCES THAT EXCEED 6 BEDROOMS, INCREASE THE MINIMUM REQUIREMENT LISTED FOR 8 BEDROOMS BY AN ADDITIONAL 15 CFM PER BEDROOM. THE MAXIMUM CFM IS EQUAL TO 1.5 TIMES THE MINIMUM. TALE 3 -3 PRESCRIPTIVE EXHAUST DUCT SIZING NOTE: I. FOR EACH ADDITIONAL ELBOW SUBTRACT IO'-O" FROM LENGTH. 2. FLEX DUCTS OF THIS DIAMETER ARE NOT PERMITTED WITH FANS OF THIS SIZE. F I REPLACES ALL MASONRY FIREPLACES AND CHIMN SHALL MBE: CONSTRUCTED TO CONFORM TO ALL APPL I GABLE PORTIONS OF CHAPTER 10 OF THE 2005 IRC. CODE. FLUE LINER MINIMUM, 5/8" FIRE CLAY (OR EQUIVALENT) PER MC FLUE AREA PER IRC. CHIMNEYS SHALL SUPPORT ONLY THEIR OWN WEIGHT UNLESS SPECIFICALLY DESIGNED TO SUPPORT ADDITIONAL LOADS. ALL FIREPLACES SHALL BE PROVIDED WITH TIGHTLY FITTING FLUE DAMPERS, OPERATED WITH A READILY ACCESSIBLE MANUAL OR APPROVED AUTOMATIC CONTROL, AMP AN OUTSIDE SOURCE OF COMBUSTION AIR. MINIMUM DUCT SIZE OF 6" SQUARE INCHES IN AREA PROVIDED WITH READILY ACCESSIBLE DAMPER LOCATED IN FRONT PART OF FIREBOX. PREFABRICATED FIREPLACES, CHIMNEYS, AND RELATED COMPONENTS TO $EAR U.L. OR I.G.S.O. SEAL OF APPROVAL AND TO BE INSTALLED PER MANUFACTURER'S SPECIFICATIONS. HEARTHS SHALL EXTEND 20" (MIN.) IN FRONT OF AND 12" (MIN) BEYOND EACH SIDE: OF FIREPLACE OPENINGS. FIREPLACES SHALL BE PROVIDED WITH TIGHTLY FITTING GLASS OR METAL DOORS. ENERGY CODE 03/26/07 5046 2004 WASHINGTON STATE ENERGY CODE (W.S.E.C.) - TA L PRESCRIPTIVE REQUIREMENTS °- FOR GROUP R OCCUPANCY CLIMATE ZONE I 0. NOMINAL R- VALUES ARE OR WOOD FRAME ASSEMBLIES ONLY OR ASSEMBLIES BUILT IN ACCORDANCE WITH SECTION 601.1 OF THE W.S.E.G. I. MINIMUM REQUIREMENTS FOR OPTION IV LISTED. 2. REQUIREMENT APPLIES TO ALL CEILINGS EXCEPT 51N6 RAFTER OR JOIST VAULTED CEILINGS. S. REQUIREMENT APPLICABLE ONLY TO SINGLE RAFTER OR JOIST VAULTED CEILING #. 4. BELOW GRADE WALLS SHALL 5E INSULATED EITHER ON THE EXTERIOR TO A MINIMUM LEVEL OF R -I0, OR ON THE INTERIOR TO THE SAME LEVEL AS WALLS ABOVE GRADE. EXTERIOR INSULATION INSTALLED ON BELOW GRADE WALLS SHALL BE A WATER RESISTANT MATERIAL, MANUFACTURED FOR IT'S INTENDED USE, AND INSTALLED TO THE MANUFACTURER'S SPECIFICATIONS. SEE: SECTION 6022 OF THE W.S.E.G. 5. FLOORS OVER CRAWL SPACES OR EXPOSED TO AMBIENT AIR CONDITIONS. E. REQUIRED SLAB PERIMETER INSULATION SHALL BE A WATER RESISTANT MATERIAL, MANUFACTURED FOR ITS INTENDED, AND INSTALLED ACCORDING TO THE MANUFACTURER'S SPECIFICATIONS. SEE SECTION 602.4 OF THE W.SE.C. Gr. DOORS, INCLUDING ALL FIRE DOORS, SHALL SE ASSIGNED DEFAULT 11-FACTORS. FROM TABLE 10-60 OF THE W.S.E.C. 10. WHERE A MAXIMUM GLAZING AREA IS LISTED, THE TOTAL GLAZING AREA (COMBINED V TICAL PLUS OVERHEAD) AS A PERCENT OF GROSS CONDITIONED FLOOR AREA MALL DE LESS THAN OR EQUAL TO THAT VALUE. OVERHEAD GLAZING, WITH U- FACTOR OF U =0.40 OR LESS IS NOT INCLUDED IN GLAZING AREA LIMITATIONS. II. OVERHEAD GLAZING SHALL HAVE U- FACTORS DETERMINED IN ACCORDANCE WITH NPRC 100 OR AS SPEGIF;ED IN SECTION 502.1.5 OF THE WS.E.C. 12. LOG AND SOLID TIMBER WALLS WITH A MINIMUM AVERAGE THICKNESS OF 5.5" ARE EXEMPT FROM THIS INSULATION REQUIREMENT. TI-E FOLLOWING WALLS ARE CONSIDERED TO MEET R-21 WITHOUT ADDITIONAL DOCUMENTATION PER SECTION 602.2 OF THE W.S.E.G.: A. 2x6 FRAMED AND INSULATED WITH R -2I FIBERGLASS BATTS. 5. 2x4 FRAMED ANA INSULATED WITH R -15 FIBERGLASS BATTS PLUS R -4.0 FOAM SHEATHING. G. 2x4 FRAMED AND INSULATED WITH R -I3 FIBERGLASS SATTS PLUS R-5.0 FOAM SHEATHING. SHEET INDEX REVIEWE CODE COMPLIANCE APPROVED MAY 1 8 2007 City Of Tukwila B % LAING DIVISION GLAZING SCHEDULE PLAN M ` 6 A FT ROOM # OF WNDS. WND. W. WND. h, MANUF. FRAME TYPE WDW. TYPE MODEL NO. AIR GAP GAS LO- EIU -VAL. (1) AREA UA MAIN FLOOR I 1 FOYER 2 1 : 3 3.00 MILGARD VINYL PICTURE 5320 _ __. 1/2" AIR _ YES 0.35 7.98 2.79 FOYER 1 1.33 6.33 MILGARD VINYL PICTURE 5320 1/2' AIR YES 0.35 8.42 2.95 TOYER 2 2.00 4.00 MILGARD VINYL PICTURE 5320 1/2" AIR YES 0.35 16.00 5.60 Dii, lIIN 1 F,.00 6.00 MILGARD VINYL SLIDER 5120 1/2" AIR YES 0.38 36.00 13.65 KITCHEN 1 3 00 4.50 MILGARD VINYL SLIDER 5120 1/2" AIR YES 0.38 27.00 10.25 FAIn1ILY 2 2.00 6.00 MILGARD VINYL CASE. 5521 1/2" AIR YES 0.36 24.00 8.64 FAMILY 1 4.00 6.00 MILGARD VINYL PICTURE 5320 112" AIR YES 0.35 24.00 8.40 LIVING 1 6.00 6.00 MILGARD VINYL SLIDER 5120 1/2" AIR YES 0.38 36.E 13.68 0.79 ,LIVING , 1.50 1.50 MILGARD VINYL PICTURE 5320 1/2" AIR YES 0.35 2.25 UPPER FLOOR .15 TR BATH 1 5.00 4 00 MILGARD VINYL PICTURE 5320 1/2" AIR YES 0.35 20.00 7.00 MSTR BEDRM 2 4.00 5.00 MILGARD VINYL SLICER 5120 1/2" AIR YES 0,38 40.00 15.20 MEDIA 2 2.00 5.00 MILGARD VINYL CASE. 5521 112" AIR YES 0.36 20.00 7.20 F1i EDA 1 4.00 5.00 MILGARD VINYL PICTURE 5320 1/2" AIR YES 0.35 20.00 7.00 LOFT 1 5.00 4.00 MILGARD VINYL SLIDER 5120 1/2" AIR YES 0,38 20.00 7.60 BEDRM 3 1 5 00 4 00 MILGARD VINYL SLIDER 5120 1/2" AIR YES 0.38 20.00 7.60 BONUS 2 2.50 5.00 MILGARD VINYL CASE. 5521 1/2" AIR YES 0.36 25.00 9,00 :3`DRA^ 2 1 4.00 LOO MILGARD VINYL SLIDER 5120 1/2" AIR YES 0.38 20.00 7.60 WND. TOTAL: 366.65 134.98 DOORS WITH MORE THAN 50 %GLASS NOOK 3 1 2.67 6.67 SIMPSON WOOD (DOOR 6001 3/4" AIR YES 0.36 53.43 19.23 DOORS WITH MORE THAN 50 %GLASS- TOTAL: 53.43 19.23 AVG. U VALUE (VERTICAL GLASS): 0.37 SKYLIGHTS AND SKYWALLS MS"''R *BATH 1 2.00 4.00 MILGARD ALUMMSKYUGHT ALUM SKYLIGHT 780 780 3/4" 3/4" AIR AIR NO NO 0.54 0.54 8.00 8.00 4.32 4.32 - STAIRWELL 1 2.00 4.i..10 MILGARD GLAZING % =_ AVG. U -VALUE = (1) U- VALUES ARE NFRC CERTIFIED TOTAL 1 AVG. - = WSEC TABLE U -VALUE 436.08 SKYLIGHT (OVERHEAD S.F. TOTAL: GLASS): = = OR E 16.00 8.64 0.54 AREA UA 1 436.081 162.86 TOTAL 1 TOTAL 2 I 13.23% HEATED AREA UA TOTAL (TOT. 2) 3296.00 162.86 S.F. UA 0.37 U- VALUE. AREA TOTAL (TOT. 1) OR OBTAINED FROM 436.08 A 10-6A, B, C, D VENTILATION SCHEDULE WHOLE HOUSE VENTILATION SYMBOL OPTION 1. WHOLE HOUSE VENTILATION USING EXHAUST FANS (VIAQ 303.4.1) 95 MIN, CFM EXHAUST FAN FLOW RATING PER VIAQ TABLE 3 -2 MINIMUM FAN REQUIREMENTS 4 A L OUTDOOR AIR DISTRIBUTED TO EACH HABITABLE ROOM BY INDIVIDUAL FRESH AIR INLETS. I % OUTDOOR AIR INLETS NOT REQUIRED. HOME HAS A DUCTED FORCED AIR HEATING SYSTEM THAT COMMUNICATES WITH ALL HABITABLE ROOMS AND HAS INTERIOR DOORS UNDERCUT A MINIMUM OF 112 INCH ABOVE THE FINISH FLOOR COVERING. VAULTED CEILINGS Min. 100 cfm @ 0.25" WG (VIAQ Table 3-1) (Range hood or down draft exhaust fan rated at min.100 cfm at 0.10" WG may be used for exhaust fan requirement.) OPTION 2. WHOLE HOUSE VENTILATION INTEGRATED WITH A FORCED AIR HEATING SYSTEM (VIAQ 303.4.2) INCH SMOOTH OR INCH FLEXIBLE OUTDOOR AIR INLET DUCT PER VIAQ TABLE 3-5 Whole House Fan MIN. CFM = 95 MAX. CFM = 143 (VIAQ Table 3 -2) (based on 3,296 s.f. floor area & 3 bedrooms) *flow rating @ 0.25" WG *whole house fans located 4 ft. or Tess from interior grille to have a sone rating of 1.5 or Tess measured @ 0.1" WG *whole house fan is required only when using OPTION 1 (VIAQ 303.4.1) *AII fans to vent to outside *All other requirements of 2004 WSEC / 2003 VIAQ must be met MAX VERTICAL U -VALUE ALLOWED MOTORIZED DAMPER 1 MANUAL DAMPER MEETING VIAQ TABLE 3 -2 FLOW RATES: CFM AUTOMATIC FLOW- REGULATED DEVICE OPTION 3. WHOLE HOUSE VENTILATION USING A SUPPLY FAN (VIAQ 303.4.3) INCH SMOOTH OR INCH FLEXIBLE OUTDOOR AIR INLET DUCT PER VIAQ TABLE 3-6 I FLOORS OVER UNHEATED SPACES R -30 MAX OVERHEAD U -VALUE ALLOWED BACK -DRAFT DAMPER SELECTION: 1 1 CALIBRATED MANUAL VOLUME DAMPER 1 1 MANUAL VOLUME DAMPER 1 AUTOMATIC FLOW - REGULATING DEVICE 0.54 DUCTS IN UNHEATED SPACES OPTION 4. WHOLE HOUSE VENTILATION USING A HEAT RECOVERY VENTILATION SYSTEM (VIAQ 303.4.4) 1 I VENTILATION SCHEDULE 2003 WASHINGTON STATE VENTILATION AND INDOOR AIR QUALITY CODE SYMBOL LOCATION MINIMUM FAN REQUIREMENTS 4 A Bath, Powder, Laundry Min. 50 cfm @ 0.25" WG (VIAQ Table 3 -1) • Kitchen B VAULTED CEILINGS Min. 100 cfm @ 0.25" WG (VIAQ Table 3-1) (Range hood or down draft exhaust fan rated at min.100 cfm at 0.10" WG may be used for exhaust fan requirement.) 4 C Whole House Fan MIN. CFM = 95 MAX. CFM = 143 (VIAQ Table 3 -2) (based on 3,296 s.f. floor area & 3 bedrooms) *flow rating @ 0.25" WG *whole house fans located 4 ft. or Tess from interior grille to have a sone rating of 1.5 or Tess measured @ 0.1" WG *whole house fan is required only when using OPTION 1 (VIAQ 303.4.1) *AII fans to vent to outside *All other requirements of 2004 WSEC / 2003 VIAQ must be met FOUNDATION VENTILATION Crawlspace Area: 1424 s.f. Ventilation Required: 1424 s.f. / 300 = 683.52 s.i. Req'd Use: 14" x 7" Foundation Vents Vent Area = 98 s.i. - 25% reduct.,1 /4 "mesh = 73.5 s.i. Vents Required = 683.52 s.i. 1 Vent Area = 9.30 s.i. Provide : 10 14" x 7" Vents, Area = 735 s.i. Ventilation Provided = 735.00 s.i. is Greater than 683.52 s.i. Req'd Use: 10 14" x 7 " Foundation Vents FOUNDATION VENTS SHALL NOT INTERFERE WITH DIRECT LOAD PATH OF COLUMNS INSTALL 6 MIL BLACK POLYETHYLENE VAPOR RETARDER GROUND COVER LOCATE VENTS SO AS TO PROVIDE CROSS - VENTILATION OF CRAWL SPACE LOCATE ONE VENT WITHIN 3 FEET OF EACH CORNER OF THE BUILDING NO OPERABLE LOUVERS AT VENTS 2004 WASHINGTON STATE ENERGY CODE CHECKLIST CHAPTER 6 PRESCRIPTIVE - CLIMATE ZONE 1 PROPOSED INSULATION OPTION NUMBER IV CEILINGS R -38 MAX GLAZING PERCENTAGE ALLOWED UNLIMITED VAULTED CEILINGS R -30 PROPOSED PERCENTAGE GLAZING 13.23% ABOVE GRADE WALLS R -21 MAX VERTICAL U -VALUE ALLOWED 0.40 BELOW GRADE WALLS (INTERIOR) R -21 PROPOSED VERTICAL U -VALUE 0.37 FLOORS OVER UNHEATED SPACES R -30 MAX OVERHEAD U -VALUE ALLOWED 0.58 SLAB PERIMETER R -10 PROPOSED OVERHEAD U -VALUE 0.54 DUCTS IN UNHEATED SPACES R -8 MAX 000R U -VALUE ALLOWED 0.20 PROPOSED DOOR U -VALUE 0.20 2004 RESIDENTIAL WSEC CHAPTER 9; HEATING SYSTEMS SIZING PRESCRIPTIVE HEATING SYSTEM SIZING: FLOOR Main Roof ELECTRIC RESISTANCE (BASEBOARD / UNIT HEATERS): CONDITIONED SQUARE FOOTAGE X .005882 = 19.39 MAXIMUM KW OUTPUT OTHER FUELS: CONDITIONED SQUARE FOOTAGE X20 = 65920 MAXIMUM BTU OUTPUT ROOF VENTILATION VAPOR RETARDER FLOOR Main Roof Roof Area : Ventilation Required: .,: i o I s.f. 2101 s.f. x 144 s.i. / s.f. / 300 = 1 4 MIL POLY I X FACE STAPLED BACKED BATTS I_ PLYWOOD WI -EXT: GL's Provide 1/2 ventilation at eaves, 1/2 above midpoint & min. 3 ft. above eave vents WALL Birdblocking = Eave Ventilation Req'd = Provide : Min. Ventilation Provided = 4.71 s.i. /11 - 25% reduction = 1008.48 s.i. / 2 / s.i. per I.f. = 143 I.f. birdblocking. Ventilation = 505.148 s.i. is greater than 4 MIL POLY I X FACE STAPLED BACKED BATTS I PVgqJ�I? T ° , , . .;• . ' r, Upper Roof Ventilation: CEILING 7 "x7" Attic Roof Jack = Upper Ventilation Req'd = Provide: Ventilation Provided = 49 s.i. each - 25% screen reduction = 1008.48 s.i. / 2 1 s.i. of each vent = 14 -7 "x7" roofjacks. Ventilation = 514.50 s.i. is greater than 36.75 s.i. each. 13.72 vents 514.50 s.i. 504.24 s.i. Req'd 14 MIL POLY I FACE STAPLED BACKED BATTS • I J Pi A.PAIN 143 I.f. birdblocking. Ventilation = 14 -7 "x7" roof jacks. Ventilation = ' X NOT REQUIRED IF VENTILATION SPACE AVERAGE 1Z ABOVE INSULA , 1008.5 s.i. Rec('d ROOF VENTILATION Standard Truss / Scissor Truss Roof Framing Assembly: Main Roof Roof Area : Ventilation Required: .,: i o I s.f. 2101 s.f. x 144 s.i. / s.f. / 300 = 1008.5 s.i. Req'd Provide 1/2 ventilation at eaves, 1/2 above midpoint & min. 3 ft. above eave vents Eave Ventilation: Birdblocking = Eave Ventilation Req'd = Provide : Min. Ventilation Provided = 4.71 s.i. /11 - 25% reduction = 1008.48 s.i. / 2 / s.i. per I.f. = 143 I.f. birdblocking. Ventilation = 505.148 s.i. is greater than 3.53 s.i. / I.f. 142.74 I.f. 505.15 s.i. 504.24 s.i. Req'd Upper Roof Ventilation: 7 "x7" Attic Roof Jack = Upper Ventilation Req'd = Provide: Ventilation Provided = 49 s.i. each - 25% screen reduction = 1008.48 s.i. / 2 1 s.i. of each vent = 14 -7 "x7" roofjacks. Ventilation = 514.50 s.i. is greater than 36.75 s.i. each. 13.72 vents 514.50 s.i. 504.24 s.i. Req'd Use : (minimum) Use : (minimum) 143 I.f. birdblocking. Ventilation = 14 -7 "x7" roof jacks. Ventilation = 505.15 s.i. 514.50 s.i. Total Min. Ventilation Provides = 1019.85 s.i. IS GREATER THAN : 1008.5 s.i. Rec('d L REVIEWED FOR CODE COMPLIANCE APPROVED MAY 1 8 2007 City Of Tukwila BUILDIN DIVISION 03/26/0 -rG tE. CITY OF 1A APP I 0 2057 PERMIT CENTER 4sti w O v N v z 0 [L. w A2 ton b O a C7 •L I- N 0 D TI• w� N °D Z LI/ � co DO W L QOi 0 2 r CO 0 1- 1-- 0 1 DESIGNED BY: DATE: DRAWN BY: DATE 51 5 /12/00 REVISED BY: DATE: CRC 2/5/02, 13LH Q /8/06 LATERAL 8Y: DATE P 4 A 1/26/0e, LATERAL JOB NUMBER: 06 -282 �7 ANW JOB NUMBER: D6OTOS FRAMING 4 FOUNDATION ,.,.. FRAMING $ FOUNDATION FRAMING $ FOUNDATION FRAMING 4 FOUNDATION L FRAMING $ FOUNDATION L DIMENSION DIMENSION • 5046 GISTERED ,CRC ITECT 9o/b/b NO1ONIH`'M 3l /' V DIMENSION �( (< i 5 2X STUDS PER PLAN JW 1 �� I „� s� 2X STUDS PLAN DIMENSION DIMENSION 'I FINISH PER EL E VATION O VER 15 LB. BUILDING PAPER OVER SHEATHING PER PLAN PER BATT INSULA PER PLAN ��� 2X STUDS PER PLAN f��� �� �� ��r r '>� _� 2X STUDS PER PLAN FINISH PER ELEVATION OVER 15 LB. BUILDING PAPER OVER SHEATHING PER PLAN I I . , 2x STUDS PER PLAN FINISH PER ELEVATION OVER IS LB. BUILDING PAPER OVER SHEATHING PER PLAN -. 1 = � `� F i I GATT INSULATION PER PLAN FINISH INISH PER ELEVATION OVER 15 LB. BUILDING PAPER OVER SHEATHING PER PLAN E: F �� ) �� `� 1� . � `� BAIT INSULATION PER PLAN FINISH PER ELEVATION OVER OVER SHEATH NG PER PLAN BATT INULATION PR PLAN . — 50 ` P.T. P_T. SILL PLATE, �ry SHEAR. WALL 5C. AND /OR FOUNDATI $ATT INSULATION PER PLAN 5/4 T.4 G. PLYWOOD SUSFLOOR GLUED 4 NAILED I k� s $ATT INSULATION PER PLAN ' 5/4" T.4 G. PLYWOOD SUBFLOOR . GLUED * NAILED PRESSURE TREATED RIM JOIST T BATT INSULATION PER PLAN (" MAX - ---- -- PRESSURE TREATED RIM JOIST BATT INSULATION PER PLAN Z _FLASHING 1 1� Z FLASHING � @ DOOR: 1" MAX OR 4 MIN @DOOR: OR 4" MIN �� ► :.11:4-10-4111110 , � FAVIAWASUltit _ �� •r• �_ x _ T 3/4" T.4G. PLYWOOD SU$FLDDR G PLYWOOD SUBFLODR 5/4" T.. �� WppD TRIM / / / Z - FLASHING WOOD TRIM - �, TRIM WATER PROOF MEMBRANE GLUED 4 NAILED OPTIoNA „ 5D MAX. SLAB TO GRADE 8" MIN. WOOD TO GRADE iVIL IC l/F nu, vR rQR I Pall J VI If7CJG rLMI'1J 1J[[ VARIATIONS THEREOF WITHOUT WRITTEN PERMISSIO FROM ARCHITECTS NORTHWEST, INC. IS STRICTLY PROHIBITED. THESE DRAWINGS AND PLANS SET FORTH ON THIS SHEET AS INSTRUMENTS OF SERVICE ARE, AND SHALL REMAIN, THE PROPERTY OF ARCHITECTS NORTHWEST, INC. WATER PROOF MEMBRANE 4" GONG. SLAB GLUED $ NAILED OPTIONAL 1iVt S" MIN FLR. JSTS PER PLAN ' WOOD a 1 OPTIONAL S" MIN. FLR, JSTS. PER PLAN T 4" GONG. SEAS OVER 6 MIL. BLA V. B. OVERI 4" AR GRANULAR I1 ' - 4 T __ T _ T T T Y T 7 T T T T T T Y T 1 /1/// 4 GANG. SLAB _ 1 � _ J T _ ■�� • v. 1�- \ , \ _, P.T. SILL PLATE A.B. PER . °. 4 . ° . ,. • ° ° Q . ° :. ° . 4 NAVIIIIVAS‘W D O , I (1) #4 TSAR GONT. MAX 6 T3ELDW TOP OF EN W AL L tr � 11 • • . a .. d ,. a'. ° ' A ° • •' -, - ° ' ' (I) #4 YAR CONT .° I'(.: • ,1 ( I • ' ;, I P.T. SILL PLATE A.B. PER • . • ° ' • . 4 • 4 ° ' ° '. • �� ° d q +if r , ��. ►1111/1 1 l ■ `_ / / 111 /111 /� Q lj 1 NIW II0I ' \ (!) #4 15Al CONT. �� . 4 a 4 - a: FLR. JSTS. PER FLAN a, : - d a FLR . JSTS PER PLAN MAX. 6 BELOW I TOP OF FND WALL • 7 t} ° ( • . d ° SHEAR WALL SCHEDULE AND/OR FOUNDATION FLAN I L _ z #4 BAR VERTICAL I S" O.G. d3 - MAX. 6 I' TOP OF END. , , �e_ SHEAR WALL SCHEDULE AND /OR FOUNDATION PLAN � 1 - _. _ - I f I-11 ! I ► I 4 •; III `' �s:.; •:.• ., '' ,� r I - 111 - w �,. w :,.; ". =r :-: � �` •.•� -• • • . : "•r: .."... � : � = ° ••,. � ° ' °:: , 1— T #4 A STUB OUT BAR X 24" I S O.G. �. - ° \ # ,1 STUB OUT 4 BAR X 24 �< , e ° � _ . I ,- - I=I I I = III ; I I I I - 1 I �.. I I q II, : '.e �! '• ° ,. gyp. • •. z \ Q - Xw � �v �- I-- TIGHTLINE I ! I - (1 1 I —I I 1 1' 1 ° L � -1 1 1- Xw I •I TIGHTLINE • I 1 III - — � I I I 1 � - i , 1 ( ` .i ° IS O '.a9 - 11 q ' • ° . 4 ' ' P.T. SILL PL SCHEDULE SHEAR WALL 5G AND /OR FDUNDATIG PLAN @ - - III (I) #4 BAR CONT. MAX. 6" ° -; P.T. PLATE a A.B. PER z SHE WALL SCHEDULE g AN /O R FOUNDATION PLAN _ @ - #4 "III - III - ' - • I • SILL I WI i ( TIGHTLINE STORM DRAIN IF REQUIRED :i Q � V kb Ix ��u NIW 1101 I _ -I I -1 I I VI I - I (I— r " . A . � ��L STORM I 1(- 1 I ( d . 1 •d STORM = _ 1 I #4 BAR V ERTICAL „ - HORIZONTAL 10 MIL. BLACK V. B. (I) BAR CONT. MAX. 6 $FLOW TOP OF FND. WA #4 BAR VERTICAL @ IS HORIZONTAL O O "'— D.G. - I I i I i I — y 1 A .. I • I( • • • , I ' � ' °' II ' : . - .- - — 6 MIL. BLACK V.B. I I 1 11=1 I I I 1 ( —) hI I I BELOW TDP OF FND. WALL #4 - _ I I I aQQ QUIRED' HORIZONTAL 10 O.G. IF RE 1 °MED z I I I - � � -; ii °. 1 • I ' . 11. a - - , 6 MIL. BLACK V. B. IF REQUIRED' QUIRED' 1 ' - I 1 -III- _ ' �-6 BAR VERTICAL 4 HORIZONTAL @ I S" D.C.-=I 10" 0.6. II • ;; u Ii. - �_ 6 MIL. BLACK V.B. I 11, � '- . -III #4 BAR VERTICAL CZ • a 4 4. . :11 ° , • 11° ' • - 11 ' °. • • •, II °d_ •i : • - d . ` =111=111 — \ I 1 -1 1 I— --1 1 d . . & • ° ° 11 ea° . . 1 I I, I — 1 i I ; --- I I I I 1 SI'O • 4 a 11 ., . 11 • .: • :. ' 11 ° „ .. .. • 4 . °¢"* a` (2) a — 111=1 11,1 11---;1 11 #4 BAR CONTINUOUS _ _ a: - -0 . tr , l(, , Ir. ° 4. a Ip.e d .,o b °. .. l _ _ I ; III cp 11.e. • ° • ' 11: < .4 '. tt. • .. 4 vd • . $ HORIZONTAL (2) #4 BAR GOT 11 3 GLR. 4 •'. a a "° - �(2) #4 BAR CONTINUOUS „ 3 GLR. \ q ' ° 9 .. • Q ° - "_. p ° (2) #4 BAR CONTINUOUS „ 3 GLR. . ° , .. 11'.•4'„ ° • 31, CUR.. ' e d„ (2) F BAR CONTINUOUS �� 3 G LR °':: , 11 ,1 1'1 3 6 ;jr 4" 4 DIA TERN. j � ,1 6 '3' 4" `O DIA \ 4 11 S ,1 11 ' ' ' 4 11 F 4" S 11 411 �� -\ , FOUDATIONN D N ( DRAIN it 611 ,3„ ` ' SCALE FUNDATII /1/ 'I '1 '1 SCALE : I" = I' I T / 'CALE I" = 1' -O" SCALE : 1" = 1 -0" /1 SCALE : I" = I' -O" FOUN AI r,RAIN : O DRAIN FOUNDATION FOUNDATION DRAIN FOUNDATION DRAIN I6d FND. kMALL. LL 6, 1 N . J .ALL V4/ SLAB S FND. 1 ALL N/ SLAB 6 GARAGE FND. NALL 2X STUDS PER PLAN FRAMING $ FOUNDATION 2X STUDS PER PLAN FRAMING $ FOUNDATION FLR. JST5. PER PLAN INSULATION PER PLAN T.4 G. PLYWOOD SUBFLOOR X Q = z — y _ - (HANDRAIL GRIP IRG 8311.5.6.3.) 1 1/4 DIA. MIN. HANDRAIL, CONT. FOR FULL LENGTH OF STAIR SIZE PER NOTE: SPACING A OF THROUGH ANY PER R3I1.5.6 TO CONFORM R.512.2 I2.2 BETWEEN INTERMEDIATE ' I SHALL NOT OPENING DIMENSION DIMENSION :,~1 Mai i "` 1' INSTALL 1/2" GWB (I) # BAR. GO BAIT INSULATION PER PLAN BAIT INSULATION PER PLAN 3/4" T.4 G. PLYWOOD SUBFLOOR GLU 4 NAILE BATT INSULATION PER PLAN BATT INSULATION PER PLAN 3/4" T.4 G. PLYWOOD SUBFLOOR GLUED 4 NAILED i 4� �� �� ` `"� F LR. JSTS- PER PLAN SATT INSULATION PLAN BATT HANDRAILS IRO ; ��. — — .`� �- F �� INSTALL 1/2 GWB #4 PER 3/4" T.4 G. PLYWOOD SUBFLOOR GLUED 4 NAILED 3/4" GLUED BALUSTERS TO IRO X -§ m �_ z = O T N tK N E 4^ 4 NAILED Iv i� 11 '� f�" 1 Tr/l�"7G�' Fib (1) BAR. CONT. RI 100 8900 X1 ,1 MAX 6 1�EL01' '1 ��� MAX. 6" BELOW TOP � .� '7 T T Y T T T T T T rrl,rlrr , _" T T Yrvrrr T T T 1 s I T T Y T T T T T T T T T T T' T rrrrrrrrrrrrrrr T Y Y Y Y Y 'Y T T T = T 'Y T T T �1 r Y Y 7 T T T _ T T T T T T "I" "/ "►' - • -. .� -- INIIIIIIIIIIIIPA � FLR. JSTS. PER PLAN - __ � 1 �� N _ � } TOP OF END. WLL u 4 CONC. SLAB OVER 6��MIL. BLACK Y.B. DYER 4 GRANULAR FILL %VA% - FLR. JST5. PER PLAN 11 1 1 - � 7 } - f FN n W,a,LL � c 4 GONG.. B OVER e "LACK V.B. OVER 4 GRANULAR FILL , . , � ' I 11 i l.. SOLID BLOCKING - � SOLID BLOCKING W 36" MIN. STAIRWAY WIDTH 0 PER IRG 8311.5.1 (4) 16d NAILS EA. SIDE 4.^ r , BEAM PER PLAN � (4) I6d NAILS � BEAM PER PLAN EA. SIDE---______ 2 X 4 CLEAT E ACH SIDE _ 'WA! &I ^ IIQ ^ ° \ P.T. SILL PLATE $ AB. PER SHEAR WALL SCHEDULE AND /OR FOUNDATION PLAN 11 #4 BA VERTICAL © IS 0.C_ 'NH IIQI / P.T. SILL PLATE 4 A.B. PER SHEAR WALL SCHEDULE AND /OR FOUNDATION PLAN 11 #4 BAR VERTICAL @ IS O.G. HORIZONTAL 10" O.G. 6 MIL. BLACK V. B. ri m E F ER PLAN �. 4 . 11.. 0.. • 11 A -114% . ii 2 X 4 CLEAT EACH SIDE d I 4 i : II, ; 1 •\ + d ,. . 4: , q .° ' ' • • Q • • • ' a •. • ;. ; r1 • i . P : ' 4 • + '' a 4 ' �. a • • - e• 0 ' " tl: - _ 4 - ' ` \ BOTTOM OF BEAM I (2) SIMPSON A34 FRAMING ANCHORS @ EACH POST _ t (2) I6d EA. SIDE P. T. POST PLAN F+ X ry - B OTTOM DF BEAM (2) 51MP5ON A54 FRAMING ANCHO @ EACH POST 1 (2) 16d EA. SIDE P. POST IO" M IN. TREAD AD , - • 11 • : A p:- ; • T.• . •{ 11�, �;• -111=.111-111-411-111- I f , e e :',. a ; �I 11 I I - b a �• ° , •; °e..° e ° - I I ITI b. aa. °. , °� I I • : °a ° - I .;', b• a a• • °e. ° � I (� a . °. ' : . � b a ••.' b. a • ° ° °'e o ov e' o ° �' °.•. • I ° 0 ° - o °•e • _ , a . 4 . a 0. . • ' . b. va. b. °a.• b. u '. b, a '. b. a '. b a e q .:...... •• R .., • • 4 e'be�e . °, • . 4. . ° . 4 ; : °,.a tle e.; d a ° a •i ° �- ° • PER 6 MIL. BLACK V. B. 3 T. PER PLAN - BELOW STAIR Ii G.N.B. [� CEILING (3) 2X12 STRINGERS 6 MIL. BLACK V. B. � m •r x � 1 I = = _ I--11 � =i i III - I I - 11 = i l t I 1 - I 1 I I I °. a. - I HORIZONTAL @ 10" D.G. f 1 - III - I 1 I - II I I - I I - 111 = 111E � I �- -�\ �- j I I• 1 I=1 11.— ••■• -1 ••. _ - 7A _ _ I =1 _ 1 -11 I 1 I I I _ _ 1- 111 - 111 -11 I-, 1 1 1•-111 I ; II 111 -1 III - ° '° . • 4' d e' :' • e :' ° • ;°' • ' a . <d ° •. ` ° e `.. '°- . ° 4-'''''' 4-'''''' I I = 1 - 111 11 —I IIV l 1=I 1 1--1 ' _ I I—I � _ _ — II I —•• 11= I I IL 6 MIL. BLACK V. B. '° 11•' ° I =1 1 11•--1 I I• -II . ' • ' • Q : •' d d 4 . a v • : ' d . ,d ° ; • :d. , 1 1 1— I — 1 1=1 1 =1 � •° • 11 , • ..4 • 11.. ':. I I 1 =1 l ICI 11 I 1 =I I II Z �I I -- 111 1 I I III_ - I _ - ME _ 11- FIRE FIRE BLOCKING NOTE: GREATEST REATEST AND LEA RISER SHALL NOT VARY T' (PER IRG 8311.5.3.1 $ R3I I . e ':. _ 1 - _ _ 111E - 111, --- 111 K � - -1 - 111 -III, ; I I= f I I=1 I I - 1 -, i I- 1 1 ----- 1 III_ -I 11 -1 - � - I I 11 1 11 �i11-111- 4 J G. " BLOCK ~ . _ _ =1 I I =1 .a i l . d Ir a 4 :. • ° ; ,111 #4 BAR CONTINUOUS �.._, l 1 =x1 -111 -III HIE i ' • I4 • • ° °:: • . , o f ° d. • 1( I °'° �' e 8" ` ` 4 . ° 'A l " - ,III - (2) #4 BAR CONTINUOUS J.4ILIS a 3 GLR. -III -111 -i =1 11=1 II . d. ° , II °..• ° .• : ��° .. ' e •� f� I -4 „ #4 $A8 CONTINUOUS J� PER PLAN 2) #4 BAR CONTINUOUS j , � � 3" CLR.� III -111•- I- III"_ -`1 ' f ° ° _ 4" j( -- - .�._-_ — BELOW NOT TO SCALE \ " 6" 3" �I �( - SCALE : I" - I'--0" �I �I SCALE : 1 11 _ = l'-0" (3) ad TOE NAIL STRINGER TO THRUST BLOCK \ � 4" SCALE : I I' -D" 11 SCALE : I = 1' -O" JOIST OR BLOCKING @ FLOOR c , 6 S" FND. NALL 0 GARAGE � 6" FND. N LL @ GARAGE ® CONTINUOUS FOOTING I ISOLATED FOOTING 10 INTERIOR STAIR STEM WALL BEYOND (2) #4 TOP BARS @ - - 7 ROOFING MATERIAL PER ELEVATION OVER BUILDING PAPER * SHEATHING PER PLAN (lROOF FRAMING CRICKET 2 X 6 BUILT -UP CURE BATT INSULATION PER PLAN Antlititk (2) 2X4 �� ~� m *� � �,.: ADHERED STONE VENEER -0°- �1. A , : ' " ' . 4 a r c v m . CEILING JOISTS PER PLAN (MEMBERS PER PLAN INSULATION BAFFLE TO EXTEND 12" ABOVE SKYLIGHT SIZE PER PLAN W/ 4" MIN. CURB FLASHING AS RECOMMENDED BY MANUFACTURER (2 LAYERS LAMINATED GLASS @ 1lall--1111 + 12 -O A.F.F./ 2 LAYERS TEMPERED �_ �� GLASS ®-- 12 o A.I -.F.) � -- _� FINISHED GRADE 11110,--'6111W111 ' � k A - � � . � :.'° �♦ ♦� 4 ►�� �+ �♦ � ' `' .. d . • . • ' .• .. . <. ° d � ,r ■ INSULATION CLEAR ____W/ WITH I 1/2 AIRSPACE VENTED 2X BLOCKING (3) 2" DIA HOLES PER 24° O . G . ($LOCKING TO TO TOP PLATE) THICKENED SLAB INTO ADJACENT STEM WALL 4RAC 5LA$ FINISH PER PLAN - , `� •� `% 1 __1/t INSULATION PER PLAN ►�1 ... �® �—� - P ��COM � 2X STUD WALL PER PLAN + � r. GONG. WALL ♦ _� ■� ` •. � . LASS � � � ' T �' �'/1 : .� y ` RAFTERS OR TRUSS BEYOND 2X4 , N. ` \ ' GO � v 1 PP "' �� Z S �9 D PER PLAN � � *'�_ '�� ♦�' ♦�i "N" y • d • 4 a 4 s• s a . .. , ,. 4 Q • A . �' ' : ° , . 4 ,:. V �� �,!,!,,,r , ���� ��� FASCIA BOARD PLAN Q; .. .. e ' .. : ° • .. • .. �a •''a ° a.. ' Q • . , ;9 '' ..° , • d' e -0 • e ° L • • "° • • I• ' , • : NAILERS 7' f � � \ y \ \ ` ' � ~. , ` ' \ \� � r GATT INSULATION ` \ �� �� PER P SHEATHING V '1i ' ! 1 • : • � : `- ` s� �� � �'�:� 5 CO NTINUOUS METAL ;.. . ;• ; ..g + ,r •. .: •-ti.±�::p ..:•.i'.'":-,-,-. ti. r • :i r � - �� ""• .; [� ' n.,; - " ° 5-r•-..",..C..:.•-c. . r• ' ` - .N4. -: .7•�':hy:'' °f•••',� � I f � � I f t -1 =I 11=11 1- 1 ; 111 -111- 1- 1 I - III = "{ 1 r 1 f I 111 1 ^ -' •fi :-•. �. -. —III I i -111 I - III - I ° 1 1(1 I II , I I a d• Q ... ' ' — 1 -1 I 1 a• ° e ' ° e 2 4' O . G. ( BIRD A35F ' : � :« � � VOA- W EATHER RESISTANT BARRIER ��, C� BLOCKING TO TOP PLATE) I -Sd NAILS @ f ! A :• c -�� C � ® 1 TYPE MORTAR SEATING BED ♦� : ��a �i i �� . r METAL LATH ,��: � 1 r ;` r � PER PLAN \ \ , '` \ (2) 2X4 i i; :;4 r ± Ow (3) Sd NAILS @ EACH TRUSS 11 30 OR GREATER OVERHANGS USE SIMP50N H -I SEISMIC TIE @ 4S" D (TRUSS TO TOP PLATE} :b :� � h �� :} CULTURED STONE "N" ��� ♦♦ , , `r ;, ` y 2X4 INFILL FRAMING � ► S ' 6" D.G• (S TO BIRDBLOGKING) I l OVERHANG 4 TYPE MORTAR JOINT ' 1 N" ` + � �# ��� : TYPE N MORTAR JOINT . V$ 1 �. TURN DOWN SLAB IS" (2) #4 BARS CONTINUOUS I 1 � 1 = =I 1 - III III = , . I _ 4 " = • ,° • s ° • ' . " . d • ° - ' e ! ;" i � 1 T - � _ � `♦ TYPE MORTAR SEATING BED 4 i t ± # r ' 1 1 11 1 ' ° 2 X STUDS PER PLAN PER PLAN - 5/S G.W.S. NOT TO SCALE i „ ^� , ; � :..:1 . ,-° ,.,° g y. NOT T ,3 :1 6 1, 11� BATT INSULATION PER PLAN 11 �_ . 1 FINISH PER ELEVATION OVER 15 L8. BUILDING PAPER OVER SHEATHING PER PLAN 1. SCALE . 1 = 1 f _ I SCALE . I" = I' -O" � I I THICKENED SL.A15 0 0.H. DOOR �� FLAT CEILING $ EAVE �5 SKYL I cHT 4 L, I &HTkE I GHT VENEER 0/ SHEATHING 15� ADHERED VENEER OA CO1 6R JSTS. PER INSULATION T.$G. PLYWOOD $ NAILED PLAN PER PLAN • I It : 3... �,` .'. - - �,::, :: .- ? 1 - '- �� _ =�. = r �� i � � s',y � A, _ � � � - FLR. BATT 3/4" GLUED SUBFLOOR DESIGNED BY: DATE: Itintsfi SOLID BLOCKING T -1'' Y `r '! T VT T 1 /xxlxxr /1, 111/11/11/1 _. DRAM! BY: DATE: SIND 5/12/00 REVISED BY: DATE: GfiZG 2/5/02 BLH Q /S /06 1 'NIW I1 I ' P.T. _ SHEAR AND SILL PLATE 4 A.B. PER WALL SCHEDUL /OR FOUNDATION PLAN 4 BAR VERTICAL @ i8" O.C. HORIZONTAL @ 10" O.G. #4 (r A E P • „ • ) .. • L - ' - 4 (U B GOVT MAX. 6 BELOW TOP OF FND WALL 6 MIL. BLACK Y. B. \ • . ',I,1 11 4, , Y: DATE: PA 7/26/06 LATERAL JOB NUMBER: 06 --2S2 # � b .. : $ AS Ai' -III -! I I- II — I I- 111 111 —III 1 4 1 11, • • ° 11 • q,' , • Il e2 lr 4 • ' • Q : • ° ' . ° ' • I E I °: — 111E.1 I I 1 -1 ! 1 -1 I I 1 —i 11_ 11E-111E „ 5" CLR. - � 11 I I 1 , 4 :1 6 " 4 1, 2) #4 BAR GONTINUDUS /Jr SG LE : I = l'-o" ANW JOB NUMBER: 060105 16 S" INTERIOR STEM NALL 1 7 I S Iii �� O3 /2 /n1 l // 5046 GISTERED Titi FC I TECT . 111F NSF W•HINGTON /q /o6 PAYMENT OF USE FEE IS DUE ARCHITECTS NORTHWEST. INC. PRIOR TO CONSTRUCTION FOR EACH STRUCTURE BUILT FROM THESE PLANS. THESE PLANS ARE COPYRIGHTED IN ACCORDANCE WITH FEDERAL STATUTES. REPRODUCTION BY ANY METHOD OF ALL OR PORTIONS OF THESE PLANS OR VARIATIONS THEREOF WITHOUT WRITTEN PERMISSIOIS� FROM ARCHITECTS NORTHWEST, INC. IS STRICTLY PROHIBITED. THESE DRAWINGS AND PLANS SET FORTH ON THIS SHEET AS INSTRUMENTS OF SERVICE ARE, AND SHALL REMAIN, THE PROPERTY OF ARCHITECTS NORTHWEST, INC. / 41 -0"i 0 i DBL. USE P.T. RIM JOIST -- @ SLAB `: 0 1 4. o 4' -0" CRA SPACE R1 NERVASTROHL OR O FLASHING FOR WATERPROOFING - .q p o x N 2' -O" N 6 MIL (BLACK) V B. N O Q �{ DBL. 5,_4,, / \ / 4'-0" 1 / 1 \ TUICYV I LA GORR.. LI=TTER 3/7/07 4' -O" r 4' -0" r 4' -0" ASSIG 1 4' -0" / 1 10' -0" J CL / / f DESIGNED BY: DATE: DRAWN BY: DATE: SWD 5/I2/OO REVISED BY: DATE: CRC 2/5/O2 BLH ci /8 /Db LATERAL BY: DATE: P$A 7/26/06 LATERAL JOB NUMBER: 06--282 A 4/ Al ANW JOB NUMBER: 000 // 2 1 / 41 -0"i 0 i DBL. USE P.T. RIM JOIST -- @ SLAB `: 0 1 4. o 4' -0" CRA SPACE 2' -a" NERVASTROHL OR O FLASHING FOR WATERPROOFING - .q p o x N 2' -O" N 6 MIL (BLACK) V B. N O Q �{ DBL. 5,_4,, / \ / 4'-0" 2' -0" r 4' -O" r 4' -0" r 4' -0" 4' -O" 4' -0" / 2' -O" / 10' -0" J CL / / f I // 2 / 41 -0"i / 1 -0" `: 0 1 4. o 4' -0" 2' -a" 21-0" 4' -0" �{ 1 -0 "" 5,_4,, / \ ! C L CL C f.. / ry CL / J CL / / f i� @ 18' -0" ASV. MAIN FLOOR 2 ° 4 ° SKYLIGHT W/ LAM. GLASS T.O. BEAM a 18 ABV. MAIN FLOOR 11111 11111 , III 1111 FRAME OVER W/ 2x6 a 24" O.G. i' -6" O.H. TYP. it @ I0' -0" ABV. MAIN FLOOR RAKE TYP R00= =RA SCALE: I/4" = I' -0" ROOF FRAMING NOTES: I. CONTRACTOR SHALL VERIFY ALL NOTES, DIMENSIONS CONDITIONS PRIOR TO CONSTRUCTION. 2. ALL BEAMS 4 HEADERS TO SE 4x10 DF #2 a 2x4 WALLS 4 6x5 DF 442 OR 4x10 DF #2 @ 2x6 WALLS, U.N.O. 3. PROVIDE VENTED BLOCKING OVER SUPPORTS. 4. BEARING WALLS ARE SHADED. 5. WINDOW HEADERS @ 1' -10" ABOVE FINISHED FLOOR @ MANN FLOOR, U.N.O. WINDOW HEADERS a 6' -IO" ABOVE FINISHED FLOOR @ UPPER FLOOR, U.N.O. b. ALL TRUSSES * SHALL CARRY MANUFACTURER'S STAMP * SHALL BE INSTALLED 4 BRACED TO MANUFACTURER'S SPECIFICATIONS * SHALL HAVE DESIGN DETAILS DRAWINGS ON SITE FOR FRAMING INSPECTION * SHALL NOT BE FIELD ALTERED WITHOUT PRIOR BUILDING DEPARTMENT APPROVAL OF ENGINEERING CALCULATIONS * TRUSS HANGERS SHALL BE SPECIFIED BY THE TRUSS ENGINEER 1. II INDICATES POINT LOAD SUPPORTED BY (2) STUDS, U.N.O. S. INSTALL SHEAR WALLS ei /OR BLOCKING IN ROOF STRUCTURE BEFORE INSTALLING FINISH ROOFING. SEE SHEET AI FOR ADDITIONAL NOTES. 10. SEE SHEET A2 FOR ROOF VENTILATION CALCULATION. W it @ 16' -S" ABM/. MAIN FLOOR 0 I . a 18 ABV. MAIN FLOOR G FLA i . @ IS' -O" ABV. MAIN FLOOR R @ 15 ABV. MAIN FLOOR D.S. DD.S. 1' - O" O.H. ft a qi' -1" ABV. MAIN FLOOR @ 18 ABV. MAIN FLOOR T.O. BEAM @ I8 ABV. MAIN FLOOR It @ 16' -8" ASV. MAIN FLOOR T. a 12' -8" ABV. MAIN FLOOR 0 iN USE P.T. RIM JOIST SLAB NERVASTROHL OR FLASHING FOR WATER O c0 O '¢ 0 9 cti \ D.S. O 0 A3 D.S. O D.5.0 D.S. OOF)N , ". « \ 4" 8 OJ 10' -0" A3 SCALE: 1/4" = 1' -0" 7. • —!g 4x10 D.F. 4x10 D. 4'...0" 4x10 D.F. 0 j FOUNDATION NOTES: c eL 2 ' -O " 2 ' - - / / - 56" DIA_ x 12" THICK J CONC. FOOTING W/ 0 (3) #4 BARS E.W. (3) LOCATIONS 0 D.S. STUB -OUT * BARS a I S" D.G., 24" LONG 1 12'-O" 40' -O" OVERALL FOOTPRINT 12' -0" __-.- TYP. (3) LOCATIONS v 0 0 6x6 P.T. P (4) LOCATI 4' -0" ST NS D.S.O 1- F (i1 7 I. CONTRACTOR SHALL VERIFY ALL NOTES, DIMENSIONS $ CONDITIONS PRIOR TO CONSTRUCTION. 2. ALL FOOTINGS TO REST ON UNDISTURBED SOIL. 3. ALL WOOD IN CONTACT WITH GONG. TO BE PRESSURE TREATED. 4. SOFFIT, VENT, 4 INSULATE CANTILEVERED AREAS. 5. STEP FOUNDATION PER SITE CONDITIONS_ 6. 1,500 P.S.F. ASSUMED SOIL BEARING GAPAGITY SHALL BE VERIFIED IN FIELD. SEE SHEET Al FOR ADDITIONAL NOTES. SEE SHLL I A2 FOR FOUNDATION VENTILATION CALCULATION. \ 7' /. / \ 1 IS 4x10 D. F. O _.i Q 1 1/2" 40 -0" x14" SCREENED FOUNDATION VENTS (10) REQUIRED 4x10 DF 10' -0" ADD (2)44:4 Cad TURN DN. 'WALL. MIN. • ABV. CONT. STUB -OUT # BARS 0 la" O.G., 24" LONG A' .. • .• 18 I6' -3" R.O. 18 "x24" CRAWL SPACE ACCESS W/ INSULATION 4 WEATHER STRIP • SIM.. TOP BAkS OR STEM \. Ia" DEEP FTC. 4" CONG. OVER 6 MIL {BLACK) V.B. OVER 4" GRANULAR FILL • SLOPE 6" TO O.H. DOORS 4" DIA STEEL BOLLARD SLAB ON S A E • LINE OF FOOTINGS TYPICAL EDGE OF SLAB 1' -10 1/2" FLAN FLOOR FRAM ING NOTES: 0 • 00.5. ODE. OD.S. NOTE : 1. ANY FOUNDATION WALL EXCEEDING 4' -O" IN HEIGHT SHALL 5E OALLANCED BACKFILL. I. CONTRACTOR SHALL VERIFY ALL NOTES, DIMENSIONS it CONDITIONS PRIOR TO CONSTRUCTION. 1 O i O 0 O N 2. ALL FLOOR JOISTS TO BE 2x10 HF #2 a 16" ON CENTER UNLESS NOTED OTHERWISE (U.N.0). 3. ALL BEAMS * HEADERS TO SE 4x10 DF *2 a 2x4 WALLS 6x5 DF #2 OR 4x10 DF #2 a 2x6 WALLS U.N.O. 4. POSTS TO BE P.T. 4x4 12F#2 4 P.T. 4x6 Dr #2 ® BEAM JOINTS, U.N.O. 5. PROVIDE SOLID BLOCKING OVER SUPPORTS. 6. PROVIDE FIRE BLOCKING a ALL PLUMBING PENETRATIONS. 1. BEARING WALLS ARE SHADED. S. PLUMBING AND MECHANICAL FIXTURES ARE DASHED. Q. Iii INDICATES POINT LOAD SUPPORTED BY (2) STUDS, U.N.O. 10. ALL WOOD IN CONTACT WITH CONC. TO BE PRESSURE TREATED. II. SEE SHEET Al FOR ADDITIONAL NOTES. 03/26/ 5046 R ' ,` • VV REVIEWED FOR CODE COMPLIANCE APPROVED MAY 1 8 2007 City Of Turin BUILDING `, • RECEIVED CITY OF 11 f KW!t_A AFR 1.. 0 2021 PERMIT GE N 4:. 4:.,. 1 54 OVERALL FOOTPRINT TO HtPMASTER 1_ 5046 _ GISTERED .CRC ITECT . A "4F W •HINGTON q/afa6 PAYMENT OF USE FEE IS DUE ARCHITECTS NORTHWEST, INC. PRIOR TO CONSTRUCTION FOR EACH STRUCTURE BUILT FROM THESE PLANS. THESE PLANS ARE COPYRIGHTED IN ACCORDANCE WITH FEDERAL STATUTES. REPRODUCTION BY ANY METHOD OF ALL OR PORTIONS OF THESE PLANS OR VARIATIONS THEREOF WITHOUT WRITTEN PERMISSIO FROM ARCHITECTS NORTHWEST, INC. IS STRICTLY PROHIBITED. THESE DRAWINGS AND PLANS SET FORTH ON THIS SHEET AS INSTRUMENTS OF SERVICE ARE, AND SHALL REMAIN, THE PROPERTY OF ARCHITECTS NORTHWEST, INC. MAIN FLOOR: 1404 S.F. UPPER FLOOR: IS S.F. TOTAL. FINISHED AREA: 32 S.F. R1 625 S.F. COVERED AREA: - T6 S.F. UNFINISHED AREA: ATM/ILA CORR. LETTER 5/1/0/ L IGV091oM DESIGNED BY: DATE: DRAWN BY: DATE: 510117 5/12/00 REVISED BY: DATE: GRG 2/5/02 BLH 01/8/06 LATERAL BY DATE: P4 A '7/26/06 LATERAL JOB NUMBER: 06 -282 A5/ All ANW JOB NUMBER: oho - 1o5 AREA SUMMARY LOWER FLOOR: N/A MAIN FLOOR: 1404 S.F. UPPER FLOOR: IS S.F. TOTAL. FINISHED AREA: 32 S.F. GARAGE: 625 S.F. COVERED AREA: - T6 S.F. UNFINISHED AREA: 0 S.F. 0 i 0 I 2 SKYLIGHT W/ LAM. GLASS En in UPPER SCALE: 1/4" = 1' -0" ROOF BEAMS: I RE' ] 1 RB2 1 R55 I IRBa -1 I 4' -O" EGRESS 4 SLIDER 5isx01 GLB 24F -V4 DROP 5 1 /6xGi GLB 24F -V4 DROP 5 GLB 24F -V4 DROP 4x12 DF #2 DROP 514xq GLB 24F-V4 HEADER 20' -0" 12' -0" Q 4' -0" 4 ° 5 ° SLIDER LOOR FLAN 10'-o" 20' -0" 2 4 C. 2 10' -0" O b' 56"x60" TUB LINE FO ROOF BELOW CARPET 2 ° 4 ° SKYLIGHT 8x6 BUILT --UP W/ LAM. GLASS POSTS TYP. 8' -0" 4' -0" I\ 9 I X I/ \I OPEN 8'-O" 2 4' -0" TO BELOW II0VQ 12 "xl2" E30X S.D. BEAMS ABOVE CARPET a•;.«is:.�a� a I8' -O" A.M.F. 5 1/8" • 1 121 3 VINYL EEPRM S CARPET FURN. 4 W.H. FLUES MSTR SE RM 22 "x30" ATTIC. SPACE ACCESS W/ INSULATION & WEATHER STRIP .c 16' MAIN FL WINDOW lS" ABV " ■" ASV. OR SEAT 0 FIN. FLOOR 5' -0" 5' -0" 4 SLIDER EGRESS MED I A RM CARPET 5 1/8 "x01" G.L.B. 24F -V4 BONUS CARPET WHOLE HOUSE FAN TO BE INTEGRATED W/ FORCED AIR SYSTEM W/ AUTO TIMER MANUAL OVERRIDE 16' -s" ABV. MAIN FLOOR 16' -O" (2) 2 GAS LINE OF WALL BELOW 4' -O" 7 E' 0 \ O d V 11.1 D i n 7Z i o iv o in iti 0 I 0 0 ry 0 : N FLOOR FRAM I NG NOTES : I. CONTRACTOR SHALL VERIFY ALL NOTES, DIMENSIONS CONDITIONS PRIOR TO CONSTRUCTION. 2. ALL FLOOR JOISTS TO BE 2x10 I-4F #2 a 16" ON CENTER UNLESS NOTED OTHERWISE (U.N.0). 6x10 D.F *2 FAMILY CARPET O DIRECT VENT GAS F.P. INSTAI I FD PER MANUF. SPECS. !l- 0 X ry 4x12 D.F. DROPPED ARCHED OPNING • . : DN.T S INK D. I5P. o IIOV� n_ ( S.D. 110 DEL. JOISTS Q FLOOR ABOVE :Il IS "x24" CRAWL I X SPACE ACCESS tt INSULATION WEATHER STRIP LIVING q" G.L.B. 24F -V4 NOOK HDWD SOFFIT DOWN TO SOT. OF BEAM 6x12 D.F. 2x4 HALF WALL a 56" ABV. NOSING CONT. HANDRAIL 34" ABV. NOSING 40 OVERALL 2 ° GAS. 4 ° PIG. 2 ° GA5. INSTALL (2) 26 GA. SIESMIG STRAPS, W.H. TO WALL TOP OF PLATF05.:.M— a +IS" ABOVE SLAB 4" DIA STEEL � 2" 4`-4" I ' -10' I BOLLARD 10`_0" 6ARA&E NOTE: INSTALL ix" G.W.B. 0 WALLS $ POSTS. %" TYPE 'X' G.W.B. CEILINGS 4 BEAMS. 6x6 POST 5 1/8 "x21" G.L..B. 24F -V4 TOP FLUSH 3 I/8 "x15 1/2" G.L.B. 24F -V4 20' -0" LONG 20' --0" 3 I/S"x12 G.L.B. 24F -V4 WALL ABV. 2-0" 4x4 POST 4x4 POST 0 O 3. ALL BEAMS $ HEADERS TO BE 4x10 DF #2 2x4 WALLS 4 6xS DF #2 OR 4x10 DF 4 a 2x6 WALLS U.N.O. 4. PROVIDE SOLID BLOCKING OVER SUPPORTS. 5. PROVIDE FIRE BLOCKING @ ALL PLUMBING PENETRATIONS. 6. WINDOW HEADERS @ 7' -10" ABOVE FINISHED FLOOR 0 MAIN FLOOR, U.N.O. BEARING WALLS ARE SHADED. S. PLUMBING AND MECHANICAL FIXTURES ARE DASHED. ® INDICATES POINT LOAD SUPPORTED BY (2) STUDS, U.N.O. 10. ALL WOOD IN CONTACT WITH GONG. TO 5E PRESSURE TREATED. II. SEE SHEET Al FOR ADDITIONAL NOTES. 6 °4 DBL. SL I DER "AI ,OOR PLAN SCALE: 1/4" = I'-0" 20' -O" DN TO GRD 6' -0" FLOOR FLAN NOTES: 6 ° 6 ° DBL. SLIDER 12' --0" I. CONTRACTOR SHALL VERIFY ALL. NOTES, DIMENSIONS CONDITIONS PRIOR TO CONSTRUCTION_ 2. WINDOWS * DOORS ARE SHOWN 4 NOTED AS NOMINAL SIZES. 3. EXTERIOR WALLS TO SE 2x6 STUDS @ 16" 0.0. U.N.O. 4. ® INDICATES POINT LOAD SUPPORTED BY (2) STUDS, U.N.O. 5. SMOKE DETECTORS: * SHALL. BE 110 V NI iwfd W/ BATTERY BACKUP * SHALL BE INSTALLED ON EACH FLOOR AND IN ALL BEDROOMS * SHALL SE INSTALLED IN EACH LOCATION WHERE THERE 15 A CEILING CHANGE GREATER THAN 24" 6. PROVIDE STAIRWAY ILLUMINATION PER I.R.G. 8303.6 1. 6. SEE SHEET Al FOR ADDITIONAL NOTES. SEE SHEET A2 FOR VENTILATION SCHEDULE. eL () 2 ' NCH DOORS W/ 5.C.. 6-0" 2'-•0" 10' - 20' -0" I0` -O" 16° 6° O.H. GARAGE DOOR 16' -0" PR lei '6J1 'ER .l1 UPPER FLOOR BEAMS: I uFai I l UF2 1 IuFB3 I UFB5 1 I uFs6 1 l UF15 1 I [UFBS I 1 UFB01 I 2'-0" Q 03/26/0 5 045 ;, 4x6 POS 1 54,xq GLB 24F -V4 HEADER 6x10 DF #2 HEADER 6x12 DF #2 DROP UFB4 5,x12 GL5 24F -V4 DROP 3 GLIB 24F-V4 DROP 5x21 GLB 24F -V4 TOP FLUSH 3 %,xlgh GLB 24F -V4 HEADER 5.x4 PSL 2.0E FLUSH 6x10 DF #2 HEADER OF ' R� HEWED F 1 \ CODE COMPLIANCE APPROVED SAY 1 8 2007 City Of Tukwila =9_10-DING DIVISION.. 1 SUBFLOOR @ MAIN MAIN FLOOR - .m111m111m1111m1I1m11Im�.. ' 1 111111111■t11111n11111m1I1mIn■f1► `41111111111111111111111111111110111111 1lt 11 2 SKYLIGHT W/ LAM. GLASS IxIO TRIM SAFETY GLASS 2x10 TRIM BAND 'Ll1w.. 'i�a... 'Ella.. --� :_� �1:r :L1�:-:�1r:J�-rjeo 1- - 1 �'�r�� ■- mil ■i s��ur�1� t 61s s.r 1� n� ����� � 'Ii1a.�.- '�a:..�p'la�a:. �T :��!�. �r :1�!�. k41w R.�ri. � 1{ j ■ i>m.i - •1 a,{ 1 •�h Cj•��r.�J Dr y Q � 4 @ BONUS RM. \ MAIN FLOOR @UPPER 1 11M ■ d1n1I1.1111. 1. .4111111111111111111111111111111111116. l� SCALE: I/4" = 1' -0" 12 6" EXPOSED LAP SIDING TYP. =FT ELEVATION CONTINUOUS GUTTER OVER 2x8 FASCIA TYP. ti 2x4 FLAT OVER — — 2x4 WINDOW TRIM TYP. .2x4 WINDOW TRIM TYP. 2x4 CORNER TRIM TYP. RIG SCALE: I/4" = I -D" 6" EXPOSED LAP SIDING TIP. T ELEVATIO 2x10 TRIM BAND 12" WIDE TRIM 12 LIGHTWEIGHT STONE VENEER (COBBLEFIELD) is @ UPPER MAXIMUM HEIGHT MID -POINT 25 SUBFLOOR 245.41 @MAIN 7 \ O MAIN FLOOR 255.56 0 0 AVERAGE FINISH GRADE saacia Z� o COMPOSITION SHINGLES OVER 15* FELT ON I/2" EXT. SHTHG. 1x4 TRIM OVER 2x12 BARGE TYP. 2x4 CORNER TRIM TIP. 6'' EXPOSED LAP SIDING F.P. MAIN FLOOR 1 . @ ENTRY 2x8 TRIM 2x10 TRIM M.D.O. PLYWOOD W/ Ix FILLET TRIM MAIN FLOOR HIM ■ 1■' r.��rrA.lrl.rr.1.11rrr.� .�rr��j.■■.� I■ � I �..... err►. w�wr I MI ,1I1�111n1m II�11111n11111�111■11i �I■I■i1111n ` , - 1111(11111►. `�1Im111 +11m1 • ; 111111n11111/11111V 11 OM" = � = 111111111111111.. 111111111111111.. NUM 1 �111■111111r [ \\ I1111R11I1m111/ .1111111111111111 . . ■.I. jr.1!J;t U C rr] : I IIIm111m1U' JI1111111 MI N111 ,11111 . � . , _ ■I■ ■' 11111161 d �I1111n I - _ �. El 11. 1Ir1[I1111L 11n111111m111mHIMI ,II1�1111I�1 2x8 TRIM 11 . d11<11111�1111111� _ �. -•_ _ -- �111111I111■rmllrt(111Im1■r 111111 11 lI1I 1111�'/In■ 11 I1i1111 1�I m 11x10 TRI11 1111111 11■ X : ■I ■li ^;y ■I■ O - = 11111:ItIP: 1 II 1 MI �h ■ C 11117 I WOO ■I■ 1111 • I " =�'!■ ra�11 1111_ Ill II 1 1 : 1 rii■w ■w�'w■' ■I■■■w■■ i 9 T_{k i s. MEI _ 1 _ : i_ jit .r!'ii. i,n�Iwt .� rw• ■�� Ir .wr ■r ��l Fllw_1 1 1.1 11111.. Ala. ■.... WW1 I eim %��tiOnia so. • SCALE: 1/4" = I' -0" 2 ° 4 ° SKYLIGHT IN/ LAM. GLASS 12 a LIGHTWEIGHT STONE VENEER (COBBLEF I ELD) RONT ELL ON 12 CONTINUOUS GUTTER OVER- - 2x8 FASCIA TYP. 2x4 WINDOW TRIM TYP. 2x4 WINDOW TRIM TYP. REAR El EVATQN SCALE: I/4" = I' -•0" ELEVATION N NOTES: 6_ RECEIVED CITY OF TUKWILA MAY 0 7 7007 PE MTCENTER L 2x10 TRIM I. VERIFY SHEAR WALL NAILI $ HOLDOWNS PER PLAN PRIOR TO INSTALLING SIDING. 2. MASONRY $ WOOD FRAME CHIMNEYS ARE TO BE CONSTRUCTED PER I.R.C. CHAPTER 10 5. CAULK ALL EXTERIOR JOINTS $ PENETRATIONS. 4. PROVIDE APPROVED CORROSION RESISTANT FLASHING AT EXTERIOR WALL ENVELOPE PER I.R.G. R - 103.6 5. PROVIDE FLASHING AT ROOF PENETRATIONS PER I.R.G. Rci05.2 $ R ,403.2.1 PROVIDE WEATHER STRIPPING AT ALL EXTERIOR $ GARAGE - INTERI DOORS. 1. PROVIDE CONTINUOUS GUTTERS $ DOWNSPOUTS ALL EAVES, TYP. s. ADDRESS OR HOUSE NUMBER TO BE POSTED AND PLAINLY VISIBLE FROM THE STREET FRONTAGE. q. PROVIDE STAIRWAY ILLUMINATION PER I.R.G. 8305.6 10. SEE SHEET Al FOR ADDITIONAL NOTES. REVIEWED FOR CODE COMPLIANCE APPROVED MAY 1 8 2007 City Of Tukwila ILDING D .... I ! N 15" WIDE SHUTTERS SI-N NGLE STYLE SIDING TYP. 6x8 CORBELS 46" 0.G. 2x4 FLAT OVER 2x8 DOOR TRIM 2x4 DOOR TRIM 6 " EXPOSED LAP SIDING TYP. 2x10 TRIM BAND CORRECTION LTR # d33 :_i ONU2OO 1tdoQ u- a�¢��nUNS o3. a:7.aFZv1� N� °Wa�� ° o <01 ww ova ~ - 01-1 --Z¢w D o - mW Qg �2 V) I - W Z a �^�zo��Z?v W �� U wLt > L�- 7m0t'�' -aU�F ��V��4Q�ln��¢ZH¢f/)0WU W�N�'�W � A >" 0_zwi- Woz< t1zWr�au..11�¢¢ u LLI 1 u Lon Lill N 0 co Z co O uj � � U z N < 0 0 V � 1 4 (2 44 4 1 4 I S it4 4 1 1 I 5 I N CO DESIGNED BY: DATE: DRAWN BY: DATE: SIND 5/I2 /00 REVISED BY: GRG BLH DATE 2/B/02 a /8/06 LATERAL BY: DATE P A 1/26/06 LATERAL JOB NUMBER: 06-262 A6 A7 ANW JOB NUMBER: 060'705 I _ � mei I - 111■ Inn ri P. ' III 1 ESE l / II ( mi S.G. S.G. \ S.G. MI 1 MN \ \ J jjjj / I r 2x10 TRIM BAND . . • . • ',�r.4. Fl AT r7VFI+ SUBFLOOR @ MAIN MAIN FLOOR - .m111m111m1111m1I1m11Im�.. ' 1 111111111■t11111n11111m1I1mIn■f1► `41111111111111111111111111111110111111 1lt 11 2 SKYLIGHT W/ LAM. GLASS IxIO TRIM SAFETY GLASS 2x10 TRIM BAND 'Ll1w.. 'i�a... 'Ella.. --� :_� �1:r :L1�:-:�1r:J�-rjeo 1- - 1 �'�r�� ■- mil ■i s��ur�1� t 61s s.r 1� n� ����� � 'Ii1a.�.- '�a:..�p'la�a:. �T :��!�. �r :1�!�. k41w R.�ri. � 1{ j ■ i>m.i - •1 a,{ 1 •�h Cj•��r.�J Dr y Q � 4 @ BONUS RM. \ MAIN FLOOR @UPPER 1 11M ■ d1n1I1.1111. 1. .4111111111111111111111111111111111116. l� SCALE: I/4" = 1' -0" 12 6" EXPOSED LAP SIDING TYP. =FT ELEVATION CONTINUOUS GUTTER OVER 2x8 FASCIA TYP. ti 2x4 FLAT OVER — — 2x4 WINDOW TRIM TYP. .2x4 WINDOW TRIM TYP. 2x4 CORNER TRIM TYP. RIG SCALE: I/4" = I -D" 6" EXPOSED LAP SIDING TIP. T ELEVATIO 2x10 TRIM BAND 12" WIDE TRIM 12 LIGHTWEIGHT STONE VENEER (COBBLEFIELD) is @ UPPER MAXIMUM HEIGHT MID -POINT 25 SUBFLOOR 245.41 @MAIN 7 \ O MAIN FLOOR 255.56 0 0 AVERAGE FINISH GRADE saacia Z� o COMPOSITION SHINGLES OVER 15* FELT ON I/2" EXT. SHTHG. 1x4 TRIM OVER 2x12 BARGE TYP. 2x4 CORNER TRIM TIP. 6'' EXPOSED LAP SIDING F.P. MAIN FLOOR 1 . @ ENTRY 2x8 TRIM 2x10 TRIM M.D.O. PLYWOOD W/ Ix FILLET TRIM MAIN FLOOR HIM ■ 1■' r.��rrA.lrl.rr.1.11rrr.� .�rr��j.■■.� I■ � I �..... err►. w�wr I MI ,1I1�111n1m II�11111n11111�111■11i �I■I■i1111n ` , - 1111(11111►. `�1Im111 +11m1 • ; 111111n11111/11111V 11 OM" = � = 111111111111111.. 111111111111111.. NUM 1 �111■111111r [ \\ I1111R11I1m111/ .1111111111111111 . . ■.I. jr.1!J;t U C rr] : I IIIm111m1U' JI1111111 MI N111 ,11111 . � . , _ ■I■ ■' 11111161 d �I1111n I - _ �. El 11. 1Ir1[I1111L 11n111111m111mHIMI ,II1�1111I�1 2x8 TRIM 11 . d11<11111�1111111� _ �. -•_ _ -- �111111I111■rmllrt(111Im1■r 111111 11 lI1I 1111�'/In■ 11 I1i1111 1�I m 11x10 TRI11 1111111 11■ X : ■I ■li ^;y ■I■ O - = 11111:ItIP: 1 II 1 MI �h ■ C 11117 I WOO ■I■ 1111 • I " =�'!■ ra�11 1111_ Ill II 1 1 : 1 rii■w ■w�'w■' ■I■■■w■■ i 9 T_{k i s. MEI _ 1 _ : i_ jit .r!'ii. i,n�Iwt .� rw• ■�� Ir .wr ■r ��l Fllw_1 1 1.1 11111.. Ala. ■.... WW1 I eim %��tiOnia so. • SCALE: 1/4" = I' -0" 2 ° 4 ° SKYLIGHT IN/ LAM. GLASS 12 a LIGHTWEIGHT STONE VENEER (COBBLEF I ELD) RONT ELL ON 12 CONTINUOUS GUTTER OVER- - 2x8 FASCIA TYP. 2x4 WINDOW TRIM TYP. 2x4 WINDOW TRIM TYP. REAR El EVATQN SCALE: I/4" = I' -•0" ELEVATION N NOTES: 6_ RECEIVED CITY OF TUKWILA MAY 0 7 7007 PE MTCENTER L 2x10 TRIM I. VERIFY SHEAR WALL NAILI $ HOLDOWNS PER PLAN PRIOR TO INSTALLING SIDING. 2. MASONRY $ WOOD FRAME CHIMNEYS ARE TO BE CONSTRUCTED PER I.R.C. CHAPTER 10 5. CAULK ALL EXTERIOR JOINTS $ PENETRATIONS. 4. PROVIDE APPROVED CORROSION RESISTANT FLASHING AT EXTERIOR WALL ENVELOPE PER I.R.G. R - 103.6 5. PROVIDE FLASHING AT ROOF PENETRATIONS PER I.R.G. Rci05.2 $ R ,403.2.1 PROVIDE WEATHER STRIPPING AT ALL EXTERIOR $ GARAGE - INTERI DOORS. 1. PROVIDE CONTINUOUS GUTTERS $ DOWNSPOUTS ALL EAVES, TYP. s. ADDRESS OR HOUSE NUMBER TO BE POSTED AND PLAINLY VISIBLE FROM THE STREET FRONTAGE. q. PROVIDE STAIRWAY ILLUMINATION PER I.R.G. 8305.6 10. SEE SHEET Al FOR ADDITIONAL NOTES. REVIEWED FOR CODE COMPLIANCE APPROVED MAY 1 8 2007 City Of Tukwila ILDING D .... I ! N 15" WIDE SHUTTERS SI-N NGLE STYLE SIDING TYP. 6x8 CORBELS 46" 0.G. 2x4 FLAT OVER 2x8 DOOR TRIM 2x4 DOOR TRIM 6 " EXPOSED LAP SIDING TYP. 2x10 TRIM BAND CORRECTION LTR # d33 :_i ONU2OO 1tdoQ u- a�¢��nUNS o3. a:7.aFZv1� N� °Wa�� ° o <01 ww ova ~ - 01-1 --Z¢w D o - mW Qg �2 V) I - W Z a �^�zo��Z?v W �� U wLt > L�- 7m0t'�' -aU�F ��V��4Q�ln��¢ZH¢f/)0WU W�N�'�W � A >" 0_zwi- Woz< t1zWr�au..11�¢¢ u LLI 1 u Lon Lill N 0 co Z co O uj � � U z N < 0 0 V � 1 4 (2 44 4 1 4 I S it4 4 1 1 I 5 I N CO DESIGNED BY: DATE: DRAWN BY: DATE: SIND 5/I2 /00 REVISED BY: GRG BLH DATE 2/B/02 a /8/06 LATERAL BY: DATE P A 1/26/06 LATERAL JOB NUMBER: 06-262 A6 A7 ANW JOB NUMBER: 060'705 MANIPFACTURED TRUSSES - R -38 INSULATION TYP. 0 CEILING MSTR SEPRM BEAM PER PLAN FAMILY BEAM PER PLAN ► 6 MIL (BLACK) Y.B. BEAM .PER PLAN: 5E RM 2 • • .3/4" T. G. PLYW0013 . OVER 2x10 FLOOR JOISTS - IAV - R -30 .INSULATl CRAYsiL SWAGE COMPOSITION SHINGLES OVER ISIb FELT OVER I /2" GDX OR O.S.B. VENTED BLOCKING 1g ® UPPER \' SUBFLOOR 1 c� MAIN MAIN FLOOR FE. 0 UPPER SCALE_ 1/4" = 1' -0" 2 SKYLIGHT IN/ LAM. GLASS sul SCALE: 1/4" = I' -O" 12 C� SEGQN 'A' 141 q rte►, MS 13 BEAM PER PLAN - DINING • 3/4 T. i G. PLYNOO OVE 2x10 FLOOR JOISTS IN/ R -30' INSULATION • O VER 2x10 FLOOR -JSTS. GARAGE. NOTE: • . INSTALL "' G.W.B. W ALLS i POSTS. %" TYPE 'X' G .W.B. a CEILINGS •i BEAMS. t�! t!i i! e_t : i!i• • 1.► Mi !` iSSI' MIWS; it'rri.M WIRYISSICMi! i ti air dor izi►rr' irdi�tr: ��1 vE m"iel'i $` �arts aL 717' POSTS $ BEAMS PER PLAN RIDA, :lrR.:RrRr 1'4 likkIkAktp2ILIEIVIIIAKI3,111111WVIRDWIIINVIt.. ■ 4" T. G. PLYWOOD Ft SUBFLOOR FE ® MAIN FINISH PER ELEVATION OVER ISIb FELT OR TYVEK OVER 1/2" GDX OR O.S.5. MAIN FLOOR CRAY). SPACE ATTIC R -58 INSULATION TYP, ® CEILING 2 5KYL16HT W/ LAM. GLASS 12 LINE OF CONTINUOUS FOOTING SEGTQN • 4" CONC. OVER-- 6 MIL (BLACK) V.B. OVER 4" GRANULAR FILL SLOPE 4" TO O.H. DOORS b . CONTINUOUS G TTf R °` OVER 2xa FASCiA ft @ UPPER B.O. WINDOW SEAT 63/26/0 2x6 STUDS 16" O.G. IN/ R -21 INSULATION TYP. REVIEWED FOR CODE COMPLIANCE APPROVED MAY 1 8 2007 City pf ION B ILDIN DIVI I -- z MEWED A APR 10 21307 5046 - GI TERED ITECT diviscreza a PAYMENT OF USE FEE IS DUE ARCHITECTS NORTHWEST, INC. PRIOR TO CONSTRUCTION FOR EACH STRUCTURE BUILT FROM THESE PLANS. THESE PLANS ARE COPYRIGHTED IN ACCORDANCE WITH FEDERAL STATUTES. REPRODUCTION BY ANY METHOD OF ALL OR PORTIONS OF THESE PLANS OR VARIATIONS THEREOF WITHOUT WRITTEN PERMISSIO FROM ARCHITECTS NORTHWEST, INC. IS STRICTLY PROHIBITED. THESE DRAWINGS AND PLANS SET FORTH ON THIS SHEET AS INSTRUMENTS OF SERVICE ARE, AND SHALL REMAIN, THE PROPERTY OF ARCHITECTS NORTHWEST, INC. O R LASSIC1 1 1047'091oi DESIGNED BY: DATE: DRAWN BY: DATE SWD 5/12/00 REVISED BY DATE: GRG 2/5/02 BLS+ a /8/06 LATERAL BY: DATE: P $ A 7/26/06 LATERAL JOB NUMBER: 06 -282 AI Al ANW JOB NUMBER: 060103 MANIPFACTURED TRUSSES - �24'O.G. // R -38 INSULATION TYP. 0 CEILING *4.�.0.41tf....f. 9.9.9.* It9.MlrrIIrIrA*r����rAIPAAAILOSAI r *rAr� 7A�i��rr��.DAVi ILIMP. ..wNwwOMPA INM..i......N.h.. :110101 AIP.�:w :!� wI rMISSA :.IIMPVO.: :M .. ' -*AN. r ! �..�� T �� w�rar�� t1• � ��41:c._�i�ii�ii��: ��iiri ii�i�i�ii *iii #i�i�i�i4:711454 .00 :x:44 44:7�a s w_. ��s��,. ���.: r�; ��, ����a��is.; �������. � ��� �r�arr �,.: r �s�:. �.. �. �■ r�• ����■,:■ ��s:. ��_ r�. ��.: ���.; ���. �■, �������: r_ ���, w. �_ a,��.��r��,i��_a_■�■����,■����� _ - _ _ _ - _ . - - - [ _ _ _ - - ...- .- . _ _ ..,... ,... _,. ! _ _ -_ !1. � , . _. MSTR SEPRM BEAM PER PLAN FAMILY BEAM PER PLAN ► 6 MIL (BLACK) Y.B. BEAM .PER PLAN: 5E RM 2 • • .3/4" T. G. PLYW0013 . OVER 2x10 FLOOR JOISTS - IAV - R -30 .INSULATl .•+ aN ' `•' 1 V11.111-12PAIV 4:111T1.. CRAYsiL SWAGE 0 ts COMPOSITION SHINGLES OVER ISIb FELT OVER I /2" GDX OR O.S.B. VENTED BLOCKING 1g ® UPPER \' SUBFLOOR 1 c� MAIN MAIN FLOOR FE. 0 UPPER SCALE_ 1/4" = 1' -0" 2 SKYLIGHT IN/ LAM. GLASS sul SCALE: 1/4" = I' -O" 12 C� SEGQN 'A' 141 q rte►, MS 13 BEAM PER PLAN - DINING • 3/4 T. i G. PLYNOO OVE 2x10 FLOOR JOISTS IN/ R -30' INSULATION • O VER 2x10 FLOOR -JSTS. GARAGE. NOTE: • . INSTALL "' G.W.B. W ALLS i POSTS. %" TYPE 'X' G .W.B. a CEILINGS •i BEAMS. t�! t!i i! e_t : i!i• • 1.► Mi !` iSSI' MIWS; it'rri.M WIRYISSICMi! i ti air dor izi►rr' irdi�tr: ��1 vE m"iel'i $` �arts aL 717' POSTS $ BEAMS PER PLAN RIDA, :lrR.:RrRr 1'4 likkIkAktp2ILIEIVIIIAKI3,111111WVIRDWIIINVIt.. ■ 4" T. G. PLYWOOD Ft SUBFLOOR FE ® MAIN FINISH PER ELEVATION OVER ISIb FELT OR TYVEK OVER 1/2" GDX OR O.S.5. MAIN FLOOR CRAY). SPACE ATTIC R -58 INSULATION TYP, ® CEILING 2 5KYL16HT W/ LAM. GLASS 12 LINE OF CONTINUOUS FOOTING SEGTQN • 4" CONC. OVER-- 6 MIL (BLACK) V.B. OVER 4" GRANULAR FILL SLOPE 4" TO O.H. DOORS b . CONTINUOUS G TTf R °` OVER 2xa FASCiA ft @ UPPER B.O. WINDOW SEAT 63/26/0 2x6 STUDS 16" O.G. IN/ R -21 INSULATION TYP. REVIEWED FOR CODE COMPLIANCE APPROVED MAY 1 8 2007 City pf ION B ILDIN DIVI I -- z MEWED A APR 10 21307 SHEARIAIALL SC,HE ULE (1,5) MODEL M (2 , 5) APPLY 70 2X HF STUDS ® 16" oc UNO BELOW EDGE NAILING (6) FIELD NAILING (2) ASE PLATE CONN. (5),(12) ROOF /TOP PL, FLOOR/TOP PL, ANGHORS FLOOR/SILL PL 2X2X54" CONNECTION (6,7) SILL PLATE W/ PLATE WASHERS (4,10) SW CAP - AGIT( (LB) (1 I) SW -I 7/I6" GDX ONE FACE Sd ®6 "oc Sd ®12 "oc 16d ®6" i 'TM PL A35 24" ac 5/8 "dia. c� 48" oc w /2x BTM. PLATE 242 SW -2 7/16" GDX ONE FACE Sdc44 "oc Sd ®12 "oG Ibd ®6" w /2x STM PL A55 ® IS" oc 5 /5"dla. 0 58" oc w /2x STM. PLATE 34q SW -5 I5/52" GDX O FAGE(Q, IOc:®4 "oc IOd ®12 "oc 16d ®4 w /2x 13TM PL A35 13" oc 16" oc w /2x BTM. PLATE 428 428 SI 15/32" GDX O C)=(q, IOd ®3 oc IOd ®I2 "oc 16d ®4" v4/5x BTM PL A55 ® 10" oc 5/8 "dia. @ 12" oc w /2x STM. PLATS= 555 51,4-5 15/32" GDX ONE FACEK IOd ®2 oc IOd ®12 "oc 2 rowsl6d ®6" w /Sx BTM PL p 5 ®7': oc 5/8"dia. ® Icl" ac w/3x PT PL 716 5/14-6 15/32" cox EA FACER) IOdc�a4 "oc EA FACE IOd 612 "oc EA FACE 3 rowsl6d ®4" r4/3x BTM PL A35 ®6" ac 5/S "dia. ® 16" oc w /3x FT PL S56 5W -7 I5/52" cox EA FACE(1) IOd03 "oc EA FACE IOd 012 "oc EA FACE 3 row516d 04" w /3x BTM PL A55 ®5" oc 5/8 "dia. ®l2' oc v4/5x PT PL 1116 HQLDQWN S E ULE MODEL ANCHOR BOLT THRU BOLTS OR NAILS EMBEDMENT LENGTH MIN. EDGE DISTANCE 5T-D8 STRAP (24) 16d S" 1 1/2" STHDSRJ STRAP (24) I6d 8" 11/2" STHDIO STRAP (28) I6d 10" 1 1/2" STHDIORJ STRAP (28) I6d 10" 1 1/2" STHDI4 STRAP (58 16d 14" 1 1/2" STHDI4RJ STRAP (58) I6d 14" 1 1/2" PHS75 -SD5S 5 /8" DIA (14) 5D5I /4x3 II" PHP6 -50S5 `(IS" DIA (IS) SDSI /4x3 (20) SDSI /4x3 14" 25" MIN HDQS SST828 HHDQII 1" TYPE A (24) SDSI /4x2.5 56" MIN 1 1/2" MSTG40 STRAP (28) I6d in D5 L. STUD CENTER on RIM JOIST MSTC66 STRAP (64) 1601 DBL. STUD GENit on RIM JOIST #4 ®EA CORNER IN/STANDARD HOOK INTO FOOTING CONCRETE FOOTING W/ (2) - 4 CONTINUOUS #4 ®EA CORNER IN/STANDARD HOOK INTO FOOTING CONCRETE FOOTING W/ (2)-#4 CONTINUOUS CONCRETE STEM WALL: CENTERED ON FOOTING *3 TIES ®2 " O.G TOP W/ BALANCE S" O.G. I -1/2" GLR TYP R PLAN CROSS- SECTION RAISED STEM WALL (section be lov SECTION OF RAISED STEM WALL As REM" PER PLAN 25' MIN rXPIRES 12-02-06 CHKED BY: TJP SHEET NO, DATE /REVISIONS 7/26/2006 P & A JOB *: 06-282 DRAWN BY TJP SHEAR WALL ABO PER PLAN RIM JOIS RIM JOIST CONN. S DETAILS A or B FOUNDATION PER PLAN FLOOR DIAPHRAGM TO FOUNDATION MANUFACTURED TRUSS DIAPHRAGM ED NAILING TIGHT Fl VENTED BLOCKING SHEARWALL EDG NAILING WALL COVERING PER FLAN ROOF D I APHRGM TO SINN/HS 6d BASE PLATE NAILING PER SW ABOVE ECKING PER STRUCT. NOTES LOOR JOIST PER PLAN SIMPSON H1 or 1-15 PER SW SCH. SIMPSON L"TO PER SW SCH. SIMFSON A3 PER SW SCH. SIMPSON AS PER SW SCH. FOR SIMPSON A55F WALL FRAMING PER PLA FOR SIMPSON A55 0 FLOOR DIAPHRAGM TO FOUNDATION MSTG STRAP EACH END OF SHEARWALL IN/EQUAL NUMBER OF NAILS TO WALL FRAMING AND JOIST OFFSET 5HEARJAIALL A55 ® A JST L FRAMING PER PLAN TOP PLATE CON FROM SW BELOW SEE DFT C or D SHEAR WALL $BLOW PER FLAN FLOOR DIAPHRAGM TO SHEAR WALL FRAMING PER PLA [(2) -2X MIN UNO] MSTC STRAP PE HOLDDOWN SCHEDULE IV EQUAL NUMBER OF NAILS TO SHEARWALL FRAMING AS TO HEADER RIM JOIST $ FLOO FRM'G PER PLAN HEADER PER PLA FRAMING PER PLA SW BELOW, SEE DETAILS Cor D 6d BASE PLATE NAILING PER SW ABOVE DECKING PER STRUCT NOTES LOOR JOIST PER PLAN MSTG STRAW TO BEAM CONN SIMPSON A35F PER SW SCH C6) SIMPSON A5 PER SW SOH FOR SIMPSON A35F FOR SIMPSON A55 FLOOR DIAPHRAGM TO SHEAR WALL General Structural Nat GENERAL: ALL CONSTRUCTION SHALL CONFORM TO THE INTERNATIONAL BUILDING CODE (l ), 2003 EDITION, OR OTHER GOVERNING CODE, AS REQUIRED BY LOCAL JURISDICTION. DESIGN LOADS: ROOF 15 PSF DEAD LOAD 25 PSF LIVE LOAD 10 PSF DEAD LOAD 40 PSF LIVE LOAD 85 MPH PER CALCULATION PACKAGE 1500 PSF DESIGN ERG FLOOR WIND SPEED: WIND EXPOSURE: SOILS: INSPECTIONS: NO SPECIAL INSPECTIONS ARE REQUIRED. NOTIFY BUILDING DEPARTMENT FOR INSPECTIONS REQUIRED BY LOCAL JURISDICTION. FOUNDATIONS: EXTEND POOTING TO UNDISTURBED SOIL OF 1500 PSF BEARING CAPACITY. BOTTOM OF EXTERIOR FOOTING SHALL BE I' -6" MIN BELOW OUTSIDE FINISHED GRADE. COMPACTED FILL: SHOULD CONSIST OF PREDOMINATELY WELL- GRADED, GRANULAR SOIL, FREE OF ORGANIC MATERIAL AND DEBRIS. FILL SHOULD BE PLACED IN MAX S" LOOSE LIFTS AND COMPACTED TO A MIN OF aSPERCENT OF THE MAX DENSITY AT OPTIMUM MOISTURE CONTENT DE I ERMINED SY ASTM D -1557 TESTING PROCEDURES. CONCRETE: f'c = 3000 PSI. MIN 5--1/2 SACKS OF CEMENT PER CUBIC YARD OF CONCRETE_ MAXIMUM 6.0 GALLONS OF WATER PER Q4 LB SACK OF CEMENT. MAXIMUM SLUMP 15 4 ". SEGREGATION OF MATERIALS TO BE PREVENTED_ REINFORCING STEEL: 05 BARS AND LARGER SHALL BE GRADE 60 DEFORMED BARS, AND *5 AND 4°4 BARS SHALL BE GRADE 40, PER ASTM A -6I5. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A -I65 AND SHALL BE 6X6 - W1.4 X WI.4. LAP ONE FULL MESH AT SPLICES. TIMBER FRAMING: SEAMS AND POSTS (4x_ 4 GREATER): DF #2 OR BETTER, U.N.O. STUDS: HF#2 / STUD, U.N.O. OTHER LUMBER: HF #2 OR BETTER, U.N.O. 2x._,. TIMBER SHALL BE KILN DRIED. GRADES SHALL CONFORM TO "WWPA GRADING RULES FOR Y■ESTERN LUMBER ", LATEST EDITION. ROOF TRUSSES SHALL BE DESIGNED IN ACCORDANCE WITH THE T.P.I. AND THE IBC. ALL CONNECTIONS PER IBC TABLE 23O4.R.1, U.N.O. NAILS SHALL SE COMMON WIRE NAILS, U.N.O. MISCELLANEOUS CONNECTIONS TO EE SIMPSON STRONG -TIE OR APPROVED EQUAL. ALL WOOD IN CONTACT WITH CONCRETE OR MASONRY TO BE PRESSURE TREATED. FOUNDATION SILL PLATES SHALL BE 2x_ MINIMUM, U.N.O. ANCHOR BOLTS SHALL BE MINIMUM I /2 "J AND SPACED AT 48 "o/c WITH 7" MINIMUM EMBEDMENT INTO CONCRETE_ THERE SHALL BE A MINIMUM OF TW0 BOLTS PER PIECE WITH ONE BOLT LOCATED NOT MORE THAN 12" OR LESS THAN SEVEN BOLT DIAMETERS FROM EACH END OF THE PIECE. ALL FASTENERS AND CONNECTORS FOR PRESSURE TREATED WOOD TO 55 HOT - DIPPED GALVANIZED STEEL. THE COATING WEIGHTS FOR ZINC COATED FASTENERS TO SE IN ACCORDANCE WITH ASTM A -158. SHEARWALL SHEATHING: APPLY 1/2" COX TO 2x STUDS SPACED AT 16 "o% MAX, BLOCK ALL PANEL EDGES, Sd AT 6 "o/a AT ALL EDGES, AND Sd AT 12 "o /c AT INTERIOR SUPPORTS, U.N.O. ROOF DIAPHRAGM: APPLY 1/2" GDX PLYWOOD (48/24) ON ROOF, NAIL 8d AT 6 "o/ AT SUPPORTED EDGES AND 8d AT 12 "o /c AT INTERIOR SUPPORTS, ELKG NOT REQ'D. FLOOR DIAPHRAGM: APPLY 3/4" T$G STURD -I -FLOOR Y 2x FLOOR FRAMING MEMBERS, GLUE AND IOd AT 6 "o% AT ALL SUPPORTED EDGES, AND I Od AT 12 "o/c AT INTERIOR SUPPORTS, U.N.O. MISCELLANEOUS: THE CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS AT JOB SITE. THE CONTRACTOR SHALL PROVIDE TEMPORARY BRACING AS REQUIRED UNTIL ALL PERMANENT CONNECTIONS AND STIFFENING-5 HAVE BEEN INSTALLED. DO NOT SCALE DRAWINGS. PRE - FABRICATED ITEMS TO BE HANDLED AND INSTALLED PER MFTR'S RECOMMENDATIONS. GENERAL STRUCTURAL NOTES SHEARWALL $ HOLDOWN NOTES (U.N.O.) (I) ALL STUDS AND BLOCKING SHALL 5E HF4$2. ALL TOP AND BOTTOM PLATES SHALL BE HF#2. ALL SHEATHING I~D6ES SHALL BE BACKED WITH 2X OR WIDER FRAMING UNO (SEE NOTE 2) SHEATHING MAY 13P INSTALLED EITHER HORIZONTALLY OR VERTIC (2) LOCATE HOLDOWN (SIMPSON UNO) AT END OF SHEAR WALL (3) CONSTRUCT CRIPPLE WALL 5A € AS SHEAR ALL (SW) ABOVE, ND A GABLE END SAME A5 SHEAR WALL (SH L3ELOW (4) DEEPEN FOUNDATION AS REQ'D FOR HOLD DOWN EMBEDMENT. (5) THREADED RCP AND COUPLER AS REQ'D. (6) COMMON NAILS Sd =0.131 "x21/2 ", IOd =O.148 "x3 ", 12d =0.148 "x31/4 ", = 0.162°x31/2" CO INSTALL HIS ON ALL TRUSSES/RAFTERS OR A35(F)'S AT 24" 00 GABLES AND RIM JOIST (OR SOLID BLKG) TO TOP PLATE (SILL FLA AT FDN) UNO; A.35(F) REQ'D AT ROOF SOLID BLK6 TO SW TOP PLATE WHEN SPECIFIED SPACING 15 LESS THAN 24" X LL AS ALTERNATE ON A Ti�USSE5/RAFTERS. CONNECTORS PER SIMPSON STRONG -TIE UNO. TE SHEAR WALL AND HOLD DOWN SCHEDULE (5) NAILING CRITERIA 15 BASED ON IBC TABLE 2304.q.I FOR CD PLYWOOD AND HF*2 FRAMING. (q) SINGLE 3X NOMINAL MEMBER (IQ) ALL MACHINE BOLTS (MB) SHALL HE ASTM ASO1 BE I I Efd. HILTI KWIK BOLTS OF THE SAME DIAMETER 5HI141 ABOVE MAY BE USED IN EXISTING CONCRETE. BOLTS SHALL B.E EMBIEODISD A MINIMUM OF 5" INTO EXIST1N6 CONCRETE. (11) SW CAPACITY 15 FOR SEISMIC DESIGN. MIU..ITPLY BY 1.4 FOR WIND DESIGN. (12) R0115 CONSIST OF 2-16c1 NAILS (13) NAILS SHALL BE STAGGERED WHERE NAILS ARE e 2° oc memo cry O: — rutonLA APR 0 2 1 pERm T CE.+ TE r: lil z z „ W I-1 > U LJ J Q Pq D nU U V l U D cu Q c CU cu N Q1 cu I co co Oti If7 of � ` cu (U d cu L. LLI U W D > LL W REVISED BY: DATE: CRC 2/5/02 SLH 4 /s /0h DRAWN BY: DATE: sWD 5/12/00 I DESIGNED BY: DATE:I PAYMENT CF USE FEE 1S DUE ARCI�ITECOR NORTHWEST, INC. PRIOR T4 CONSTRUGTION FOR EACH STRUCTURE BUILT FROM THESE PLANS. THESE PLANS ARE COPYRIGHTED IN ACCORDANCE WITH FEDERAL STATUTES. REPRODUCTION BY ANY METHOD OF ALL OR PORTIONS OF THESE PLANS OR VARIATIONS THEREOF WITHOUT WRITTEN PERMISStC + FROM ARCHITECTS NORTHWEST, INC. IS STRICTLY PROHIBITED THESE DRAWINGS AND PLANS SET FORTH ON TH SH EE T AS INSTRUMENTS OF SERVICE ARE, AND SHALL REMAIN, THE PROPERTY OF ARCHITECTS NORTHWEST, INC. FE GLASSIG H 1 891 5 -1 42N A VENUE OF FICE: TOLL FREE. 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