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HomeMy WebLinkAboutPermit D07-442 - REHABITAT NORTHWEST - LOT 4REHABITAT NORTHWEST LOT 4 4605 S 139 ST D07 -442 Parcel No.: 3229200093 Address: 4605 S 139 ST TUKW Suite No: Cityf Tukwila Tenant: Name: REHABITAT NORTHWEST - LOT 4 Address: 4605 S 139 ST , TUKWILA WA Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http://www.citukwila.wa.us Owner: Name: REHABITAT NORTHWEST INC Address: 3601 MARGINAL WY SW , SEATTLE WA 98105 Phone: DEVELOPMENT PERMIT Contact Person: Name: CHAD DETWILLER Address: 3601 WEST MARGINAL WAY SW , SEATTLE WA 98106 Phone: 206 - 932 -7355 Contractor: Name: REHABITAT NORTHWEST INC Address: 5639 16TH AVE SW , SEATTLE WA 98106 Phone: (206)255 -3474 Contractor License No: REHABNI973KZ * *continued on next page ** Permit Number: D07 - 442 Issue Date: 05/28/2008 Permit Expires On: 11/24/2008 Expiration Date: 05/24/2009 DESCRIPTION OF WORK: NEW 1925 SQ FT SINGLE FAMILY RESIDENCE WITH 304 SQ FT ATTACHED GARAGE. PROJECT ON VALLEY VIEW SEWER AND WD #125 WATER. PUBLIC WORKS activities include temporary & permanent EROSION CONTROL, LAND ALTERING, ACCESS AND STORM DRAINAGE. Value of Construction: $194,076.39 Fees Collected: $4,623.99 Type of Fire Protection: International Building Code Edition: 2006 Type of Construction: V - B Occupancy per IBC: 22 doc: IBC-10/06 007 -442 Printed: 05-28 -2008 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: Y Fire Loop Hydrant: N Number: 0 Size (Inches): 0 Flood Control Zone: N Hauling: N Start lime: End lime: Land Altering: Y Volumes: Cut 267 c.y. Fill 74 c.y. Landscape Irrigation: N Moving Oversize Load: N Start Time: End lime: Sanitary Side Sewer: N Sewer Main Extension: N Private: Public: Storm Drainage: Y Street Use: Profit: N Non - Profit: N Water Main Extension: N Private: Public: Water Meter: N Permit Center Authorized Signature: City a.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 Permit Number: D07 -442 Issue Date: 05/28/2008 Permit Expires On: 11/24/2008 Date: I hereby certify that I have read and examined this permit and know the same to be true and correct. 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 provisions of any other state or local laws regulating construction or the perf anc f work. I am authorized to sign and obtain this development permit. Signature: Date: /�/DE Print Name: ihd 4/ 4:44J( f er 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 /06 007 -442 Printed: 05-28 -2008 Parcel No.: 3229200093 Address: Suite No: Tenant: 4605 S 139 ST TUKW 1: ** *BUILDING 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 REHABITAT NORTHWEST - LOT 4 PERMIT CONDITIONS Permit Number: Status: Applied Date: Issue Date: D07 -442 ISSUED 12/05/2007 05/28/2008 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. 6: 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: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 7: 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. 8: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 9: All wood to remain in placed concrete shall be treated wood. 10: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 11: Manufacturers installationinstnactions shall be available on the job site at the time of inspection. 12: All construction noise tribe 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. 13: 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. 14: Except for direct -vent appliances that obtain all combustion air directly from the outdoors; fuel -feed 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. 15: 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. doc: Cond -10/06 D07 -442 Printed: 05-28 -2008 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: 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. 17: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the Cityof Tukwila Permit Center. 18: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206 - 431 - 3670). 19: VALIDITY OF PERIVIIT: 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. 20: ** *FIRE DEPARTMENT CONDITIONS * ** 21: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 22: Every building shall be accessible to Fire Department apparatus by way of access roadways with all- weather driving surface of not less than 20' wide and 13'6" vertical clearance. Access roads in excess of 150' shall be provided width an approved turn- around area. Access shall be within 150' of all portions of the buildings. (City Ordinance #2047) 23: For all commercial, multifamily and single family subdivisions, hydrants shall be placed so that a hydrant is within 150 feet of a building and so that no point of a building (around its perimeter) is greater than 300 feet from a hydrant. Distance from a hydrant to a building is measured along the path of vehicular travel. (City Ordinance #2052) 24: 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) 25: All required hydrants and surface access roads shall be installed and made serviceable prior to and during the time of construction. (IF'C 503.1, 508.1) 26: Maximum grade for all projects is 15 %. 27: Adequate ground ladder access to rescue windows shall be provided. Landscape a flat, 12' deep by 4' wide area below each required rescue window. 28: 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) 29: Fire Department access and existing hydrants shall be constantly maintained during demolition and construction. 30: To schedule all construction fire - related inspections send an e -mail to fireinsprequest @ci.tukwila.wa.us. Include your name, telephone number, permit number, project name and address and type of inspection requested. 31: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2050 and #2051) 32: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of doc: Cond -10/06 1307 -442 Printed: 05-28 -2008 such condition or violation. City of Tukwila 34: ** *PUBLIC WORKS DEPARTMENT CONDITIONS * ** 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 49: Prior to final permit sign -off applicant shall submit an acess easement/maintenance agreement for private acess over City Right of Way. 33: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575 -4407. 35: The applicant must notify the City Utility Inspector at (206)433-0179 upon commencement and completion of work at least 24 hours in advance. All inspection requests for utility work must also be made 24 hours in advance. 36: Contractor shall notify Public Works Utility Inspector at (206)433 -0179 of commencement and completion of work at least 24 hours in advance. 37: The City of Tukwila has an undergrounding ordinance requiring the power, telecommunications, and cable service lines be underground from the point of connection on the pole to the house. 38: Permit is valid between the weekday hours of 7:00 a.m. and 3:30 p.m. only. 39: Any material spilled onto any street shall be cleaned up immediately. 40: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off-site or into existing drainage facilities. 41: 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. 42: From May 1 through September 30, inspect and maintain temporary erosion prevention and sediment at least monthly. All disturbed areas of the site shall be permanently stabilized prior to final construction approval. 43: 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. 44: 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'. 45: It is strongly recommended that storm drainage designs be certified by a licensed engineer. Otherwise, the owner assumes liability for the design and any subsequent related damages. 46: Contractor shall follow all the conditions and recommendations of GARY A. FLOWERS,PLLC Geotech Report revised on Oct 30, 2007 and previous AESI Geotecg report dated Feb 13, 1997 and revised on Nov 13, 1998. Refer to permit D07 -314 for copies of these reports. 47: The Geotechnical Engineer of record shall provide certification on a lot by lot basis, including excavations for utility lines, that the work has been completed in accord with the geotechnical recommendations. 48: Prior to permit final sign -off applicant shall pay KC Sewer Capacity Charges to Bing County Metro (contact KC Industrial Waste Division © 206 - 684 -1740) in the amount of $5,721.40 and submit prrof of payment to Public Works. The purpose of this charge is to recover cost of providing sewage treatment capacity for new sewer customers. doc: Cond -10/06 D07 -442 Printed: 05-28 -2008 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: Date: ‘A-S48 Print Name: a!i' .( /C doc: Cond -10/06 D07 -442 Printed: 05 - 2008 t tJ C A tI O N Company Name: Mailing Address: CITY OF TUKWILA./ Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.citukwila.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 ** Site Address: i( OS 5159 S(. 7akw /, 4)4 98(6.R Tenant Name: L214 Property Owners Name: 1 Z L L t r i O Lwts - Mailing Address:.. (O ( It) . /t/.o, r /.,t SG) Name: ezi +t at�� Ittr f( Mailing Address: 2(361 0. Port s)aJ &)`1 E Address: CA..ot " rtt.i.L .c o ►-�- Company Name: e. lla'E - Oes a ro t_ Mailing Address: &c:,01 !J, o r, s k �a S l.) Contact Person: S / fol 'err E -Mail Address: Cwo-d Q re-L474.1 Contractor Registration Number: Re- ribs 1)q 31C u rn Contact Person: E-Mail Address: Company Name: 1.4344.3% t Mailing Address: 1'1735 /48 - Ave - Contact Person: Mi o 10a9 E -Mail Address: At:A3A bJevAli_ 000 f �A14 Loo. car". Q:Mppliations\Fomn- Applieatiau tfn Linet3-2 - Permit Apphcaeon.doe Revised: 9-2006 bh Building Permi o. - 7- 2/ I() Mechanical Permit No. IAQ - 7 - U 3 Plumbing/Gas Permit No. a' 0 7 Public Works Permit No. Project No. King Co Assessor's Tax No.: - fats - l.oy c- Lt Suite Number. Floor: Sc��'te City Fax Number: (f4 (For office use only) New Tenant: ❑ State Yes e( •1 A t: : Vt itSON *hb do we eontact when your permit is ready to be issued Day Telephone: SeciE /JA 9.6 City State Zip �6 �9i3�ZiSs .(3t INFORi iATION ` (dt�illioii to'r;1 eebAiikkat (pg 4) tor Pianibing and Cat Piping (pg S)) S (t_ 9 g la c City State Zip Day Telephone: f31- - 735 Fax Number: t! 9A3 735 Expiration Date: 0.513 -4/01 1:3 ..No 9/746 Zip „ ;:tAtteittitelt Off' !CORD - All plans must be wet stamped by Architect of Record State Day Telephone: ( tvT 7 - d96 / Fax Number: C o's) 1 9 - 0 9 a : 4 1 Zip City Day Telephone: Fax Number: [ NGIN11R OF RECORD - All plans must be wet stamped by Engineer of Record b)recle ti tiSt City State Zip Page 1 of 6 Is tt now .. S ON - 206- 431 -3670 Valuation of Project (contractor's bid price): $ _/ 27.5;00O r Existing Building Valuation: $ (�o Scope of Work (please provide detailed information): +vs�t rr~c t ' #3 . 5 r1L 3- 3/2 Si S' I .cs tat ` o■ Q.1C1 fa s L` — vu-c-.3.4.4 Will there be new rack storage? ❑ Yes 2 No If yes, a separate permit and plan submittal will be required. Provide All Blinding Meat in Square Footage Below 1 F1oof Basement Accessoty Structure'' Attached Garage • Detached Garage Attached Carport :beached Carport Covered beck that reted beck Existing 0 Addition to Existing Interior Remodel Structure tyft New - 14c- 01e 1 Sa-3 30 LE Type of Construction per IBC vs Type of Occupancy per IBC R-3 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): 5,5 Floor area of principal dwelling: /,3 ZJ f *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: Compact: QUppliestions\Fotn s- Appliu6ons On Line 3.2006 -Pernrit Applieation.doc Revised: 9 -2006 bh Floor area of accessory dwelling: iJ /4 Handicap: Will there be a change in use? ❑ Yes No No If "yes ", explain: )TIRE PROTECTION/HAZARDOUS MATERIALS: ❑ Sprinklers ❑ Automatic Fire Alarm None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous mat 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. Page2of6 Mlle WORKS Zvi CATION :._ -- .. t..,... . Scope of Work (please provide detailed information): poav; d(- boa er iSt":4.1` tracau.. -Jf Iet Please refer to Public Works Bulletin #1 for fees and estimate sheet. ter District . .Tukwila K.. Water District #125 ❑ ...Water Availability Provided ewer District ...Tukwila Sr... ValVue ❑ ...Sewer Use Certificate 0... Sewer Availability Provided IU ubmitted with Application (mark boxes which aonlv): ...Civil Plans (Maximum Paper Size - 22" x 34 ") ❑ ...Technical Information Report (Storm Drainage) ❑ ...Bond ❑ .. Insurance ❑ .. Easement(s) ronosed Activities (mark boxes that apply): ] ...Right -of -way Use - Nonprofit for Tess than 72 hours .. .Ri -of -wa Use - No Disturbance ❑ ...Construction/Excavation/Fill - Right -of -way Non Right -of -way C[...Total Cut $t' El ...Total Fill �5 ® ...Sanitary Side Sewer ❑ ...Cap or Remove Utilities ❑ ...Fronta Improvements ❑ ...Traffic Control ❑ ...Backflow Prevention - Fire Protection Irrigation Domestic Water O ...Permanent Water Meter Size... chi:. " ❑ :.:Temporary Water Meter Size .. " ❑ ...Water Only Meter Size ❑ ...Sewer Main Extension Public ❑ ...Water Main Extension Public cubic yards cubic yards 0 0 0 ff QMppliations\Pottns- Applications On line\3 -2006 - Pemut Application.doc Revised 9 -2006 bh Call before you Dig: 1- 800 -424 -5555 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. .. Abandon Septic Tank .. Curb Cut .. Pavement Cut .. Looped Fire Line ❑ .. Highline ❑ .. Renton WO # gbh WO# WO # Private Private 206- 433 -0179 43-c r—A-S do 4- tAk I;4 � o r tat ❑ .. Geotechnical Report ❑ .. Maintenance Agreement(s) ❑ .. Work in Flood Zone ❑ .. Storm Drainage ❑ .. Renton ❑ .. Seattle ❑ .. Right -of -way Use - Profit for less than 72 hours ❑ .. Right -of -way Use - Potential Disturbance ❑ ...Traffic Impact Analysis ❑ ...Hold Harmless - (SAO) ❑...Hold Harmless - (ROW) ❑ .. Grease Interceptor ❑ .. Channelization ❑ .. Trench Excavation RI.. Utility Undergrounding ❑ ...Deduct Water Meter Size 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 Page 3 of 6 f • • • 111011 NOTES - Applicable to all permits in this application Vaine 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 OR AUT RIZED AGENT: Signature: G� Print Name: eke & J t'(t r Mailing Address: ?hilt GJ. /6/41;0•1 /JA Si c 42/9 9PID City State Zip DafA Application Expires: 49 Date Application Accepted: � Q:Uppliations\Fomn- Applications On Linet3 -2006 - Permit Appliation.doc Revised: 9 -2006 bh Date: 12 07 Day Telephone: 400 S3a -7355 Staff Initials: tt/e I Page6of6 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 Parcel No.: 3229200093 Permit Number: D07 -442 Address: 4605 S 139 ST TUKW Status: APPROVED Suite No: Applied Date: 12/05/2007 Applicant: REHABITAT NORTHWEST - LOT 4 Issue Date: Receipt No.: R08 -01838 City of Tukwila Initials: WER Payment Date: 05/28/2008 03:28 PM User ID: 1655 Balance: $0.00 Payee: REHABITAT NORTHWEST TRANSACTION LIST: Type Method Descriptio Amount ACCOUNT ITEM LIST: Description doc: Receiot -06 Payment Check 3249 3,081.66 BUILDING - RES PW LAND ALT PERMIT FEE PW LAND ALT PLAN REVIEW PW PERMIT /INSPECTION FEE STATE BUILDING SURCHARGE TRAFFIC MITIGATION FEES Account Code Current Pmts 000/322.100 000/342.400 000/345.830 000/342.400 000/386.904 104.367.120 RECEIPT Payment Amount: $3,081.66 1,891.28 72.00 37.00 63.00 4.50 1,013.88 Total: $3,081.66 2926 05/28 9711 TOTAL 3649.38 Printed: 05-28 -2008 Receipt No.: R07 -02657 Payee: REHABITAT NORTHWEST ACCOUNT ITEM LIST: Description PLAN CHECK - RES PW BASE APPLICATION FEE PW PLAN REVIEW 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 Parcel No.: Permit Number: D07 -442 Address: 4605 S 139 ST TUKW Status: PENDING Suite No: Applied Date: 12/05/2007 Applicant: REHABITAT NORTHWEST - LOT 4 Issue Date: Initials: WER Payment Date: 12/05/2007 10:59 AM User ID: 1655 Balance: $1,958.78 TRANSACTION LIST: Type Method Description Amount Payment Check 3102 1,542.33 Account Code Current Pmts 000/345.830 000/322.100 000/345.830 RECEIPT Payment Amount: $1,542.33 1,229.33 250.00 63.00 Total: $1,542.33 5712 12/05 9710 TOTAL 1659.64 doc: Receipt -06 Printed: 12 -05 -2007 Project: h ri Ai 0 Type of Inspection: Z t i1 It( �3 v ( (c? t/ Address 01 05 S. t 3 5 Sr Called: �- _ 6 Special r ltl tructions: 2 52- —c)( ' 6 e 3t"t Date Wanted: J �1 - I a ►n• m. Requester: Phone No jos (e, - ZSS 34'7 INSPECTION RECORD Retain a .copy with permit IN TION N0. PERMIT NO. CIT. OF TUKWILA BUILDING DIVISION �- 6300 Southcenter ter Blvd., #100, Tukwila. WA 98188 (206) 4,31 -3670 Permit Inspection Request Line (206) 431 -2451 Approved per applicable codes. COMMENTS: PernnY comp/ ' /,4 i7 pector: /4.41.1( u.AJf 4 ri RE ' PECTION FEE RE UIRED. Prior to next inspection, fee must be p- at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 001 -142_ Correctioncrequired prior to approval. Ifft, Date: 17 — v COMMENTS: Type of In ;pection: /dia ! / zi.Jf/ rj /th '4i Address: 1 /4 0 5 (.S i 15 57 F /_„, ,•..✓G - 4 Date Wanted: l/- /G - /0 /) (sA ,. , — 4' ,7 Requester: (1.; 4 _. - Aislil - Phone No: .zh‘ -9 5'S - 3 K7 e 1 7.74, e , /1 P ?/Q 14 /4) 145 /-,A.9 1 - Al /f r(/ l Proj ct: ileAd h;f Al tf.) Type of In ;pection: /dia ! Address: 1 /4 0 5 (.S i 15 57 Date Called: Special Instructions: Date Wanted: l/- /G - /0 /�fii 4' � Requester: Phone No: .zh‘ -9 5'S - 3 K7 e INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. ' !J DO 7 - 44 .-- CITY OF TUKWILA BUILDING DIVISION r" 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 El Approved per applicable codes. El Corrections required prior to approval. SPECTION FEE RED IJIRED. P for to next inspection. fee must be d at 6300 Southcenter alvd.. Suite 100. Call to schedule reinspection. Project R f 124 6/ /41 /1/ 61-J Type of Inspection: w3 Address: yG 05 S /35 Date Called: Special Instructions: e.. 746„c• 'k d yZ2/7- o/ Date Wanted: (,„� 7_ 2 3 _ /U p.m. Requester Phone No: �c 6 -2S5 jy;% 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 / V Approved per applicable codes. Corrections required prior to approval. COMMENTS: eceipt No.: i � 'Date: 7- - 3 -/ ) 0.00 REINSPECTION ' EE REQUIRE Prior to inspection, fee must be aid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. J o7 -1N2 Proj / e4.1 -/ /1/4.1 / 1 ' 14 / Type of Inspection: Ai/9 // 1 NSL'9 i � 2 / °4J Address: '/6» 5 /25 5-7 Date Called: Special Instructions: Date Wanted: 7 -/ -/ ) a.m. Requester: Phone No: a0‘..---.2-55- 31/7 ',/ Re tain a copy with permit 1 1) a 7 WZ - INSPECTION NO. PERMIT NO. CITY OF TUKW(LA BUILDING DIVISION - 630 Southce Bl vd . , #100, Tukwila, WA 98188 (206)431 -3670 1 7 Approved per applicable codes. Corrections required prior to approval. COMMENTS: Dat eceipt No.: 'Date: l 0.00 REINSPECTION FEE ' EQUIRED. P -lor to inspection, fee must be aid at 6300 Southcenter ., Suite 10! Call to schedule reinspection. COMMENTS: Type of Inspection: F,2, /A/ 6 0 ` e_,t tl_E_f / --TrA 50 kI i f` ; Date Wanted: 7 _ / 5_/ 0 X j ee4 A S P_( i+ � ( r 2 J am-- io()\ Aro t4f -- 5 �. ; a k 4 t�-, -, t -e ; s 6 . 4 , .r/ (V. e / A ,r *, :3 r�M in`.Cam` -' t4; CL co /k c -f 4/4 ( .1 , /I f a PJI . t Project: Ale A4,6; i4 A/Gtf Type of Inspection: F,2, /A/ 6 Address: '4)/605 S / 3j s`T` Date Called: Special Instructions: Date Wanted: 7 _ / 5_/ 0 ' Requester: Phone No: � O as - 3`17'-/ INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 ❑ Approved per applicable codes. 1 Inspectq INSPECTION RECORD Retain a copy with permit L i s-A /)(77-z/'Z PERMIT NO. (206)431 -3670 Corrections required prior to approval. / 1 Date:(5( 3 ❑ $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: IDate: 'COMMENTS: 6) n co S1 ag,,l , 46 �, ?-� i�-o r �C--,� . e;.... # 14.11 Ally ) ■-f> � ( PY - F / /(.a cir1,`. ,/1.,: �� S G n_ �lS /✓-. � `v s Date Wanted: 7-- /v r, if-62 t(i 7(l - 7::::3Th L r / 4� 1 C? ,e, L oi, A Phone No: <; _,( 4 /J ( ,4 ec..k J 7:4 -- ,...L / _0 (_ e- l' S. p � .. ,�Yi J C: f �e 7-54 sJ(A1 / ___70 Project: yee446/ bri A/w Type of Inspection: F /24- /A/6 Address: y40'5' S /39 sT Date Called: Special Instructions: Date Wanted: 7-- /v a.m. Requester: Phone No: 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 • Approved per applicable codes. ,va7 '/Z ro sections required prior to approval. I Date:. 7 ri $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. (Receipt No.: 'Date: Project: A e A4 G; //-/ ,Val Type of Inspection: G Z t7Z,nv Address: " / & 5 S /3 5 - S - 7 Date Called: Special Instructions: Date Wanted: 7- ,3 - , U a.m. FIN Requester: Phone No: .2 0 — z5 3c17 INSPECTION RECORD Retain a copy with permit INSPECTIO NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 4#4111 vr— I L) 7-4/V2 PERMIT NO. 1i (206)431 -3670 Approved per applicable codes. El Corrections required prior to approval. COMMENTS: a lin Date: _ _ $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. (Receipt No.: I Date: COMMENTS: A_ � J Li A 4 p Ttk i I t - rD be) J- r e ) T d i J L. Address: -4to05 5 . 1 r 3 Tr Date Called: l\16t e- - 60 - 3^ . U A jz J ?. (o Aro, 1 Date Wanted: ( �.m. 0 I 1 /s fie, ?, ( )M \S � v' �r �JJ_el .--� R ,1 v Prgj, e_Gk ' l Type of Inspection: t J i s ( A P< i � G . Address: -4to05 5 . 1 r 3 Tr Date Called: Special Instructions: Date Wanted: ( �.m. 0 Requester: Phone N INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION ��nn cnrhrenter Blvd.. #100, Tukwila, WA 98188 Approved per applicable codes. 1 Inspecor: Retain a copy with Reta PY ermit 10 permit RECORD Corrections required prior to approval. El $60.00 REINSPECTION FEE REQUIRE: Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 'Receipt No.: 'Date: Date: PERMIT NO. Co- • (206)431 -3670 COMMENTS: < f (} ` j J� p rc ) Type of Ins n: D `i t- Date Called: r, Special Instructions: \ ��i ■L 1 9 f .)K NA :Ss .( /AAPc ,),\- U0f\ w SOtick ',` ` r, k / >._ , < < op ?414- i) A Er p. AA , 1 %. . Pro4ct:o Type of Ins n: Address: 1( 05 S _ 131 rt r Date Called: r, Special Instructions: \ ��i ■L 1 9 f Date Wanted: � r a.m. _ V V 1 � .m. Requester: Phone 3 _ 3 " 1 3 (2_ INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION -g, 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 0 Approved per applicable codes. El Corrections required prior to approval. JQ 1 Date: ( (S' J ector: $60.00 REINSPECTION FEE RE tJIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: 'Date: � COMMENTS: �f Type of Inspection: ..S� - 6. tie AV r A rd IfeJ c9 /\ 't 11 Address: ' L� Date Called: d 1 Co 4 l?,- 1C r pert i 01/1-ci A fih ( : '11 /) .4-41 INSPECTION RECORD I -4/ 4 d- Retain a copy with permit VPERMrr NO. AC INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION tz- 6300 Southcente Blvd. e #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. n $60.00 REINSPECTION FEE REQUI ED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Sui a 100. Call to schedule reinspection. Inspector: Corrections required prior to approval. (Date: (� - Ic,/ 1 Receipt No.: 'Date: �f Type of Inspection: ..S� - 6. P f 1J -w. Address: ' L� Date Called: i LS 5. ► 3 r Special Instructions: �� \� O 4 � " "• .r O 5 �o Date Wanted:: �rJ►'.. l0 - t` 0 p.m. Requester: PhoPhone moo•, ?A (4 _ 2.5S - '3"t l4 INSPECTION RECORD I -4/ 4 d- Retain a copy with permit VPERMrr NO. AC INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION tz- 6300 Southcente Blvd. e #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. n $60.00 REINSPECTION FEE REQUI ED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Sui a 100. Call to schedule reinspection. Inspector: Corrections required prior to approval. (Date: (� - Ic,/ 1 Receipt No.: 'Date: Proje e'hehiiii-7 NAI Type of nspection: Add re : z-/G�1.55/ ?5 61 Date Called: • Special Instructions: / Date Wanted: / D - 6 0e 01. Requester: Phone No: Date: 1 1 o / I I Approved per applicable codes. EJ Corrections required prior to approval. COMMENTS: • ;, I InsPectt ' ckAl., , Date: 1 1 o / I I INSPECTION RECORD I Retain a copy with permit PERMIT NO. INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd. # 1 00, Tukwila, WA 98188 (206)431 -3670 El $60.00 1 paid at 6300 Sou hc E nterBl d., Suite 1100. to schedule edule reinspection. (Receipt No.: 'Date: 1 NO. INSPECTION RECORD Retain a copy with permit INSPECTION CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 P r o : ' ( b4 A+ M W Ad Tr , o c 1 sfi Special Instructions: ✓` Approved per applicable codes. Type of Inspection: r0 Or � � ( . .�: h 1� A Y Date Called: Date Wanted: C f Requester: PERMIT NO. dd (206)431 -36 Phone No: �IZ�( - 144 - C � Z �I 0 Corrections required prior to approval. COMMENTS: I (Date: q . i 7 ti El paid at 6300 FEE d., Suite Prior te 1100.Call to schedule fee edule renspection. (Receipt No.: !Date: ,,.,__ -------- - t.:-.TA -1 Project: _ i Type of Ins ecti n: YP p COMMENTS: Go Address: rt., 4( to5 S0At ) 31 Sr Date ailed: 1 Tr �/) Special Instructions: 1 5 � Date Wanted: n ") _ ` 1 – 65' - a p.m. Requester: Phone No: 2`1 5 7 . M Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: N - ('-v 0 b ik , s ,./,sfi (,, :{t_ /1 ;9 / d .J -/ 4 , ) irf t J ( 1 , r 1 Tr �/) � i 0,(L A , i: ? J: (A-; \— ( te cT ti f-. . ri 6 pf ( - N AA I s, t (' ;, ��. ,Date: 9 _ ( 2 — a'c I (Inspe: U �=;�1 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION ��nn crn,nc�enter Blvd.. # 100 Tukipail WA 98188 (206)431 -3670 I D09 -4421 El $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 'Receipt No.: Date: 1 r — COMMENTS 1r� 6ea £ (,/> � r de # - , 4vba s ��'ak . Address: 4105 5 1n .i 11/o i cd‘ra& (-) ovf rpreg,e144 - /t . /, duri47 rkeeafexio� -ii4» i l er 1 • IV G 0 4 : ��c Ina�r /a / or mire %gad fa/« 1 USA -or a', k k 66 t 4{,r -d- ' /f: Ph�� 32‘,1 J 038 A rr rovpd /•76ciali Di v LI.A (.1/ �' AH- a/ riled ®✓.0r e'. "' r . k ,\ / 1 Pikt.taerrirr Type of Inspection: Address: 4105 5 1n .i Date Called: o9 —G5,O8 Special Instructions: Date Wanted— Requester: Ph�� 32‘,1 J 038 INSPECTION RECORD Retain a copy with permit PERMIT NO. INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcente B lvd., #100, Tukwila, WA 98188 (206)431 -3 Approved per applicable codes. m7 - 442 I Corrections required prior to approval. I Dat "' paid a t REINSPECT ION Southcenter B R d., S iit Prior te 100. Call to schedule fee edule re spection. 'Receipt No.: 'Date: COMMENTS: Q r ( 0 (c.for pAi t( v"\ ( j-A4 s".- % Ste. r -e p ; ),• • �ZC JJGSe -A1`< E ti ,' ' :1 P�G �-� .k A�.s:7' Iv S tp/e cif ,r d c_ c i 4./,4 Date Called: . f k& )--t M / ,pkt AZ :3^ (effJ o'i ( i 1 A,� 1� 5 w i (( � i cS t� - -- 4i J v/ ()As e I UA: (v/)-. ill/ AC c, >} Lrf r b f" f ( ( , / , / (� oe d ,I Pr�e c IC �' ` n � /J . (,J Type of Inspection; v vt Ai Address: -/ lrv. ,,104 i LL (31 sr Date Called: Special Instructions: f Date Wanted: o , / (� oe . a.m. C Requester: 1 ) 6 e--0 /` Cp J�� Phone No: �j �j Z fd INSPECTION RECORD n ,44 Retain a copy with permit :1 PERMIT NO. It° INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6 300 Southce . B lvd. #100, Tukwila, WA 98188 (206)431 - 3670 Approved per applicable codes. ig Corrections required prior to approval. El $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 'Receipt No.: 'Date: 0_ u0 a..liri COMMENTS: — FWAAt Q , 17r! I'U,va1 fin (Ar/ d ca n c re-f Q - Ft nc,∎ cf Date Called: / / /0 -110 cFinadt cQ G13 is c-kct /1 . ( - Niti , Ui( ( disk(IV' 125 a.m. p.m. - FIioded - F i•- 70.(cof - p - I n u (r d , SeCo(ed '3 (a/lot-scare( . — I tec. Projgt: 'Aehah*TJ NW -1,0-e ) Type of Inspection: PLO - .l' Address: y eo 5 .5 ie, St Date Called: / / /0 -110 Special Instructions: � x.K_ on ho vS e" Ce 1 e >63 ITe miriS on (c.A.A «-fec Date Wanted: / / / /5 //d a.m. p.m. Requester: Steve Phone No: -2o4 a55 3y CC L-4 r e f INSPECTION ItEG Retain a copy with permit Do Ka PERMIT NO. INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 0 Approved per applicable codes. El Corrections required prior to approval. 'Inspector: fis 1Date: u/,,/ O I $60:00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 'Receipt No.: 'Date: pe-A AJIA9 ''' Type of lnspectio • b lir c ,.., rx i 3:I 04 • • ■ N )1 1 Date Called: 4 7 z3 loy SpecilKnstructions: ei c2,11 aA ,edo its2A1 . 1h Date Wanted: Reque phorl Isste05._071.:4tii_/:Tai: INSPECTION RECORD Retain a copy with permit ••cv,INStECT4ON NO. ,f:TUKWILA BUILDING DIVISION So uthcenter Blvd. #100, Tukwila, WA 98188 (206)431-3670 0 Approved per applicable codes. COMMENTS: Lid , 50 /5- il l Lit 44A...et...A "lb •4\ i .0 C - 1 - 1) C -kret. 'Inspector: r4\\J r (1.-k t)/ ri $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be "'paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 'Receipt No.: 'Date: O Corrections required prior to approval. Project: 2 tu b,fa N'4 4 offs t Type of Inspection: Fire ffr Address: L/6..9.5 5 i 3 g S • Suite #: Contact Person: Sfcv - Special Instructions: Phone No.: ZvG -- ZS(' 3 v 7- Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: - T Occupancy Type: 4 INSPECTION NUMBER proved per applicable codes. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA FIRE DEPARTMENT 10+ 206 - 575 -4407 Word /Inspection Record Form.Doc 1/13/06 ,da 7 — PERMIT NUMBERS ri Corrections required prior to approval. COMMENTS: U SYe) LP < �, >..� � a f . vii. ? /�Ga c v ` ttA'Ad pt) 3 f -t- U yv.a/4 144 L r‘4 fro Inspector: Fp)f 3 Date: ////57/6 Hrs.: rs. / $80.00 REINSPECTION FEE REQUIRED. You will receive an invoice from e City of Tukwila Finance Department. CaII to schedule a reinspection. T.F.D. Form F.P. 113 May 5, 2009 Group Northwest, Inc. Mr. Steve Detwiller Rchabitat Northwest 3601 W. Marginal Way SW Seattle, WA 98106 Subject: Foundation Soil Bearing Conditions Lot 2, 4606 S. 139` St. Tukwila, WA t..cE. A O F 1 UK ILA MAY 0 5 2009 - ,;;ENTER Geotechnical Engineers. Geologists & Environmental Scientists G -2780 W7- 2 Ref: "Subsurface Exploration, Geologic Hazards, and Geotechnical Engineering Report, Foster Ridge Short Plat, 46 Avenue South at South 139 Street, Tukwila, Washington ", Gary A. Flowers, PLI.0 Geological & Geotechnical Consulting, October 30, 2007. Dear Mr. Detwiller: Per your request Adam Gaston of GEO Group Northwest, Inc., visited the subject site and observed the completed condition of the new house at Lot 2, 4606 South 139 Street in Tukwila, Washington. The purpose of our visit was to investigate the apparent bearing soil conditions at the new building foundation areas. Introduction A new two -story wood -frame single family residence was recently constructed at the subject site. Based upon discussions with you we understand that inspections of the building footing subgrades were performed by the City of Tukwila building inspector prior to the foundation pour. The City of Tukwila has indicated that verification of footing bearing pressures of 2,000 psf or greater is needed from a licensed geotechnical engineer. The following letter has been prepared in order to provide our opinion with regard to the current foundation bearing conditions. Geotechnical Report Review We have reviewed the referenced geotechnical report for the subject site. The geotechnical report describes soils at the subject site consisting of the following four units: 13240 NE 20th Street, Suite 10 • Bellevue, Washington 98005 Phone 425/649 -8757 • Fax 425/649 -8758 May 5, 2009 G -2780 4606 S. 139` St, Tukwila, Washington Page 2 Findings Unit 1 = Fill Unit 2 = Weathered / Disturbed Zone Unit 3 = Pre - Vashon Lodgement Till ( ?) Unit 4 = Diamictic Silt Units 3 and 4 are described as being medium dense to very dense or hard. Units 1 and 2 consist of loose soils which are not acceptable for bearing support. Based upon the Exploration Pit Logs for EP -16, which was located close to the subject new residence, soils at this location consisted of forest duff and loose fine SAND and fine sandy SILT (Units 1/2) overlying dense to very dense silty fine SAND with some gravel (Unit 3) at a depth of 4 feet below ground surface. Unit 3 soils were underlain by very dense fine SAND (Unit 4) at a depth of 15 feet below ground surface. Based upon this information it appears that the competent soils in the vicinity of the subject residence may be located at a depth of around 4 -feet below the existing ground surface. On May 5, 2009 Adam Gaston of GEO Group Northwest, Inc., met with Mr. Steve Detwiller at the site and observed the soil conditions in the crawlspace area for the new house. In general, the building footings appear to range in depth from 2.5 to 4 feet below the adjacent ground surface. We understand that the adjacent existing ground surface elevation is similar to the pre - construction elevation. Therefore the foundations range in depth from 2.5 to 4 feet below the original ground surface. Mr. Detwiller indicated that fills with a thickness ranging between 8" and 18" were placed adjacent to the existing footings within the crawlspace. We probed the soils adjacent to the footings in the crawlspace area using a' /� inch steel hand probe. Probe penetrations ranged from 8 inches to 18 inches confirming that a firm subgrade was located directly below the fills. We anticipate that the firm subgrade consists of the competent medium dense to very dense glacial till, Unit 3 soils, At the time of our site visit we observed no cracking or damage to the existing foundation or the building which would be indicative of soil settlement. Conclusions Based upon the referenced geotechnical report, the information provided by Mr. Detwiller and our observations at the time of building completion, it appears that the building foundations are founded on top of the competent native site soils which are capable of providing an allowable 1 May 5, 2009 G -2780 4606 S. 139 St, Tukwila, Washington Page 3 bearing capacity of 2,000 psf. If we may be of further service, please do not hesitate to contact us. Sincerely, GEO GROUP NORTHWEST, INC. Adam Gaston Project Engineer William Chang, P.E. Principal ZOafer DlSLrib/ 96. 125, 56: y Gunk Telephone: (206) 242 -9547 P.O. Box 68147, Riverton Hts. Br. FAX: (206) 248 -1744 . May 5, 2009 Rehabitat Northwest Inc Re: Foster Ridge Development TUKWILA, WASHINGTON 98168 King County Water District #125 has accepted the installation of the water service lines, main line and fire hydrants for this development. Inspections were done by PACE Engineering. If there are any questions; please call the District at 206 - 242 -9547. 1 Doi -iv, 0 �- - -7th i g boi -ass Li (9 bo 1--- Za$ J Mark Parsons Superintendent King County Water District #125 � SHANE YOUNG Office Manager MARK PARSONS Superintendent Office: 3460 S. 148th St. Ste. 110 =Earl cowanwattoo MAY O..5.2OO FERMtTCENTEF T r ikr -rte . (3° S 4 Gary A. Flowers, PLLC Geological & Geotechnical Consulting 19532 12 Avenue NE Shoreline, WA 98155 -1106 FILE COPY SUBSURFACE EXPLORATION, GLiptfIDS, AND GEOTECHNICAL ENGINEERING REPOIl FOSTER RIKIE.SHORT. I4 nv^ s0 ` ert? rn end ermsslo 3. 46T11 AVENUE SOUTH ,SOUTU 11.3900:114-9;1r- , h1 ..,,,.�,,, � TUKWILA, ASHINGTON ' ; ItEVIEWED� F r February 13, 1997 (AESI) -CODE COMPLIANCE Revised November 13, 1998 (AESI) Revised October 30, 2007 (GAF, PLLC) Project No. 06005 1. PROJECT AND SITE CONDITIONS 1.0 INTRODUCTION This report presents the results of previous subsurface exploration, geologic hazards, and geotechnical engineering studies for the proposed residential subdivision. This current revision of the report has been requested by the City of Tukwila to reflect changes in the site plan from 12 Tots to 6 Lots, changes in the roadway /driveway configuration and changes in the drainage system for the site. The proposed lot locations and approximate locations of the explorations accomplished for this study are presented on the Site and Exploration Plan, Figure 1. All subsurface exploration and geological interpretations used in this report were provided by others in 1991 and 1996. 1.1 Purpose and Scope The purpose of this study was to provide subsurface soil and shallow ground water data to be utilized in the design and development of the above- mentioned residential project. Field studies included the excavation of 16 exploration pits and performing geologic studies to assess the type, thickness, distribution, and physical properties of the shallow subsurface sediments. Geotechnical engineering studies were also conducted to evaluate seismic and erosion hazards and mitigations, the type(s) of suitable foundations, allowable foundation soil bearing pressure, anticipated foundation settlement, floor support, lateral wall pressures, and drainage considerations. This report summarizes the field work and development recommendations based on our present understanding of the project. 19532 12 Avenue NE CORREC LTR# I- Gary A. Flowers, PLLC. Shoreline. Washington 98155 -1106 206-4174640 1 00T LH 2._ APPROVED MAY 13 2008 OA CI f Tukwila BUILD DIVISION RECEIVED APR 112008 PERMIT CENTER ti 1 Plat of Foster Ridge Tukwila, Washington Geolechnical Services Report 1.2 Authorization Authorization to proceed with this study was granted by Mr. Richard Pederson (owner) and Mr. Chad Detwiller (Rehabitat Northwest/developer). This report has been prepared for the exclusive use of Richard Pederson and Rehabitat Northwest, and their agents, for specific application to this project. Within the limitations of scope, schedule, and budget, our services have been performed in accordance with generally accepted geotechnical engineering and engineering geology practices in effect in this area at the time our report was prepared. No other warranty, express or implied, is made. It must be understood that no recommendations or engineering design can yield a guarantee of stable slopes. Our observations, findings, and conclusions are a means to identify and reduce the inherent risks to the owner. 2.0 PROJECT AND SITE DESCRIPTION This report was completed with an understanding of the project based on a site plan with lot layout, survey and topographic information provided by Penhallegon Associates Consulting Engineers, Inc. (PACE), and dated July 2004. Building plans and finish grade elevations were not available at the time of this report, but it is anticipated that cuts on the upslope side of the structures will not exceed 10 feet, and will generally be less. The property was situated on the east side of 46th Avenue South between South 139th and South 140th Streets upslope and to the west of Interstate 5 in Tukwila, Washington. The parcel was located on north to northeast facing slopes with gradients ranging from about 10 to 80 percent. Based on topographic information shown on the site plan, total elevation change across the site was on the order of 70 feet. During the field work an area of standing surface water was noted within Tract 99, which has been identified on the site plan as wetland and open space. During the 1996 field study surface water was also observed flowing from the wetland area downslope and through a portion of Lot 2. The flow rate was estimated at roughly 5 gallons per minute. This field work was performed during a period of wet weather. Vegetation on the site primarily consisted of deciduous trees with a heavy undergrowth of berry vines, ivy, and other ground cover. An old retaining wall, approximately 40 feet long and 6 feet tall, was located at the south end of Tract 99. Also, based on site reconnaissance and information conducted in 1991, it was evident that some past grading or filling has occurred on small portions of the property. An old dirt access road extended from the present terminus of South 139 Street to the eastern edge of Tract 99. 19532 12 Avenue NC. Gary A. Flowers, PLLC. Shorelino, Washington 98155 -1106 206417.7640 2 1 a Plat of Foster Ridge Tukwila, Washington Geotechnical Services Report Undercutting of the toe of the steep slope along Macadam Road, on the eastern portion of the property (off -site) was observed and the near vertical cut (approximately 15 feet tall) was not retained. 3.0 SUBSURFACE EXPLORATION Field studies completed for this project (by others) included excavating a series of exploration pits and performing a geologic hazard reconnaissance to gain information about the site. The various types of sediments, as well as the depths where characteristics of the sediments changed, are indicated on the exploration logs presented in the Appendix. The depths indicated on the logs where conditions changed may represent gradational variations between sediment types in the field. The explorations were approximately located in the field by estimating locations from known site features shown on a topographic survey presented on a conceptual grading plan prepared by PAC -TECH Engineering, Inc., identified as "Plan C" and dated 2/5/91, and on a site plan without topographical inforniation prepared by Barrett Consulting Group dated August 1996. The most recent site plan upon which this report revision is based was prepared by PACE in July 2004. The conclusions and recommendations presented in this report are based on the visual reconnaissance and sixteen exploration pits completed on the site. The number, location, and depth of the explorations were completed within site and budgetary constraints. Because of the nature of exploratory work below ground, extrapolation of subsurface conditions between field explorations is necessary. It should be noted that differing subsurface conditions may sometimes be present due to the random nature of deposition and the alteration of topography by past grading and/or filling. The nature and extent of any variations between the field explorations may not become fully evident until construction. If variations are observed at that time, it may be - necessary to re- evaluate specific recommendations hi this report and make appropriate changes. 3.1 Exploration Pits The exploration pits were excavated with either a rubber - tired, tractor - mounted backhoe or a track - mounted excavator. The pits permitted direct, visual observation of subsurface conditions. Materials encountered in the exploration pits were studied and classified in the field by an engineer or geologist. All exploration pits were backfilled immediately after examination and logging. Selected samples were then transported to the laboratory for further visual classification and testing, as necessary. 19532 12 Avenue NE Gary A. Flowers, PLLC. Shoreline, Washington 98155 -1106 206- 417 -7644 3 Plat of Foster Ridge Geotechnical Services Report Tukwila, Washington 4.0 SUBSURFACE CONDITIONS Subsurface conditions at the project site were inferred from the field explorations accomplished for this study, visual reconnaissance of the site, and review of applicable geologic literature. As shown on the field logs, the exploration pits generally encountered fill and weathered/disturbed . materials overlying glacially consolidated till, silt, and sand. Four units were distinguished based on age and/or mode of deposition. These units are described below from youngest (uppermost) to the oldest (lowermost), and are illustrated on the three schematic geologic cross sections (Figures 2, 3, and 4). 4.1 Stratigraphy Unit 1- F`i11 Fill (material not naturally placed) was encountered in EP -1, EP-4, EP -5, EP -9, EP -11, EP -12, and EP -16 and generally consisted: of loose, moist to wet, brown, 'silty, fine sand or soft to medium stiff, wet, brown, sandy silt. The fill materials were either placed directly over an old topsoil horizon or mixed within and in some cases included root debris. These fill materials vary in both quality and depth across the site, attaining a thickness of about 8 feet in EP-4. The quality and compaction of the fill materials was judged to be poor and is therefore unsuitable for structural support. Unit 2 - Weathered/Disturbed Zone Unit 2 materials were encountered in all of the exploration pits except EP -3, EP 9, and EP -12 and generally consisted of soft to stiff, moist to wet, mottled gray to brown, sandy silt to silty, fine sand with scattered gravels, and generally ranged in thickness from about 1 to 4 feet. Unit 2 materials were unsorted and unconsolidated, and generally appeared weathered and disturbed. These materials are interpreted to be colluvium, which is gravity transported material derived from upslope areas. These materials are also considered unsuitable for structural support. Unit 3 - Pre - Vashon Lodgement Till (7) Unit 3 sediments were encountered in all of the exploration pits except EP -1, EP -8, EP -9, and EP -13 and generally consisted of dense to very dense, moist, mottled brown, silty, fine sand matrix with an unsorted mixture of gravels. In EP-10, the lodgement till was highly weathered and was judged to be in a medium dense condition The thickness of Unit 3 sediments ranged from about 1 foot in EP -7 to over 11 feet in EP -14, and were encountered as shallow as 3 feet in EP -2, but in excess of 10 feet in EP-4. Unit 3 sediments have been tentatively interpreted to be pre- Vashon age lodgement till deposits, and appear to conformably overlie Unit 4 deposits. These sediments were deposited at the sole of the advancing ice sheet which resulted in a 19532 12 Avenue NE Gary A. Flowers, FLLC. Shoreline, Washington 96155 - 1106 206 - 117.7640 4 Plot of Foster Ridge Geotechnicul Services Report Tukwila, Washington material possessing relatively high strength, low compressibility, and low permeability characteristics. Unit 3 sediments are considered suitable for structural support. Unit 4 - Diamictie Silt Unit 4 sediments were encountered in all of the exploration pits except EP -14 and EP -15 at depths ranging from less than 4 feet to over 18 feet below the existing ground surface. Where encountered, Unit 4 deposits extended beyond the termination depth of all of the exploration pits. Unit 4 sediments generally consisted of hard, wet, blue -gray silt containing dropstones with interbeds of micaceous, fine sand and were locally diamictic (material containing an unsorted mixture of silt, clay, sand, and gravel). The fine - grained nature of Unit 4 and the presence of localized diamictic zones, and the gradational contact with the overlying till suggest that these sediments were deposited in a glaciolacustrine environment which formed as the advancing pre- Vashon ice sheet dammed northerly flowing drainages. Unit ..4 sediments are considered suitable for structural support. 4.2 Hydrology Ground water was encountered in all of the exploration pits except EP -9, EP -l0, and EP -13. The type of ground water encountered on the site consisted of a "perched" water table which forms during wet periods of the year atop the till and silt sediments (Units 3 and 4). Perched water occurs when surface water infiltrates down through relatively permeable soils such as Units 1 and 2 and becomes trapped or "perched" atop a comparatively impermeable barrier such as the till and silt. An example of this occurs in the vicinity of Tract 99 and the proposed extension of South 139th Street. Seepage may also occur at random depths and locations in the non - uniform fill materials encountered on the site. It should be noted that fluctuations in the level of the ground water may occur due to the time of the year and variations in rainfall. II. GEOLOGIC HAZARDS AND MITIGATIONS The following discussion of potential geologic hazards is based on the geologic, slope, and ground/surface water conditions as observed and discussed herein. The discussion will be limited to seismic, landslide or mass - wasting, and erosion. 5.0 SEISMIC HAZARDS AND RECOMMENDED MITIGATION Earthquakes occur in the Puget Lowland with great regularity. The vast majority of these events are small and are usually not felt by people. However, large earthquakes do occur as evidenced 19532 12 Avenue NE Gary A: Flowers, PLLC. Shoreline. UVashhigton 98155.1106 2064174640 5 Plat of Foster Ridge Geotechnical Services Report Tukwila Washington by the 1949, 7.2 magnitude event and the 1965, 6.5 magnitude event. The 1949 earthquake appears to have been the largest in this area during recorded history. More recently, the Puget Lowland experienced a moderate 5.4 magnitude event in the sp ring of 1996. Evaluation of earthquake return rates indicates that an earthquake of the magnitude between 53 and 6.0 likely will occur within the next 8 to 12 years. A magnitude 7.2 earthquake is considered to be a 100- year event by King County. 'Ihe subject property is bounded by two significant fault zones. Approximately 73 miles to the north is the west trending Seattle fault. About 8.4 miles to the southwest is the north - northwest trending Tacoma fault. The Seattle and Tacoma fault zones are interpreted to be thrust faults with steep dips (60° to 70 °) near the surface which flatten to 17° to 25° at depth. The Seattle and Tacoma faults are part of a series of surface manifestations of a north - directed thrust sheet underlying the Puget Sound region. A recurrence interval for movement along these two faults has not been conclusively determined but is estimated to be in the range of thousands of years (Pratt, 1995). The most recent movement is interpreted to have occurred over 1,000 years ago. Faults within the Puget Sound basin are currently being studied by the USGS (United States Geological Survey) and others using new and advanced technology. As such, it is possible that future fault zones may be located that are closer to the project than those discussed above. Generally, there are four types of potential geologic hazards associated with large seismic events: 1) surficial ground rupture; 2) seismically induced landslides; 3) liquefaction; and 4) ground motion. The potential for each of these hazards to adversely impact the proposed project is discussed below. 5.1 Surfrcial Ground Rupture Generally, the largest earthquakes which have occurred in the Puget Sound/Seattle area are sub - crustal events with epicenters ranging from 50 to 70 kilometers in depth. In addition, there are currently no known fault zones within about 7 to 8 miles of the project site. Therefore, it is our opinion, based on existing geologic data, that the risk of surface rupture impacting the proposed project is low. 5.2 Seismically Induced Landslides The fill material and the weathered/disturbed zone (Units 1 and 2), are considered to have a moderate potential for seismically induced failure due to their loose condition, high moisture content, high percentage of fine - grained material, and location on steep slopes. The steep slopes on the northeast and east sides of the property (northeast and east of Tract 99) are interpreted to have a high potential for seismic induced movement due to the presence of medium dense sediments, filUdisturbed soils, and evidence of past movement. These areas are well away from 14532 12 Avenue NE Gary A. Flowers, FLLC. Shoreline, Washington 98155 206 - 117 - 7640 6 Plat of Foster Ridge Geotechnlcat Services Report Tukwila, Washington any areas of planned construction and will have no potential adverse impact on the new construction. 5.3 Liquefaction The encountered bearing soils (Units 3 and 4) have a low potential for liquefaction due to the consolidated nature of the dense lodgetnent till and hard dlamictic silt. Units 1 and 2 will be substantially removed and/or mitigated during construction such that they will present little to no liquefaction potential. 5.4 Ground Motion Based on the site stratigraphy and visual reconnaissance of the site, it is our opinion that any earthquake damage to proposed structures, when founded on, and keyed into, a suitable bearing strata, as recommended in the Design Recommendations section of this report, would be caused by the intensity and acceleration associated with the event and not any of the above impacts. As per the 2003 International Building Code, Table 1615.1.1, the subject site is defined as Site Class D. Structural design of the buildings should follow this site class designation. 6.0 LANDSLIDE HAZARDS AND MITIGATION The potential landslide or mass - wasting risk can be divided into two depth categories; shallow and deep. The potential shallow landslide risk would involve Units 1 and 2, and is considered to be moderate due to the presence of near - surface ground water and the unconsolidated nature of the materials. The steep slope areas northeast and east of Tract 99 are considered to have a high risk of shallow landslides. The potential deep landslide risk would involve Units 3 and 4, and is generally considered to be low primarily due to the consolidated nature of the lodgement till and diamictic silt units. However, the steep downward slope located to the northeast and east of Tract 99 has a high risk of slope movement. This is due to the medium dense condition of sediments observed in EP 9, the observation of bowed and downed trees on the slope, evidence of past movement on the easternmost slope area, and the steep cut at the base of the easternmost slope. 6.1 Mitigation Since no development is planned anywhere near the northeastern and eastern steep slope areas, no mitigation is warranted for potential shallow or deep seated landslides in these areas. The planned 6 lot development will not have any adverse affect on these steep slope areas. 19532 12 Avenue NE Gary A. Flowers, PLLC Shorclinc. Washington 9$155 -1106 246417 -7646 7 Plat of Foster Ridge Geotechnica! Services Report Tukwila Washington In order to reduce the potential risk of shallow landslides or debris flows, we recommend that all surface drainage and collected ground water should be fully controlled and directed away from or to the bottom of sloping areas. All storm water from Impermeable surfaces must be collected and tightlined into a suitable storm water drainage system. At no time should fill be placed on or above steep slopes. Grading on or around slopes should be reviewed by a representative of this firm prior to design completion. Uncontrolled fill near or over tops of slopes may promote landslides or debris flows. In no case should any moderate or steep slopes be undercut unless a suitable retaining structure is constructed. 7.0 EROSION HAZARDS AND MITIGATION The encountered surficial sediments, as well as sediments at depth possess a high potential for erosion, even on gentle to moderate sloping areas, when subjected to concentrated flows. To mitigate the erosion hazard potential and off -site sediment transport, we recommend that all storm water from impermeable surfaces, including roadways and roofs, should be tightlined into approved storm water facilities. Uncontrolled discharge from the impermeable surfaces should not be allowed to flow across the site sediments. A temporary sediment catchment facility should be constructed to Intercept sediment eroded during the construction phases of the proposed project. Temporary check dams should be used along storm water drainages. Silt fences meeting City of Tukwila standards should be placed along the lower elevations of disturbed areas. Soils which are to be reused around the site should be stored In such a manner as to reduce erosion. Protective measures may include, but are not necessarily limited to, covering with plastic sheeting, the use of low stockpiles in flat areas, or the use of hay bales/silt fences. Large- scale clearing should be avoided and as much of the natural vegetation on the slopes as is; possible should be left intact. Construction should proceed during drier periods of the year and areas stripped of natural vegetation during construction should be replanted as soon as possible or otherwise protected. If construction occurs after November 1 and before April 1, exposed ground should be covered with mulch and additional temporary drainage control may be recommended, as necessary. DESIGN RECOMMENDATIONS 8.0 INTRODUCTION The explorations indicate that, from a geotechnical standpoint, the parcel is suitable for the proposed six lot development provided the risks discussed are accepted and the recommendations contained herein are properly followed. The existing fill soils, and the materials in the 19532 12 Avenvo N1 Gary A. Flowers, PLLC. Shoreline. Washington 98155 - 1106 246. 417.7640 i Plat of Foster Ridge Geotechnical Services Report Tukwila, Washington weathered/disturbed zone as described herein, are not considered suitable for foundation support. The depth to bearing strata in the exploration pits within the proposed development area, varied from about 3 feet to 6 feet below the existing ground surface but may be deeper in some areas. It is anticipated that proposed excavations for building construction will remove much of the unsuitable soil from the building footprints. Therefore, conventional spread footings keyed into, and bearing on, firm, unyielding, natural sediments, or properly placed structural fill, will be suitable for foundation support of the residences. If daylight basement structures are not utilized, or where basement excavations do not penetrate to bearing soil, it will be necessary to deepen foundations to suitable bearing soil. 9.0 SITE PREPARATION Old foundations that may be encountered on the site, which are under building areas or not part of future plans, should be removed. Any buried utilities should be removed or relocated if they are under building areas. The resulting depressions should be backfiiled with structural fill as discussed under the Structural Fill section. Site preparation of planned building and road/parking areas should include removal of all trees, brush, debris, and any other deleterious material. Additionally, the upper organic topsoil should be removed and the remaining roots grubbed. Areas where loose, surficial soils exist due to grubbing operations should be considered as fill to the depth of disturbance and treated as subsequently recommended for structural fill placement. Existing fill and soft silts should be stripped down to the underlying medium dense or medium stiff, natural soils. Since the density of the soil is variable, random soft pockets may exist and the depth and extent of stripping can best be determined in the field by the geotechnical engineer or engineering geologist. When overexcavation and stripping Is completed, we recommend that road and parking areas be proofrolled with a fully loaded, tandem axle dump truck to identify any remaining soft spots. Soft areas should be further overexcavated and backfilled with approved structural fill. Some areas of fill and soft sediment thickness may be encountered that are too thick to economically remove and replace. Provided the owner /developer understands and accepts the risk associated with having unconsolidated fill and natural sediments underlying these areas of the development, an alternative methodology may be utilized. This would involve overexcavating a minimum of two (2) feet of the unsuitable soils, placing a high strength, woven geotextile fabric such as AMOCO 2002 or approved equivalent, and backfilling with approved structural fill. The geotextile fabric should be placed as per manufacturer's recommendations. The structural fill should be placed in accordance with the recommendations presented in the Structural Fill section of this report. l9532 12 Avenue NE Gary A, Flowers, PLLC- Shoreline, Washington98ISS -1105 206-417 -7640 9 Geotechnical Services Report Plat of Faster Ridge Tukwila. Washington Prior to paving, all roadways should be proofrolled as described above to identify any soft or yielding areas. The geotechnical engineer or his representative should be present during the proofrolling. All unsuitable areas should be further overexcavated and backfilled with structural fill. This methodology will substantially reduce settlement and improve the usable lifespan of the asphalt or concrete pavement surfaces but will not eliminate problem areas. As such, periodic maintenance should be planned for these areas. The on -site soils contain a high percentage of fine - grained material which makes them extremely moisture- sensitive and subject to disturbance when wet. The contractor must use care during site preparation and excavation operations so that the underlying soils are not softened. If disturbance occurs, the softened soils should be removed and the area brought to grade with structural fill. Consideration should be given to protecting access and staging areas with an appropriate section of crushed rock or Asphalt Treated Base (ATB). If crushed rock is considered for the access and staging areas, it should be underlain by engineering stabilization fabric to reduce the potential of fine- grained materials pumping up through the rock and turning the area to mud. The fabric will also aid in supporting construction equipment, thus reducing the amount of crushed rock required. We recommend that at least 10 inches of rock be placed over the fabric; however, due to the variable nature of the near - surface soils and differences in wheel loads, this thickness may have to be adjusted by the contractor in the field. 10.0 STRUCTURAL FILL If fill is to be placed on slopes steeper than 5H:1V (Horizontal to Vertical), the base of the fill should be tied to firm, stable subsoil by appropriate keying and benching which would be established in the field to suit the particular soil conditions at the time of grading. The keyway will act to embed the toe of the new fill into the hillside. Generally, the keyway for hillside fills should be at least 8 feet wide and cut into the lower, dense or stiff, natural sediments. Level benches would then be cut horizontally across the hill, following the contours of the slope. No specific width is required for the benches, although they are usually a few feet wider than the dozer being used to cut them. All fills proposed over a slope should be reviewed by our office prior to construction. After overexcavation/stripping has been performed to the satisfaction of the geotechnical engineer /engineering geologist, the exposed ground surface should be recompacted to at least 90 percent of the modified Proctor maximum density using ASTM:D 1557 as the standard. If the subgrade contains too much moisture, adequate recompaction may be difficult or impossible to obtain and should probably not be attempted. In lieu of recompaction, the area to receive fill 19532 12 Avenue NE Gary A. Flowers, PLLC, Shotelinc, Washington 98155-1106 10 206. 417.7640 1 Plat of Fosier Ridge Tukwila, Washington Geotechnicai Services Report should be blanketed with washed rock or quarry spills to act as a capillary break between the new fill and the wet subgrade. Where the exposed ground remains soft and further overexcavation is impractical, placement of an engineering stabilization fabric may be necessary to prevent contamination of the free- draining layer by silt migration from below. After recompaction of the exposed ground is tested and approved, or a free - draining rock course is laid, structural fill may be placed to attain desired grades. Structural fill is defined as non- organic soil, acceptable to the geotechnlcal engineer, placed ht maximum 8-inch loose lifts with each lift being compacted to a minimum of 95 percent of the modified Proctor maximum density using AST1M1:13 1557 as the standard. In the case of roadway and Utility trench filling, the backfill should be placed and compacted in accordance with current municipal codes and standards. The top of the compacted fill should extend horizontally outward a minimum distance of 3 feet beyond the location of the perimeter footings or roadway edge before sloping down at an inclination no steeper than 211:1V. Soils in which the amount of fine - grained material (smaller than No. 200 sieve) is greater than approximately 5 percent (measured on the minus No. 4 sieve size) should be considered moisture- sensitive. Use of moisture- sensitive soil in structural fills should be limited to favorable dry weather and dry subgrade conditions. The on -site soils contained significant amounts of silt, are considered to be extremely moisture - sensitive, and were well above their optimum moisture content at the time of our field exploration. Even during summer months, it is likely that the on -site soils may be too wet to compact for structural fill. In addition, construction equipment traversing the site when on -site soils are wet can cause considerable disturbance. If proper compaction cannot be obtained, a select import material consisting of a clean, free - draining gravel and/or sand should be used. Free - draining soil is defined as soil containing less than 5 percent passing the No. 200 sieve, based on the minus No. 4 sieve fraction. A representative from our firm should inspect the stripped subgrade and be present during placement of structural fill to observe the work. A representative number of in -place density tests should also be conducted by an independent soil testing laboratory. In this way the adequacy of the earthwork may be evaluated as filling progresses and any problem areas may be corrected at that tune. It is important to understand that taking random compaction tests on a part -time basis will not assure uniformity or acceptable performance of a fill. As such, we are available to aid the owner in developing a suitable monitoring and testing program. 11.0 FOUNDATIONS Spread footings may be used for building support when founded on the dense natural soils of Units 3 or 4, or structural fill placed as previously discussed. We recommend that an allowable bearing pressure of 2,000 pounds per square foot (psf) be utilized for foundation design purposes, including both dead and live loads. An increase of one -third may be used for short -term wind or 19532 12 Avenue NE Gary A. Flowers, PLLC. Shoreline, Washington 98155 - 1106 206417 - 7640 11 Plat of Foster Ridge Geotechntcal Services Report Tukwila, Washington seismic loading. All perimeter footings should be buried at least 18 inches into the surrounding soil for frost protection; interior footings require only 12 inches burial. To limit settlements, all footings should have a minimum width of 14 inches for one -story structures with 2 inches of width added for each additional story. Anticipated settlement of footings founded on medium dense natural sediments or approved structural fill should be on the order of 1 inch. However, disturbed soil not removed from footing excavations prior to footing placement could result in increased settlements. All footing areas should be inspected by a representative of this firm prior to placing concrete to verify that the design bearing capacity of the soils has been attained and that construction conforms with the recommendations contained in this report. Such inspections may also be required by the governing municipality. Perimeter footing drains should be provided as discussed under the section on Drainage Considerations. 12.0 FLOOR SUPPORT It is our understanding that a crawl space type construction may be used for portions of homes built on slopes. Construction of the crawl space should include covering the soil below the floor system with a moisture barrier to reduce dampness. It is our understanding that within basement or garage areas the floors will be slab - on- grade. Slabs may be cast over medium dense/medium stiff natural ground or approved structural 1111. Where moisture intrusion through the slab is to be controlled, the slab subgrade should be covered with 4 inches of pea gravel to act as a capillary break. The pea gravel should then be covered by a plastic moisture barrier. A 2 -inch layer of sand may then be placed atop the moisture barrier to aid in the curing of concrete and to help protect the plastic. 13.0 LATERAL WALL PRESSURES All backfill behind walls or around foundation units should be placed as per our recommendations for structural fill and as described in this section of the report. Horizontally backfilled walls which are free to yield laterally at least 0.1 percent of their height, may be designed using an equivalent fluid equal to 40 pounds per cubic foot (pcf). Fully restrained, horizontally backfilled rigid walls which cannot yield should be designed for an equivalent fluid of 60 pcf. Surcharges from sloping ground, adjacent footings, heavy construction equipment, floor leads, or sloping ground must be added to the above values. Slopes above retaining walls shall be graded to no steeper than 31-1:1V. The lateral pressures presented above are based on the conditions of a uniform, horizontal backfill consisting of imported sand and gravel compacted to 90 percent of ASTM:D 1557 with a blanket 19532 12 Avenue NE Gary A. Flowers, PLLC. Shoreline. Washington 98155 - 1106 12 2064174640 Plat r f Foster Ridge Geotechnical Services Report Tukwila, Washington drain of washed drain rock immediately adjacent to the wall. In lieu of placing a blanket drain, a select import of free - draining sand and gravel may be used to backfill the wall. Free - draining soil is defined as soil containing less than 5 percent passing the No 200 sieve, based on the minus No 4 sieve fraction. Alternatively a geotextile drainage mat, such as MiraDraln, IncaDrain or DeltaDrain may be used for this purpose. All of these drainage methodologies must hydraulically connect to the footing drain system for the wall. A higher degree of compaction (above 90 percent) is not recommended for the wall backfill as this will increase the pressure acting on the wall. A lower compaction may result in settlement behind the wall especially if any structures (sidewalks, landscape walls, stairways, patios, etc.) will be placed atop the backfill soils. 14.0 DRAINAGE CONSIDERATIONS As indicated previously, both shallow perched water and ground water within the sand beds of Unit 4 will likely be encountered during construction. Traffic across the on -site soils, when they are damp or wet, will result in disturbance of the otherwise firm stratum. Therefore, prior to site work and construction, the contractor should be prepared to provide drainage as necessary. This will likely be required even during the summer months. All retaining and perimeter footing walls should be provided with a drain at the footing elevation. Drains should consist of rigid, perforated, PVC pipe surrounded by washed pea gravel. The level of the perforations in the pipe should be set approximately at the bottom of the footing and the drains should be constructed with sufficient gradient to allow gravity discharge away from the building. In addition, if select, free - draining backfill is not used retaining walls should be lined with a minimum 12-inch thick washed gravel blanket or geotextile drainage mat that extends to within 1.5 feet of ground surface and which ties into the footing drain. Roof and surface runoff should not discharge into the footing drain system but should be handled by a separate, rigid, tightline drain. In planning, exterior grades adjacent to walls should be sloped downward away from the structure to achieve surface drainage. As requested by the City of Tukwila an interceptor drain should be installed along the upper elevation of lots 5 and 6 prior to beginning site work. The interceptor drain should consist of an 18 -inch wide trench which is excavated a minitnuni of 1 foot into the lower, dense, relatively impermeable soils. A rigid, perforated, PVC pipe should be placed near the bottom of the trench, embedded in washed drain rock; The pipe should have sufficient slope to drain by gravity and the water should be directed into an approved storm drainage facility. As per city requirement, the collected ground water should be discharged into a suitably designed level spreader system located at the east end of the interceptor drain that will serve to provide recharge to the wetland in Tract 99. 19532 12°' Avenue NE Gary A. Flowers, I'LLC Shoreline, Washington 911155-1106 13 206- 417 -7640 1 Plat of Foster Ridge Geotechnica! Services Report Tukwila, Washington The planned storm water drainage system for the site includes a detention vault to be placed north of Lot 1 and installation of an HDPE pipe to connect the detention vault to an existing catch basin on private property north of the subject site Installation of the HDPE pipe down the slope to the catch basin should be completed with hand labor only in order to minimize disturbance to the slope in this area. 15.0 PROJECT DESIGN AND CONSTRUCTION MONITORING We are available to provide geotechnical engineering and monitoring services during construction. The integrity of the foundations, driveways end roadways depends on proper site preparation and construction procedures. In addition, engineering decisions may have to be made in the field in the event that variations in subsurface conditions becotne apparent. We have enjoyed working with you on this study and are confident that these recommendations will aid in the successful completion of your project. If you should have any questions, or require further assistance, please do not hesitate to call. t • Respectfully Submitted, Gary A. Fl ers, P.E.G. Robert M. Pride, Pi . Principal Engineering Geologist Oeotechnical Engineer Attachments: Figure 1, Site and Exploration Plan Figures 2, 3 and 4, Schematic Geologic Cross Sections A -A', B -B' and C -C' (by others) Appendix A, Exploration Pit Logs (by others) REFERENCE Pratt, T.L., 1995, The Puget Lowland Thrust Sheet: Presentation to the October meeting of the Northwest Geological Society, Seattle, Washington. 1953212 Avenue NE Gary A. Flowers, PLLC. Shoreline, Washington 98155 - 1106 206 - 417 - 7640 14 FIGURE 2 SCHEMATIC GEOLOGIC CROSS SECTION ASSOCIATED EARTH SCIENCES FOSTER RIDGE E•6 USW -4 WNW MT 1- UQ 2- Wasirredigioload ]Seer Usf'. -Plri is li WIT 4 -Al ooUx ----- i s m -- a 1faU01SET HGO E-3 scHeh me GEOLOCRC CROSS SEL:ii01t EAST �Fs EP-9 FOSTSI PFAMECTILL GiiM DECISAINA INS - xm BARTH =$ W li r • ii.tvi iON N F6E7 Plat of Faster Ridge Geotechnieal Services Report 7kkwlla, Washington 19532 le Avenue NE APPENDIX A EXPLORATION LOOS Gary A. Flowers, PLLC. Shoreline, Washington 98155 -110 206 -117 -7640 1 0 5 10 16 0 5 10 15 EP -1 EP-2 EXPLORATION PIT LOG FOSTER RIDGE TUKWILA, WASHINGTON SEDIM DESCRIPTION SEDIMENT DESCRIPTION Subsurface eanellions depicted teptesant txr observations et the tMr tend bastion of this exptotatory hole, matted by geologic Interpretation, encInearkng analysis, end lodgment. They see not naasesadiy teptesentative et ether ernes end Ioaattune. We vat not accept teapnn lbility for the use er bdetpretatlon by others et Infanftstl eo pnaenlad eh 1Ne kit} 1399296A JANUARY 1997 MUM 1ATE D SCIENCES. INC Topsoil. Loose, wet, dark brown,ailty, fine sand with occasional gravel, scattered roots. (Fill) Overlieet approximately At thick redtbrotan soil horizon: (Unit 1) __.r..... .------ Medium stiff to stiff, vet, mottled grey, sandy silt to silty, fine sand, Weathered / diaturbed sbne. Minor to moderate water occaeionel gravel. seepage at approximately 5'. (Tinit 2) Very stiff becoming hard, moist to wet, grey, sandy silt to silty, fine Band. Grades to hard, wet, blue -grey silt with trace to Some clay, occasional dropatones. Some breccieted /elickenaided surfaces. Diemictic leneee and interbede of fine hand from 12' (Unit 4) Hard, moist, blue -grey, silt, diamictic upper 1'. 2'+ boulder at approximately 7 (Unit 4) BOH @ 14' Note: Minor to moderate seepage et approximately 5'. No caving, 7 1 0 5 10 16 0 5 10 15 EP -1 EP-2 EXPLORATION PIT LOG FOSTER RIDGE TUKWILA, WASHINGTON SEDIM DESCRIPTION SEDIMENT DESCRIPTION Subsurface eanellions depicted teptesant txr observations et the tMr tend bastion of this exptotatory hole, matted by geologic Interpretation, encInearkng analysis, end lodgment. They see not naasesadiy teptesentative et ether ernes end Ioaattune. We vat not accept teapnn lbility for the use er bdetpretatlon by others et Infanftstl eo pnaenlad eh 1Ne kit} 1399296A JANUARY 1997 MUM 1ATE D SCIENCES. INC Topsoil. , tooee t medium duneq wet, mottled brown ai ty, fine sand with gravel, unsorted. Veathered(aiaturbed tone. (Unit 2� 1 Dense becoming very denim, mois mottled brown, silty, fine sand matrix vith1travel and cobbles, unsorted. (Lodgement Ti11. - Unit 3) ' Hard, moist, blue -grey, silt, diamictic upper 1'. 2'+ boulder at approximately 7 (Unit 4) BOW @ 12' Note: Minor seepage at approximately 2' -3 No taring. 1 0 5 10 16 0 5 10 15 EP -1 EP-2 EXPLORATION PIT LOG FOSTER RIDGE TUKWILA, WASHINGTON SEDIM DESCRIPTION SEDIMENT DESCRIPTION Subsurface eanellions depicted teptesant txr observations et the tMr tend bastion of this exptotatory hole, matted by geologic Interpretation, encInearkng analysis, end lodgment. They see not naasesadiy teptesentative et ether ernes end Ioaattune. We vat not accept teapnn lbility for the use er bdetpretatlon by others et Infanftstl eo pnaenlad eh 1Ne kit} 1399296A JANUARY 1997 MUM 1ATE D SCIENCES. INC NUMBER NUMBER 8P -3 0 5 10 r 15 NUMBER 0 -- 5— 10 OM 15 EP-4 EXPLORATION PIT LOG SEDIMENT DESCRIPTION SEDIMENT DESCRIPTION Subsurtece conditions daplotad tementte Ste eburtvalions at 0* erne and bastion of fail solo str,y hok, motlttiad tsy v.o u Interpretation, enpineeeinp seedy**, and Judgm.nt. They are not naoasswly representative et ether tines and tor:aeon& We wt not ecospt responsmlGtY for the wee et interpretation by ethers of Iritormatton presented on Mats bd FOSTER RIDGE TUKWILA, WASHINGTON 090298A : (,JANUARY 1997 6AAT IA'f'6f7 ADISI Q 1ENCEet, INC Topegil. I" --� Dense becoming very dense, moist, mottled brown, silty, fine send ma trix with gravel end cobbles, unsorted. (Lodgement Till - Unit 3) ' Hard, moist to wet, blue -grey, silt with interbeds of fine send. Some breccieted, alickensided surfaces. Moderate water flow from fine send. Dense at approximately 14'. (Unit 4) t ` BOA 14' Notes Moderate water flow at approximately 14'. No caving. NUMBER NUMBER 8P -3 0 5 10 r 15 NUMBER 0 -- 5— 10 OM 15 EP-4 EXPLORATION PIT LOG SEDIMENT DESCRIPTION SEDIMENT DESCRIPTION Subsurtece conditions daplotad tementte Ste eburtvalions at 0* erne and bastion of fail solo str,y hok, motlttiad tsy v.o u Interpretation, enpineeeinp seedy**, and Judgm.nt. They are not naoasswly representative et ether tines and tor:aeon& We wt not ecospt responsmlGtY for the wee et interpretation by ethers of Iritormatton presented on Mats bd FOSTER RIDGE TUKWILA, WASHINGTON 090298A : (,JANUARY 1997 6AAT IA'f'6f7 ADISI Q 1ENCEet, INC Soft to medium stiff, wet, brown, sandy silt to silty, fine stand, some root debris. (Fill - Unit 1) Overlies approximately 14' thick topsoil horizon. Soft to medium stiff, saturated, mottled, blue-grey, sandy silt to silty, , fine sand, occesionalgravei, unsorted, Weathered /disturbed sone. Water seepage at approximately 8'. (Unit 2) Dense becoming very dense, moist, mottled brown, silty, fine sand matrix with gravel end cobbles, unsorted. (Lodgement Till -. Unit 3) 'hey stiff to hard, fret, blue -grey silt with fine sand interbeds. Minor seepage at approximately 8'. (Unit 4) DOH 6 15' Notes Minor seepage at approximately 8'; no caving. N NUMBER 8P -3 0 5 10 r 15 NUMBER 0 -- 5— 10 OM 15 EP-4 EXPLORATION PIT LOG SEDIMENT DESCRIPTION SEDIMENT DESCRIPTION Subsurtece conditions daplotad tementte Ste eburtvalions at 0* erne and bastion of fail solo str,y hok, motlttiad tsy v.o u Interpretation, enpineeeinp seedy**, and Judgm.nt. They are not naoasswly representative et ether tines and tor:aeon& We wt not ecospt responsmlGtY for the wee et interpretation by ethers of Iritormatton presented on Mats bd FOSTER RIDGE TUKWILA, WASHINGTON 090298A : (,JANUARY 1997 6AAT IA'f'6f7 ADISI Q 1ENCEet, INC NUMBER 0 0 5 10 15 _ NUMBER EP -6 5— ON 10 16 EP -5 EXPLORATION PIT LOG SEDIMENT DESORPTION SEDIMENT DESORPTION WYsulaas *onetime depkted,epttsint eta cheetratlons et the rem and location et this explorstory We, modeed ay geologic Interpretation, engineering analysis, and 'dement they are not neeessarly Iepressntrttw et ether Imes and location*. We we not sceept responsibility for the use er inimpreletiors by ethers et Wtorinitton preeeoted en Ws lop:" FOSTER RIDGE TUKWILA, WASHINGTON 098298A JANUARY 1997 �� A9f30� 1A'1`E 13Ap'TN SCIENCES, INC Soft to medium stiff, wet, brown, sandy silt to silty, fine sand, some root debris. (Fill — Unit 1) Overlies approximately 1' thick topeoil horizon. Medium stiff, moist to wet, mottled brown, sandy $tit to silty, fine 'and, *fettered gravel, Weathered /disturbed stone. (Unit 2) � Dense becoming Very dense, moist, mottled brown, Silty fine sand - matrix with 'gravel and Cobbles, unsorted. (Lodgement Till -Unit 3) • Hard, moist to wet, blue - grey, silt with fine sand tnterbede, (Unit 4) ' BOBS 14' Note: Minor to moderate water seepage at approximately 5'. No caring. -_ NUMBER 0 0 5 10 15 _ NUMBER EP -6 5— ON 10 16 EP -5 EXPLORATION PIT LOG SEDIMENT DESORPTION SEDIMENT DESORPTION WYsulaas *onetime depkted,epttsint eta cheetratlons et the rem and location et this explorstory We, modeed ay geologic Interpretation, engineering analysis, and 'dement they are not neeessarly Iepressntrttw et ether Imes and location*. We we not sceept responsibility for the use er inimpreletiors by ethers et Wtorinitton preeeoted en Ws lop:" FOSTER RIDGE TUKWILA, WASHINGTON 098298A JANUARY 1997 �� A9f30� 1A'1`E 13Ap'TN SCIENCES, INC Topsoil. Medium stiff, moist to wet, mottled brown, sandy silt to silty, fine sand► scattered erere1.. Weathered /disturbed gone. (Chit 21 Dense becoming Very dense, Moist, mottled brown, silty, fine sand matrix with gravel and cobbles, unsorted. (Lodgement Till . Unit 3): • Herd, wet, blue —grey, silt with fine sand interbeds end diemictic lenses. ,;ravel tone et approximately 12' with moderate water flow. (Unit 4) SOH f! 15' . Mote: Moderate water flow at approximately 12'1 no caving. NUMBER 0 0 5 10 15 _ NUMBER EP -6 5— ON 10 16 EP -5 EXPLORATION PIT LOG SEDIMENT DESORPTION SEDIMENT DESORPTION WYsulaas *onetime depkted,epttsint eta cheetratlons et the rem and location et this explorstory We, modeed ay geologic Interpretation, engineering analysis, and 'dement they are not neeessarly Iepressntrttw et ether Imes and location*. We we not sceept responsibility for the use er inimpreletiors by ethers et Wtorinitton preeeoted en Ws lop:" FOSTER RIDGE TUKWILA, WASHINGTON 098298A JANUARY 1997 �� A9f30� 1A'1`E 13Ap'TN SCIENCES, INC NUMBED. EP -7 0 0 5 10 15 5-- 10 15 EXPLORATION PIT LOG NUMBER EDI DESCRIPTION SEDIMENT DESCRIPTION MIN Subsurface aenr#ttone depleted represent our observat$on. at the lane end Iaaa1on of Sit sxptoratory tots„ loadttled try peobsto Intsrpretrtten. ins nsering *nwysts, and 0udanwnL they ors rot neoaaaiNfy keptasantaffve of other knse Ind boatttna. We wit not steeps respanel sty for the uss et fntarpestetion by otters of Infarmetlan patented on thfi bp. ROSTER RIDGE TUKWILA, WASHINGTON Topsoil. Medium stiff, moist to wet, mottled brown, sandy silt to silty, fine sand, scattered gravel,_ Weatheredldieturbed tone;, (Unit 2) Dense becoming brawn, eilty,ifine very dense, moist, mottled and matrix with gravel -end cojblee unsorted. codgement Till.. Unit 11 Dense, wet, brown becoming blue -grey, fine sand, micaceous. overlying hard, moist to wet, blue -grey, eiit, diamictic. Water seepage in sand lenee. (Unit 4) SOH 0 11' Notes Moderate water seepage at spproximstely 6 No caving, Note terminated due to boulder sone at 11'. NUMBED. EP -7 0 0 5 10 15 5-- 10 15 EXPLORATION PIT LOG NUMBER EDI DESCRIPTION SEDIMENT DESCRIPTION MIN Subsurface aenr#ttone depleted represent our observat$on. at the lane end Iaaa1on of Sit sxptoratory tots„ loadttled try peobsto Intsrpretrtten. ins nsering *nwysts, and 0udanwnL they ors rot neoaaaiNfy keptasantaffve of other knse Ind boatttna. We wit not steeps respanel sty for the uss et fntarpestetion by otters of Infarmetlan patented on thfi bp. ROSTER RIDGE TUKWILA, WASHINGTON 1 Forest duff. 1 Soft, motet, brown grading to gray, fine, sandy SILT. (UNIT 2) Stiff redi ered ng 1 -1 to 12' to 6 very d: ense(U'NIT , mo 4lta , gray,111ty, fine SAND with some fine to medium sand tenaea; weath SOH ©14' Note: Slight seepage at 6'; no caving. "1 Forest duff. (` Soft, moist, brown, fine, sandy SILT, many roots to 114: diameter. (pill - UNIT 1) Medium dense, moist, brown, silty, fine SAND with some medium send zones. (UNIT 4) BH 1&' No seepage; no caving. pit located et top of elope; slope has bowed trees. r 16 Number EP-8 5 _ 10 _. 15 .__ Number EP -9 6 10 __ Subsurface ectdl$oro moon! cur cbsots oti d to On and bolo et Mb asptotatory hate, etodll.d by isclolic It sondsean, ocgtMs►0 trolyls. Ind Judpn r5 flay ire nos ntattarttt iltottenbto dttrr feu in booboos We trg not accept ntporulally Ibr he U,s Or tsltipttbtlan by tests et Wormh lcn planted on Oft to Associated Earth Scienoes, inc. 911 Fifth Avenue, suite 100 Kirkland, Washl on 98033 Phone: 206- 827 -7701 Fax: 206- 827 -6424 EXPLORATION PIT LOG Reviewed By Foster Ridge 'Mint/11a Washington Project }4o. 098298A December 1666 1 Forest duff. r Loose/soft, moist to wet, brown, silty, fine SAND to fine, sandy SILT: (UNIT 2) Medium dense, moist, brown with mottling, sfty, fine SAND (VVbathered Till); below 6' lenses of coarse aand and gravel; occasional boulder$ to 18' diameter. (UNIT 3) Dense, damp to moist with depth, light brown, silty, fine SAND. (UNIT 4) ' BOH Q15 Note: No seepage; no caving. - Forest duff. Loose/soft, wet, dark brown greding to brown, silty, fine SAND to fine, sandy SILT. (UNIT 1/UNIT 2) Medium dense becoming dense with depth, moist to wet, brown grading to gray, silly, fine SAND with some coarse sand, trace gravel. (UNIT 8) Dense, wet, gray, silty, fine BAND, trace gravel and dropstones. (t1NIT4) BOH 0 18' Note: Medium seepage at 6'; slight caving due to seepage. 16 0 6 _ 10 0_ 6 _. 10 ..._ 16 __ EXPLORATION PIT LOG Number EP -11 tubsur rcr aonttou drpkted npnitent at ebssr s*on it hi nmr tnd IX co et lib hi* t►odtlkd by Wapiti**, iti *, MgtM$l end "Aped 1M i n sot ntdieety iiptytunlrlty tidbit *nu bid bettknt Ws WI not tempt ruponnbmty Ibt ar° use et 1MirpnteVen by °then et WormatIon pntinled on this ley Associated Earth Sciences Inc. 911 Fifth Avenue, Suite 100 Kirkland, Washington 98033 Phone: 206- 8274701 Fax: 206- 827 -6424 Reviewed By Paster Ridge s tiikWila Washington Project No. 096296A December 1996 1 EXPLORATION PIT LOG 0 6 10 _ 10 _._. Number EP -12 1 Forest duff. Soft, moist to wet, dark brown, silty, fine SAND, trace gravel, occasional dropstones to 9" diameter. (F111 • UNIT 1) Dense to very dense with depth, moist to wet, greenish -gray, silty, line to medium SAND, trace gravel. (UNIT 3) Dense, moist, molded brown, silty, fine SAND with some gravel (UNIT 8) Very dense, moist, bluish ray, silty, fine SAND to fine, sandy SILT with trace gravel and with lenses of fine sand with some gravel. (UNIT 4) 80H Note: Slight seepage at 3' and ; no caving. 6 _. Number EP -13 15 _ Forest duff. — Soft, moist to wet, dark brown grading to Tight brown, silty, fine SAND. (UNIT 2) Very dense, moist, light brown, silty, fine SAND with some dropstones. (UNIT 4) Grades to very hard, moist to wet, gray, silty, fine SAND to fine sandy SILT some sttckenside surfaces. (UNIT 4) BOH 0 18' Note: No seepage; no caving. Subsurface oendttbrm depleted represent our obUerwgon at tree Ions and Mallon or tits sxplaralay nde, modified by gooks* Inlsrpstetlon orlpinudrb anayiY, and adamant ? •re not nettsearlyrapresketrithm er etfier times and locations Ws WS not accept reaonsblllty for Ina use or tnterptstalon by ohms of Wormatton presented en this log Associated Earth Sciences Inc. 911 Fifth Avenue, Suite 100 Kirkland, Washington 88033 Phone: 206 - 8274701 Fax: 206- 827 -5424 Reviewed Sy Foster Mfg, e Tukwila Washington Project �1o. G9 286 ► December 199 0:3 0 6 10 . 15 1 Forest duff. Loose becoming dense, moist, dark brown grading to fight brown, silty, fine SAND. (UNIT 2) Very dense, motet, Tight brown, silty, line BAND; brecctated. (UNIT 3) 0 8' to 9' Tense of coarse sand and gravel. 0 12' to 12 -112' tense of very dense, moist. gray, silty, tine sand. BOH O 16' Note: Seepage et 1', 4`, end 8'; no caving 0 Number EP -16 5 10 Forest duff. Loose, moist to wet, dark brown grading to light brown, silty, fine SAND. (UNIT 2) Dense to very dense, moist, light brown, silty, fine SAND. (UNIT 3) 0 12' two 13' tense of medium to coarse tend with slit. SOH 16' Note: Moderate to rapid seepage et 12; no caving. 16 _. Number EP -14 EXPLORATION PIT LOG awwtrioe mndlrona depicted repesera era sbeawlbn erne In and boatian id tite tapletakey kik mead by teobob Warpnta4an, areineetb in** Ind Jlradprnen4 They inn not neeatmuly tapir eat** Other *nes Ind bosdiorrr 01* sup Oct accept asponf6ibty forte use er kMtpretaticn tiY blhdN bt informs ion prase O an Ids Io0 Reviewed Sy Associated Earth Sciences Inc: 911 Fifth Avenue, Suite 100 Kirkland, Washington 98033 Phone: 206-827-7701 Fax: 206 -827 -6424 Poster Ridge TUINVIiat Washington Project No. 096296A December 1996 1 Forest dui r Soft/loose becoming dense, moist to wet, dark brown grading to light brown, mottled, silty, fine SAND to fine sandy SILT. (UNIT 1/UNIT 2) Dense to very dense, moles, tight brown, silty, fine SAND with some gravel with depth. (UNIT 8) 011" to 12' tense of brown medium sand. Very dense, moist to wet, brown, silly, fine SAND. (UNIT 4) BOH Slight 18 Note: seepage et 11' to 12, no caving - 1 r' 16 Number EP-16 6 10 Associated Earth Sciences, Inc. 911 Fifth avenue, Suite 100 Kirkland, Washtn icon 98033 Phone: 206- 827 -1701 Fax: 206- 827 -6424 EXPLORATION PIT LOG Subsurface eoedeb a dept led ap►aeni bur ebatvike it be erne and melba id der baketbry bete. rattled by pnl idspniion, etpbeidnp rOtysb, Ind lodgment They be hot neeeg Ithieenwlw al !ghee Omit Ind baritone Ws *e not accent reeponebe ly be be use er InlayeNrion try elen GI to nte** pnaanied on ihL got Reviewed Pastor Ridge Mimi'a Washington Project No. 096296A December 1996 WANG ENGINEERING, INC. CON LILTING ENGINEERS TEL: (425)489 -0927 FAX: (425)489 -0927 JOB NO. - 7 ° 0 67 PROJECT 1 - $; - '-' S SUBJECT PAGE ( OF 34 CHECKED BY ROOF PRE-ENGINEERED TRUSSES HEADERS RAFTERS WANG ENGINEERING, INC. JOB NO. 7 d ~ V -\ PAGE OF CONSULTING LTING ENGINEERS DATE /8/07 BY M TU,\ CHECKED BY PROJECT rY x S ► 3 R _ TEL: (425)489 -0927 FAX: (425)489 -0927 SUBJECT • r I 1 ! f 1 1 r 1 1 r I 1 r f 1 Z ' « A vto D:ILL :(44 462.-x.4,5 L :c . v1 / 0 1 ,' ,4 • r (/i✓1 3 5 (Li 4-U,) fQ S/ ° WANG ENGINEERING, INC. CON =LILTING ENGINEERS TEL: (425)489 -0927 FAX: (425)489 -0927 r r , r r 11 r r , 5 vTt.: -11 p 1- �... JOB NO. e) 7 03% } b q PAGE OF 1 DATE l bfel BY M T 3 CHECKED BY PROJECT. 41C X S 13 �" sUBJECr r L r r t r rot- 14 1(7 s wier r r , x �l - � 1 L ), 01, gyp- S0 l.1 I *WinBeam By CAST TIME : 11/08/07 17:46:36 Page: 1 I I Proj.: 45xx S 139th 1 TITLE: 2B3, D +S 1 ***** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * SUMMARY OF THE INPUT INFORMATION * ***** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** TYPE OF THE PROBLEM : CONTINUOUS BEAM CALCULATION * Types and the locations of the supports. in Feet Hinged support at X= 2.000 Hinged support at X= 15.750 * Total number of different materials' 1 From X= 0.000 to X= 15.750 E= 2000.000 ksi * Total number of different sections 1 From X= 0.000 to X= 15.750 IX= 375.000 Inch * *4 * Note: loading acting directly at support will be ignored. * Total number of concentrated loads 2 Unit Lb Feet At X= 0.000 load P= - 135.000 Moment=. 0.000 At X= 10.830 load P= - 2556.000 Moment= 0.000 * Total number of distributed loads : 2 Unit lb /ft At X= 0.000 W1= - 80.000 At X= 2.000 W2= - 80.000 At X= 10.830 W1= - 726.000 At X= 15.750 W2= - 726.000 ******* * * * * * * * * * * * * * * * * * ** * SUMMARY OF THE RESULTS * * * * * * * * * * * * * * * * * * * * * * * * * ** * LENGTH UNIT Feet ; FORCE UNIT : Lb I WinBeam By CAST TIME : 11/08/07 17:46:36 Page: 2 I I Proj.: 45xx S 139th 1 TITLE: 2B3, D +S 1 * MAXIMUM VALUES '" Nob- * Max. displacement is 0.01 03 at X= 0.000 * Min. displacement is - 0.04092 at X= 8.875 * Max. shear force is 4543.01387 at X= * Min. shear force is -1584.90473 at X= * Max. moment'is 13564.70870 at X= 10.830 * Min. moment is - 429.99993 at X= 2.000 * TOTAL APPLIED LOADS 15.750 3.938 * Total applied concentrated load: - 2691.000 Lb * Total applied concentrated moment: 0.000 Lb Feet * Total applied distributed load: - 3731.919 Lb * SUPPORT REACTIONS * Reaction at X= 2.000 : Force= 1879.905 Moment= 0.000 * Reaction at X= 15.750 : Force= 4543.014 Moment= 0.000 s¢xctZ i- 4 Uh �� S4xii r s C.. WANG ENGINEERING, INC. JOB NO. 0 ` Vp 1 1 PAGE J OF CONSULTING ENGINEERS DATE / /O7 BY M 7 CHECKED BY • PROJECT X X S 13 44 r TEL: (425)489 -0927 FAX: (425)489 -0927 SUBJECT 1 , i 4 = C� X4 4 r y t Vs A' :01i- • 2./1 .9� , favor-. f bX 01 (t: 0 5 1 f p ax leflx f ry Olf- itopc y t t i 5 6 L 7 /7 st;,'' WANG ENGINEERING, INC. CONSULTING ENGINEERS TEL: (425)489 -0927 FAX: (425)489 -0927 } in r .fir. e . ......13.. *-r r ixrf = - �f► �1. T 6 JOB NO. // 0 70 s O q PAGE _ OF DATE I ($�O , BY M ?W CHECKED BY PROJECT 4 65 . PC S / g etc SUBJECT 1177 2 4 4 ' r:• zf6' b tL i4. r j - r L 121.vr-- je 1 c 4: e 0 z r 8Q. JOB NO. 07 5 PAGE OF l DATE 1 8( BY I4 TM) CHECKED BY PROJECT. • ) X $ (3 / TEL: (425)489 -0927 FAX: (425)489 -0927 SUBJECT WANG ENGINEERING, INC. CONSULTING ENGINEERS c.N1 c 1; 1 r ems t � • (A) It u C 16 la v o c°' u,.f i lox r ...c % �..x Pir .r r r , Mb FJ @ Den ..� TJ•eearm 6.25 Serial Number: fi"""rBusiness 91 /2" TJ I ®110 @ 16" O/C Page 1 Ergn THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED t 1r LOADS: Analysis is for a Joist Member. Primary Load Group - Residential - Living Areas (psf): 40.0 Live at 100 % duration, 10.0 Dead Vertical Loads: Type Class Live Dead Location Application Comment Point(plf) Floor(1.00) 330.0 173.0 SUPPORTS: Input Width 1 Stud wall 5.50" 2 Stud wall 5.50" DESIGN CONTROLS: Shear (Ibs) Vertical Reaction (Ibs) Moment (Ft -Lbs) Live Load Defl (in) Total Load Defl (in) TJPro Bearing Length 4.25" 4.25" PROJECT INFORMATION: 45xx S 139th 3' - Vertical Reactions (Ibs) Llve /Dead /Upl ift/Total 692/268/0/960 441 / 136/0 /577 Copyright O 2006 by Trus Joist, a Weyerhaeuser Business ..:5 and TJ -Beams are registered trademarks of Trus Joist. e -. Jost °,Pro" end TJ -Pro's are trademarks of Trus Joist. Detail End, Rim End, Rim Maximum Design Control Control 935 930 1220 Passed(76 %) 935 935 1220 Passed(77%) 2286 2286 2380 Passed (96 %) 0.282 0.408 Passed (1J521) 0.383 0.613 Passed (L/384) 42 30 Passed Other Product Diagram Is ConceptuaL 1 Ply 1 1/4" x 9 1/2" 0.8E TJ- Strand Rim Board® 1 Ply 1 1/4" x 9 1/2" 0.8E TJ- Strand Rim Board® Location Lt. end Span 1 under Floor loading Bearing 1 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading Span 1 - Deflection Criteria: STANDARD(LL:L/360,TL:L/240). -TJ maximum bearing length controls reaction capacity. Limits: End supports, 3 1/2 ". Intermediate supports, 5 1/4 ". - Deflection analysis is based on composite action with single layer of 19/32" Panels (20" Span Rating) GLUED & NAILED wood decking. - Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. TJ -Pro RATING SYSTEM -The TJ -Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 19/32" Panels (2(" Span Rating) decking. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling - None. A structural analysis of the deck has not been performed by the program. Comparison Value: 1.22 OPERATOR INFORMATION: ming wang wang engineering 14735 168th ave ne woodinville, WA 98072 Phone : 425 -489 -0927 Fax :425 -489 -0927 mingwang2001@yahoo.com FJ1 @ Den TJ- Beam 6.25 Serial Nunt 2 " `iwi 91 /2" TAD 110, 2 plies .@ 16" o/c Page? EngiineVersion:6.25.71 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN SUPPORTS: 1 Stud wall 2 Stud wall Input Width 5.50" 5.50" DESIGN CONTROLS: Maximum 1360 1360 3469 Shear (Ibs) Vertical Reaction (Ibs) Moment (Ft -Lbs) Live Load Defl (in) Total Load Dell (in) TJPro Bearing Length 4.25" 4.25" PROJECT INFORMATION: 45xx S 139th r,pyright 0 2006 by Trus Joist, a Weyerhaeuser Business and TJ -BeamE are registered trademarks of Trus Joist. e -: Joist"',Prom and TJ -Pro"' are trademarks of Trus Joist. CONTROLS FOR THE APPLICATION AND LOADS LISTED t 13" i LOADS: Analysis is for a Joist Member. Primary Load Group - Residential - Living Areas (psf): 40.0 Live at 100 % duration, 10.0 Dead Vertical Loads: Type Class Uve Dead Location Application Comment Point(Ibs) Floor(1.00) 540 180 3' Uniform(plf) Floor(1.00) 0.0 63.0 0 To 13' Adds To Vertical Reactions (Ibs) Detail Live/Dead/Uplift/Total 771/638 /0/1409 462/535/0/997 End, Rim End, Rim Other Design Control Control Location 1349 2440 Passed (55 %) 1360 2440 Passed (56 %) 3469 4760 Passed (73 %) 0.166 0.408 Passed (U883) 0.323 0.613 Passed (11455) 56 30 Passed Product Diagram Is Conceptual 1 PIy 1 1/4" x 9 1/2" 0.8E TJ- Strand Rim Board® 1 PIy 1 1/4" x 9 1/2" 0.8E TJ- Strand Rim Board® Lt. end Span 1 under Floor loading Bearing 1 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading Span 1 - Deflection Criteria: STANDARD(LL:L/360,TL:U240). -TJ maximum bearing length controls reaction capacity. Limits: End supports, 3 1/2". Intermediate supports, 5 1/4". - Deflection analysis is based on composite action with single layer of 19/32" Panels (20" Span Rating) GLUED & NAILED wood decking. - Bracing(Lu): All compression edges (top and bottom) must be braced at 3' 1" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. TJ -Pro RATING SYSTEM -The TJ -Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 19/32" Panels (20" Span Rating) decking. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling - None. A structural analysis of the deck has not been performed by the program. Comparison Value: 1.94 OPERATOR INFORMATION: ming wang wang engineering 14735 168th ave ne woodinville, WA 98072 Phone : 425 -489 -0927 Fax :425 -489 -0927 mingwang2001@yahoo.com WANG ENGINEERING, INC. CONSULTING ENGINEERS TEL: (425)489 -0927 FAX: (425)489 -0927 P1 O.. i 1Pt Q JOB NO. 07 D 0 -f 8q PAGE ( U OF DATE ( O BY 1 - + T W CHECKED BY PROJECT. c X s / 3 ftr1 SUBJECT r't r = �v 2 -1 (369" 2j3.1.1 g vi 117' C r � 2.8( ....(.S x ( . ; 7 a , , /0 )‹ ?-40 WANG ENGINEERING, INC. CONSULTING ENGINEERS TEL: (425)489 -0927 FAX: (425)489 -0927 r , G�Z .1, } 1.0 le H 2.41.1s Milmm 4 JOB NO. it y0 7 LI 5 4 8 I PAGE l 1 OF DATE I I C %�O 7 BY M tt�5 ` CHECKED BY PROJECT 4.� S 1 R SUBJECT I) L-t. .Q L. t . r Cows t6s ( t 4 t, fhs-t 2E,470 x J 1 f 1,.f.C )( O L x Se .. tt .. .tr aiit M WANG ENGINEERING, INC. CONSULTING ENGINEERS TEL: (425)489 -0927 FAX: (425)489 -0927 r r , (4°.. I- 9 f j .S 6 0 14 /er - ; .r4 JOB NO. 0 7 Q S7) 48 { PAGE / 2 OF DATE 1 /45/61 BY lc( r CHECKED BY PROJECT. S 1�X 5 I 3 1 SUBJECT C , (t17t G A' f "" s 3 y e to.y, 7:1, 1 ': 1 ....mat • o, b is Z k G. r r Ft.. ow x.23 ': .�- ...�., c: ViV3 zz WANG ENGINEERING, INC. CONSULTING ENGINEERS TEL: (425)489 -0927 FAX: (425)489 -0927 I r r , Cievralt 3 = r'r ac e WEI /#? 4P a'i6d. i- r , } No eta , 7ap 6,! PROJECT. S X S ( 3 SUBJECT 1 4 5'el44 L Wt JOB NO. / ,70 v , PAGE 3 OF DATE I / fen BY M T �`�' CHECKED BY .j,.� 1.k7 x p.. . .)024 nit r r , 1 r 31' ao x t , on12; c. x & - 4►01 4 )2t) & f.3 RESULTS 4a - -X .. 'Moment = (Coefficient) (pb Reoction • (Coefficient)(pb) POSITIVE SIGN CONVENTION FiorrRE 1. -Plata fixed along three edges, moment and reaction coefficients, Load I, uniform load. 7 M, • My Yip 74 0 0.2 0.4 0.6 0.8 1.0 0 0.2 0.4 0.6 0. 8 1.0 1.0 +.1249 t.0052 +.0024 +.0002 -.0014 -.0024 -.0027 0 0 0 0 0 0 0.8 +.1248 +.0051 +.0023 +.0002 -.0014 -.0023 -.0026 +.0010 +.0005 +.0000 -.0003 -.0005 - .0005 0.6 +.1247 +.0052 +.0023. +.0002 -.0014 -.0023 +.0010 +.0005 +.0000 -.0003 -.0005 -.0005 r . 0.4 +.1250 +.0051 4.0023 +.0001 -.0014 -.0023 -.0027 +.0010 +.0005 +.0000 -.0003 -.0005 -.0006 0.2 +.1185 +.0048 +.0021 +.0001 -.0013 -.0021 -.0024 +.0010 +.0004 -.0001 -.0004 -.0006 -.0007 0 +.0504 0 +.0001 +.0003 +:0005 +..0006 +.0007 0 +.0006 +.0016 +.0025 +.0031 +.0033 R, R +.0504 +.0116 +.0566 +.0893 +.1084 +.1141 ' 1.0 +12483 +!0209 +.0096 +.0007 -.0057 -.0096 -.0109 0 0 0 0 0 0 0.6 +.2523 +.0206 +.0093 +.0006 -.0056 -.0093 -.0105 +.0041 +.0019 +.0002 -.0009 -.0016 -.0019 0.6 +.2513 +.0205 +.0093 +.0006 -.0056 -.0093 -.0105 +.0041 +.0011 +.0000 -.0013 -.0021 -.0023 0.4 +.2512 +.0196 +.0055 +.0003 -.b054 -.0018 -.0099 +.0039 +.0016 -.0004 -.0016 -.0027 -.0030 0.2 +.1905 +.013T +.0053 -.0003 -.0039 -.0059 -.0065 +.0027 +.0007 -.0011 -.0024 -.0032 -.0034 0 +.0295 0 +.0005 +.0013 +.0020 +.0025 +.0027 0 ' +.0023 +.0063 +.0101 +.0126 +.0135 i R +.0295 +.0236 +.1131 +.1786 +.2174 +.2301 1.0 +.3711 +.0476 +.0219 +.0016 -.0130 -.0218 - .0247• 0 0 0 0 1 0 0 0.8 +.3896 +.0466 +.0208 +.0012 -.0126 -.0208 -.0235 +.0093 +.0042 +.0004 -.0022 -.0038 -.0043 0.6' +.3757 +.0442 +.0193 +.0007 -.0122 -.0191 -.0223 +.0088 +.0036 -.0007 -.0039 -.0059 -.0065 . 0.4 +.3541 •.0379 +.0155 -.0003 -.0107 -.0167 -.0186 +.0076 +.0024 -.0021 -.0054 -.0075 -.0062 0.2 4 .2133 +.0210 +.0075 -.0009 -.0059 -.0085 -.0093 +.0042 +.0009 -.0017 -.0034 - .00441 -.0047 0 -.0015 0 +.0010 +.0027 +.0043 4 .0054 +.0058 0 +.0050 +.0135 +.0215 +.0269 •.0288 R, R -.0015 +.0303 +.1566 +.2644 +.3220 +.3410 1.0 +.5101 +.0852 +.0384 +.0022 -.0233 -.0383 -.0432 0 0 0 0 0 0 0.8 +.5331 +.0807 +.0349 +.0013' -.0218 -.0353 -.0397 +.0161 +.0068 -.0001 -.0049 -.0071 -.0086 0.6 +.4105 +.0712 +.0298 -.0000 - .0191 -.0313 - .0350 +.0142 +.0051 -.0026 -.0084 -.0120 -.0132 0.4 +.4145 +.0545 +.0209 -.0014 -.0156 -.0233 -.0258 +.0109 +.00ZE -.0013 -.0094 -.0125 -.0135 0.2 +.1928 +.0250 +.0087 -.0009 -.0063 -.0059 -.0096 +.0050 +.0015 -.0003 -.0008 -.0008 -.0007 0 -.0294 0 •.0019 4.0050 +.0080 +.0100 4:0107 .0 +.0094 +.0252 +.0399 +.0499 4.0534 R -.0294 +.0482 +.2263 +.3559 +.4322 +.4572 1.0. +.8592 +.1781). +.0716 -.0010 -.0471 -.0726 -.0807 0 0 0 0 0 0 0.8 +.7864 ;.1552 .0607 -.0020 -.0414 -.0630 -.0698 •.0310 +.0112 -.0027 -.0119 -.0172 -.0190 0.6 +.5989 '+`. +.0460 -.0033 -.0336 -.0498 -.0549 +.0241 +.0071 -.0067 -.0166 -.0225 -.0245 0.4 x.4378 +.0786 +.0280 -.0033 -.0214 -.0306 -.0333 +.0157 +.0036 -.0049 -.0100 -.0127 -.0135 0.2 •.1115 +.0289 +.0109 +.0009 -.0034 -.0049 -.0053 +.0058 •.0060 +.0115 +.0186 +.0241 +.0262 0 -.0694 0 +.0042 +.0115 +.0152 +.0227 +.0242 0 +.0212 +.0576 +.0911 4.1135 +.1212 R \t -.0694 +.0806 ■.3383 +.5271 +.6368 •.6725 1.0 +1.2115 +.2613 +.0883 -.0105 -.0654 -.0927 -.1005 0 0 0 0 0 0 0.8 +.9558 +.2146 4.0727 -.0097 -.0551 -.0774 -.0840 +.0429 +.0134 -.0051 -.0464 -.0224 - .0243 0.6 +.6250 +.1547 +.0525 -.0083 -.0411 -.0566 -.0611 +.0309 +.0090 -.0069 -.0169 -.0222 - .0238 0.4 +.3984 +.0916 +.0305 -.0043 -.0216 -.0290 -.0310 +.0153 +.0069 +.0029 +.0030 +.0045 +.0053 0.2 +.0434 +.0303 +.0127 +.0047 +.0033 +.0042 +.0045 •.0061 +.0149 +.0339 +.0542 +.0689 +.0742 0 -.0939 0 +.0074 +.0199 +.0311 +.0364 +.0409 0 +.0369 +.0996 +.1556 +.1919 +.2043 Re ■ -.0939 +.1167 +.4453 +.6760 +.1043 +.5450 1 YE =q /D I 1.0 +1.6267 +.3304 +.0700 -.0345 -.0730 -.0844 -.0865 0 , 0 0 0 0 0 0.8 +1.0875 4 .2609 +.0568 -.0286 -.0589 -.0670 -.0683 +.0522 +.0116 - .0069 - .0143 - .0165 - .0169 0.6 +.5876 +.1778 +.0399 -.0195 -.0385 -.0422 -.0422 +.0356 +.0115 ¥.0017 +.0011 +.0035 +.0049 0.4 +.3166 4.0981 +.0239 -.0056 -.0116 -.0101 -.0090 +.0196 +.01771 +.0315 +.0495 +.0634 +.0685 0.2 -.0540 +.0302 +.0140 +.0140 +.0211 +.0273 29 +.06 +.0060 +.0389 +.0912 +.1388 +.1699 +.180 0 -.1168 0 +.0159 +.0388 +.0565 +:0668 +.0702 0 +.0796 +.19,59 +.2823 +.3340 +.3508 R 7 -.1168 +.2429 +.6510 +.1793' +.9632 +1.0123 / RESULTS 4a - -X .. 'Moment = (Coefficient) (pb Reoction • (Coefficient)(pb) POSITIVE SIGN CONVENTION FiorrRE 1. -Plata fixed along three edges, moment and reaction coefficients, Load I, uniform load. 7 .10 MOMENTS AND REACTIONS FOR RECTANGULAR PLATES X Moment (Coefficient)(pb Reaction s (Coefficient )(pb) POSITIVE SIGN CONVENTION FIGURE 4. - Plate fined along three edges, moment and reaction coefficients, Load IV, uniformly varying load. /S M„ i My Y/b 1.q.<1„.9., 0 0.2 0.4 0.6 0.8 1.0 0. 0.2 0.4 0.6 0.8 1.0 1.0 +.0082 +.0004 +.0002 +.0000 -.0001 -.0002 -.0002 . 0 0 0 0 0 0 0.8 +.0251 +.0011 +.0005 +.0000 -.0003 -.0005 -.0005 +.0002 +.0001 +.0000 -.0000 -.0001 -.0001 0.6 +.0496 .0021 +.0009 +.0001 -.0006 -.0009 -.0011 +.0004 +.0002 +.0000 -.0001 -.0002 -.0002 0.4 +.0751 .0031 +.0014 +.0001 -.0006 -.0014 -.0016 +.0006 +.0003 +.0000 - .0002. -.0003 -.0003 0.2 4.0942 +.0036 •.0016 +.0000 -.0010 -.0017 - .0019 1 +.0008 +.0003 -.0000 -.0003 -.0005 -.0005 0 +.0460 0 +.0001 +.0003 +.0005 +.0006 +.0006 1 0 +.0005 +.0014 +.0023 +.0028 4.0030 b/i = Q/o l ° 1 0 1 0 1 ° 1t, aY +.0460 +.0136 +.0543 +.0839 +.1004 +.1056 +.0147 +.0523 •.1015 .0022 .0046 '.0083 +.0012 +.0022 +.0037 +.0002 +.0002 +.0002 -.0006 -.0012 -.0023 -.0012 -.0021 -.0036 -.0014 -.0024 -.0042 0 i +.0009 ! +.0017 0 + ;0005 +.0007 0 +.0002 -.0000 0 -.0000 -.0005 0 -.0002 -.0009 0 -.0002 -.0010 +.1514 .0114 +.0049 +.0001 -.0032 =.0051 -.0057 1 +.0023 +.0008 -.0004 -.0013 -.0019 -.0021 0.2 +.1494 .0102 +.0037 -.0004 -.0030 -.0043 -.0047 +.0020 +.0004 -.0011 -.0022 -.0029 -.0031 0 +.0304 0 +.0004 +.0010 +.0016 +.0020 +.0021 • 0 +.0020 +.0052 +.0081 +.0100 +.0107 8, 6 +.0304 +.0309 +.1052 +.1563 +.1156 +.1950 % = 4/0 1.0 +.0169 .0066 +.0040 +.0008 -.0020 -.0039 -.0045 0 0 0 0 0 0 0.9 •.0865 +.0117 +.0056 +.0006 -.0031 -.0054 -.0062 +.0023 4.0012 +.0004 -.0002 -.0005 -.0007 0.6 .,1541 +.0176 4.0075 +.0001 -.0049 -.0079 -.0068 '+.0035 +.0013 -.0006 -.0020 -.0029 -.0032 0.4 4.2107 +.0208 +.0079 -.0007 -.0061 -.0090 -.0099 '4.0042 +.0009 -.0019 -.0042 -.0056 -.0061 0.2 4.1691 +.0145 +.0045 -.0012 -.0042 -.0057 -.0061 +.0029 +.0001 -.0022 -.0039 -.0046 -.0051 0 +.0102 0 +.0006 +.0020 +.0030 +.0036 +.0040 0 +.0039 +.0099 4.0152 +.0188 4.0200 , R 4.0102 4 .0474 +.1486 +.2154 +.2526 +.2645 • a/1 = Q/o 1.0 +.0326 +.0151 +.0088 +.0015 - .0046 - .0084 - .0097 0 0 0 0 0 0 0.8 •.1315 +'.0216 +.0099 +.0007 -.0059 -.0099 -.0112 +.0043 +.0020 +.0002 z.0011 -.0019 -.0022 0.6 +.1972 +.0273 +.0106 -.0005 -.0079 -.0119 -.0132 +.0055 +.0015 -.0020 -.0047 -.0064 -.0070 0.4 +.2421 +.0277 +.0092 - .0019. -.0082 -.0115 -.0125 +.0055 +.0004 -.0042 -.0076 -.0097 -.0104 0.2 +.1607 •.0160 +.0041 -.0017 -.0044 -.0055 -.0058 +.0032 -.0002 -.0026 -.0039 -.0044 -.0046 0 -.0045 0 +.0014 +.0033 +.0050 +.0061 +.0065 0 . +.0068 +.0167 +.0252 +.0307 +.0325 c R -.0045 +.0744 +.1942 •.2699 +.3101 +.3236 1 ►/F = 1.0 +.1061 .0406 +.0196 4.0013 -.0115 - .0190 - .0214 0 0 0 0 0 0 0.8 +.2077 .043 +.0177 -.0003 -.0119 -.0164 -.0205 +.0067 +.0031 -.001! 7.0042 -.0061 -.0067 6.6 +.2406 ..0426 +.0145 -.0026 -.0124 -.0114 -.0169 +.0085 +.0010 -.0055 -.0102 -.0130 -.0139 0.4 +.2542 .0349 +.0091 -.0039 -.0102 -.0130 -.0138 +.0070 -.0011 -.0075 -.0115 - .0137. -.0143 0.2 +.1337 .0163 +.0031 -.0011 -.0031 -.0033 -.0033 +.0033 +.0001 -.0000 +.0014 +.0029 +.0035 0 -.0196 0 •.0026 +.0064 +.0093 +.0111 +.0117 0 +.0139 +.0320 +.0465 +.0554 1.0584 a, R -.0196 +.1256 +.2666 +.3496 +.3923 +.4055 = q/o 1.0 •.19851.0644 4.0253 -.0013 -.0172 -.0252 - .0276 . 0 0 0 0 0 0 0.8 •.2564 .0601 +.0210 -.0028 -.0161 -.0226 -.0245 +.0120 +.0034 -.0026 -.0065 -.0088 -.0095 0.6 +.2465 +.0515 +.0149 -.0047 -.0145 =.0169 -.0201 •.0103 +.0003 -.0075 -.0125 -.015 -.0159 0.4 4 .2411 .0372 +.0016 -.0049 -.0100 -.0111 -.0122 +.0074 -.0021 -.0076 -.0099 -.0106 -.0107 0.2 +.1101 .0154 +.0025 -.0006 -.0006 -.0000 +.0003 +.0031 +.0018 +.0060 +.0116 +.0160 +.0175 0 -.0241 0 +.0044 +.0096 +.0137 +.0161 4.0169 0 +.0220 +.0482 +.0683 +.0804 +.08 -. -.0241 +.1691 +.3199 +.4038 +.4457 +.4584 . z, =Q /o I 1.0 +.3127 +.0857 .0207 - .0087 -.0199 - .0232. -.0238 0 0 0 0 0 0 0.8 +.2929 .0730 +.0156 -.0066 -.0172 -.0194 -.0798 +.0146 +.0023 -.0042 -.0072 -.0082 -.0055 0.6' +.2352 +.0560 +.0094 -.0083 -.0134 -.0142 -.0141 +.0112 -.0013 -.0077 -.009 . -.0096 -.0094 0.4 +.2148 +.0359 +.0038 -.0053 -.0065 -.0057 -.0053 +.0072 -.0021 -.0023 +.0012 +.0046 +.0059 0.2 +.0697 .0132 +.0021 +.0025 +.0050 +.0069 +.0016 +.0026 +.0071 +.0220 +.0356 +.0444 +.0474 0 -.0204 0 4.0079 +.0156 +.0212 +.0243 +.0252 ' 0 +.0396 +.0791 +.1062 .1214 +.1282 a► -.0204 +.2452 +.3964 +.4668 +.4966 +.5047 .10 MOMENTS AND REACTIONS FOR RECTANGULAR PLATES X Moment (Coefficient)(pb Reaction s (Coefficient )(pb) POSITIVE SIGN CONVENTION FIGURE 4. - Plate fined along three edges, moment and reaction coefficients, Load IV, uniformly varying load. /S JOB NO. O f V S- 4 ° v / PAGE L OF CONSULTING ENGINEERS DATE' i f If 0- BY M n...3 CHECKED BY PROJECT. 44( X S I SUBJECT 13e. a cti tot c:111.G1 . WANG ENGINEERING, INC. TEL: (425)489 -0927 FAX: (425)489 -0927 4 " ..s S" k d r , C 4' ;41 WPM r i ")La'? x S +ro y — v, g re -)e 0, u $ft4 ct ......... .r .)-NA '. c9, I b ra 7 width (ft) ht (ft) u.w. wt. Xc wt *Xc e X DL only soil 1 8 120 960 0.5 480 wall 0.67 9 150 905 1.335 1208 fl 1 4.5 10 45 1.335 60 stud wall 1 17 7 119 1.335 159 ftg 2.67 0.67 150 268 1.335 358 iv 2297 2265 (4 P , (_ ¢ x g = 0.99 DL +LL Ev rroL soil 1 8 120 960 0.5 480 wall 0.67 9 150 905 1.335 1208 fl 1 4.5 10 45 1.335 60 stud wall 1 17 7 119 1.335 159 ftg 2.67 0.67 150 268 1.335 358 fl live 1 4.5 40 180 1.335 240 2477 2505 X cg = 1.01 DLw /ofl soil 1 8 120 960 0.5 480 wall 0.67 9 150 905 1.335 1208 ftg 2.67 0.67 150 268 1.335 358 2133 2046 0.59 1.10 0.55 1.11 Xcg = 0.96 0.63 1.08 X 3 = 3 .2' >z.67. WANG ENGINEERING, INC. CONSULTING ENGINEERS TEL: (425)489 -0927 FAX: (425)489 -0927 SUBJECT aaSru, r K t WOO ae J ts JOB NO. O 70 S-D e/ CJ q PAGE / OF DATE I 1 19(o 7 BY M T'A CHECKED BY PROJECT et-r/ X S (3 c t? r I 1 3G 7 1 N t ( 0) MO 1 = 7 2_,677 g 5 WANG ENGINEERING, INC. CONSULTING ENGINEERS TEL: (425)489 -0927 FAX: (425)489 -0927 r t r r r e 0;' L . 1 r . 0 C J = r t • JOB NO. C.� t) 7 Q (-0 4 PAGE OF / DATE (f /07 BY u 7'f CHECKED BY PROJECT. rX X S ( >� SUBJECT I Lt, Se tM r iw+ GU a ft r r L. r r t r 44'¢ x 1St x.6 • .F1 4]. & ' +--. ` S 7-1 } r i r 1. v,5ef Vol"Nt .� 1 S r IA 'L co, lc.ra 4 // f.. WANG ENGINEERING, INC. CONSULTING ENGINEERS TEL: (425)489-0927 FAX: (425)489-0927 r I 3 s w mon. OINH 0 =-] = JOB NO. 7 0 Co q PAGE Z-0 OF DATE ! kW° 7 BY (tit 7 (") CHECKED BY PROJECT 4 s• 411 SUBJECT 1-4 itYCIA 5c - Q Z2-t V =, 1, b, 7 1?( 1, 5 A Sf (9 0 ()Y."7,-C1' WANG ENGINEERING, INC. CONSULTING ENGINEERS TEL: (425)489 -0927 C 1 P C FAX: (425)489 -0927 r r r vu r w:011 JOB NO. ? 4 61 PAGE Z- ` OF DATE t'/8 /& 7 BY M (.ICI CHECKED BY PROTECT. ¥-r(x >< $ ( 3 SUBJECT L +=te •k r r r V r x. .(3 r ) 3. gr- P L e. WANG ENGINEERING, INC. JOB NO. 070-S-0 I F ' - 1 PAGE Z�Z OF CON - tULTING ENGINEERS DATE 8 0 BY M TV) CHECKED BY TEL: (425)489 0927 FAX: (425)489 -0927 r 1 f of csv r r , VW V } '1: ce It r 3 PROJECT. if-s S I I sUBJECT LA4 ✓a (2.1St' I L 3t 4 ', /f 0 L3 • WANG ENGINEERING, INC. CONSULTING ENGINEERS TEL: (425)489 - €927 FAX: (425)489 -0927 J. 2 D. R �• l 7 s. CAy`n f JOB NO. 7 CS- 0 T q PAGE Z 5 OF DATE 11 WO/ BY N1 Tt-3 CHECKED BY PROJECT- f 1 ' SUBJECT 1.4 d -� e 6 -s- ` 1 (1.h.11.t.cfc4 1.0 774- Pi pt cf WANG ENGINEERING, INC. CONSULTING ENGINEERS TEL: (425)489 -0927 FAX: (425)489 -0927 A r , ( 0,S* - Cv DJ- 7 e ( E 7.1.x ,4 �.x.. 3.1 ' ..�: 4 2--x t! 6 x -g.` * _ 64,53 II �( 0 c.511 61./ 13 V.3 +4 2. 30'4 •f (Ito X $44 C t JOB NO. 1 PAGE ~I OF / DATE (I I b /O'7 BY I-t 7t;l CHECKED BY PROJECT. 4 x S ttt etiek SUBJECT 6 I''a -L 4 r v 3 4 Y.Q ifro • P l.. -Q C, S WANG ENGINEERING, INC. JOB NO. o? orD 4'8 I PAGE 2S OF CONSULTING ENGINEERS DATE / o BY /W T(. CHECKED BY PROJECT. ef,t X X s ( 4' cr SUBJECT L4fc.st • TEL: (425)489 -0927 FAX: (425)489 -0927 " e ct sv 1, ot !4 . f ,. r . © . ...$.,�,s �� Lo 1441 Q•7 r a/ t i st..Gsi 1-0,/,4 60'55, b --- /6 r r , = .. /04 0.1- 0,7 . / .. zt . 'i r r , s L7 V L' WANG ENGINEERING, INC. CONSULTING ENGINEERS TEL: (425)489 -0927 FAX: (425)489 -0927 T er ti 0,4 JOB NO. O 7 o So \ PAGE z 6 ' OF DATE 11 // � 1 BY W CHECKED BY PROJECT. `t-5 x X S f 3 qtqA SUBJECT S 30. .( '4r 01 -4 .? .. 4 :NI. -(*-04i,r["..(eT 1.1 r .l.t.t 4,0 eN 1. 00,41-6`b = 5..►��.�.... r i to or r i' WANG ENGINEERING, INC. CONSULTING ENGINEERS TEL: (425)489-0927 FAX: (425)489-0927 e" 76.1f9 f 0 -f o 3 N) LA? trA -V- JOB NO. o7 OS 4 PAGE -. 4 7 OF DATE I 1 / //07 BY 1 Tf._ CHECKED BY PROJECT e(--,( , ,e 7 SUBJECT Leitt totp + nZ. fpcg rf M 12 0 th54 Fo 7 I I or x ef- I c 6.4- 3 `7p 4.; 3 off WANG ENGINEERING, INC. CONSULTING ENGINEERS TEL: (425)489 -0927 FAX: (425)489 -0927 (,J c 6 t�. If 4s . r 4 9-1.P,17 c 0 V r r 1 S frks.) JOB NO. 070S` PAGE V OF p DATE I /O 7 BY M T W CHECKED BY PROJECT C c . X X 5 ( 5� ' 4(1 SUBJECT LR I ✓at • S e c(. own (, art)-tD.,ti_S_.S. 6 - f ;cI 0 ,g,6x2.'4- 0 44 a f . Q WANG ENGINEERING, INC. - . JOB Na = C7 0 ' ® PAGE SI OF CONSULTING ENGINEERS DATE ' __ BY IVI T CHECKED BY 4'. Yi .s t$°f Lt "c%.( TEL: (425)489 -0927 FAX: (425)489 -0927 .1 i f r 1 f I , r { Cr 'Xt Q r PROJECT. SUBJECT , f r I , r i r `4.x Z; c 4-y •-; V/ #74;1 r i) = -• ► .Qix.E.414.0arx - 141:} ) _.. • , } • fr . i r � 4 -$T!:1I.c.... EPel . .:. WANG ENGINEERING, INC. JOB NO. o7cr O gI PAGE, OF CONSULTING ENGINEERS DATE (111/07 BY (t. T W CHECKED BY • PROJECT 41'4 ' ( W1,1 TEL: (425)489 -0927 FAX: (425)489 -0927 SUBJECT L+'GI r r , , f t,..9 (A si v ?'! '' 17:r. ay/ r r , } .1. Jo r r , SHEAR WALL SCHEDULE (NOTES 1, 2, & 10) MARK SHEATH'G NAILING (NOTES 3 & 5) • BLK'G OR JOIST TO TOP • PLATE (NOTES 4,5,& 11) BOT PLATE TO BLK'G OR JOIST (NOTES5& 12) ANCHOR BOLTS (TO CONC. FTG..) ALOWBL SHEAR PLF P1 -6 3/8" MIN 8d @ 6" . OC Da f 0 C' E& gi FNIE OLIF20 AWE O S Uy;OQo ex ME ©t�'�I®g 5/8 " cP@ 4' OC 213 PI-4 3/8" MIN 8d @ 4" OC 5/8 " @ 3' OC 312 P I -3 3/8" MIN 8d @ 3" OC . 5/8 " QP @3'- 4" OC 402 (NOTE 7) P1-2 3/8" MIN 8d cL 2" 0C 5/8 "@ 2'- 6" OC 525 • (NOTES 7 & 8) P2 -3 3/8" MIN, EACH FACE 8d @ 3" OC 5/8 " 4p@ I '- 8" OC 804 fAl• Sru to (NOTES 7 64.9) P2 -2 3/8" MIN, EACH FACE 8d @ 2" OC 5/8 " @ I'- 3" OC 1050 (1280 ON DF S -ij (NOTES 7 & 9) HORIZONTAL DIAPHRAGM SCHEDULE (NOTE 1) I 15/32" MIN 8d a 6" (NOTE 3) 197 PLF (CASE I) 148 PLF (CASES 2 -6) UNBLOC- KED II 19/32" MIN 10d a, 6" (NOTES 3 & 8) 234 PLF (CASE I) 176 PLF (CASES 2-6) UNBLOC- KED Ill 15/32 " 8d @ 4" (NOTE 3) 295 PLF BLOCKED IV 15/32" MIN 8d (ii 2.5" (NOTES 3,7 &8) 435 PLF BLOCKED NOTES: I. ALL PANELS SHALL BE APA RATED PLYWOOD OR O.S.B., UNLESS NOTED OTHERWISE (U.N.O.). 2. FRAMING STUDS SHALL BE 2x HEM FIR, SPRUCE- PINE -FIR, OR BETTER, @ I6" OC. U.N.O. ALL PANELS EDGES SHALL BE BACKED WITH 2" NOMINAL OR WIDER FRAMING, U.N.O. 3. APPLY TO ALL PANEL EDGES. SPACE SAME SIZE NAILS @ 12" OC ALONG INTERMEDIATE FRAMING MEMBERS. 4. PER SIMPSON STRONG -TIE CONNECTORS. 5. COMMON NAILS. U.N.O. 6. APPLY TO ALL STUDS. TOP AND BOTTOM PLATES, AND BLOCKING. 7. SINGLE 3" NOMINAL MEMBER FOR FOUNDATION SILL PLATE & FRAMING MEMBERS RECEIVING NAILING FROM ABUTTING PANELS. 8. STAGGER NAILS ALONG ADJOINING PANEL EDGES. 9. PANEL JOINTS SHALL BE OFFSET TO FALL ON DIFFERENT FRAMING MEMBERS AND NAILS ON EACH SIDE SHALL BE STAGGERED. i0. UNLESS NOTED IN DRAWINGS I I. OVER THE LENGTH OF SHEAR WALL ONLY (10 d TOE NAILS n. 9" OC ELSEWHERE) 12. OVER THE LENGTH OF SHEAR WALL ONLY (16 d FACE NAILS @ 12" OC ELSEWHERE) { 31 Open To Below S 2x4 • R [ ove 4x10 Hdr Roof Framing & Upper Fl Shear Wall Plan rfra D 1, 4 . HU 410 Hangers Typ Li of Floor Above 4 / 91/2" I- Joists TJI Series 110 � f' Q 16' O.C. i 4x10 Hdr • 4x10 Hdr 0 u Cs' I q 7 4 r5 t►{H 401 Line of Floor Above?_) b ,,q rs Note: Poured Concrete Wing Walls shall be 48' High Per Structural Engineers Specifications (Ref: Pg. 21) L 4x12 Hdr Above • +� 1.66 P2 -3 f ' 4x4 P. T. POST w/ 8 c.4p 6/ 2s $ r i e8gci w (5) A--6 et z� t' 5/6, + La6T 6"a cr IFo a , Deck 4x4 P.T. Posts, wl BC60 Post Base and BC4 Post Cap Typical Upper Fl Framing & Main Fl Shear Wall Plan O .t) 2 4x10 Beam 33 CS /6' H- I reel Y onOr • Step Down Foundation Per Elevation See A2 4x1b Header 4' Poured Concrete Slab over 6 mil Vapor Barrier over 4' Granular Fill. 4x10 Header ��. .: w= ar4P R : I" out '"•" Cr. wl Space Acce I 2x4�iiredWi T = " "" Studs @ 16' O.C. (This Wall Only) Garage Slab Above Slab on Grade 4" Poured Concrete Slab over 4" Granular Fill. Slope 4' to Overhead Door. BUCKCtfi1'dIttd Frk991¢ 9'¢' for Qverhead poor. efr“' t4 / • Covered Porch Above 4' Concrete Slab Over Compacted Builders Sand. NOTE: #4 Reinforcing Bar Drilled into Foundation @ 24* 0.C. • •4 • • • Main Fl Framing & Basement Shear Wall Plan E. n E r+ - 8' Foundation Wall (typical) See IT t/44 (., L.- 7 rC G G ,JC. i JA ) . CHAD DETWILLER 3601 WEST MARGINAL WAY SW SEATTLE WA 98106 RE: Permit No. D07 - 442 4605 S 139 ST TUKW Dear Permit Holder: In reviewing our current records, the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 03/20/2010. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206 - 431 -2451 to schedule for the next or final inspection. Each inspection creates a new 180 day period. City of Tukwila Department of Community Development Jack Pace, Director -or- Submit a written request for permit extension to the Permit Center at least seven (7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and/or receive an extension prior to 03/20/2010, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Bill Rambo Permit Technician File: Permit File No. D07 -442 Jim Haggerton, Mayor 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 February 18, 2010 Steve Detwiller Rehabitat Northwest 3601 W Marginal Wy S Seattle, WA 98106 RE: Request for Extension #3 Development Permit No. D07 -442 Mechanical Permit No. M07 -263 Plumbing/Gas Piping Permit No. PG07 -327 Rehabitat NW, Lot 4 — 4605 S 139 St Dear Mr. Detwiller, This letter is in response to your written request for an extension to Permit Numbers D07 -442, M07 -263, and PG07 -327. The Building Official has reviewed your letter and considered your request to extend the above referenced permits. The City of Tukwila Building Division will be extending the expiration date of your permits an additional 180 days, through September 16, 2010. If you should have any questions, please contact our office at (206) 431 -3670. Sincerely, File: ifer Marshall it Technician City of Tukwila Department of Community Development Jack Pace, Director Permit No. D07 -442, M07 -263, PG07 -327 W:1Perrnit Center\Extension Letters\Permits\2007\D07 -442+ Permit Extension #3.doc Jim Haggerton, Mayor 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 Building Neighborhoods Since 1986 Rehabitat Northwest City of Tukwila Dept of Community Dev 6300 Southcenter Blvd. Suite #100 Tukwila, Wa. 98188 2 -4 -10 Ref; PermitsM07 -263, PG07 -327, D07 -442 To Whom It May Concern: Dear Sir /Ms., Sincerely, Steve Detwiller- President Rehabitat Northwest, Inc. 4/6 i ( s- t e Z pZ�Iv /2o /o License #: REHARBM,0 4 2410 corn C °N ;1 r Due to the economic environment in the housing industry we are not able to continue construction at this time. We have intentions of completing this project when the housing market begins to recover. We request an extension for the above permits listed at the address; 4605 S. 139 St. Thank you for your continued support during these challenging times. 3601 W. Marginal Way SW Seattle, Washington 98106 Steve Detwiller Builder /Developer Ofc 206.932.7355 Fax 206.933.7355 steve@,rehabitatnorthwest.com eek ' res 3-go- to t\4641 0011 tut October 5, 2009 Steve Detwiller Rehabitat Northwest 3601 W Marginal Wy S Seattle, WA 98106 RE: Request for Extension #2 Development Permit No. D07 -442 Mechanical Permit No. M07 -263 Plumbing/Gas Piping Permit No. PG07 -327 Rehabitat NW, Lot 4 — 4605 S 139 St Dear Mr. Detwiller, This letter is in response to your written request for an extension to Permit Numbers D07 -442, M07 -263, and PG07 -327. The Building Official has reviewed your letter and considered your request to extend the above referenced permits. The City of Tukwila Building Division will be extending the expiration date of your permits an additional 180 days, through March 20, 2010. If you should have any questions, please contact our office at (206) 431 -3670. Sincerely, ifer Marshall it Technician City of Tukwila Department of Community Development Jack Pace, Director File: Permit No. D07 -442, M07 -263, PG07 -327 W:\Pennit Center\Extension Letters\Permits120071D07 -442+ Permit Extension #2.doc Jim Haggerton, Mayor 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 -431 -3665 Building Neighborhoods Since 1986 Sept 14, 2009 ./4 - Do - 7-442. ASe ico7 3�7 Bob Benedicto Building Official -City of Tukwila 6300 Southcenter Blvd. Suite 100 Tukwila, Wa. 98188 RE: Permit Extensions: D07 -442, M07 -263, PG08 -116, D08 -189, PG07 -327, M08 -104 Dear Mr. Benedicto, We would like to request an extension for the above permits connected to the Foster Ridge Development. Due to the economic environment that we are operating in we cannot begin construction on any of these permits at this time. It is our intent to develop this project and build on these permits at a later date. Thank you for your cooperation. Sincerely, Steve Detwiller- Pr ident Rehabitat Northwest, Inc. License #: REHABN g 4,/.0 b".144 /so �k �r9'1 Cum 17QLL 1 0 t 3 - 6 " - kleirtZ4Zool Steve Detwiller Builder /Developer Ofc 206.932.7355 Fax 206.933.7355 steve@rehabitatnortinvestcorn RE CEIVED CITY 0 TUKVIAIA SEP 15 X009 PERMIT CENTER vo g 1 $ c1 or K 40 Mob 6//( 1 Life vxs m2/tit 70 -41) C O� 1 COI0II�q a n0/2 i0 ,vP A 1 a M 1010(d2`) oticiIi 6 -vk, (i)2" S NtAlt, b 11 Its - I (2 3601 W. Marginal Way SW Seattle, Wa §hington 98106 W( 4 . 1 ,0 0 117 Dirt -) CHAD DETWILLER 3601 WEST MARGINAL WAY SW SEATTLE WA 98106 RE: Permit No. D07 - 442 4605 S 139 ST TUKW Dear Permit Holder: In reviewing our current records, the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 10/01/2009. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206 -431 -2451 to schedule for the next or final inspection. Each inspection creates a new 180 day period. -or- 2) Submit a written request for permit extension to the Permit Center at least seven (7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and/or receive an extension prior to 10/01/2009, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, '1 Bill Rambo Permit Technician File: Permit File No. D07 -442 City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 March 9, 2009 Steve Detwiller Rehabitat Northwest 3601 W Marginal Wy S Seattle, WA 98106 RE: Request for Extension Development Permit No. D07 -442 Rehabitat NW, Lot 4 — 4605 S 139 St Dear Mr. Detwiller, This letter is in response to your written request for an extension to Permit No. D07. -442. The Building Official has reviewed your letter and considered your request to extend the above referenced permit. The City of Tukwila Building Division will be extending the expiration date of your permit an additional 180 days, through October 1, 2009, per your request. If you should have any questions, please contact our office at (206) 431 -3670. Sincerely, er Marshall t Technician File: Permit No. D07 -442 City of Tukwila Department of Community Development Jack Pace, Director P:\Permit CenterExtension Letters\Pennits\2007\D07 -442 Permit Extension.doc jem Jim Haggerton, Mayor 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 -431 -3670 • Fax: 206 - 431 -3665 Building Neighborhoods Since 1986 Rehabit ® No rthwest City of Tukwila Dept of Community Dev. 6300 Southcenter Blvd, Suite #100 Tukwila, Wa. 98188 3 -4 -09 Ref; Bldg permit D07 -442 To Whom It May Concern: Dear Sir /Ms, Due to the economic environment we are delaying construction of the home located at 4605 S. 139 St. (Bldg Permit D07 -442. We request an extension for the above mentioned permit. Steve Detwiller -Pres Rehabitat Northwest, Inc. t'*r7r-ririU! MAR 05 ?009 OMi�;JN:T( License #: REHABN' l/{tQ,F3` _ -4-r ,ag .eddiod deqd4 007 3601 W. Marginal Way SW Seattle, Washington 98106 Steve Detwiller Builder /Developer Ofc 206.932.7355 Fax 206.933.7355 stevecrrehabitatnorthwest.com pal lo'l of 03 -02 -2008 CHAD DETWILLER 3601 WEST MARGINAL WAY SW SEATTLE WA 98106 RE: Permit No. D07 -442 4605 S 139 ST TUKW Dear Permit Holder: city of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director In reviewing our current records the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Codes, Uniform Plumbing/Fuel Gas Code and/or the National Electrical Code, every permit issued by the Building Division under the provisions of the code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit issuance, or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days. Based on the above, you are hereby advised to: Call the City of Tukwila Inspection Request Line at 206 -431 -2451 to schedule for the next or final inspection. This inspection is intended to determine if substantial work has been accomplished since issuance of the permit or last inspection; or if the project should be considered abandoned. If such determination is made, the International Codes, Uniform Plumbing/Fuel Gas Code and/or the National Electrical Code does allow the Building Official to approve one extension of time for an additional period not exceeding 180 days. Extension requests must be in writing and provide satisfactory reasons why circumstances beyond the applicants control have prevented action from being taken. In the event you do not call for the above inspection and receive an extension prior to 04/04/2009 , your permit will become null and void and any further work on the project will require a new permit application and associated fees. Thank you for your cooperation in this matter. Sincerely, xc: fer Marshall 't Technician Permit File No. D07 - 442 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 Dear Permit Applicant: In reviewing our current permit application files, it appears that your permit application applied for on 12/05/2007 , has not been issued by the City of Tukwila Permit Center. Per the International Codes, Uniform Plumbing Code and/or the National Electrical Code, every permit application not issued within 180 days from the date of application shall expire by limitation and become null and void. Your permit application expires on 06/02/2008 . If you choose to pursue your project, a written request for extension of your application addressed to the Building Official, demonstrating justifiable cause, will need to be received at the Permit Center prior to your expiration date of 06/02/2008. If it is determined that an extension is granted, your application will be extended for an additional 90 days from the expiration date. In the event we do not receive your written request for extension, your permit application will become null and void and your project will require a new permit application, plans and specifications, and associated fees. Thank you for your cooperation in this matter. Sincerely, xc: 05 -08 -2008 CHAD DETWILLER 3601 WEST MARGINAL WAY SW SEATTLE WA 98106 RE: Permit Application No. D07 -442 4605 S 139 ST TUKW er Marshall t Technician Permit File No. D07 -442 City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 March 28, 2008 Chad Detwiller 3601 West Marginal Way SW Seattle, WA 98106 RE: CORRECTION LETTER #1 Development Permit Application Number D07 -442 Rehabitat Northwest — Lot 4 — 4605 South 139 Street Dear Mr. Detwiller, 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: Chris Beale at 206 -433 -7141 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. Brenda Holt Permit Coordinator encl File No. D07 -442 City of Tukwila t(.R Jim Haggerton, Mayor Department of Community Development Jack Pace, Director PAPertnit Center\Correction Letters\2007\D07 -442 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: December 28, 2007 Project Name: Rehabitat Northwest, Lot 4 Permit #: D07 -442 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. Two forms shall be required to be completed: Residential Heating and ventilation Compliance Form and WSEC Moisture Control Document. 2. Code references throughout page A2 reference outdated or incorrect codes i.e. Uniform Mechanical Code. As of July 1 2007 City of Tukwila requires all plan designs with notes to comply with the new adopted 2006 International Building codes. Please review plan sheets and revise plan notes to indicate plans show compliance with the following codes (as applicable with each plan): 2006 International Building codes (IBC) 2006 International Residential codes (IRC) 2006 Uniform Plumbing codes (UPC) 2006 International Mechanical codes (IMC) 2005 National Electrical codes (NEC) 2006 Washington State Energy codes (WSEC) 2006 Washington State Ventilation and Indoor Air Quality code (WSVIAQ) 2003 ANSI (barrier free codes) Codes shall include all relative and current Washington State code amendments. 3. In addition to item 2) code reference on sheet S1 under Construction Notes: the referenced codes 2006 As Amended by Local Building Department are not an accurate statement since Washington State Amended the Washington State Building codes. Please provide the correct reference to amended codes. 4. Sheet S1 Construction notes reference concrete strength to be 3000 psi concrete. Concrete over 2500 psi shall require special inspections. Provide special inspection requirements or remove the 3000 psi note. (2006 IBC 1704.4 item # 2.3) 5. An engineer's soils report shall be required for this site and reference it specifically. Among the recommendations by the soils engineer, the soils report shall provide recommendations for the foundation and footing design. Soils report shall also provide recommendations for drainage of this site. Each lot for this subdivision shall have a copy of the engineer's soils report included with each separate lot permit. Should there be questions concerning the above requirements, contact the Building Division at 206 -431- 3670. No further comments at this time. r DATE: APPLICANT: RE: ADDRESS: March 26, 2008 Chad Detwiller D07 -442 3716 S 144 St PLANNING DIVISION COMMENTS Please review the following comments listed below and submit your revisions accordingly. If you have any questions on the requested revision, Chris Beale is the planner assigned to the file and can be reached at 206 -431 -7141. The minimum setback for the side lot is 5 feet. We are unable to verify which solid line indicates the edge of the building on the north face. Please provide the exact measurements for the distance from the edge of the outer wall on the north face to the property line. Also, please indicate the distance that the roof line extends from the edge of the outer wall on all sides of the building. Easement E5 -L6, a storm water facility easement, is also absent from the drawings on page Al [D07- 442]. Please provide the exact route that this easement follows on page Al [D07 -442] so we can determine if it encroaches on the building setbacks. December 12, 2007 Chad Detwiller 3601 W Marginal Wy SW Seattle WA 98106 City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director RE: Letter of Incomplete Application # 1 Development Permit Application D07 -442 Rehabitat Northwest, Lot 4 — 4605 S 139 St Dear Mr. Detwiller, This letter is to inform you that your permit application received at the City of Tukwila Permit Center on December 5, 2007 is determined to be incomplete. Before your application can continue the plan review process the following items from the following department need to be addressed: Building Department: David Larson at 206 431 -3678 if you have any questions concerning the attached comments. Sincerely, Enclosures File: D07 -442 1. The site plan lacks abutting streets, setback measurements, and footing drain system. A sample site plan has been included. Please address the comment above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) 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. 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 the Permit Center at (206) 431 -3670. arshall it Technician P:\Permit Center\Incomplete Letters \2007\D07 -442 Incomplete Ltr #1.DOC Jem 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 ACTIVITY NUMBER: D07 -442 DATE: 04 -11 -08 PROJECT NAME: REHABITAT NORTHWEST LOT 4 SITE ADDRESS: 4605 S 139 ST Original Plan Submittal Response to Incomplete Letter # X Response to Correction Letter # 1 Revision # After Permit Issued DEPARTMENTS ing di ision Public Works ❑ DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete TUES/THURS ROUTING: Please Route Documents/routing slip.doc 2 -28-02 HERMIT COORD COPY PLAN REVIEW /ROUTING SLIP Er REVIEWER'S INITIALS: Fire Prevention Structural Incomplete Structural Review Required S M . 4- i - Planning Division Permit Coordinator DUE DATE: 04 -1 5-08 Not Applicable Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: ❑ No further Review Required REVIEWER'S INITIALS: DATE: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 05 -13 -08 Approved ❑ Approved with Conditions Not Approved (attach comments) ❑ Notation: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: PLAN REV /ROUT SLIP ACTIVITY NUMBER: D07 -442 DATE: 12 -19 -07 PROJECT NAME: REHABITAT NORTHWEST, LOT 4 SITE ADDRESS: 4605 S 139 ST Original Plan Submittal X Response to Incomplete Letter # 1 Response to Correction Letter # Revision # After Permit Issued DEPART lit-01 bivigian bliC W7 L-1 i, DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: 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 REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Fire Prevention Pfannin� Divisi n 3 1 b ❑ 9 Structural ❑ Permit Coordinator 1 Incomplete Structural Review Required DUE DATE: 12 -20 -07 Not Applicable ❑ No further Review Required DUE DATE: 01 -17 -08 Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) 3 Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only 3.7i5 CORRECTION LETTER MAILED: J » OZJ Departments issued corrections: Bldg �✓ Fire ❑ Ping [ PW ❑ Staff Initials: Documents/routing slip.doc 2 -28-02 ACTIVITY NUMBER: D07 -442 DATE: 12 -06 -07 PROJECT NAME: REHABITAT NORTHWEST SITE ADDRESS: 4605 S 139 ST X Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # After Permit Issued DEPARTMENTS: Building Div� Public Works DETERMINATION OF COMPLETENESS: (Tues., Th rs.) Complete Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: 17/ 11 t Departments determined incomplete: Bldg V Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS ROUTING: Please Route ❑ Structural Review Required ❑ No further Review Required REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Approved ❑ Approved with Conditions Notation: REVIEWER'S INITIALS: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Documents/routing slip.doc 2 -28 -02 PERMIT COORD COPY' PLAN REVIEW /ROUTING SLIP ❑ Incomplete SI t AV's I2j Fire Prevention Planning Division Structural ❑ Permit Coordinator DUE DATE: 12 -11 -07 Not Applicable ❑ LETTER OF COMPLETENESS MAILED: DATE: DUE DATE: 01 -08 -08 Not Approved (attach comments) ❑ DATE: Date: y �,8 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. ❑ Response to Incomplete Letter # Response to Correction Letter # ( ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Fa.,(a - Rhcc.. Project Address: M� QC5 f /3/ 3 ' 4 74 ice � 1.J A '? Contact Person: C r.,d' f `w`1 (c,r Phone Number: /2. Summary of Revision: Pczvi5ec� L am, (��'+ -� „A: l.3e '-Q G. ( S4Dr -w eAs g. kit /'+x 6, QA.1ee -a N QS d P uri -�a�r cods r«Ye, Jc�g £ 4 I %., ,4Z/ S2 iti/ e s ., 1 a s t so c 4 Sheet Number(s): 4/, /e2, 143, A 4 A "Cloud" or highlight all areas of revision including ng date o revis' Received at the City of Tukwila Permit Center by: Entered in Permits Plus on 1 ' CI \applicationslfonns- applications on linelrevision submittal Created: 8 -13 -2004 Revised: Plan Check/Permit Number: iO 7 - fqg Steven M Mullet, Mayor Steve Lancaster, Director RECEIVED CITY OF TUKCWM APR 111006 PERMIT CENTER Date: 1 9l 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 Plan Check/Permit Number: D07 -442 Steven M. Mullet, Mayor ® Response to Incomplete Letter # 1 ❑ Response to Correction Letter # ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Steve Lancaster, Director Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Project Name: Rehabitat Northwest, Lot); Project Address: 4605 S 139 St . Phone Number: a4) 942 - 73-5 - 7S — Summary of Revision: S rs ; �- sat. /1 P Iv-964, c of 4, , � e � shred t l mss 4 P 'e -H � �t / � a�•�.�, J. e- At lidded F . Aaj t04`0� S 9 a l e0. rKctFca/ c nor- I�C�. A L iugdic 4.0 o .4 " dr.., L., Contact Person: �, iriVED t U KWILA DEC 19 20011 ?E.Firdil b QENTER Sheet Number(s): "Cloud" or highlight all areas of revision including date o revision ,, ( Received at the City of Tukwila Permit Center by: k r Entered in Permits Plus on 1,)-` ( I -0) \applications\forms- applications on line\revision submittal Created: 8 -13 -2004 Revised: Part A: (To Be Completed by Applicant) Purpose of Certificate: . Al Building Permit ❑ Preliminary Plat or PUD ❑ Other ❑ Short Subdivision ❑ Rezone Proposed Use: Ca Residential Single Family ❑ Residential Multi - Family ❑ Commercial ❑ Other Applicants Name: Q j 4- M„r4'1.4, GS `l - . Phone:Z) 9S.7_ - 73 SS Property Address or Approximate Location: Tax Lot Legal Description(Attach Map and Legal Description if necessary): t o f L I oc Tom :l P Lcoq -ogs Part B: (To Be Completed by Sewer Agency) 1. a. Sewer ervice will be provided by side sewer connection only to an existing ( � size sewer DA/ _1804-#Feri 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 ❑ (2) the construction of a collection system on the site; and/or ❑ (3) other (describe): 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. LliK7 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: $ jc . as a. District Connection Charges due prior to connection: GFC: $ ssa. 0O SFC: $ 2491.95 UNIT: $ TOTAL: $ (Subject to Change on January 1st) King County /METRO Capacity Charge: Currently, $6?96 ;4/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 ❑ May be Required • c. Other: DEC 0 5 2007 `- f l ! t.;F from th By Residential: $50 P.O.ponJ9 Tukwila, Wi „, .'8168 Phone: (206) 242 -3236 Fax: (206) 242 -1527 CERTIFICATE OF SEWER AVAILABILITY/NON-AVAILABILITY Commercial: $100 "Certificate of Sewer Availability OR ❑ Certificate of Sewer Non - Availability I hereby certify that the above sewer agency information is true. This certification shall be valid for one year ign - ur - • e0 0 • Title Date DO y 2 Public Work! Departrt+er,t: 306 -413 -O i 79 Planning Division: 206- 431 -3670 C RTIPICATE OP WATER AVAILABILITY t*tIuited O tly tf outalde City Of 1l'ukWilt water district f tM tjttfdtts+�� at: . fiUNdIA eitttlt sr � j r s :: f Q ., Prefminery Piet itliFtduetrr8l Sutidir� Peritiit ❑ Rezone . r.' M et seM t:hhftei bonne end water Meter size(s): (4,1 5 PL Ii IIahl'I a 6l lltl>tt point of itini tute Is ?S' ft. . 44 14‹ r�i��ini►t��.�; ;�z � '3 (d . god i2 "3C #,. tiHte fl>tgtlll d . 3111 AfiNid 4 tip§fitilt the Water system to bring it Into compgance with the utilities' comprehensive plate or to t rliliile itf the 6rroject befell connection and to meet the State cross connection control • f1'`,i /t'l. = ;rid r .'.. k ern lu Y, 8vb iitte dted ebcvtl water can be ptoyided end.will be available at the site with a now at t 0 4 3 teiilthlel tof I duttlon of 2 hour eta velocity of, I / • fps as dO Lir Tented by the attached calculations. y �h ❑ Short Subdivision ❑ Other Date , (City /county) ' ipteb a rr cap be provided to this project tdtile.dktvice.cannot be provided to this project unless the Improvements In Item 8 -2 are met. Id Plot t apable providing service to this project. ita. ;t 'gbitiify that the above information Is true end correct. ea.lc, Pe t —H-C• 7 By Date Et 0 lees O z. — • /--ct• 9 t tiff is not valid Without Water District No. 125's attachment entitled Anti lent to ate of Water Availability." OpM Ar c'" ' a7.:7`r ate ' E DEC 0„5 2007 _tit4 1 GENT El=i License Information License REHABNI973KZ Licensee Name REHABITAT NORTHWEST INC Licensee Type CONSTRUCTION CONTRACTOR UBI 602241649 Ind. Ins. Account Id TREASURER Business Type CORPORATION Address 1 3601 W MARGINAL WAY SW Address 2 City SEATTLE County KING State WA Zip 98106 Phone 2069327355 Status ACTIVE Specialty 1 GENERAL Specialty 2 UNUSED Effective Date 5/9/2003 Expiration Date 5/24/2009 Suspend Date Separation Date Parent Company Previous License REHABN *016MA Next License Associated License Business Owner Information Name Role Effective Date Expiration Date DETWILLER, STEVE PRESIDENT 05/09/2003 FROST, PHILLIP TREASURER 05/09/2003 Look Up a Contractor, Electrician or Plumber License Detail Page 1 of 2 ftd Washington State Department of Labor and Industries General/Specialty Contractor A business registered as a construction contractor with L &I to perform construction work within the scope of its specialty. A General or Specialty construction Contractor must maintain a surety bond or assignment of account and carry general liability insurance. Bond Information Bond #3 Bond Company Name CAPITOL INDEMNITY CORP Bond Account Number 919249 Effective Date 03/07/2006 Expiration Date Until Cancelled Cancel Date Impaired Date Bond Amount $12,000.00 Received Date 03/14/2006 https: // fortress. wa. gov /lni/bbip /printer.aspx ?License= REHABNI973KZ 05/28/2008 15' -0" Existing Water Easement Existing 12" Main Stormwater Line Stormwater Easement Ref: Rec # 20071011001097 Connect to Existing 6" Storm Line IE = 201.66' lectric Legal Description: Project Address: 4605 S139th Street Tukwila, WA Tax Parcel: 32292200090 Project Number: 04 -0085 - 6 - Lot Subdivision Project Owner: Rehabitat Northwest, Inc. 3601 W Marginal Way SW Seattle, WA 98106 Contact Person: Chad Detwiller Office: (206) 932 -7355 Fax: (206) 933 -7355 Direct: (425) 829 -5298 Connect Roof Drains with 4" Tightline to Existing Storm System via Type 50 Catch Basin Water - Stormwater Easement Ref: Rec # 20071011001097 Lot Coverage: Total Lot Area: 5,818 SF Total Area of Dwelling: 1,514 SF Total Lot Coverage: 26% Total Area of all Decks: 120 SF Tree Legend Western Red Cedar (1 Required Per Landscape Plan) REVISIONS No changes shall be made to pe of work without prior approval of Tukwila Building Division. NOTE: may Revisions include a plan rep fees. i al FILE COPY Permit No., 1 Plar review approval is subject to errors and omissions. Approval of construction documents does not authorize the violation of any adopted code or ordinance. Receipt of approved Field and conditions Is acknowledged: 4 Alvxr 1)01 -44 2 5 City of Tukwila BUILDING DIVISION . e 0' 44 2 ° plans have been reviewed by the Public Wor44 artment for conformance with current City stands. Acceptance is subject to errors anc omissions which do not authorize violations of adopted standards or ordinances. The responsibility for the adequac.• 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. Final acceptance is subject to field inspection by the Public Works utilities inspector. -- Date: By: l (o- APR 112008 PERMIT CENTER FLOOR AREA, FT2 2 OR LESS 3 4 5 6 7 8 4 WALL- EXT. BELOW GRADE MIN MAX MIN MAX MIN MAX MIN MAX MIN MAX MIN MAX MIN MAX <500 50 75 65 98 80 120 95 143 110 165 125 188 140 210 501 -1000 55 83 70 105 85 128 100 150 115 173 130 195 145 218 1001 -1500 60 90 75 113 90 135 105 158 120 180 135 203 150 225 1501 -2000 65 98 80 120 95 143 110 165 125 188 140 210 155 233 2001 -2500 70 105 85 128 100 150 115 173 130 195 145 218 160 240 2501 -3000 75 113 90 135 105 158 120 180 135 203 150 225 165 248 3001 -3500 80 120 95 143 110 165 125 188 140 210 155 233 170 255 3501 -4000 85 128 100 150 115 173 130 195 145 218 160 240 175 263 4001 -5000 95 143 110 . 165 125 188 140 210 155 233 170 255 185 278 5001 -6000 105 158 120 180 135 203 150 225 165 248 180 270 195 293 6001 -7000 115 173 130 195 145 218 160 240 175 263 190 285 205 308 7001 -8000 125 188 140 210 155 233 170 255 185 278 200 300 215 323 8001 -9000 135 203 150 225 165 248 180 270 195 293 210 315 225 338 >9000 145 218 160 240 175 263 190 285 205 308 220 330 235 353 OPTION 10 GLAZING AREA: % OF FLOOR GLAZ ING U- FACTOR 9 DOOR U- FACTOR 2 CEILING 3 VAULTED CEILING 12 WALL ABOVE GRADE 4 WALL- INT. BELOW GRADE 4 WALL- EXT. BELOW GRADE 5 FLOOR 6 SLAB ON GRADE VERTICAL OVERHEAD I. 10% 0.32 0.58 0.20 R - 38 R -30 R -15 R -15 R -10 R -30 R -10 II. 15% 0.35 0.58 0.20 R -38 R -30 R -21 R -21 R -10 R -30 R -10 IV . UNLIMITED GROUP R -3 OCCUPANCY ONLY 0 .35 0.58 0.20 R -38 R -30 R -21 R -21 R -10 R -30 R -10 FAN TESTED CFM 0.25" W.G. MINIMUM FLEX DIAMETER MAXIMUM LENGTH FEET MINIMUM SMOOTH DIAMTER MAXIMUM LENGTH FEET MAXIMUM _ ELBOW 50 4 INCH 25' -0" 4 INCH 70' -0" 1 3 6, 50 5 INCH 90' -0" 5 INCH 100' -0" 3 50 6 INCH NO LIMIT 6 INCH NO LIMIT 3 80 4 INCH 2 N/A 4 INCH 20' -0" 3 80 5 INCH 15' -0" 5 INCH 100' -0" 3 _ 80 6 INCH 90' -0" 6 INCH NO LIMIT 3 100 5 INCH 2 N/A 5 INCH 50' -0" 3 100 6 INCH 45' -0" 6 INCH NO LIMIT 3 125 6 INCH 15' -0" 6 INCH NO LIMIT 3 125 7 INCH 70' -0" ' 7 INCH NO LIMIT3 3 SUPPLY FAN TESTED CFM AT 0.4" WG SPECIFIED VOLUME FROM TABLE 3 -2 MIN SMOOTH DUCT DIAMETER MIN FLEXIBLE DUCT DIAMETER 50 -90 CFM 4 INCH 5 INCH 90 -150 CFM 5 INCH 6 INCH 150 -250 CFM 6 INCH 7 INCH 250 -400 CFM 7 INCH 8 INCH GENERAL CODE ALL REQUIREMENTS OF THE 2006 INTERNATIONAL RESIDENTIAL CODE, ALL APPLICABLE CODES AND AUTHORITIES HAVING JURISDICTION SHALL BE FOLLOWED. BUILDING CONSTRUCTION TYPE: VB SEISMIC ZONE: D2 OCCUPANCY GROUP: R -3 WIND SPEED: 85 MPH EXPOSURE CATEGORY: D 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. SITE WORK GENERAL UNLESS A SOILS INVESTIGATION REPORT BY A LICENSED SOILS ENGINEER IS PROVIDED, THE FOUNDATION DESIGN IS BASED UPON AN ASSUMED AVERAGE SOIL BEARING CAPACITY OF 2,000 PSF. EXTERIOR FOOTINGS SHALL BEAR 1' -6" MINIMUM BELOW FINISHED GRADE. ALL FOOTINGS TO BEAR ON FIRM, UNDISTURBED EARTH BELOW ORGANIC SURFACE SOILS. ALL BACK FILL MATERIAL SHALL BE THOROUGHLY COMPACTED. FOUNDATION VENTS SHALL NOT INTERFERE WITH DIRECT LOAD PATH OF COLUMNS. CONCRETE GENERAL CLASS AND USE F'C A. FOOTINGS B. SLABS ON GRADE 9 /4 " CARPENTRY LOADINGO ROOF 15 PSF DEAD LOAD FLOOR 10 PSF DEAD LOAD CEILING 5 PSF DEAD LOAD DECK 5 PSF DEAD LOAD INTERIOR PARTITION EXTERIOR PARTITION MINIMUM SLUMP SACKS /C.Y. 1. AIR ENTRAINING AGENT (3% TO 6 %) TO BE USED IN ALL CONCRETE FLAT WORK EXPOSED TO WEATHER 2. POSSOLITH 300 SERIES ( 4 OZ. PER 100# OF CEMENT ) TO BE USED IN ALL CONCRETE. 3. MIX MAY BE DESIGNED IN ACCORDANCE WITH THE PROVISIONS OF THE INTERNATIONAL BUILDING CODE. 4. WATER TO CEMENT RATIO PER INTERNATIONAL BUILDING CODE. REINFORCING STEEL ASTM A615 GRADE 60, REINFORCING STEEL DETAILS SHALL BE PREPARED BY AN EXPERIENCE APPROVED DETAILER AND CONFORM TO STANDARD PRACTICE OUTLINED IN ACI REPORT 315. CONCRETE COVER OF REINFORCING STEEL 3" CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH 1 -1/2" CONCRETE EXPOSED TO EARTH OR WEATHER 1 -1/2" BEAMS AND COLUMNS NOT EXPOSED TO EARTH OR WEATHER. SLABS AND WALLS NOT EXPOSED TO EARTH OR WEATHER GENERAL ALL FRAMING SHALL COMPLY WITH THE INTERNATIONAL RESIDENTIAL CODE ALL WOOD IN CONTACT WITH CONCRETE TO BE 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 LUMBER STRENGTH (UNITS IN PSI) STUDS STUDS FV HEM -FIR #3 75 STUD GRADE 75 JOISTS & RAFTERS HEM -FIR #2 (2X10) 75 1075 HEM -FIR #2 (2X10) 75 980 BEAMS, HEADERS, LINTELS & GIRDERS 4" NOMINAL DOUG -FIR #2 95 960 6" NOMINAL DOUG -FIR #1 85 1,350 GLUE LAMINATED TIMBERS❑ DOUG -FIR LARCHE (24F -V4) 165 2,400 STRUCTURAL COMPOSITE TIMBERS LAMINATED VENEER LUMBER 285 2,600 PARALLEL STRAND LUMBER 290 2,900 FB 500 675 + 25 PSF LIVE LOAD = + 40 PSF LIVE LOAD = + 10 PSF LIVE LOAD = + 60 PSF LIVE LOAD = ALL TRUSSES SHALL BE DESIGNED FOR UNIFORM LOADING AS FOLLOWS: TOP CHORD 35 PSF OF TRIBUTARY WIDTH BOTTOM CHORD 5 PSF OF TRIBUTARY WIDTH TILE ROOF 45 PSF TOP CHORD 5 PSF BOTTOM CHORD E 1,200,000 1,200,000 1,300,000 1,300,000 1,600,000 1,600,000 1,800,000 1,800,000 2,000,000 40 PSF 50 PSF 15 PSF 65 PSF 7 PSF 10 PSF WOOD BEARING ON OR INSTALLED WITHIN 1' OF MASONRY OR CONCRETE TO BE TREATED WITH AN APPROVED PRESERVATIVE. SOLID BLOCKING OF NOT LESS THAN 2X THICKNESS SHALL BE PROVIDED AT ENDS AND AT ALL SUPPORT OF JOISTS AND RAFTERS. TYPICAL SILL ANCHOR BOLTS TO 5/8" DIAMETER WITH 3 "X3 "X1/4" PLATE WASHERS @ 4' -0" ON CENTER UNLESS NOTED OTHERWISE. 7" MINIMUM EMBEDMENT. ALL METAL FRAMING ANCHORS AND HANGERS SHOWN ON DRAWINGS SHALL BE STRONG TIE CONNECTORS AS MANUFACTURED BY SIMPSON COMPANY OR APPROVED EQUAL. PLYWOOD ALL PLYWOOD WALL AND ROOF SHEATHING SHALL BE 1 LAYERS OF 7/16" OSB, UNLESS NOTED OTHERWISE. MINIMUM NAILING SHALL BE 8D © 6" O.C. AT PANEL EDGES AND 12" O.C. IN FIELD. SPAN INDEX SHALL BE 24/0. ALL PLYWOOD FLOOR SHEATHING SHALL BE %" CDX TONGUE AND GROOVE UNLESS NOTED OTHERWISE. MINIMUM NAILING SHALL BE 10D @ 6" O.C. @ EDGES AND 12" O.C. INFIELD. SPAN INDEX SHALL BE 40/20. STAGGER ALL PANEL EDGES AT ROOF AND FLOOR SHEATHING. ORIENTED STRAND BOARD (O.S.B.) SHEATHING PRODUCTS OF EQUIVALENT SPAN RATINGS SHALL BE ALLOWED. GLUE LAMINATED TIMBERS ALL GLUE LAMINATED TIMBERS SHALL BE DOUG -FIR LARCH, FABRICATED TO THE REQUIREMENTS OF THE US PRODUCTS STANDARD PS 56. LUMBER SHALL BE OF SUCH GRADE TO PROVIDE NORMAL WORKING STRESS VALUES OF; 2,400 PSI IN BENDING, 1,100 PSI IN TENSION, 1,600 PSI IN COMPRESSION PARALLEL TO GRAIN, 560 PSI IN COMPRESSION PERPENDICULAR TO GRAIN AND 165 PSI HORIZONTAL SHEAR ( COMBINATION 24F -V4). GLUE LAMINATED TIMBERS TO BE AITC CERTIFIED. USE WATERPROOF GLUE. MANUFACTURED TRUSSES ALL TRUSSES SHALL BE DESIGNED BY REGISTERED STATE ENGINEER AND FABRICATED FROM ONLY THESE DESIGNS. TRUSSES SHALL BE STAMPED BY THE ENGINEER OR BY A QUALITY CONTROL AGENCY AS THE STATE TRUSS FABRICATORS COUNCIL. ALL TRUSS DESIGNS SHALL BE SUBMITTED FOR APPROVAL PRIOR TO FABRICATION. ALL NON BEARING WALLS OR PARTITIONS SHALL BE HELD AWAY FROM THE TRUSS BOTTOM CHORD WITH AN APPROVED FASTENER TO ENSURE THAT THE TRUSS BOTTOM CHORD WILL NOT BEAR ON THE WALL OR PARTITION. APPROVED HANGERS SHALL BE USED AT ALL CONNECTIONS OF RAFTERS, JACK OR HIP TRUSSES TO MAIN GIRDER TRUSSES. ALL ROOF TRUSSES SHALL BE FRAMED AND TIED INTO THE FRAME WORK AND SUPPORTING WALLS SO AS TO FORM AN INTEGRAL PART OF THE WHOLE STRUCTURE. ROOF TRUSSES SHALL HAVE JOINTS WELL FITTED AND SHALL HAVE ALL TENSION MEMBERS WELL TIGHTENED BEFORE ANY LOAD IS PLACED UPON THE TRUSS. DIAGONAL AND SWAY BRACING SHALL BE USED TO BRACE ALL TRUSSES. FIREPLACES ALL MASONRY FIREPLACES AND CHIMNEYS SHALL BE CONSTRUCTED TO CONFORM TO ALL APPLICABLE PORTIONS OF THE INTERNATIONAL BUILDING CODE AND THE INTERNATIONAL MECHANICAL CODE. GLUE LINER MINIMUM, 5/8" FIRE CLAY (OR EQUIVALENT) PER IBC. FLUE AREA PER IBC. 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, AND 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 BEAR U.L. OR ICBO 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. INSULATION AND MOISTURE PROTECTION GENERAL UNLESS NOTED OTHERWISE, INSULATION SHALL CONFORM TO THE WASHINGTON STATE ENERGY CODES. INSULATION BAFFLES TO MAINTAIN 1 -1/2" 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 FACED BATTS USE 4 MIL (0.004 ") POLYETHYLENE VAPOR BARRIER AT WALLS. USE PVA PAINT WITH A DRY CUP PERM RATING OF ONE (MAX). R -10 INSULATION UNDER ELECTRIC WATER HEATERS. INFILTRATION CONTROL 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 THOUGH WALLS , FLOORS, AND ROOF, AND ALL OTHER SUCH OPENINGS IN THE BUILDING ENVELOPE, INCLUDING ACCESS PANELS INTO UNHEATED SPACES, SHALL BE SEALED, CAULKED, GASKETED OR WEATHER- STRIPPED TO LIMIT AIR INFILTRATION. ALL EXTERIOR DOORS, OTHER THAN FIRE -RATED DOORS, SHALL BE DESIGNED TO LIMIT AIR INFILTRATION AROUND THEIR PERIMETER WHEN IN A CLOSED POSITION. DOORS BETWEEN RESIDENCE AND GARAGE ARE NOT CONSIDERED "FIRE- RATED" AND MUST MEET THE ABOVE REQUIREMENT 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 283.73. SITE BUILT AND MILLWORK SHOP MADE WOODEN SASH ARE EXEMPT FROM TESTING BUT SHALL BE WEATHER STRIPPED, CAULKED AND MADE TIGHTLY FITTING PIPING FOR HOT WATER/STEAM SYSTEMS OF PIPING FOR CONTINUOUSLY CIRCULATING HOT WATER SERVICE IS REQUIRED TO BE INSULATED PER THE W.S.E.C. 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 WHERE CEILING 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 8" O.C. AND GAPS BETWEEN THE FACING AND THE FRAMING SHALL NOT EXCEED 1/16 ". A GROUND COVER OF 6 MIL (0.006 ") BLACK POLYETHYLENE OR EQUIVALENT SHALL BE LAID OVER HT GROUND IN ALL CRAWL SPACES. THE GROUND COVER SHALL BE OVERLAPPED ONE FOOT AT EACH JOINT AND SHALL EXTEND TO THE FOUNDATION WALL. THE NET FREE VENTILATING AREA FOR ATTIC VENTILATION MAY BE 1/300 OF THE AREA OF THE VENTILATED SPACE PROVIDED THAT A VAPOR BARRIER HAVE A PERM RATING NOT EXCEEDING ONE IS INSTALLED ON THE WARM SIDE OF THE INSULATION. 2006 WASINGTON STATE ENERGY CODE (W.S.E.C.) - TABLE 6 -1 PRESCRIPTIVE REQUIREMENTS0,1 FOR GROUP R OCCUPANCY CLIMATE ZONE 1 0. NOMINAL R- VALUES ARE FOR WOOD FRAME ASSEMBLIES ONLY OR ASSEMBLIES BUILT IN ACCORDANCE WITH SECTION 601.1 OF THE W.S.E.C. 1. MINIMUM REQUIREMENTS FOR EACH OPTION LISTED FOR EXAMPLE, IF A PROPOSED DESIGN HAS A GLAZING RATIO TO THE CONDITIONED FLOOR AREA OF 13 %, IT SHALL COMPLY WITH ALL OF THE REQUIREMENTS OF THE 15% GLAZING OPTION (OR HIGHER). PROPOSED DESIGNS WHICH CANNOT MEET THE SPECIFIC REQUIREMENTS OF A LISTED OPTION ABOVE MAY CALCULATE COMPLIANCE BY CHAPTERS 4 OR 5 OF THE W.S.E.C. 2. REQUIREMENT APPLIES TO ALL CEILINGS EXCEPT SINGLE RAFTER OR JOIST VAULTED CEILINGS COMPLYING WITH NOTE 3. 'ADV' DENOTES ADVANCE FRAMED CEILING. 3. REQUIREMENT APPLICABLE ONLY TO SINGLE RAFTER OR JOIST VAULTED CEILINGS WHERE BOTH (a) THE DISTANCE BETWEEN THE TOP OF THE CEILING AND THE UNDERSIDE OF THE ROOF SHEATHING IS LESS THAN 12 INCHES AND (b) THERE IS A MINIMUM 1 -INCH VENTED AIRSPACE ABOVE THE INSULATION. OTHER SINGLE RAFTER OR JOINST VAULTED CEILINGS SHALL COMPLY WITH THE "CEILING" REQUIREMENTS. THIS OPTION IS LIMITED TO 500 SQUARE FEET OF CEILING FOR NAY ONE DWELLING UNIT. 4. BELOW GRADE WALLS SHALL BE INSULATED EITHER ON THE EXTERIOR TO A MINIMUM LEVEL OF R -10, OR ON THE INTERIOR TO THE SAME LEVEL A 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 602.2 OF THE W.S.E.C. 5. FLOORS OVER CRAWL SPACES OR EXPOSED TO AMBIENT AIR CONDITIONS. 6. REQUIRED SLAB PERIMETER INSULATION SHALL BE A WATER RESISTANT MATERIAL, MANUFACTURED FOR IT'S INTENDED USE, AND INSTALLED ACCORDING TO THE MANUFACTURERE'S SPECIFICATIONS. SEE SECTION 602.4 OF THE W.S.E.C. 7. NOT USED IN CLIMATE ZONE 1 8. NOT USED IN CLIMATE ZONE 1 9. DOORS, INCLUDING ALL FIRE DOORS, SHALL BE ASSIGNED DEFAULT U- FACTORS FROM TABLE 10 -6C OF THE W.S.E.C. 10. WHERE A MAXIMUM GLAZING AREA IS LISTED, THE TOTAL GLAZING AREA (COMBINED VERTICAL PLUS OVERHEAD) AS A PERCENT OF GROSS CONDITIONED FLOOR AREA SHALL BE 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. 11. OVERHEAD GLAZING SHALL HAVE U- FACTORS DETERMINED IN ACCORDANCE WITH NFRC 100 OR AS SPECIFIED IN SECTION 502.1.5 OF THE W.S.E.C. 12. LOG AND SOLID TIMBER WALLS WITH A MINIMUM AVERAGE THICKNESS OF 3.5" ARE EXEMPT FROM THIS INSULATION REQUIREMENT. DOORS, WINDOWS AND SKYLIGHTS GENERAL DOORS TO THE EXTERIOR SHALL HAVE A MAXIMUM 7 -1/2" STEP TO A MINIMUM 36" DEEP LANDING. ALL GLAZING SHALL MEET THE REQUIREMENTS OF THE W.S.E.C. TABLE 6 -1 UNLESS NOTED OTHERWISE ALL SKYLIGHTS AND SKYWALLS SHALL HAVE LAMINATED GLASS UNLESS NOTED OTHERWISE ALL BEDROOM EMERGENCY 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 ALL FACTORY BUILT WINDOWS TO BE CONSTRUCTED TO PERMIT MAXIMUM INFILTRATION OF 0.5 CFM PER LINEAL FOOT OF OPERABLE SASH PERIMETER AS TESTED BY STANDARD INFILTRATION CRITERIA ABOVE, BUT SHALL BE 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: 1. MAXIMUM GLAZING AREA. 2. GLAZING MANUFACTURER AND MODEL NUMBERS. WEIGHTED UA CALCULATIONS FOR SUBSTANDARD GLAZING. SAFETY GLAZING LOCATIONS PER INTERNATIONAL RESIDENTIAL CODE. 1. INGRESS AND EGRESS DOORS. 2. SLIDING GLASS DOORS AND SWINGING GLASS DOORS. 3. SHOWER AND BATHTUB ENCLOSURES. 4. GLAZING WITH THE EXPOSED EDGE WITHIN AND 24" RADIUS ARC OF EITHER VERTICAL EDGE OF DOOR IN THE CLOSED POSITION AND THE BOTTOM EDGE IS LESS THAN 60" ABOVE THE WALKING SURFACE. 5. GLAZING GREATER THAN 9 SQUARE FEET THAT IS LESS THAN 18" ABOVE FINISHED FLOOR. 6. GLAZING IN ALL GUARD RAILS. SCREENS NEED NOT BE PROVIDED AT SKYLIGHTS WHEN FULLY TEMPERED GLASS IS USED AS SINGLE GLAZING OR IN ALL PANES INSULATING UNIT AND ALL OF THE FOLLOWING CONDITIONS ARE MET: 1. THE GLAZING DOES NOT EXCEED 16 SQUARE FEET 2. THE HIGHEST POINT OF GLASS IS NOT MORE THAN 12' -0" ABOVE ANY WALKING SURFACE OR ACCESSIBLE AREA. 3. THE NOMINAL THICKNESS OF EACH PANE DOES NOT EXCEED 3/16 ". MECHANICAL GENERAL SOLID FUEL BURNING APPLIANCES INCLUDE AIRTIGHT STOVES, FIREPLACE STOVES, ROOM HEATERS, FACTORY GUILT FIREPLACES AND FIREPLACE INSERTS. ALL SOLID FUEL BURNING APPLIANCES SHALL COMPLY WITH THE PROVISIONS OF THE INTERNATIONAL BUILDING CODE AND THE INTERNATIONAL MECHANICAL CODE. HEATING EACH DWELLING UNIT SHALL BE PROVIDED WITH HEATING FACILITIES CAPABLE OF MAINTAINING A TEMPERATURE OF 70 DEGREES FAHRENHEIT AT A HEIGHT OF 3' -0" ABOVE THE FLOOR IN ALL HABITABLE ROOMS WHEN THE OUTSIDE TEMPERATURE IS AS SET FORTH IN THE W.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 THE EXTERIOR EXCEPT AS EXEMPTED BY THE W.S.E.C. 1. FUEL BURNING APPLIANCES LOCATED WITHIN THE BUILDING ENVELOPE SHALL OBTAIN AIR FROM OUTDOORS, MEETING THE PROVISIONS OF THE INTERNATIONAL MECHANICAL CODE. 2. FUEL BURNING APPLIANCES LOCATED OUTSIDE THE BUILDING ENVELOPE SHALL MEET THE PROVISIONS OF THE INTERNATIONAL MECHANICAL CODE 3. DUCTWORK LOCATION AND SOURCE OF COMBUSTION AIR SHALL MEET THE PROVISIONS OF THE INTERNATIONAL MECHANICAL CODE ALL WARM AIR FURNACES SHALL BE LISTED AND LABELED BY AN APPROVED AGENCY AND INSTALLED PER THE INTERNATIONAL MECHANICAL CODE. APPLIANCES INTENDED FOR INSTALLATION IN CLOSETS, ALCOVES OR CONFINED SPACES SHALL BE SO LISTED AND INSTALLED PER THE INTERNATIONAL MECHANICAL CODE. 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 3" ALONG THE SIDES, BACK AND TOP ACCORDING TO THE INTERNATIONAL MECHANICAL CODE. 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 BASEMENT UNLESS SUCH LOCATION IS PROVIDED WITH AN APPROVED MEANS FOR REMOVAL OF UNBURNED GAS PER THE INTERNATIONAL MECHANICAL CODE. HEATING AND COOLING APPLIANCES LOCATED IN GARAGE AND WHICH GENERATE A FLOW, SPARK OR FLAME CAPABLE OF IGNITING FLAMMABLE VAPORS SHALL BE INSTALLED WITH THE PILOTS AND BURNERS OR HEATING ELEMENTS AND SWITCHES AT LEAST 18" ABOVE THE FLOOR SURFACE. FIRE DAMPERS NEED NOT BE INSTALLED IN AIR DUCTS PASSING THROUGH THE WALL, FLOOR OR CEILING SEPARATING A RESIDENCE (GROUP B, DIVISION 3 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 0.019" (NO. 26 GALVANIZED SHEET GAUGE) AND HAVE NO OPENINGS INTO THE GARAGE PER THE INTERNATIONAL MECHANICAL CODE. WARM AIR FURNACE INSTALLATIONS IN ATTICS OR CRAWL SPACES SHALL COMPLY WITH THE INTERNATIONAL MECHANICAL CODE. EVERY APPLIANCE DESIGNED TO BE VENTED SHALL BE CONNECTED TO A VENTING SYSTEM COMPLYING WITH THE INTERNATIONAL MECHANICAL CODE. EVERY FACTORY BUILT CHIMNEY, TYPE L VENT, TYPE B GAS VENT OF TYPE BW GAS VENT SHALL BE INSTALLED IN ACCORDANCE WITH THE TERMS OF ITS LISTING, MANUFACTURERS INSTALLATION INSTRUCTIONS AND THE REQUIREMENTS OF THE INTERNATIONAL MECHANICAL CODE. A TYPE B OR BW GAS VENT SHALL TERMINATE PER THE INTERNATIONAL MECHANICAL CODE. 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 10' -0" OF THE VENT PER THE INTERNATIONAL MECHANICAL CODE. VENT CONNECTORS SHALL BE INSTALLED WITHIN THE SPACE OR AREA IN WHICH THE APPLIANCE IS LOCATED AND SHALL BE CONNECTED TO A CHIMNEY OR VENT IN SUCH A MANNER AS TO MAINTAIN THE CLEARANCE TO COMBUSTIBLES PER THE INTERNATIONAL MECHANICAL CODE. HEATING EQUIPMENT ALL HEATING EQUIPMENT SHALL MEET THE REQUIREMENTS OF THE 1987 NATIONAL APPLIANCE ENERGY CONSERVATION ACT AND BE SO LABELED. EQUIPMENT SHALL ALSO COMPLY WITH SECTION 1411 OF THE W.S.E.C. HVAC EQUIPMENT FOR LOW -RISE RESIDENTIAL SHALL BE SIZED NO GREATER THAN 150% OF DESIGN LOAD INTEGRATED WHOLE HOUSE VENT SYSTEM SPECIFICATIONS FROM THE 2006 WASHINGTON STATE VENTILATION AND INDOOR AIR QUALITY CODE FOR THE INTERMITTENTLY OPERATED INTEGRATED FORCED AIR VENTILATION SYSTEM. 1. SOURCE SPECIFIC VENTILATION REQUIREMENTS. A. EXHAUST FAN REQUIREMENTS: 1. BATHROOMS, LAUNDRIES, AND POWDER ROOMS - 50 CFM @ 0.25" WG. 2. KITCHENS -100 CFM @ 0.25" W.G. RANGE HOODS AND DOWN DRAFT RANGES MAY BE RATED AT 100 CFM @ 0.10" W.G. (MIN) WHEN USED FOR EXHAUST FAN REQUIREMENTS. B. EXHAUST DUCT REQUIREMENTS: 1. BE INSULATED TO R -4 (MIN) IN UNCONDITIONED SPACES. 2. BE EQUIPPED WITH A BACK DRAFT DAMPER 3. TERMINATE OUTSIDE THE BUILDING. 4. COMPLY WITH TABLE 3 -3 ON THIS SHEET AND SECTION 303.3.4. 2. OUTDOOR AIR SHALL BE SUPPLIED TO ALL HABITABLE ROOMS THROUGH THE FORCED AIR SYSTEM USING THE FOLLOWING METHOD. 3. FRESH AIR INLET DUCT SHALL COMPLY WITH THE FOLLOWING: A. BE SIZED ACCORDING TO TABLE 3 -5 ON THIS SHEET. B. BE DUCTED FROM THE EXTERIOR AND CONNECTED TO THE RETURN AIR STREAM WITHIN FOUR FEET UPSTREAM OF THE FURNACE BLOWER. C. BE INSULATED TO R -4 (MIN) WHEN LOCATED WITHIN HEATED SPACES. D. BE PROTECTED FROM THE ENTRY OF INSECTS, LEAVES AND OTHER FOREIGN MATERIAL. E. NOT RECEIVE AIR FROM THE FOLLOWING AREAS: 1. WITHIN TEN FEET OF AN APPLIANCE VENT OUTLET, UNLESS THE VENT OUTLET IS THREE FEET ABOVE THE FRESH AIR INLET. 2. WHERE IT WILL PICK UP OBJECTIONABLE ODORS, FUMES OR FLAMMABLE VAPORS. 3. A HAZARDOUS OR UNSANITARY LOCATION. 4. A ROOM OR SPACE HAVING FUEL BURNING APPLIANCES THEREIN. 5. CLOSER THAN TEN FEET FROM A VENT OPENING OF A PLUMBING DRAINAGE SYSTEM, UNLESS THE VENT OPENING IS AT LEAST THREE FEET ABOVE THE FRESH AIR INLET. 6. ATTICS, CRAWL SPACES OR GARAGES. 4. THE INLET DUCT SHALL BE EQUIPPED WITH ONE OF THE FOLLOWING: A. A FIXED DAMPER INSTALLED AND SET TO MEET MEASURED FLOW RATES AS SPECIFIED IN TABLE 3 -2 ON THIS SHEET, OR B. AN AUTOMATIC FLOW REGULATING DEVICE WITH FIELD MEASURED MINIMUM NEGATIVE PRESSURE OF 0.70" WATER GAUGE AT THE POINT WHERE THE OUTSIDE AIR DUCT IS CONNECTED TO THE RETURN AIR PLENUM. 5. THE VENTILATION SYSTEM SHALL BE CONTROLLED BY A 24 -HOUR CLOCK TIMER INSTALLED IN A READILY ACCESSIBLE LOCATION. THE TIMER SHALL BE CAPABLE OF CONTINUOUS OPERATION AND HAVE AN AUTOMATIC AND MANUAL CONTROL. AT THE TIME OF THE FINAL INSPECTION THE TIMER SHALL BE SET TO OPERATE THE WHOLE HOUSE SYSTEM FOR A MINIMUM OF EIGHT HOURS A DAY. A LABEL SHALL BE AFFIXED TO THE CONTROL THAT READS "WHOLE HOUSE VENTILATION (SEE OPERATING INSTRUCTIONS) ". NOTE: KING COUNTY RECOMMENDS THE INSTALLATION OF A CENTRALLY LOCATED WHOLE HOUSE EXHAUST FAN WITH A MINIMUM SONE RATING OF 1.5 AND SIZED ACCORDING TO TABLE 3 -2 ON THIS SHEET AND CONNECTED TO THE AUTOMATIC CONTROL TIMER. THIS WILL FACILITATE FRESH AIR DISTRIBUTION AND REDUCE THE POSSIBILITY OF MOISTURE LADEN AIR BEING DRIVEN INTO THE BUILDING CAVITIES. INTERIOR DOORS SHOULD BE UNDERCUT ONE HALF INCH (1/2 ") ABOVE THE FINISHED FLOOR. TABLE 3 -2 VENTILATION RATES FOR ALL GROUP R OCCUPANCIES FOUR STORIES AND LESS* MINIMUM AND MAXIMUM VENTILATION RATES: CUBIC FEET PER MINUTE (CFM) * FOR RESIDENCES THAT EXEED 8 BEDROOMS, INCREASE THE MINIMUM REQUIREMENT LISTED FOR 8 BEDROOMS BY AN ADDIONAL 15CFM PER BEDROOM. THE MAXIMUM CFM IS EQUAL TO 1.5 TIMES THE MINIMUM. TABLE 3 -3 PRESCRIPTIVE EXHAUST DUCT SIZING NOTE: 1. FOR EACH ADDITONAL ELBOW SUBTRACT 10' -0" FROM LENGTH. 2. FLEX DUCTS OF THIS DIAMTER ARE NOT PERMITTED WITH FANS OF THIS SIZE TABLE 3 -6 PRESCRIPTIVE SUPPLY FAN D NOTE: 1. FOR LENGTHS OVER 20 FEET INCREASE DUCT DIAMETER 1 INCH 2. FOR ELBOWS NUMBERING MORE THAN 3 INCREASE DUCT DIAMTER 1 INCH DUCTWORK DUCT SYSTEMS OR FACTORY BUILT AIR DUCTS SHALL BE OF METAL AS SET FORTH BY THE INTERNATIONAL MECHANICAL CODE. RECTANGULAR, FLAT, OVEAL AND ROUND DUCT JOINTS AND $EAM SHALL BE AIRTIGHT PER THE INTERNATIONAL MECHANICAL CODE. INSTALLATION OF DUCTS SHALL COMPLY WITH THE INTERNATIONAL MECHANICAL CODE. DUCT INSULATION BE INSTALLED IN ACCORDANCE WITH THE INTERNATIONAL MECHANICAL CODE. 4y � REVIEWED FOR ODE COMPLIANCE APPROVE MAY 13 2008 City Of Tukwila ' BUILDING DIVISION RECE VEP APR 1 1 2008 PERMIT CENTEI-, N 0 W cn W rY L -0 cu _c o L.L LL m tn m_ CD O ■ 0 e--f m CD 0 ' r 1' 8' -0" I I 1 10 5/8" 8' -0" 31' -10 3/4" 8' -0" 1 " II I " n u u " L 7 8' -0" 8' -0" ni CD II 5. N O 8' -0" Jr O "T1' t b5!8" �1 I m — I I GJ 8' -0" I I 10 5/8" 31' -10 3/4" I 8' -0" 8' -0" 31' -10 3/4" 31' -10 3/4" ir 10 5/8" I I I I I 110 5/8" 8'-0" 8' -0" 8' -0" 4, I I I I I I I I I I I I i I �X Q � \ D 5, II co N 'T1 02 0 I I I II co e V t 5 z o � 7,P Fra go.gl CD rn 6' -1 1/2" 6' -1 1/2" 3' -8" 6' -1 1/2" t y I I Jr t2' -5 1/2" I I CD m_ CD k i r 0 I L J L J r1 } 8' -0" O r G) Q4.O. CD 5' CD II CO II O N CT O O -r _ — I I — II I I 8' -0" 8' -0" — — -y — cam O 0 . 1 A Q Iw Ct CD `5' CD II C O II O N O 8' -0" 5 iv ' 5/8" 0 071 a Q c Q N CD 5 CD II II N N O C� 10 5/8" I I 110 5/8" I I 8' -0" 8' -0" 8' -0" 8' -0" 31' -10 3/4" I I 1 ' 10 5/8" I I 31' -10 3/4" I I 31' -10 3/4" 31' -10 3/4" 10 5/8" I I N 8' -0" 8' -0" 8' -0" 8' -0" 6' -1 1/2" y 6' -1 1/2" 3' -8" 6' -1 1/2" T Rehabitat Northwest, Inc. - (206) 932 -7355 Foster Ridge #4- (Townsend II) -4605 S140th St Tukwila, WA 98168 SCALE: 1/4" = 1' DRAWN BY: CSD APPROVED DATE: April 11, 2008 REVISED DRAWING# 2006 -004 A3 Glazing Schedule H S rus 2 Pi reH ru§ [deiTris H ngs ) eh2 ka d s 2O.u is oof • nl 2 oo a 2 " nine @ er .C. O Iy 2x6 Rafters @24 "O.C. -This Roof Only Roof Fr�am n Roan PRODUCT CODE SIZE COUNT U -VALUE AREA TOTAL AREA TOTAL (in SF) (in SF) U -VALUE 48X54 PICTURE 4'0" x 4'6" 6 0.34 18 108 36.72 36X42 HORIZONTAL SLIDER 3' -0" x 3' -6" 1 0.35 10.5 10.5 3.68 36X24 PICTURE 3' -0" x 2' -0" 1 0.34 6.0 6.0 2.04 36X80 ENTRY DOOR 3' -0" x 6' -8 1/2" 2 0.34 4.1 8.2 2.79 18X54 SINGLE HUNG 1' -6" x 4' -6" 4 0.37 6.75 27 9.99 72X80 PATIO DOOR 6' -0" x 6' -8 1/2" 1 0.34 40.25 40.25 13.68 18X48 SINGLE HUNG 1'6" x 4'0" 1 0.37 6.0 6.0 2.22 48X24 HORIZONTAL SLIDER 4'0" x 2'0" 1 0.35 8.0 8.0 2.8 48X54 PICTURE 4'0" x 4'6" 2 0.34 18.0 36.0 12.24 WINDOW 249.95 86.16 TOTALS GLAZING % = TOTAL GLAZING AREA / 249.95 / 13.0% TOTAL HEATED AREA 1925 AVG U -VALUE TOTAL U -VALUE / 86.16 / 0.34 TOTAL GLAZING SF 249.95 NEC 250.50. A concrete encased grounding electrode is required in all new concrete footings. The electrode shall consist of at least 20 feet of or larger reinforcement bar or #4 copper wire, located near the bottom of the building footing. (NOTE: 20 foot rebar shall be one continuous piece tied along side any vicinity footing rebar and shall protrude 8" min. above top of foundation wall near location of power panel.) Foundation Notes 1. Written Dimensions take precedence over Scaled Dimensions. 2. All Footings to have a minimum depth of 18" Below Final Grade. 3. Step Foundations per Site Conditions. 4. All Concrete Footings to Rest on Firm Moistured Earth with Minimum 2,000 psf bearing pressure (refer to Soils Report when Required). 5. All Wood in Contact with Concrete or Masonary or Expose to Earth or Weather to be Pressured Treated. 6. Verify All Demensions and Field Conditions. 7. Provide Temporary Bracing as Required. Until all Permanent Connections and Stiffenings have been installed. 8. Provide Double Joists or Blocking at Partitions Above. 9. Provide 15" x 7" Foundation Vents with 1/4" Corrosion Resistant Wire Mesh as Required per Code. 10. Crawl space to be a minimum of 18" Below Floor Joist and 12" Below Beams or Girders with min. 6 mil Black Vapor Barrier Gound Cover Lapped 12" at seams and extended to Foundation Wall at Sill Plate, typical. 11. All Beams to be 4 x 10 (see Notes Sheet for Lumber Strength Values. Unless Noted Otherwise. 12. All Posts to be 4 x 4 (4 x 6 at Beam Splices) Typical UNO. 13. All Isolated Spread Footings to be 18" x 18" x 6" Thick with (2) #4 Bars at Bottom each Way. Typical UNO. Basement Plan Notes: FOOTING INSPECTION (RE: Geotech report prepared for this site.) Over excavation requiring structural (engineered) fill shall comply with recommendations as outlined in the geotechnical report. Prior to requesting a footing inspection, the Geotech engineer of record shall verify the soils condition and provide an inspection report prepared and signed by the Geotech engineer. Geotech report shall verify that soils conditions including compacted fill shall satisfy specifications as outlined for footing/foundation construction. Geotech engineers report shall be presented to the building inspector at time of footing inspection. Contractor to verify all notes, demensions, & conditions prior to beginning construction: Provide Adequate Supporting Blocking over all supports. Install 4 "x10" headers over all openings unless otherwise noted (U.N.O.). Posts to be 4 "x4" @ Beam Joints on 90# felt. U.N.O. 5. All Footings to rest on undistrubed soil. 6. Soffit, Vent, and Insulate all cantilevered areas. 7. Install Simpson Concrete to Wood Holddowns 1 1/2" from corners and Window Rough openings. Also see Manufacturer's Specs. 8. All wood in Contact with Concrete shall be pressured- treated. 9. 2,000psf assumed soil bearing capacity shall be verified in field. 10. See plan notes for additional notes. 11. Use 5/8" x 10" Anchor Bolts with 3 "x3 "x3/16" Washers @ 48" O.C. U.N.O. / Basement 4" Poured Concrete Slab over 6 mil: Vapor Barrier over 4: Granular Fi 2 "x24" (wide) Foamboard Insulation Typical on Basement Perimeter. 12' -1" 4x10 Header athro HPAHD22 Crawl Space Access Crawl Space 6 mil Black Poly Varpor Barrier 5/8" x 10" Anchor Bolts @ 48" O.C. HPAHD22 w/ 3 "x3" Washer HPAHD22 4" Concrete Slab Over Compacted Builder's Sand. NOTE: #4 Reinforci Drilled into Four' 24" O.C. ation @ BASEMENT WINDOWS R310.1 Basements with habitable spaces and every sleepi room shall have at least one open able emergency escape and rescue opening. Opening sill height shall be no more than 44 inches above the floor. r l*P L ' R310.2 Window wells horizontal area shall be 9 square feet with a min. horizontal projection and width of 36 inches and shall allow emergency escape and rescue opening to be fully opened. Window wells with a vertical depth greater than 44 inches shall be equipped with a permanently affixed ladder or steps, ladder or rungs shall have an inside width of at least 12 inches, shall project at least 3 inches out from the wall and spaced not more than 18 inches on center vertically the full height o DS = Downspout 8" Foundation Wall (typical) See Detail Lift Pump Foundation Vent Calculation 210 sf /150 = 1.4 sf Foundation Venting Required 105/144 x (.75 Net Screen Area) = .547 sf per Vent 1.4/.547 = 3 Vents Required. 30' -0" 30' -0" Deck Above 2x4 Firred Wall -' Studs @ 16" 0.C. (This Wall Only) Garage Slab Above Slab on Grade 4" Poured Concrete Slab over 4" Granular Fill. Slope 4" to Overhead Door. 13166R - Concrete Footing 9'6" for Overhead Door. 9' -6" Note: Poured Concrete Wing Walls shall be 48" High Per Structural Engineer's Specifications (Ref: Pg. 21) lase 1msnt FDoor PO Hold Down Legend • Indicates Simpson STHD14 Hold Dow (6 Required This Plan) I Indicates Simpson HPAHD22 (2 Required This Plan) Step Down Foundation Per Elevations See A3 � 1' -6 7/8" Appliances located inside living space. (IRC M1703.2, M1703.2.1) Combustion air: Outside combustion air shall be supplied through openings or ducts. One opening shall be within 12 inches for the top and one shall be within 12 inches of the bottom. Openings shall have a free area of at least 1 square inch per 4,000 Btu/hr total input rating of the appliances. (IRC M1701.4 Exception #2.) Appliances installed in an enclosure in which all combustion air is taken from the outdoors, the enclosure shall be equipped with a solid weather stripped door and self - closing device. (IRC 303.5) Air exhaust and intake openings that terminate outdoors shall be protected with corrosion - resistant screen minimum open size of 1/4 inch or maximum '/2 inch... and protected against weather conditions. RECEIVED APR 11 2008 PERMIT CENTEH r CV CV N 0 I 0 0 N 0 Solid Blocking @ Cant. Above Strap with CS16 over Blocks @ 48" O.C. 4x10 Beam 5' -4 1/8" Deck Den/ Office CPT 10' -0" 5' -0 1/2" 3' -0 3/8" 1' -6" x 4' -6" 4x10 Hdr 3' -0" x 3' -6" 0'0 u) 0 o) KITCHEN Vinyl 11 10' -1" Dining Room CPT c c? ) 0 B27D 4' -0" x 4' -6" 4x10 Hdr B36D ti Line of Floor Abov 6' -4 1/8" x4 P.T. Posts w/ BC60 Post Base and BC4 Post Cap Typical 1 � m 3 1/'" x 9 1/2" Beam (Up; et U410 Hangers II Typ E 1 3 ' 5' -0 /2" 3' -0 3/8" 1' -6" x 4' -6" 11' -8" HU 410 Hanger 11 5' -0" 5' -0" Foyer Tile 3' -0" 4x10 Hdr Covered Porch (Wood) Venilation Schedule See 2006 Washington State Indoor Air Quality Code Symbol Manufacturer 1 'Nutone' Model Number or Equal QT 130 1.0 Sones 102cfm © .25 WG. 132cfm @ .10 WG 'Nutone' QT 80 1.5 Sones 63cfm @ .25 WG 80cfm @ .10 WG 2 Notes: *Use QT 130 (100 cfm min.) @ all Kitchen and whole house fan *Use QT 80 (50 cfm min.) @ all other locations *AII Fans to Vent to Outside. *AII Other Requirements of 1997 W.S.E.CNAIQ must be met. 30' -0" 30' -0" 12' -0" S 4x10 Hdr 11 11 11 11 11 Nook a) cts v 5' -0 5/8' 4 -9 1/8 m 2'-4" 10Hd r. _ 8' -0" Family Room CPT r 18" Utilities Platform Parking Ballard 3 1/2" x 9 1/2" PSL (Flush) ~ o (n ' o (,) CV u) a) I 6' -5 1/2" 1 CAR GARAGE U 0 Us 5 1/8" x 16 1/2" GLB (Dropped) 3' -1" SD E 4x10 Hdr - SolV 131 F10o Joists - - I and Strap w/ CS 16 @ over Blocks_ ��Line of Floor Above- UL 9' -0" 4x12 Hdr Above Not3: Poured Concrete Wing Walls shall be 48" High Per Structural Enc ineer's Specifications (Ref: PE. 21) 9' -0" 2' -6" Mann Flioor Ran Area Summary Basement Floor: 523 SF Main Floor Plan: 786 SF Upper Floor Plan: 616 SF Total Area: 1925 SF Garage: 304 SF Decks /Patio: 216 SF SD Smoke Detector 9 a) \ \ N c) 0 0 CD N N cV N ti CN 1 0 Bedroom #2 CPT 10' -3" 6' -0" Provide CS16 @ 48" O.C. Beam to Blocking 5' -0" c� Bedroom #3 CPT 10' -1" ine of Beam Below 4x10 Hdr 14' -4 1/2" / 6" 011 x 4•_3 3' 611 2' -0" 7' -0" kt WALK -IN N CLOSET CPT 2' -6" r . L 2' -8" Open To Below 2x4 Skyligh Above 5' -0" 3' -0" x 2' -0" .; 0 32' -0" 3' -10 1/2" �c- 3 1,2" 4x10 Hdr 0 0 Main Bathroom Vinyl i O 3' -10 1/2" , 8' -3" 12' -1 1/2" 32' -0" M 0 /\ 5' -0" 11 Upp2 oor plian 3' -0" Provide Safety Glass 4' -0" x 2' -0" 4 13' -9" 9' -11 1/2" 4x10 Hdr Master Bathroom Vinyl 7 1 A 11 2' -4" Master Bedroom co (Vaulted Ceiling) •- c CPT Provide CS16 @ 48" O.C. Beam to Blocking rtl - of Betow u 4' -0" x 4' -6" 4' -5 1/4" 8' -10 1/2" _ 2' -0" (9 0) \ \ \ I CV N N • Main Floor Framing Notes: 1. Written Dimensions take precedence over Scaled Dimensions. 2. All Headers to be 4x10 D.F. #1 Unless Noted Otherwise (UNO). 3. Bottom of Headers to be 6'8" this Floor UNO. 4. All Exterior Walls to be 2x6 w/ R -21 insulation UNO. 5. All Frame Nailing to satisfy IRC Block all Plywood edges and nail with 1 OD at 6' O.C. Typical all Exterior Walls. 6. Provide Double Joists or Blocking where Partitions occur above. 7. Provide Solid Blocking over Supports. 8. Plate Height to be 8'1" this Floor UNO. 9. Fireblocking at all Plumbing Penetrations. 10. All Storage and Spaces under Staircases to be Finished with 5/8" G.W.B. 11 Denotes Solid Bearing under Concentrated Loads, Use (2) 2x4 at 4' Walls UNO. 12. Finish all Ceilings with 1/2" G.W.B. UNO. 13. At Garage use 5/8" Type "X" G.W.B. at all Common Living Walls and Ceilings, wrap all Posts and Beams. 14. Provide 26 -Gauge Galvanized Sheet Metal Flashing above Windows and Doors. (Typ) Lap Building Paper over. b • 15. Hold Siding 6" Above Final Grade. 16 Fasten Muti -Lam 2x Beams per IRC. 17. Upper Floor Framing to be 9 1/2" I -Joist at 16" O.C. typical UNO Plan shows direction. 18. Ceiling Joists to be 2x6 at 24" O.C. typical UNO Plan shows Joist Direction. 19. All voids to be Fire /Draft Blocked per IRC. 20. Install Water Heater per 1987 NAECA. See Sheet A2 General Notes for Impact per 2006 I.M.C. 21. Furnace to be placed 18" Abv. floor on 1 hour furnace platform w/ (2) 3/4" layers Plywood. Protect from impact per 2006 I.M.C. 22. Door between House and Garage to be 20 min rated. Solid core tight fitting with Self Closure. 23. Install Zero clr. frpl. pewr terms of Lists and Manufacturer's specs per IRC. 24. Provide Continuous Handrail at all Stairs a min. of 1 1/2" from wall. Upper Floor Framing Notes 1. Written Dimensions take precedence over Scaled Dimensions. 2. All Headers to be 4x10 D.F. #1 Unless Noted Otherwise (UNO). 3. Bottom of Headers to be 6'8" this floor UNO. 4. All Exterior Walls shall be 2x6 w/ R -21 Insulation UNO. 5. All Frame Nailing to satisfy IRC. Block all Plywood Edges and Nail with 10d @ 6" O.C. Typ All Exterior Walls. 6. Provide Double Joists or Blocking where Partitions occur above. 7. Provide Solid Blocking over Supports. 8. Plate Height to be 8'1" this floor UNO. 9. Fireblocking at all Plumbing Penetrations. 10. All Storage and Spaces under Staircases to be Finished with 5/8" Type "X" G.W.B. 11. Denotes Solid Bearing under Concentrated Loads. Use (2) 2x4 at 4" Walls UNO. 12 Finish all Ceilings with 5/8" G.W.B. 13. Provide 26 -Gauge Galvanized Sheet Metal Flashing Above Windows and Door. Typical. Lap Building Paper over. 14. Fasten Multi -Lam 2x Beams per IRC. 15. Ceiling Joists to be 2x6 @ 24" O.C. typical UNO. 16. All Voids to be Fire /Draft Blocked per IRC. 17. All Tubs and Showers: - Fireblocking between Studs - Limit Shower Flow to 3 G.P.M. - Waterproof Wall to within 70" Above Drain Inlet - All Glazing within 70" Above Drain Inlet to be Safety Glass - No Vapor Barrier behind G.W.B. 18. All Smoke Detectors to be 110 Volt Interconnected w/ Battery Back -up. 19. Provide Continuous Handrail at all Stairs a min. of 1 1/2" away from Wall. � CODE COWLIINACE. 1 Mpy 32S y pt Voila 13U r 1I DIAG D1. 15 OCie 3. RECEIVE) APR 112008 PERMIT CENTEK 0 w w 00 r 0 5 O M 1 r N Cn Lo O c O N V g c ri; O a I-- O Z C7) CO W . "(7) O N ' W U Z oO o z a, W \ Q z< =W W I— -J W�!� L() > R 0 LO Z `� z� o� W O ; Z V QW Z U- W I— Q ,, = 0 ZQZ Q � J JO ier O w Z IL 0W w Li. 0_ Z a. Q D November 12, 2007 SHEET S1 DESIGN LOADS: 8" Foundation Wall ( al) See Detail ED • ° • � • ° 4 • • 4 • HTT16 • HORIZ.(TIE PONY WALL a TO CONCRETE WALL) • � .° 4 P1 -6 (PONY WALL) 1H1 8" WALL —� DV ��IPAH D22 v• H PAH D22 ° 4x10 Header 0 ° 21 D v • • o, 5 /4 "x4 "TK CEDAR OVER 2X10 JOISTS @ 16" O.C. - THIS AREA ONLY SNOW FLOOR LIVE LOAD DECK LIVE LOAD BALCONY LIVE LOAD WIND SEISMIC DESIGN CATAGORY • 1. • 1 B1 3 1/2" X 9 1/2" PSL (FLUSH) U) ‘-- - (1 3 ) LL m 0 ° 3 CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH EXPOSED TO EARTH OR WEATHER: #6 BARS AND LARGER #5 BARS AND SMALLER NOT EXPOSED TO WEATHER OR IN CONTACT WITH THE GROUND: SLABS, WALLS F- cn cn N 0) • P1 -6 (PONY WALL) 0 2 Covered Porch Above N POSTS @ ®. - MAIN FLOOR V v 15' Deck Above H rn ▪ D • . v . . V D • V • • v V. . • D V . . 4 • • V . • . 4 STRUCTURAL GENERAL NOTES 25 PSF 40 PSF (30 PSF BEDROOM)❑ ❑ 40 PSF 60 PSF 85 MPH, EXPOSURE B D2 4" Poured Concrete Slab over 6 mil Vapor Barrier over 4" Granular Fill. 2x4 Firred Wall - Studs @ 16" O.C. (This Wall Only) k 4x10 Header • Garage Slab Above Slab on Grade 4" Poured Concrete Slab over 4" Granular Fill. Slope 4" to Overhead Door. 4 V. . D D . 4 V ' • V . • D . 4 • V 7 ° V . D . 4 V V • Block Concrete hooting 9'6" for Overhead Door. FOUNDATIONS: (1) FOUNDATIONS TO BE PLACED ON FIRM UNDISTURBED EARTH, AT LEAST 18" BELOW ADJACENT EXTERIOR GRADE. (2) ALLOWABLE SOIL BEARING PRESSURE: 2000 PSF (ASSUMED) (3) FOUNDATIONS FOR ALL BUILDINGS WHERE THE SURFACE OF THE GROUND SLOPES MORE THAN 1 FOOT IN 20 FEET SHALL BE LEVEL OR SHALL BE STEPPED SO THAT BOTH TO AND BOTTOM OF SUCH FOUNDATION ARE LEVEL. 22 Main Fl .Framing & Basement Shear Wall Plan CONSTRUCTION: ALL CONSTRUCTION TO BE IN ACCORDANCE WITH INTERNATIONAL RESIDENTIAL CODE 2006 AS AMEDED BY THE LOCAL BUILDING DEPARTMENT. CONCRETE: CONCRETE TO ATTAIN A 28 -DAY COMPRESSIVE STRENGTH OF (1) 3,000 PSI FOR THE ELEMENT EXPOSED TO THE WEATHER, AND THE GARAGE FLOOR SLAB, AND (2) 2,500 PSI FOR THE ELEMENT NOT EXPOSED TO THE WEATHER, USING TYPE 1 CEMENT, AT LEAST 5 SACKS /CUBIC YARD. MAXIMUM SLUMP IS 4 ". MAXIMUM AGGREGATE SIZE IS 1 W. CONCRETE EXPOSED TO THE WEATHER SHALL BE AIR ENTRAINED. TOTAL AIR CONTENT (PERCENT BY VOLUME OF CONCRETE) SHALL BE 5-7 %. MIXING SHALL BE PER SECTION 1905 OF IBC. REINFORCING: ALL BAR REINFORCING TO CONFORM TO ASTM A615, GRADE 60. ALL WELDED WIRE FABRIC TO CONFORM TO ASTM A185. ALL HORIZONTAL REINFORCING TO BE CONTINUOUS AT CORNERS AND INTERSECTIONS BY USE OF CORNER BARS LAPPING 2' -0" EACH DIRECTION OR BY LAPPING REINFORCING 2' -0" AROUND CORNER. WELDING OR TACK WELDING OF REINFORCING BARS TO OTHER BARS OR PLATES, ETC., IS PROHIBITED EXCEPT WHERE SPECIFICALLY APPROVED BY THE ENGINEER. REINFORCING STEEL SHALL BE ACCURATELY PLACED AND ADEQUATELY SECURED IN POSITION. LOCATION OF REINFORCEMENT SHALL BE AS INDICATED ON THE DWGS. THE LENGTH OF LAPPED SPLICE SHALL BE 48 BAR DIAMETERS MINIMUM, UNO. THE NONCONTACT SPLICED REINFORCEMENT SHALL NOT BE SPACED TRANSVERSELY FARTHER APART THAN 6 ". WELDED OR MECHCNICAL CONNECTIONS SHALL DEVELOP 125 PERCENT OF THE SPECIFIED YIELD STRENGTH OF THE BAR IN TENSION. THE FOLLOWING MINIMUM CONCRETE PROTECTION FOR REINFORCEMENT SHALL BE PROVIDED: 3" 2" 1 1/2" 3/4" ED Step Down Foundation Per Elevations See A2 HTT16 HORIZ.ME PONY WALL TO CONCRETE WALL) CS16 @ HDR & STHD10 @ FTG ®4x10 Beam 4X4 P.T. POST w/ BC CAP & EPB BASE TYP UNO Deck 2X8 P.T. @ 16" O.C. LUS26 HANGER TYP @ JOIST P1-6 P1-6 I —I 3.75' 4x10 Hdr Li 0 2B5 14 4x10 Hdr Line of Floor Alcove JOISTS: TJI JOISTS TO BE OF SIZE AND TYPE SHOWN ON DRAWINGS AS MANUFACTURED BY TRUS -JOIST CORPORATION AND TO BE INSTALLED PER MANUFACTURE'S SPECIFICATIONS. 19 1 x4 P.T. Posts w/ R64.4 Post Base and BC4 Post Cap Typical 7' CS16� 4X10 ANCHOR BOLTS: ALL BOLTS TO CONFORM TO ASTM A -3O7 OR AS SHOWN ON THE DRAWINGS. ALL ANCHOR BOLTS SHALL BE 5/8" DIAMETER J BOLTS W /3 "x3 "x1/4 "PLATE WASHERS, 7" MINIMUM EMBEDDED IN CONCRETE, AND PLACED AT NO MORE THAN 6' OC, UNLESS NOTED OTHERWISE (UNO). ONE BOLT SHALL BE PLACED WITHIN 12" OF EACH END OF THE SILL PLATE W/ MINIMUM 2 BOLTS PER SILL PLATE PIECE. NAILING: ALL NAILS SPECIFIED TO BE COMMON WIRE NAILS. FRAMING NAILING TO BE IN COMPIANCE WITH TABLE R602.3(1) I.R.C. UNO. WHERE A 3" SINGLE NOMINAL SILL PLATE IS USED, 2 -20d BOX END NAILS SHALL BE SUBSTITUTED FOR 2 -16ds COMMON END NAILS FOUND IN LINE 8 OF THAT TABLE. LUMBER: LUMBER 2 INCH NOMINAL TO BE H.F. #2 OR BETTER, UNO. LUMBER OVER 2 INCHES NOMINAL TO BE D.F. #2 FOR BEAMS, AND #2 FOR COLUMNS, UNO. ALL WOOD IN CONTACT WITH CONCRETE TO BE PRESSURE TREATED. PRE - FABRICATED ROOF TRUSSES: TRUSSES SHALL BE PLANT FABRICATED OF D.F. OR H.F. AND BEAR SEAL OF MANUFACTURE. SUBMIT TRUSS SHOP DRAWINGS AND CALCULATIONS STAMPED, SIGNED AND DATED BY A WASHINGTON STATE LICENSED STRUCTURAL ENGINEER TO THE ENGINEER OF RECORD FOR REVIEW AND APPROVAL PRIOR TO FABRICATION. GLUED - LAMINATED BEAMS: ALL GLU -LAM BEAMS TO BE OF DOUGLAS FIR COAST REGION KILN DRIED, NDS COMBINATION 24F -V4 1.8 E (Fb =2,400 PSI, Fv =240 PSI) FOR SIMPLE SPAN AND 24F -V8 1.8E (Fb =2,400 PSI, Fv =240 PSI) FOR CONTINUOUS AND CNATILEVERED BEAMS, UNO. USE WATERPROOF GLUE THROUGHOUT. LAMIMATED MEMBER TO CONFORM TO AITC STANDARDS 117, BE AITC CERTIFIED, AND BEAR AN AITC IDENTIFICATION MARK. CAMBER ALL GLU LAMINATED BEAMS TO 2,000' RADIUS UNLESS SHOWN OTHERWISE. PRE - ENGINEERED STRUCTURAL LUMBERS: ALL ENGINEERED LUMBERS SHALL MEET OR EXCEED Fb =2,900 PSI, Fv = 285 PSI, Fcll = 2,900 PSI, Fc 650PSI, AND E =2.0 E, UNO. ROOF, FLOOR, AND WALL SHEATHINGS: (1) ALL SHEATHINGS SHALL BE A.P.A. RATED CDX PLYWOOD OR O.S.B. (2) ROOF SHEATHING TO BE 1 INCH, SPAN RATING 32/16, FLOOR SHEATHINGS TO BE 3/4 INCH MIN. T &G, SPAN RATING 48/24, AND EXTERIOR WALL SHEATHING TO BE 1 INCH, SPAN RATING 24/0., UNO. (3) FASTEN AT ALL SUPPORTED EDGES WITH 10d NAILS AT 6 INCH OC AND AT INTERIOR SUPPORTS WITH 10d NAILS AT 12 INCH OC., UNO. (4) ROOF AND FLOOR SHEATHINGS SHALL BE INSTALLED WITH LONG DIRECTIONS PERPENDICULAR TO SUPPORTS. (5) THE FLOOR SHEATHING SHALL BE GLUED TO THE SUPPORTS WITH AN APPROVED ADHESIVE. 'H U 410 _ Hangers Typ DBL TJI 4x10 Hdr 2X6 RAFTERS @ 24" O.C. 4x10 Hdr 6X12 P.T. DF #1 0 3 1/2" x 9 1/2" PSL (Flush) N f alls shal gineer' 2.25' CS16 Li 13 16 "X16 "X8" FTG W/ (2) #4 E.W. (BOT OF FTG 12" MIN FROM FINISHED GRADE) TYP UNO 2X8 P.T. LEDGER w/ (3) ROWS OF 5/16" dia / X 4" LAG SCREWS @ 16" O.C. 115 P1 -6 10' 4 MONO TRUSSES @24" O.C. 3 2 ' 78 P 4X10 \ 9 1/2" I- TJI Series Joists 110 \ @ 16" O.C. 10.1' :. P2 -3 ST '14 9 1/2" TJI SERIES m 110 @16 "O.C. 2B3 5 /4" x 11 7/8" PSL (FLUSH) \� 2B4 2 11/16" X 9 1/2" PSL of Floor Above x12 Hdr Above 4x10 Hdr �\ te: Poured Concrete Wing be 48" High Per Structural pecifications (Ref: Pg. 21) 2.25 P2 -3 Upper Fl Framing & Main Fl Shear Wall Plan 0 0 18 TYP III DIAPH HATCHED AREA - REF: SHEET S2 HARDWARE: ALL HARDWARE SHALL BE MANUFACTURED BY SIMPSON STRONG -TIE, UNO. TIMBER CONSTRUCTION NOTES: (1) WHEN TOP PLATE IS INTERRUPTED BY HEADER, HEADER SHALL HAVE STRAP CONNECTORS TO THE TOP PLATE EACH END. USE 2- SIMPSON MSTA24 CONNECTORS, UNO. (2) PROVIDE SOLID BLOCKING OVER SUPPORTS. (3) ALL EXTERIOR STUD WALLS SHALL BE 2x6 STUDS © 16" OC MAX. ALL INTERIOR STUD WALLS SHALL BE 2x4 MIN STUDS @ 16" OC MAX., UNO. (4) WALLS, EXCEPT PARTITION WALLS, SHALL HAVE A SINGLE BOTTOM PLATE AND A DOUBLE TOP PLATE. TOP PLATE LAP SPLICE SHALL BE 4' MIN IN LENGTH W/ 16d NAILS @ 3" OC (STAGGERED). (5) ALL DOOR AND WINDOW HEADERS NOT CALLED OUT IN PLANS SHALL BE (2)2x8 HF #2 MINIMUM W/ ONE CRIPPLE AND ONE STUD EACH END FOR OPENINGS 4' OR LESS, AND ONE CRIPPLE AND TWO STUDS FOR OPENINGS OVER 4' WIDE. (6) ALL COLUMNS NOT CALLED OUT IN THE PLANS SHALL BE (2) STUDS. SPIKE LAMINATED COLUMNS TOGETHER W/ 16d FACE NAILS @ 12" OC MAX. (7) SPIKE LAMINATED 2 -2x COLUMN FOR HOLDOWN W/ 16d FACE NAILS @ 4" OC MAX. (8) PROVIDE SIMPSON AC OR BC CAP AT EACH POST TO BEAM CONNECTION, UNO. (9) WHERE STRUCTURAL COLUMNS AND POSTS ARE EXPOSED TO WEATHER OR TO WATER SPLASH ABOVE A CONCRETE SURFACE, PROVIDED A MIN. 1" PLINTH ABOVE THE CONCRETE SURFACE. (10) FASTENERS IN CONTACT WITH PRESSURE TREATED WOOD SHALL BE HOT -DIP GALVANIZED PER ASTM A -153 OR BE STAINLESS STEEL. CONSTRUCTION NOTES: (1) CONSTRUCTOR SHALL VERIFY ALL NOTES, DIMENSIONS, AND CONDITIONS PRIOR TO CONSTRUCTION AND NOTIFY THE ARCHITECT AND THE ENGINEER FOR THE DEVIATIONS. (2) SEE ARCHITECTURAL DRAWINGS FOR DIMENSIONS NOT SHOWN. (3) CONTRACTOR IS RESPONSIBLE FOR ERECTION STABILITY AND TEMPORARY SHORING AS NECESSARY UNTIL PERMANENT SUPPORT AND STIFFENING ARE INSTALLED. CONTRACTOR INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE ARCHITECT AND ENGINEER FOR APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION. CONTRACTOR IS RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES REQUIRED TO PERFORM HIS WORK. THE STRUCTURAL ENGINEER HAS NO OVERALL SUPERVISORY AUTHORITY OR ACTUAL AND /OR DIRECT RESPONSIBILITY FOR THE SPECIFIC WORKING CONDITIONS AT THE SITE AND /OR FOR ANY HAZARDS RESULTING FROM THE ACTIONS OR ANY TRADE CONTRACTOR. THE STRUCTURAL ENGINEER HAS NO DUTY TO INSPECT, SUPERVISE, NOTE, CORRECT, OR REPORT ANY HEALTH OR SAFETY DEFICIENCIES OF THE OWNER, CONTRACTORS, OR OTHER ENTITIES OR PERSONS AT THE PROJECT SITE. R CENED RE,VIEWE FOR CODE COMPLIANCE MAY 13701 O W Of Tukwila BUILDIi 1PM DEC 0 5 2007 PERMIT CENTER SHEAR WALL SCHEDULE (NOTES 1, 2, & 10) MARK SHEATHING NAILING (NOTE S 3 &5) BLKG OR JOIST TO TOP PLATE (NOTES 4, 5, & 11) BOTTOM PLATE TO BLKG OR JOIST (NOTES 5 & 12) ANCHOR BOLTS (TO CONCRETE FTG, SEE GENERAL NOTES) P1 -6 3/8" MIN 8d @ 6" O.C. 5/8" ANCHOR BOLTS @4'O.C. P1 -4 3/8" MIN 8d @ 4" O.C. - CO 5/8" ANCHOR BOLTS @3'O.C. P1 -3 3/8" MIN 8d @ 3" O.C. /, , 4 / 5/8" ANCHOR BOLTS @ 3' -4" O.C. (NOTE 7) P1 -2 3/8" MIN 8d @ 2" O.C. 44S"' CO 5/8" ANCHOR BOLTS @2'6 "O.C. (NOTES 7 & 8) P2 -3 3/8" MIN, EACH FACE 8d @ 3" O.C. /!T �/ 5/8" ANCHOR BOLTS @ 1' -8" O.C. (NOTES 7 & 9) P2 -2 3/8" MIN, EACH FACE 8d @ 2" O.C. 'V Q 5/8" ANCHOR BOLTS @ 1' -3" O.C. (NOTES 7 & 9) G2 -7 1/2" GWB, EACH FACE UNBLOCKED 5d COOLER @ 7" O.C. (NOTE 6) i AO Q 5/8" ANCHOR BOLTS @ 6' O.C. G2 -4 1/2" GWB, EACH FACE UNBLOCKED 5d COOLER @ 4" O.C. (NOTE 6) 5/8" ANCHOR BOLTS @ 6' O.C. HORIZONTAL DIAPHRAGM SCHEDULE (NOTE 1) I 15/32" MIN 8d @ 6" (NOTE 3) UNBLOCKED II 19/32" MIN 10d @ 6" O.C. (NOTES 3 & 8) UNBLOCKED III 15/32" MIN 8d @ 4" (NOTE 3) BLOCKED NOTES: 1. ALL PANELS SHALL BE APA RATED PLYWOOD OR OSB, UNLESS OTHERWISE NOTED (UNO) 2. FRAMING STUDS SHALL BE 2x HEM FIR, SPRUCE - PINE -FIR, OR BETTER, @ 16" OC, UNO. ALL PANEL EDGES SHALL BE BACKED WITH 2" NOMINAL OR WIDER FRAMING, UNO. 3. APPLY TO ALL PANEL EDGES, SPACE SAME SIZE NAILS @ 12" OC ALONG INTERMEDIATE FRAMING MEMBERS. 4. PER SIMPSON STRONG -TIE CONNECTIONS. 5. COMMON NAILS, UNO. 6. APPLY TO ALL STUDS, TOP, AND BOTTOM PLATES, AND BLOCKING. 7. SINGLE 3" NOMINAL MEMBER FOR FOUNDATION SILL PLATE & FRAMING MEMBERS AND NAILS ON EACH SIDE SHALL BE STAGGERED. 8. STAGGER NAILS ALONG ADJOINING PANEL EDGES. 9. PANEL JOINTS SHALL BE OFFSET TO FALL ON DIFFERENT FRAMING MEMBERS AND NAILS ON EACH SIDE SHALL BE STAGGERED. 10. UNLESS NOTED IN DRAWINGS. 11. OVER THE LENGTH OF SHEAR WALL ONLY (10d TOE NAILS @ 9" OC ELSEWHERE) 12. OVER THE LENGTH OF SHEAR WALL ONLY (16d FACE NAILS © 12" OC ELSEWHERE) N W Z Z � o) W 0 > Q ZQ >N- N = W o' O W f- � � W� _� Z� o W , Q C� Q uJ Z 5 F_ W W o � = 0 I O (f) z W W Co F- Z 03 e � Q W U w W 3 I 0 LL wJ a J � D Q 2 0 � � W a J 0 g " cn Boa � 0 November 12, 2007 SHEET S2 5 12 9 a Q. MTS18 (G.T. TO A LL TOP 2') Girder — russ 4x10 11 U Hdr \T-6 Open To Below 2x4 Skylight Above 2.75'4x10 Hdr TRUSSES @ 24" O.C. 7' P1 -6 r VA aFT P1 -6 27' J4cK Girder Truss 12 4x1 C Hdr Roof Framing & Upper Fl Shear Wall Plan 4X10 • CODE CQMPL IAE APPEI MAy 3 2QQ BUS C pT��lLSI RECEIVED DEC 0 5 2007 PERMIT CENTER 1 SHEAR WALL PER PLAN HOLDOWN PER PLAN 16d 6 9 " 0.C, P1 -6 S lit- 16d 66" O,C, P1 -4 S.W. 8d64" OC TJI BLK'G FL BEAM PER PLAN 16d 6 10 " O.C. P1 -6 '•,W, 16d 61" O.C. PI-4 S.W. (2 NAILS MIN PER BLK) 6,W, OR SEAM PER PLAN A.B. PER SHEAR WALL SCHD FOR SIZE AND SPACING, UNO (2) *4 (2) *4 O *4616" OC (W° ALT HOOK 6 GOT) ROUGHEN 4 CLEAN 1 STUD WALL (SHEAR WALL WHERE OCCURS) NOLDOWN, PER PLAN 1 3/4 "x LIE MIN RIM JST MST18, U.N.O. 4" CONC, SLAB y ^ �7 8d64" OC 2X BLK'G W /(3)10d TOENAIL PER BLK'G 10d TOEN 68" O.C. WALL PER PLAN (4)10d EA BLK'G RAFTER (OR TRUSS) PER PLAN FL JST PER PLAN 2x SOLID (TJI FOR TJI FL) BLK'G 6 48" OC STUD WALL (2)16d TO EA STUD 8d64" OC 2X LEDGER RAFTER PER PLAN WI (3)1Od TOENAILS TO LEDGER 2 • 4 • d. .TYF . 4 , ///07//0 B!' 16d6S" P1 -6 WALL, 16d66" P1-4 WALL: 16d63" P1 -3 WALL: 16d62" P1 -2 WALL: 16d612" ELSEWHERE / //O' //�` BM OR HDR PER PLAN 4 4 4 a. . STUD WALL (SHEAR WALL WHERE OCCURS) HOLDOWN PER PLAN 14 8d 6 4 " O.C. 2x BLK W/ 16d 6 8" TRUSS PER P AN A35 ( TO TOP PART OIF RIM JST OR BM) FL JST PER PLAN WALL OR BM 2d 2' -0 TYP x BLK, TYP OPN'G 1 PER PL 516, U.N.O. BM PER PLAN 3 WALL PER PLAN I- IOLDOWN PER PLAN *4616" OC cq 4"%%c DRAIN HOLDOWf PER PLAN I A.B. PER 51-IEAR WALL SCHD FOR SIZE AND SPACING, UNO a I-1DR PER PLAN ROUGHEN 4 CLEAN SHEAR WALL PER PLAN FL JST PER PLAN u 161 5/4" CEDA DECKING DECK JST PER PLAN STRAP PER PL (6 EA END OF DECK) FLASHI STUD WALL PER PLAN STUD WALL PER PLAN FL JST PER PLAN NOTE: FASTENERS IN CONTACT WITH PRESSURE TREATED WOOD SHALL BE HOT -DIP GALVANIZED PER ASTM A -I53 OR BE STAINLESS STEEL. 4 HOLDOWN PER PLAN PER UPP S.W. EDGE NAILING IOd TOENAIL 6a" CC PANEL BREAK PER LOWER S-W, EDGE NAILING r FL JST OR BM PER PLAN BACKER BLK STUD (SHEAR) WALL 2 4" DRAIN 18" MIN. WASHED CLEAN GRAVEL HOLDOWN PER PLAN PER S.W. EDGE NAILING FOR SHEAR WALL o SPLICE LENGT = 48 BAR DIA, 4 A *5612 O,C, • • • •a . ROUGHEN 4 CLEAN PER PLAN at / PER PLA STUD WALL PER PLAN 16d6S" A,B, 6 5' O.C. MAX (PER SHEAR WALL SCHD FOR SHEAR WALL) (2) *4 *5615 "O,C, *4612" 0.C. -co 4 _ ///'//0 0 BACKFILL AFTER BASEMENT CONC, SLAB -ON -GRADE SHOWN ATTAIN DESIGN STRENGTH *4618" O.C. T415 / " CONC 5,0,G, SHEAR WALL PER PLAN 16d69" SHEAR WALL PER PLAN 3" MAX ROUND OR SLOT HOLE IN JST WEB FOR THE INSTALLATION OF STRAP 2x MIN BLK, TYP 2x RIM (1 3/4X LSL FOR TJI FL), UNO SOLID BLK'G TO MATCH HOLDOWN STUDS ABOVE FL JST PER PLAN ' FL JST P L E , R u MET, STRAP PER PLAN SSTB28 �„IS U.N.C. • 161 • dd 2x6 NAILED TO RIM JST W /(2) ROWS I6d e 2 1/2" 0,C, MIN, WALL PER PLAN DRAG TIE PER PLAN 4' -6" 5 2X BLK'G W/(3)10d TOENAIL PER BLK - 1t1 HOLDOWN PER PLAN PER UPPER S.W. EDGE NAILING 1Od TOENAIL P BREAK PER LOWER S.W. EDGE NAILING H3 6 EVERT (3)16d TO NAILS EA BLK OTHER TRUSS WALL PER PLAN 22 z SHEAR WALL, PLAN P ER HDR P PLAN �2 ROW OC (2x • .e a • 4 d d 1 a 4. A 4 a• HOLDOWN, PER PLAN A.S. PER SHEAR WALL SCHD v / //� // ER 16d 66" STUDS) *4 6 12 " O,C, E.W (6 WALL ENTR: VERT BARS SO° HOOKS 6 SOT) A J A WALL TOP PLATE 8d64" 00 SHEAR WALL PER F il6VS" 2x RIM (1 3/4X LSL FOR TJI FL), UNO SOLID BLK'G TO MATCH INOLDOWN MIKd Ncilf5c FL JST PER PLAN FOR SIZE 2x SOLID (TJI FOR TJI FL) BLK 6 48" OC SHEAR WALL PER PLAN ROOF TRUSS PER PLAN / POST 4 POST BASE PER PLAN STRIP FTG PER PLAN FOR SIZE AND REINF, (MIN. 12" W/ 2 - *4) 6 2 ROWS 16d6 5" P2 -3 SW (ALT 6 25 " ) EQUAL, 24" MAX 2x4 OUT RIG MIN GER 6 4' MAX 00 GABLE END TRUSS SHEATHED AND NAILED TO MATCH SHEAR WALL PANEL BREAK SHEAR WALL PANEL EDGE NAILING SHEAR WALL PLAN ER FL DIAPH EDGE NAILING (STAGGER) 2 ROWS 16de 5" P2 -3 SW (ALT 6 2.5 ") A.B. PER SHEAR WALL SCHD RUSS PE PLAN 45° MAX DIAGONAL BRACING 6 48" MAX 00 (2X6 FOR L >8', 2X4 FOR L =< 8') W/ (6) 16d TO BLK'G 4 A23 CLIP TO WALL TOP PLATE GALLON FRAMING IF DIAGONAL BRACING SHOWN ABOVE IS OMITTED 18l SHEAR WAL PER PLAN 2 ROWS I6d 6 12 " 0, P1 -6 4 P1 -4 WALLS, 2 ROWS I6d 6t" O,C, P1 -3 4 P1 -2 WALLS, HOLDOWN P PLAN (2)2x, OR (1)4x OR 6x TYP, SHEAR WALL OUTSIDE CORNE SHEAR WALL PER PLAN FL JST, PER PLAN 2X6 BLK'G WI 423 CLIP EA END (6) 1Od TC BLK'G RECEPIED DEC 0 5 2007 PERMIT CENTER w W = 0) I.L. aW ~ u W Z — 0 co Q �0I W U r w W 3 I— w a Q U- November 12, 2007 k,A■•' , f:f.:: :! 6- 7 SHEET S3