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Permit D09-184 - CAMPY RESIDENCE - GARAGE
CAMPY RESIDENCE 5505 S 149 ST D09-184 Parcel No.: 7661600208 Address: 5505 S 149 ST TUKW Suite No: Tenant: Name: CAMPY DETACHED GARAGE Address: 5505 S 149 ST , TUKWILA WA Cityillf Tukwila Owner: Name: CAMPY CHARLES +SONYA Address: 207 12TH ST NW , PUYALLUP WA 98371 Phone: Department of Community Development 6300 Southcenter Boulevard, Suite # 100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Inspection Request Line: 206 - 431 - 2451 Web site: http: / /www.ci.tukwila. us Contact Person: Name: MARK LEPPELL Address: 108 WEST STEWART , PUYALLUP WA 98371 Phone: 253 377 -9977 Contractor: Name: OWNER AFFIDAVIT - CHARLES CAMPY Address: Phone: Contractor License No: DESCRIPTION OF WORK: CONSTRUCTION OF 1080 SF DETACHED GARAGE doc: IBC -10/06 DEVELOPMENT PERMIT * * continued on next page ** Permit Number: D09 -184 Issue Date: 02/05/2010 Permit Expires On: 08/04/2010 Expiration Date: Value of Construction: $47,055.60 Fees Collected: $1,462.11 Type of Fire Protection: NONE International Building Code Edition: 2006 Type of Construction: VB Occupancy per IBC: 26 D09 -184 Printed: 02 -05 -2010 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: N Permit Center Authorized Signature: City otkukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Inspection Request Line: 206 - 431 -2451 Web site: http: / /wwwci.tukwila.wa.us Fire Loop Hydrant: N Number: 0 Size (Inches): 0 Flood Control Zone: Hauling: N Start Time: End Time: Land Altering: Volumes: Cut 0 c.y. Fill 0 c.y. Landscape Irrigation: Moving Oversize Load: Start Time: End Time: Sanitary Side Sewer: Sewer Main Extension: Private: Public: Storm Drainage: Street Use: Profit: N Non Profit: N Water Main Extension: Private: Public: Water Meter: N Permit Number: D09 -184 Issue Date: 02/05/2010 Permit Expires On: 08/04/2010 Date: J ` D 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 performance of work. I am authorized to sign and obtain this development permit. Si.gnature: Date: Z S 25310 Print Name: Cc r /S C 6.)7 This permit shall become null and void if the work is not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. doc: IBC -10/06 D09 -184 Printed: 02 -05 -2010 Parcel No.: 7661600208 Address: Suite No: Tenant: 1: ** *BUILDING DEPARTMENT CONDITIONS * ** doc: Cond -10/06 5505 S 149 ST TUKW City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us CAMPY DETACHED GARAGE 8: All wood to remain in placed concrete shall be treated wood. PERMIT CONDITIONS * * continued on next page ** Permit Number: Status: Applied Date: Issue Date: D09 -184 ISSUED 08/26/2009 02/05/2010 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 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. 4: 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. 5: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. 6: All construction shall be done in conformance with the approved plans and the requirements of the International Building Code or International Residential Code, International Mechanical Code, Washington State Energy Code. 7: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 9: All construction noise to be in compliance with Chapter 8.22 of the City of Tukwila Municipal Code. A copy can be obtained at City Hall in the office of the City Clerk. 10: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206- 431- 3670). 11: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. D09 -184 Printed: 02 -05 -2010 lb 11 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: Print Name: doc: Cond -10/06 C-rltrs 6.,, Date: 2 1 O D09 -184 Printed: 02 -05 -2010 SITE LOCATION Site Address: CITY OF TUKWIL Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http• / /www ci.tukwila.wa.us C k&fikAe A An:t_ Tenant Name: 55e5 5 Property Owners Name: e..Lea (.Au- Mailing Address: 7t>"1 t Name: t\k6vl/— Mailing Address: ,`tD E -Mail Address: 11 L s Pe- l l . efi Contact Person: E -Mail Address: ENGINEER OF RECORD -All plaUkM be stamped b Contact Person: E -Mail Address: H:\ Applications\Porms- Applications On Line\2009 Applications \I -2009 - Permit Applicetion.doc Revised: 1 -2009 bh Project No Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. * *Please Print ** King Co Assessor's Tax No.: 7 (46 1(ct "t 4 bZ Suite Number: Floor: New Tenant: `J Yes ❑..No TACT PERSON r. : who 'do we contact when;your permrt'is ready -to °be is "sued- Day Telephone: Z'"'.4` 4 r" State Zip Fax Number: 715'9" � "1otkt GENERAL CONTRACTOR ;INFORMAT1O ;(Contractor for for Plumbing and'Ga's, Piping,(pg.5 :.; d;4) :.3' rtt. n {py :yatz tr.. r'. • 8`�. Company Name: Mailing Address: City Contact Person: Day Telephone: E -Mail Address: Fax Number: Contractor Registration Number: Expiration Date: 1:.ARCHITECT OF RECORD 411 plans ±must beiwet stamped1y.- Architee; of$Record _ Company Name: Mailing Address: City Day Telephone: Fax Number: E ngirneer o • (F,or., oce?useaonly) State Zip State State Zip Zip Company Name: Mailing Address: City State Zip Day Telephone: Fax Number: Page 1 of 6 �} i s ..= . Ez snn y g', Iritenor e b i .R model; Addition to r Existtns ..:z � a Ne-q ,s�'x. �' ..Strucu'e r ,K,, l ?M '� : `•' 4/ • . x:• .•.� •r , ;' ..r,.,.:; ;� ; w?i' e, . , a ' 'YPe of• r r , Constru" Chooj pet p Wig- �� a .,. (�- ., = as 1 `3),pe.of' - , OcOu an ��` r � c : � 1 : 14 p. '- '', .i � .0 1: • '•1, .2x °'Flooi , '' ; . A M `. y • . thru • iB iene.- _ r .' ...cessory Strdc ., ",, ........,....:,..„, A"ttac}ie$� ift'', " '!7., ' !.'' ' Attached:Carp ft -'• '• ;.. 1 'i'Deiac'7ietV - ••' ' C ovred= Deck. , - ' Uncovered Deck'= :' : 2,eod Scope of Work (please provide detailed information): `ck_ � Valuation of Project (contractor's bid price): $ Will there be new rack storage? ❑ Yes 0.. No If yes, a separate permit and plan submittal will be required. Provide;A�l }Buil ding ° quaregFootage ,gBeI t w: � r" Areas in• • • -i.,aL <`� t�..c • yrF7 ' ;''. yn,, PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑ Yes ❑ No If "yes ", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: ❑ Sprinklers ❑ Automatic Fire Alarm H:\Applications \Forms - Applications On Line12009 Applications \I-2009 - Permit Application doc Revised: 1 -2009 bh ID1 Existing Building Valuation: $ None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes ❑ No If 'yes', attach list of materials and storage locations on a separate 8 -1/2 "x 11 "paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. Page 2 of 6 1 Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. Building and Mechanical Permit The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). Plumbing Permit The Building Official may grant one extension of time for an additional period not exceeding 180 days. The extension shall be requested in writing and justifiable cause demonstrated. Section 103.4.3 Uniform Plumbing Code (current edition). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDIN a E AUT ORIZE I AGENT: q, Signature: a Date: ' 7 " 6 Print Name: Day Telephone: Mailing Address: � �2' - � ��4L kf■- 4 63' City State Zip Date Application Accepted: • )04 H:\Applications\Forms- Applications On Line \2009 Applications \1-2009 - Permit Application.doc Revised: 1.2009 bh Date Application Expires: • o� 2ce.iub Staff Initials: ■ Page 6 of 6 • Fixture Type: Qty Fixture Type: ^' , , : Fiitture•Type: - : . - •. Qty Fixture.Type;, Dental unit, cuspidor • Qty `• Bathtub or combination bath/shower Bidet �'� Clothes washer, domestic Dishwasher, domestic, with independent drain Drinking fountain • water cooler (per'`ead) ood -waste grinder, c.. mercial Floor Drain Shower, single head trap Lavatory / W • fountain Receptor, indirect waste Sinks Urinals Water 4t6set Building sewer and each trailer park sewer Rain water system — per drain (inside building) Water : .ter and/or vent Industrial , treatment interceptor, i °• uding trap and vent, exce. `or kitchen type grease inter.. .tors Each grease trap (connected to not more than 4 fixtures - <750 gallon capacity) Grease interceptor for commercial kitchen (>750 gallon capacity) ' : ". air or alteration of ater piping and/or water treatment equipment Repair or alteratio't6, f drainage or vent pipl Medical gas piping system serving 1 -5 inlets /outlets for a specific gas Each additional medical gas inlets /outlets greater than 5 Backflow protective device other than atmospheric -type vacuum breakers 2 inch (51 mm) diameter or smaller Backflow protective devic other than atmospheric -type \ vacuum breakers over 2 inch (51 mm) diameter '� Each lawn sprinkler system on any one meter including backflow protection devices Atmospheric -type vacu ` breakers not included •;` lawn sprinkler back P.w protections (1 -5) Atmospheric -type vacuum breakers not included in lawn sprinkler backflow protections over 5 Gas piping outlets '1 PLUMBING AND GAS PIPING CONTRACTOR INFORMATION Company Name: Mailing Address: City State Zip Contact Person: Day Telephone: E -Mail Address: Fax Number: Contractor Registration Number: Expiration Date: Valuation of Project (contractor's bid price): $ Scope of Work (please provide detail • information): Building Use (per Int'l Building Code): Occupancy (per Int'l Building Code): Utility Purveyor: Water: `: _ ' Sewer: Indicate type of plumbing fixtures and/or gas piping outle a'g'eing installed and the quantity below: HAApplications\Forms- Applications On-Line \2009 Applications1.1-2009 Permit Application.doc Revised. 1 -2009 bh Page 5 of 6 Parcel No.: 7661600208 Address: 5505 S 149 ST TUKW Suite No: Applicant: CAMPY DETACHED GARAGE Receipt No.: R10 -00192 Initials: WER User ID: 1655 ACCOUNT ITEM LIST: Description BUILDING - RES STATE BUILDING SURCHARGE r 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 Payee: THE CONSTRUCTION LOAN COMPANY TRANSACTION LIST: Type Method Descriptio Amount Payment Check 2013 887.90 Authorization No. RECEIPT Total: $887.90 Permit Number: D09 -184 Status: APPROVED Applied Date: 08/26/2009 Issue Date: Payment Amount: $887.90 Account Code Current Pmts 000.322.100 883.40 640.237.114 4.50 Payment Date: 02/04/2010 02:14 PM Balance: $0.00 PAYMENT RECEIVED doc: Receiot -06 Printed: 02 -04 -2010 Copy Reprinted on 08 -26 -2009 at 13:21:15 08/26/2009 RECEIPT NO: R09 -01348 Payment Date: 08/26/2009 User ID: 1165 Total Payment: 4,378.92 Initials: JEM Payee: CHARLES CAMPY SET ID: S000001292 SET NAME: CAMPY RESIDENCE SET TRANSACTIONS: Set Member Amount D09 -183 3,804.71 D09 -184 574.21 TOTAL: 3,804.71 TRANSACTION LIST: Type Method Description Amount Payment Check 1755 4,378.92 TOTAL: 4,378.92 ACCOUNT ITEM LIST: Description PLAN CHECK - RES PW BASE APPLICATION FEE PW PLAN REVIEW Cit 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. tukw ila. wa. us SET RECEIPT Account Code Current Pmts 000/345.830 3,940.92 000/322.100 250.00 000/345.830 188.00 TOTAL: 4,378.92 PAYMENT RECEIVED Project: ei1/t9/ f .L) €1'/9( c'/3 Type of Inspection: l /►J j 9 / , & M � Address: Sf9,1" S /4/9" s-r Date Called: \I Special Instructions: / e) ye 'c —ca Date Wanted: a.m3 Requester: Phone No: - ,.s3- 2..2/1- .2.. .z a INSPECTION RECORD Retain a copy with permit Approved per applicable codes. L)t9 -/8 INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION , 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 417 a Corrections required prior to approval. , Z P COMMENTS: tt m f(eXr Difte: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. Projec Type 4nspecti n: U �r A t Add sy ° - 149 ...Sr Date Cal E Special instructions: J 64f 0 - f a l ' 1 � 1 f l j I Date Wanted: ( j a � p.m. Requester: Phone 2 3 2 Z INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION P 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Ei Approved per applicable codes. Corrections required prior to approval. COMMENTS Q i fu's on ortAN .% 3 tops' an I8-P i t, Z low ,) fi . i P A t 1- . t - ga ttI • O ' Le '' a` tdo kS f i Ahirg. PPP A 1 h A-AA . 7 i 1) GAA 0 f - p , � el* AM at' A rat( Air fit) c r,- 4 or P.i► - a r s p-er" TT) t-o I cr( rt w p & a . nsp or: REINSPECTION FEE REQUIRED. paid at 6300 Southcenter Blvd..'S or tf,ext inspection, fee must be 100 a1 to schedule reinspec $an. Date: {` COMMENTS: t) ! !v ST - 5 5k`1D( -' _S a tC r M M K K r) , ,K C PE A AJ k' r rz-e q , j , e. ' 0 s.4.' t t A. p pl ,,) O J;ii, fit_' ., M M,sa A A r - am- e. (A...: . . A -k ` k nei- - ---r &in ,(pie 'r Project: Type of Inspection: { (e- I Lo A.fG t� y � lJ { 3 Address: // "Th Date Call d: Spec ai In tructions: Date Wanted: a.m. Requester: f Phone 5 3 - - 9 ' 7 Q Approtied per applicable codes. INSPECTION RECORD Retain a copy with permit INSPECTION N . PERMIT N CITY OF TUKWILA BUILDING. DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 rrections required prior to approval. Insp or: Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Q Approtied per applicable codes. INSPECTION RECORD Retain a copy with permit INSPECTION N . PERMIT N CITY OF TUKWILA BUILDING. DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 rrections required prior to approval. Insp or: Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Project: Type of In ct10 R f � / . Adc �: t > c I ! zigl Date Called: Special instructions: •.c 0 e_.T I CLsi? ' y Date Wanted: - 1 - ? 2- --- o 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 (2 -3670 Approved per applicable codes. El Corrections required prior to approval. COMMENTS: InspelEtor: Date: 0 $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: i Project: ( .[ i4r+YeD Type of Inspection: 6:12 / S1)f „'vC /S4ael r Address: 6 S / v9 .5 Date Called: Special Instructions: Date Wanted: 7- 2 0 - /(S p.m. Requester: Phone No: ...16-3-60C - 3 7Sa INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 ❑ Approved per applicable codes. ® Corrections required prior to approval. COMMENTS: 0 La046- po. sG -- Inspect 1 • Ipt No.. INSPECTION RECORD Retain a copy with permit 1 PERMIT NO. Date: c.61, REINSPECTION FE = REQUIRED. Prior to inspection, fee must be at 6300 Southcenter Bl d., Suite 100. Call to schedule reinspection. 'Dater • ... Project: P Type of Inspectio A ess: 11 5 s 119 S -- Date Called: Special Instructions: 00 St"- I Requester: Date Wanted: � - ZG - to a.m. .` Phone No: 2- 5 - (aol -- 001 INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 INSPECTION RECORD Retain a copy with permit pproved per applicable codes. Corrections required prior to approval. COMMENTS: Inspeftor: Date: 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: COMMENTS: vf Type ofInspqn: . i 7/ fe ‘e'' ifNi Address: L g Th. cco-C S . 1 445 sr .. A. _ , A, 3 4 0 . ,..7 , Special Instructions: A m e- e 4: e A 0 PA ( /4,91,v1 Ay/4 1 ---,Lin) m P.. Requester: Phone No: — Zr - .... Project: ("A /A? v 6 " Type ofInspqn: Address: L g Th. cco-C S . 1 445 sr Date Called: Special Instructions: A m e- e 4: e A 0 PA Date Wanted: j I — 1 --1 ---,Lin) m P.. Requester: Phone No: — Zr - INSFECTION NO. Approved per applicable codes. Re lot No.: SPECTION RECORD Retain a copy with permit 'Date: D -( 2 4 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 1.2 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3670 Date: VIA4.41 $6 .00 REINSPECTION FEE EQUIRED. Prior to inspection, fee must be p. d - at 6300 Southcenter Blv ., Suite 100. Call to schedule reinspection. El Corrections required prior to approval. Project: ( ,91 ,7 , D . Type of Inspection: /- /V I c_ Address:, 6-'5.0 s 5 Sr Date Called: Special Instructions: Date Wanted: — .2.3 -- /a m. Requester: Phone No: c2.5 i/ Z 0 - -„2.32 INSPECTION RECORD Retain a copy with permit NO. PE MIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206)431 -2451 INSPECTION Approved per applicable codes. Corrections required prior to approval. COMMENTS: t Ins p ctor: Date REINSPECTION FEE REQUIRE I. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Callao schedule reinspection. Project: Type of In ection: Address: ! AN —it- Date Called: Special Instructions: _ Date Wanted: Z ( a.m p.m. Requester: Phone No: 7S3 3 9 _ l rl I �r INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 - 1 84 PERMIT NO. (206)431 -367 COMMENTS: Date: -7 Approved per applicable codes. Corrections required prior to approval. JJ $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid'at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. J Receipt No.: 'Date: P ct: /4 1 , e'tce 64 Typpof Inspect� f 1 Address " � J 5 Co, l it cJ 7[ Ifs .A, Date Called: 1(j i special Instructions: I GG ^ &z4\ 4- O !/i. Date Wante ccc . / I" a. m. Requester: Phone No: , Rs . 3 -- ? .3a -it4044 INSPECTION RECORD INSPECTION NO. Retain a copy with permit LTV 1 % L PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blxd., #1 00, Tukwila, WA 98188 (206)431 -3670 El Approved per applicable codes. Corrections required prior to approval. COMMENTS: _V* Fiiirkbcf 0 $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Inspector: DJ !Date: JULY 2, 2009 n1_ GARAGE 5505 SOUTH 149" TUKWILA, WA TR# INCOMPLETE ..._L� boti,...v?)1.1 P JOB #09 -2530- STRUCTURAL CALCULATIONS DANIEL TYRRELL, P.E. 2121 MERIDIAN EAST, Suite #1B EDGEWOOD, WA 98371 (253) 568-7991 ,• , REVIEWED FOR CODE COMPLIANCE APPROVED DEC 2 9 2uug City of Tukwila BUILDING DIvJcinwl RECEIVED DEC 01 Guuy TUKWILA PUBLIC WORKS RECEIVED SEP 022009 PERMIT CENTER CONSTRUCTION NOTES: GENERAL: CODE: IBC REQUIREMENTS ARE TO BE FOLLOWED. 2006 EDITION AND ALL APPLICABLE CODES AND AUTHORITIES HAVING JURISDICTION. CONTRACTOR SHALL VERIFY ALL NOTES, DIMENSIONS & CONDITIONS PRIOR TO CONSTRUCTION & PROVIDE TEMP. BRACING AS REQUIRED UNTIL ALL PERMANENT CONNECTIONS HAVE BEEN INSTALLED. IT IS THE CONTRACTORS RESPONSIBILITY TO IDENTIFY AND REPORT ALL DISCREPANCIES TO THE DESIGNER AT THE TIME THEY ARE NOTED. DIMENSIONS TAKE PRECEDENCE OVER SCALED DRAWINGS. LOADING: WIND = 85 NIPH, EXPOSURE B SEISMIC CLASS D (SS= 1.445, S1 =.496) BASED ON USGS SEIMIC HAZARD MAP 2002 ROOF 17 PSF DEAD LOAD + 25 PSF SNOW LOAD = 42 PSF FLOOR 10 PSF DEAD LOAD + 40 PSF LIVE LOAD = 50 PSF EXTERIOR WALL = 9 PSF SITE WORK: GENERAL: UNLESS A SOILS INVESTIGATION BY A QUALIFIED SOILS ENGINEER IS PROVIDED, FOUNDATION DESIGN IS BASED ON AN ASSUMED AVERAGE SOIL BEARING OF 1500 PSF. EXTERIOR FOOTINGS SHALL BEAR 1' -6" (MINIMUM) BELOW FINISHED GRADE. ALL FOOTINGS TO BEAR ON FIRM UNDISTURBED EARTH BELOW ORGANIC SURFACE SOILS. BACK FILL TO BE THOROUGHLY COMPACTED. FOUNDATION VENTS SHALL NOT INTERFERE WITH DIRECT LOAD PATH OF COLUMNS. FOUNDATION: GENERAL: CLASS AND USE F'C SLUMP MINIMUM SACKS /C.Y. A: FOOTINGS AND FOUNDATIONS 3000 3 - 4 5-1/2 B: SLABS ON GRADE 3000 3 - 4 5-1/2 1. AIR ENTRAINING AGENT (5% TO 7 %) 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 SECTIONS 1904 OF THE IBC. 4. WATER - CEMENT RATIO PER IBC i / REINFORCING STEEL: ASTM A615 GRADE 40 FOR #4 & SMALLER AND GRADE 60 FOR #5 BARS & LARGER. REINFORCING STEEL DETAILS SHALL BE PREPARED BY AN EXPERIENCED APPROVED DETAILER AND CONFORM TO STANDARD PRACTICE OUTLINED IN ACI REPORT 315. CONCRETE COVER OF REINFORCING: 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. 3/4" SLABS AND WALLS NOT EXPOSED TO EARTH OR WEATHER. LAP COLUMN VERTICALS. CLASS "A" CONCRETE AND MASONRY COLUMN AND WALL VERTICALS 32 DIAMETERS. LAP ALL OTHER REINFORCING 24 DIAMETERS. SPLICES AT TENSION REGIONS SHALL NOT BE PERMITTED. ANCHOR BOLTS: ANCHOR BOLTS ARE TO BE GALVANIZED 5/8" MINIMUM DIA. X 10" ASTM -A307 AT 6' -0" O.C. UNLESS NOTED OTHERWISE BY ENGINEER W/ 7" MIN. EMBEDMENT. SILL PLATE WASHERS TO BE 3" X 3" X .229 ". THERE SHALL BE A MIN. OF TWO ANCHOR BOLTS PER FOUNDATION SILL PLATE WITH ONE BOLT LOCATED WITHIN 12" OF EACH END OF EACH SILL PLATE. CARPENTRY: GENERAL: ALL FRAMING TO COMPLY WITH IBC /IRC 2006. NAIL SIZES AND SPACING TO CONFORM TO IBC TABLE 2304.9.1 ALL WOOD IN CONTACT WITH CONCRETE TO BE PRESSURED TREATED. 6" MIN. CLEARANCE BETWEEN WOOD AND EARTH. 18" MIN. CLEARANCE BETWEEN FLOOR JOIST AND EARTH. 12" MIN. CLEARANCE BETWEEN FLOOR BEAMS AND EARTH. LUMBER STRENGTH (UNITS IN psi): GLUED LAMINATED TIMBERS DOUG -FIR LARCH (24F -V4) MICRO -LAM LVL DOUG -FIR LARCH Fv F8 E 165 2400 1,800,000 285 2600 1,900,000 WOOD BEARING ON OR INSTALLED WITHIN 1" OF MASONRY OR CONCRETE SHALL 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. Construction Hardware All structural connectors to be manufactured by Simpson Strong —Tie. Where connectors are in contact with pressure treated wood (ACQ -C, ACQ -D, CBA -A, CA -B and non -DOT Borates), Simpson Z -max (G185) coated or Stainless Steel connectors are required. PLYWOOD: WALL AND ROOF SHEATHING SHALL BE 7/16" CDX PLYWOOD, UNLESS OTHERWISE SPECIFIED. MINIMUM NAILING SHALL BE 8d @ 6" O.C. @ PANEL EDGES AND 12" O.C. IN FIELD. SPAN INDEX SHALL BE 24/0 ON WALLS AND 32/16 ON ROOFS. FLOOR SHEATHING SHALL BE 23/32" CDX T&G PLYWOOD, UNLESS OTHERWISE SPECIFIED. FLOOR SHEATHING SHALL BE GLUED AND NAILED W/ 10d @ 6" O.C. AT PANEL EDGES AND 12" O.C. IN FILED. SPAN INDEX SHALL BE 40/20. STAGGER END LAPS AT ROOF AND FLOOR SHEATHING. OSB SHEATHING PRODUCTS OF EQUIVALENT SPAN RATINGS SHALL BE ALLOWED. STRUCTURAL. GLUED — LAMINATED LUMBER: SHALL BE DOUGLAS FIR FABRICATED TO THE REQUIREMENTS OF U.S. PRODUCT STANDARD PS 56. LUMBER SHALL BE OF SUCH GRADE TO PROVIDE NORMAL WORKING STRESS VALUES OF 2400 PSI IN BENDING: 1100 PSI IN TENSION: 1600 PSI IN COMPRESSION PARALLEL TO GRAIN: 560 PSI IN COMPRESSION PERPENDICULAR TO GRAIN AND 190 PSI HORIZONTAL SHEAR (COMBINATION 24F -V4). LAMINATED MEMBERS TO BE AITC CERTIFIED. USE WATERPROOF GLUE. WOOD TRUSSES: TRUSSES SHALL BE DESIGNED BY A REGISTERED WASHINGTON STATE ENGINEER AND FABRICATED FROM ONLY THOSE DESIGNS. TRUSSES TO BE STAMPED BY THE MANUFACTURER OR BY A QUALITY CONTROL AGENCY SUCH AS THE TRUSS PLATE INSTITUTE. ROOF TRUSS DESIGN SHALL BE SUBMITTED FOR APPROVAL PRIOR TO FABRICATION. CALCULATIONS ARE BASED ON TRUSS LAYOUT AS SHOWN ON STRUCTURAL SHEETS. SHOULD FINAL TRUSS LAYOUT DIFFER FROM THAT SHOWN, CONTACT ENGINEER PRIOR TO FABRICATION AND CONSTRUCTION FOR WRITTEN APPROVAL.. NONBEARING WALLS SHALL BE HELD AWAY FROM THE TRUSS BOTTOM CHORD WITH AN APPROVED FASTENER (SUCH AS SIMPSON STC) TO ENSURE THAT THE TRUSS BOTTOM CHORD WILL NOT BEAR ON THE WALL. APPROVED HANGERS SHALL BE USED AT ALL CONNECTIONS OF RAFTERS, JACK OR HIP TRUSSES TO MAIN GIRDER TRUSS. 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 BUILDING. 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. 2// Daniel J. Tyrrell, P.E. Consulting Engineer 2121 Meridian East, Suite 1B Edgewood, WA 98 371 (253) 568 -7991 Fax (253) 568 -8137 e -mail: dantyrrell @att.net Lateral Calcs: Code IBC 2006 USGS Seismic Hazard Map 2002 Seismic Calcs: (By Latitude / Longitude) Sites checked: TUKVVILA, WA Ss = 1.445 Si = 0.496 F = 1.000 F„ = 1.504 —► Use Ss = 1.445 S1 = 0.496 assume site class 'D' table 1613.5.6(1) w/ SDS = table 1613.5.6(2) w/ SD1 = (table 1613.5.3(1)) (table 1613.5.3(2)) S = F Ss = 1.000 X 1.445 = 1.445 S = F S = 1.504 X 0.496 = 0.746 Sp =(2/3) S = (2/3) X 1.445 = 0.963 S =(2/3) S = (2/3) X 0.746 = 0.497 I = 1.00 Occupancy Category 2 —► SEISMIC CLASS 'D' PROJECT CAMPY GARAGE JOB # 09- 2530 PAGE 3 OF 17 BY DT DATE 7 - Oy 0.963 Seismic design class 'D' 0.497 Seismic design class 'D' Wall Line Trib. Shear Wall Segments Panel Ratio LA 0.50 9.00 5.00 0.00 0.00 0.00 0.32 LB 0.50 5.00 5.00 0.00 0.00 0.00 0.25 N/A 0.00 0.00 0.00 0.00 0.00 0.00 0.00 N/A 0.00 0.00 0.00 0.00 0.00 0.00 0.00 N/A 0.00 0.00 0.00 0.00 0.00 0.00 0.00 N/A 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TA 0.50 2.00 2.00 0.00 0.00 0.00 0.25 TB 0.50 30.00 0.00 0.00 0.00 0.00 0.00 N/A 0.00 0.00 0.00 0.00 0.00 0.00 0.00 N/A 0.00 8.00 0.00 0.00 0.00 0.00 0.00 N/A 0.00 0.00 0.00 0.00 0.00 0.00 0.00 N/A 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Daniel J. Tyrrell, P.E. Consulting Engineer 2121 Meridian East, Suite 1B Edgewood, WA 98371 (253) 568 -7991 Fax (253) 568 -8137 e -mail: dantyrrell@att.net Cs = Sp /R Cs(max) = SDI I /RT Cs(min) = 0.01 p calc: Cs(min) = 0.010 Cs = 0.148 Cs(max) = 0.353 V= CSW =QE= SINGLE STORY: Roof Area = Roof Dead Weight = Snow Load = W= Roof + Wall = (equ. 12.8 -2 ASCE 7 -05) (equ. 12.8 -3 ASCE 7 -05) (equ. 12.8 -5 ASCE 7 -05) (equ. 12.8 -1 ASCE 7 -05) 1287.0 ft 17.0 psf 25 psf 27,063 # Wall Height = 16.0 PROJECT Campy Garage JOB # 09- 2530 PAGE 4 OF 17 BY dt DATE 7/2//2009 governs V = CI.148 * 27063 = 4005 # h= R= I= T= Wall Length = Wall Dead Weight = Tributary Wall Height = #of Walls = 24 ft 6.50 1.00 0.02( 24 ).75 0.217 sec. (< TL = 6) p = 1.0 per ASCE 7 -05, 12.3.4.2 0.7pQ = .7(1.00)(4005) = 2804 # 36.0 ft 9.0 psf 8.0 ft 2 < =.33 OK < =.33 OK N/A N/A N/A N/A < =.33 OK < =.33 OK N/A N/A N/A N/A P(LA) = P(LA) = (1.0) [ 1860.0 (60) (14.00) (126) (10.30) + (0) (.00) (0) (.00) Pcalced Governs + ] = 2137.8 P(LB) = (1.0) [ (60) (14.00) (126) (10.30) + (0) (.00) (0) (.00) + ] = 2137.8 P(LB) = 1860.0 Pcalced Governs P(LC) = (1.0) [ (0) (.00) + (0) (.00) + (0) (.00) (0) (.00) ] = 0.0 P(LC) = 0.0 P(LD) = (1.0) [ (0) (.00) + (0) (.00) + (0) (.00) (0) (.00) ] = 0.0 P(LD) = 0.0 P(LE) = (1.0) [ (0) (.00) + (0) (.00) + (0) (.00) (0) (.00) ] = 0.0 P(LE) = 0.0 P(LF) = (1.0) [ (0) (.00) + (0) (.00) + (0) (.00) (0) (.00) 1= 0.0 P(LF) = 0.0 • Daniel J. Tyrrell, P.E. Consulting Engineer PROJECT Campy Garage 2121 Meridian East, Suite 1B Edgewood, WA 98371 JOB # 09- 2.S- Y) PAGE 5 OF 1 7 (253) 568 -7991 Fax (253) 568 -8137 e -mail: dantyrrell @att.net BY dt DATE 7/2//2009 WIND Simplified Wind Method (Method #1) P = A K2t I Ps3o Pressure P = (1.3)[Area *A + Area B *B + Area *C + Area = Pressure Calculated check 10psf minimum per ASCE 7 -05 = P = 10psf(Area +Area +Area +AreaD) (Section 6.4 ASCE 7 -05) by figure 6 -2 ASCE 7 -05 where: A = 1.00 Kzt = 1.00 A = (1.00) (1.00) (1.00) (13.95) = 14.0 psf I = 1.00 B = (1.00) (1.00) (1.00) (4.25) = 4.3 psf h = 25 ft C = (1.00) (1.00) (1.00) (10.34) = 10.3 psf 2a = (0.2) (30.0) D = (1.00) (1.00) (1.00) (3.78) = 3.8 psf = 6.0 = 6 pitch = 6 / 12 __> 8 = tan (6/12) = 26.57 Front -Rear number of wall lines = 3 Code IBC 2006,ASCE 7 -05 Wind = 85 mph Exposure B P(TA) = P(TA) = (1.0) [ 3000.0 (48) (96) (14.00) (10.30) + (48) (4.30) (108) (3.80) P10 Governs + ] = 2277.6 P(TB) = (1.0) [ (48) (14.00) + (48) (4.30) + (96) (10.30) (108) (3.80) ] = 2277.6 F(TB)10= 3000.0 P10 Governs P(TC) = (1.0) [ (0) (.00) + (0) (.00) + (0) (.00) (0) (.00) ] = 0.0 P(TC) = 0.0 P(TD) = (1.0) [ (0) (.00) + (0) (.00) + (0) (.00) (0) (.00) ] = 0.0 P(TD) = 0.0 P(TE) = (1.0) [ (0) (.00) + (0) (.00) + (0) (.00) (0) (.00) ] = 0.0 P(TE) = 0.0 P(TF) = (1.0) [ (0) (.00) + (0) (.00) + (0) (.00) (0) (.00) ] = 0.0 P(TF) = 0.0 Daniel J. Tyrrell, P.E. Consulting Engineer 2121 Meridian East, Suite 1B Edgewood, WA 98271 (253) 568 -7991 Fax (253) 568 -8137 e -mail: dantyrrell @att.net — tic number of wall lines = PROJECT Campy Garage JOB # 09- 2S3) PAGE 6 OF i 7 BY dt DATE 7/2//2009 4 Daniel J. Tyrrell, P.E. Consulting Engineer 2121 Meridian East, Suite #1B Edgewood, Washington 98371 (253) 568-7991 Fax (253) 568-8137 e-mail: dantyrrell©attnet 1 1 1 1 4---- PROJECT Carnp5 6e{m-Te_ JOB # 09 - - 2630 PAGE 7 OF 1 7 BY DT DATE /47/0 2 A'a I ' I • • • Daniel J. Tyrrell, P.E. Consulting Engineer 2121 Meridian East, Suite #113 Edgewood, Washington 98371 (253) 568-7991 Fax (253) 568-8137 e-mail: dantyrrell©att.net I . i I ! , I 1 I I 1 , 1 . 1 . . , , I . . I ; : ' ! ../ : ... . . i - 1 - ! • • : , ' I ! 1 1 -!-...... - 1 ,„ . 4! .. / . 1 . , . ,. ...,01, _-,-1 .s'a E a ; C ,z . ) , • .4 • a 4 a j'` ':';i : - 1 2. c . <) .' : / 4 '../ — ! )1 7 `-k Z44; ' • ' . i , , - , ,..` ( .-7 y r ,,..._) • i ,, ; • • . 1 , , 1 i..._.... . _;<.--Lf.:_f,?, .?!?_io ....-'n-. ..i_.e. 5.ro.9/.., - 77t. ..Y'-< _.i z - , . , v , , i 1 ' , . . p , : • . ,• - .! - - - - • . ; ! • ; - - ; . 1 i ! „ i - .1- .- - - - 7 1 . -.:- - i • . .. , : . - - - - 7- - i ------ - . - 7 -------1- ' 1, - • - • !, , , - , , . .: , , I 1. . . : ! . I . I : I . , . . . ....... ! , i i I . i : 1 1 I " i • ! '7 1 , - PROJECT Cainpj 6otc-eu e_ JOB # 09- 'S,30 • PAGE OF 1 BY DT DATE 1 , ! , i ■ ; . i I i : I • 1 , . . . I . . . 1 . . . : . . i . ; : . . . . - :-- _ 1 . ; ! 1 : I • • Form No. TT -100C November 2008 A PORTAL FRAME WITH HOLD DOWNS FOR ENGINEERED APPLICATIONS Monotonic and cyclic testing has been conducted on the APA portal -frame design (APA, 2002 and 2003). Recommended design values for engineered use of the portal frames are provided in Table 1. Design values are derived from the cyclic test data using a rational procedure that considers both strength and stiffness. The design value derivation procedure ensures that the code (IBC) drift limit and an adequate safety factor are maintained. For seismic design, APA recommends using the Design Coefficients and Factors for Tight -frame walls with shear panels — wood structural panels. Since design values are based on testing conducted with the portal frame attached to a rigid test: frame using embedded strap -type hold downs, design values should be limited to portal frames constructed on similar rigid base foundations, such as a concrete foundation, stem wall or slab, and which use a similar embedded strap -type hold down. Engineered Design Use While the APA portal -frame design, as shown in Figure 1, was envisioned primarily for use as bracing in conventional light -frame construction, it can also be used in engineered applications. The portal frame is not actually a narrow shear wall because it transfers shear by means of a semi - rigid, moment - resisting frame. The extended header is integral in the function of the portal frame, thus, the effective frame width is more than just the wall segment, but includes the header length that extends beyond the wall segment. For this shear transfer mechanism, the wall aspect ratio requirements of the code do not technically apply to the wall segment of the APA portal frame. References APA, 2003, Cyclic Evaluation of APA Sturd -I- Frame® for Engineered Design, APA Report T2002 - 46, APA — The Engineered Wood Association, Tacoma, WA APA, 2003, Cyclic Evaluation of APA Sturd - I - Frame® with 10 - ft Height and Lumber Header, APA Report T2003 - 11, APA — The Engineered Wood Association, Tacoma, WA APA, 2003, Cyclic Evaluation of APA Sturd - I - Frame® as Wall Bracing, APA Report T2002 -70, APA — The Engineered Wood Association, Tacoma, WA REPRESENTING THE ENGINEERED WOOD INDUSTRY 7011 South 19th Street • Tacoma, Washington 98466 -5333 • Phone: (253) 565 -6600 • Fax: (253) 565 -7265 © 2008 APA — The Engineered Wood Association 9 7 Minimum Width (inches) Maximum Height (feet) Ultimate Load (pounds) ASD Allowable Design Values per Frame Segment Load Factor Shear (pounds) Deflection (inch) 16 8 2,780 1,000 0.32 2.8 10 2,180 600 0.40 3.6 24 8 4,720 1,700 0.32 2.8 10 3,630 1,000 0.34 3.6 Form No. TT -100C November 2008 Table 1. Recommended allowable design values for APA portal frame used on a rigid base foundation for wind or seismic Ioadin ga,b,c,d (83 Design values are based on use of Douglas -fir or southern pine framing. For other species o framing, use the specific gravity adjustment factor = [1- (0.5 -SG)], where SG = specific gravity of the actual framing. This adjustment shall not be greater than 1. (b) For construction as shown in Figure 1. mValues are for a single portal frame. For multiple portal frames, allowable design values can be multiplied by number of frames (e.g., two = 2x, three = 3x, etc.). (d) Interpolation of design values for heights between 8 and 10 feet is permitted. Technical Services Division Disclaimer The information contained herein is based on APA — The Engineered Wood Association's continuing programs of laboratory testing, product research, and comprehensive field experience. Neither APA, nor its members make any warranty, expressed or implied, or assume any legal liability or responsibility for the use, application of, and /or reference to opinions, findings, conclusions, or recommendations included in this publication. Consult your local jurisdiction or design professional to assure compliance with code, construction, and performance requirements. Because APA has no control over quality of workmanship or the conditions under which engineered wood products are used, it cannot accept responsibility of product performance or designs as actually constructed. © 2008 APA - The Engineered Wood Association Form No. TT -100C November 2008 Figure 1. Construction details for APA portal -frame design with hold downs MAX. HEIGHT 10' EXTENT OF HEADER _ SINGLE PORTAL FRAME (ONE BRACED WALL PANEL) MIN. 3" X 11.25" NET HEADER ,� ' FASTEN TOP PLATE TO HEADER WITH TWO .. \\ ROWS OF 16D SINKER NAILS AT 3" O.0 TYP. ,.f ■.. �. It .j. . 1000 LB STRAP OPPOSITE SHEATHING 1•I• I :: . .-- FOR BRACING: MIN. WIDTH = 16' FOR ONE STORY � � ,.� /� MIN. WIDTH e 24' FOR USE IN THE FIRST OF TWO 1 I_ ,....-- STORIES. FOR ENGINEERED USE SEE TABLE 1 1'1 .• 318" MIN THICKNESS WOOD © 2008 APA — The Engineered Wood Association 6' TO 18' 1 1000 LB STRAP (REF. NO. LSTA24) FASTEN SHEATHING TO HEADER WITH 80 COMMON OR GALVANIZED BOX NAILS IN 3" GRID PATTERN AS SHOWN AND 3" O.C. IN ALL FRAMING (STUDS. BLOCKING. AND SILLS) TYP. ---- MIN. (2) 2X4 STRUCTURAL PANEL SHEATHING MIN. (2) 2X4 " ! I MIN. 4200 LB STRAP TYPE TIE -DOWN DEVICE (EMBEDCED INTO CONCRETE AND NAILED INTO FRAMING). INSTALLED PER MANUFACTURER. (REF. NO. STHD14.) MIN. 2 "X2"X3118" PLATE WASHER — ONE 5/8" DIA. ANCHOR BOLT WITH r MIN EMBEDMENT FRONT ELEVATION TYPICAL PORTAL FRAME CONSTRUCTION FORA PANEL SPLICE (IF NEEDED), PANEL EDGES SHALL OCCUR OVER AND EE NAILED TO COMMON BLOCK- ING AND OCCUR WITHIN MIDDLE 24" OF WALL HEIGHT. ONE ROW OF 3" O.C. NAILING IS REQUIRED IN EACH PANEL EDGE. - MIN. 1000 LB TIE DOWN DEVICE (REF. NO. STHDB) • — A . Si-EA HI r IF NEEDE D 16D SINKERS 2 ROWS © 3" O.C. 4200 LB TIE DOWN DEVICE (REF. NO. STHD14) FOUNDATION PER CODE 1000 LB HEADER STRAP (REF. NO. LSTA24) - MIN.2X4 FRAMING TYP. 1 SECTION A -A SIDE ELEVATION SHEARWALL SCHEDULE (SEE NOTES 1, 2, 3, 4 6 8) MARK ALLOWABLE WIND SHEAR W/ HEM /FIR STUDS ALLOWABLE SEISMIC SHEAR W/ HEM/FIR STUDS 7/16 APA RATED SHEATHING OR APA RATED SIDING U.N.O. SHEATHING NAILING BOTTOM PLATE NAILING (SEE NOTE 10) FRAMING ANCHORS (SEE NOTE 9) REMARKS al 337 241 ONE SIDE 8d @ 6" O.C. 16d @ 5" O.C. A35 @ 16" O.C. 3" a 350 350 ONE SIDE 8d @ 4" O.C. 16d @ 5" O.C. A35 @ 15" O.C. 30 -16d -- 494 350 ONE SIDE 8d @ 4" O.C. 16d @ 3 -1/2" O.C. A35 @ 10" O.C. SEE NOTE 5 a 638 456 ONE SIDE 8d @ 3" O.C. (2) -16d @ 5" O.C. A35 @ 8" O.C. SEE NOTE 5 Q4 833 595 ONE SIDE 8d @ 2" O.C. (2) -16d @ 4" O.C. A35 @ 6" O.C. SEE NOTE 5 4 5 700 700 EACH SIDE 8d @ 4" O.C. (2) -16d @ 4" O.C. A35 @ 7" O.C. SEE NOTE 6, 7 Q 989 700 EACH SIDE 8d @ 4" O.C. (2) -16d @ 3" O.C. A35 @ 5" O.C. SEE NOTE 5, 7 HOLDOWN / STRAP SCHEDULE MARK HOLDOW) (SIMPSON) WALL STUD ANCHOR BOLT THICKNESS SPECIE NAILS / BOLTS Hl STHD8 3" HF 24 -16d -- H2 STHD10 3" HF 28 -10d -- CI STHD14 3" HF 30 -16d -- ANCHOR BOLT .SCHEDULE ,� x3 x229 Q•: MARK SILL PLATE ANCHOR REMARKS 0 5/8' 0 6 72 ' O.C. AB2 5/8' • 6 18 ' O.G. NOTES: 1. SCHEDULE I5 BASED ON HEM -FIR STUDS @ 16" O.C. 2. PLYWOOD SHEATHING I5 TO BE APA RATED 24/0 MINIMUM AND MAY BE O5B OF EQUAL RATING. 3. ALL SHEATHING TO BE DIRECTLY APPLIED TO STUDS AND ALL EDGES BLOCKED. 4. ALL NAILS TO BE COMMON WIRE OR GALVANIZED BOX (HOT DIPPED OR TUMBLED ONLY) 5. STUDS TO BE 3x OR WIDER AT ADJOINING PANEL EDGES AS NOTED. IN LIEU OF A SINGLE 3x STUD, (2)-2x STUDS MAY BE FASTENED TOGETHER W/ CONSTRUCTION ADHESIVE d& 10d NAILS. COMPLETELY COAT STUDS W/ ADHESIVE di SANDWICH TOGETHER W/ 10d NAILS @ 6" O.C. STAGGERED. SQUEEZE OUT OF ADHESIVE SHOULD BE EVIDENT. 6. SHEATHING PANEL JOINTS EACH SIDE OF WALL TO BE OFFSET OR, IF PANEL JOINTS ALIGNED, STUDS TO BE 3x OR WIDER AT ADJOINING PANEL EDGES AS NOTED. 7. FOUNDATION SILL PLATE TO BE 3x MATERIAL. 8. SHEATHING NAILING SHOWN APPLIES TO ALL PANEL EDGES. SHEATHING NAILING AT INTERMEDIATE SUPPORT TO BE OF SAME SIZE SHOWN @ 12" O.C. CAUTION: DO NOT OVERDRIVE NAILS. NAIL HEADS TO BE FLUSH WITH FACE OF SHEATHING. 9. REFER TO TYPICAL DETAILS FOR LOCATIONS OF FRAMING ANCHORS WHEN REQ'D. 10. WHEN SHEATHING EXTENDS ONTO RIM JOIST BELOW, SECURE BOTTOM PLATE W/ 16d NAILS @ 6" O.C. 9'ft> I A co x SEE LRP DETAIL 1 4/51 1 30' U MFR TRUSSES 5 x 12' GLB 241= -V4 CONT. SEE LRP DETAIL '5 /S1' NOTE: SIMPSON 1-41 TIES EACH TRUSS V 0 03 x v (_1 co x Sp MAIN FLOOR SHE4RW4LL 4 f OLDOWN DESIGNATIONS 4 BEAMS —(3) -2x6 NF STUD, TYP. l(2) -KING STUDS s + (1)- TRIMMER) SEE LRP DETAIL 1 4/51 1 -2x6 NF STUDS 9 12' O.C., TYP. Jr SEE EDN DETAIL 'C /ell q 6' STEMWALL 12'x6' FOOTING TYP., U.N.O. CONC. NOTE: EXTEND 8' STEM WALL 80' MIN. AFF. NOTE: EXTEND 8' STEM WALL Si' MIN. AFF. SEE EDN DETAIL 'C /S" ( FOUNDATION 1- 4OLDOWN DESI 4 SEAMS 1 SEE EDN DETAIL 1 C/S1' A 144.7 Project: CAMPY GARAGE Location: 1) WINDOW /DOOR HORS Roof Beam [2006 International Building Code(2005 NDS)] 5.5 IN x 7.5 IN x 5.5 FT #2 - Douglas- Fir -Larch - Dry Use Section Adequate By: 29.3% Controlling Factor: Moment REACTIONS Live Load Dead Load Total Load Bearing Length BEAM DATA Span Length 5.5 ft Unbraced Length -Top 2 ft Unbraced Length - Bottom 0 ft Roof Pitch 6 :12 Roof Duration Factor 1.15 MATERIAL PROPERTIES #2 - Douglas- Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Min. Mod. of Elasticity: Comp. 1 - to Grain: Controlling Moment: 2.75 ft from left support Created by combining all deacl and live loads. Controlling Shear: 1624 Ib At a distance d from support. Created by combining all deacl and live loads. Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: NOTES A j3 1169 Ib 1169 Ib 913 Ib 913 lb 2082 Ib 2082 Ib 0.61 in 0.61 in CT Tyrrell Consulting StruCalc Version 8.0.100.0 5.5 ft 7/2/2009 9:37:16 AM page 0 , 17 j.OADING DIAGRAM ROOF LOADING: Side One: Roof Live Load: Roof Dead Load: Tributary Width: Side Two: Roof Live Load: Roof Dead Load: Tributary Width: Wall Load: LL = 25 psf DL = 17 psf TW= 15 ft LL = 25 psf DL = 17 psf TW= 2 ft WALL = 0 plf SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 5.5 ft Beam Self Weight: BSW = 9 plf Beam Uniform Live Load: wL = 425 plf Beam Uniform Dead Load: wD_adj = 332 plf Total Uniform Load: wT = 757 plf DEFLECTIONS Center Live Load 0.03 IN L/1896 Dead Load 0.03 in Total Load 0.06 IN U1065 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: L/180 Base Values Adiusted Fb = 750 psi Fb' = 862 psi Cd =1.15 C1 =1.00 CF =1.00 Fv = 170 psi Fv' = 196 psi Cd =1.15 E = 1300 ksi E = 1300 ksi E_min = 470 ksi E_min' = 470 ksi Fc - - = 625 psi Fc - = 625 psi 2863 ft -Ib Req'd 39.87 in3 12.46 in2 32.69 in4 2863 ft -Ib 1624 Ib Provided 51.56 in3 41.25 in2 193.36 in4 3703 ft -lb 5376 lb Project: CAMPY GARAGE Lbcation: 2) GARAGE DOOR HORS Roof Beam [2006 International Building Code(2005 NDS)] 5.125 INx12.01Nx12.5FT 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 605.4% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.03 IN U4837 Dead Load 0.05 in Total Load 0.08 IN U1767 Live Load Deflection Criteria: 11240 REACTIONS, A B Live Load 469 Ib 469 Ib Dead Load 815 Ib 815 Ib Total Load 1283 Ib 1283 Ib Bearing Length 0.39 in 0.39 in BEAM DATA Span Length 12.5 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Roof Pitch 6 :12 Roof Duration Factor 1.15 MATERIAL PROPERTIES 24F -V4 - Visually Graded Western Species Base Values Bending Stress: Fb = 2400 psi Fb_cmpr = 1850 psi Cd =1.15 Shear Stress: Fv = 265 psi Cd =1.15 Modulus of Elasticity: E = 1800 ksi Min. Mod. of Elasticity: E_min = 930 ksi Comp. J- to Grain: Fc - 650 psi Controlling Moment: 4011 ft-lb 6.25 ft from left support Created by combining all deac and live loads. Controlling Shear: -1078 Ib At a distance d from support. Created by combining all dead and live loads. NOTES CT Tyrrell Consulting StruCalc Version 8.0.100.0 7/2/2009 2:50:28 PM LOADING DIAGRAM 12.5 ft ROOF LOADING Side One: Roof Live Load: Roof Dead Load: Tributary Width: Side Two: Roof Live Load: Roof Dead Load: Tributary Width: Wall Load: LL = 25 psf DL = 17 psf TW= 1 ft LL = 25 psf DL = 17 psf TW= 2 ft WALL = 60 plf SLOPE /PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 12.5 ft Beam Self Weight: BSW = 13 pif Beam Uniform Live Load: wL = 75 pif Beam Uniform Dead Load: wD_adj = 130 plf Total Uniform Load: wT = 205 pif Total Load Deflection Criteria: U180 Adjusted Controlled by: Fb' = 2760 psi Fv' = 305 psi E' = 1800 ksi E_min' = 930 ksi Fc 1 ' = 650 psi Comparisons with required sections: Rea'd Provided Section Modulus: 17.44 in3 123 in3 Area (Shear): 5.31 in2 61.5 in2 Moment of Inertia (deflection): 75.19 in4 738 in4 Moment: 4011 ft -Ib 28290 ft -Ib Shear: -1078 Ib 12495 Ib Project: CAMPY GARAGE Laca tion: 2X6 STUDS Column [2006 International Building Code(2005 NDS)] 1.5 IN x 5.5 IN x 16.0 FT @ 12 O.C. Stud - Hem -Fir - Dry Use Section Adequate By: 28.9% pEFLECTIONS Deflection due to lateral loads only: Defl = 0.83 IN = U232 Live Load Deflection Criteria: L/180 VERTICAL REACTIONS Live Load: Dead Load: Total Load: COLUMN DATA Total Column Length: Unbraced Length (X -Axis) Ly: Unbraced Length (Y -Axis) Ly: Column End Condtion -K (e): Axial Load Duration Factor Lateral Load Duration Factor (Wind /Seismic) COLUMN PROPERTIES Stud - Hem -Fir Compressive Stress: Bending Stress (X -X Axis): Bending Stress (Y -Y Axis): Modulus of Elasticity: Min. Mod. of Elasticity: Column Section (X -X Axis): Column Section (Y -Y Axis): Area: Section Modulus (X -X Axis): Section Modulus (Y -Y Axis): Slenderness Ratio: Actual Compressive Stress: Allowable Compressive Stress: Eccentricity Moment (X -X Axis): Eccentricity Moment (Y -Y Axis): Moment Due to Lateral Loads (X.X Axis): Moment Due to Lateral Loads (Y -Y Axis): Bending Stress Lateral Loads Only (X -X Axis): Allowable Bending Stress (X -X Axis): Bending Stress Lateral Loads Only (Y -Y Axis): Allowable Bending Stress (Y -Y Axis): Combined Stress Factor: NOTES DT Tyrrell Consulting StruCalc Version 8.0.100.0 7/2/2009 1:48:03 PM page / of 7 LOADING DIAGRAM AXIAL LOADING Live Load: Dead Load: Column Self Weight: Total Load: PL = 415 plf PD = 281 plf CSW = 25 plf PT = 721 plf LATERAL LOADING (Dy Face) Uniform Lateral Load: wL -Lat = 14 psf Vert-LL -Rxn = Vert-DL -Rxn = Vert-TL -Rxn = J'ORIZONTAL REACTIONS Total Reaction at Top of Column: TL -Rxn -Top = 112 Ib Total Reaction at Bottom of Column: TL -Rxn -Bottom = 112 Ib 16 16 0 1 1.15 1.60 ft ft ft Ease Values Adjusted Fc = 800 psi Fc' = 281 psi Cd =1.60 Cp =0.22 Fbx = 675 psi Fbx' = 1242 psi Cd =1.60 CF =1.00 Cr=1.15 CI =1.00 Fby = 675 psi Fby' = 1242 psi Cd =1.60 CF =1.00 Cr - -1.15 E = 1200 ksi E' = 1200 ksi E_min = 440 ksi E_min' = 440 ksi dx = 5.5 in dy= 1.5 in A = 8.25 in2 Sx = 7.56 in3 Sy = 2.06 in3 Lex/dx = 34.91 Ley /dy = 0 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Dead Load and Lateral loads (D + W or E) Fc = Fc' = Mx -ex = My -ey = Mx = My = Fbx = Fbx' = Fby = Fby' = CSF = 415 Ib 306 Ib 721 Ib 37 psi 281 psi 0 ft-lb 0 ft -Ib 448 ft-Ib 0 ft-lb 711 psi 1242 psi 0 psi 1242 psi 0.67 REVIEWED FOR CODE COMPLIANCE A PPIfVE[D DEC 2 9 2Uu9 City of Tukwila B UILDING DIVicom CORREC iON LTR# 09*- eg Cornerst ne Geotechnical, Inc. RECEIVED DEC 21-2009 PERMIT GENTEF A division of Robinson & Noble, Inc. DEC 211A09 PERMIT CENTER Cornerstone Geotechnical, Inc. Consultin g Engineers En ineers & Geologists A Division of Robinson & Noble, Inc. 17625 -- 130th Avenue NE, C102, Woodinville, WA 98072 • Phone: 425 - 844 -1977 • Fax: 425 - 844 -1987 3011 S Huson St, Suite A, Tacoma, WA 98409 • Phone: 253 - 475 -7711 • Fax: 253 - 472 -5846 Geotechnical Corrections Letter Campy Residence Tukwila, Washington December 17, 2009 CG File No. 2864 Page 2 PROJECT DESCRIPTION The project consists of the construction of a new residential structure and an associated unattached garage. The planned residential structure will be located on the eastern portion of the lot and will be cut into an existing slope. The structure will have a daylight basement. The unattached garage will be constructed in a slightly sloping area in the southwest region of the lot. We have attached the site plan provided to this report. GEOGRAPBICAL LOCATION The subject site was included within a short plat that we previously evaluated. This report referenced South 150` Street. The subject lot is located at the northwest corner of that short plat, and west of the end of roadway at South 149 Street. A vicinity map was prepared for the geotechnical report for the site. This map did not adequately represent the size of the site and bordering roads. In addition, multiple copies of the map had darkened the "project site" title and another darkened area on the base map may have been confused for the site. A new vicinity map has been prepared that more closely resembles site size and location, as shown in Figure 1. CONCLUSIONS AND RECOMMENDATIONS General The site is suited for the planned development and in our opinion; the previous study may be used for design. We have added comments for the building code discrepancy and seismic hazards. We have also provided commentary on potential groundwater issues. Building Codes The soils report prepared for the site referenced Uniform Building Codes (UBC) within the foundation subsection with respect to short-term transitory wind or seismic loads. Current 2006 building codes require the use of the International Building Code (IBC). The IBC should be followed by the structural designer when considering these wind and seismic loads. Additional seismic design parameters are provided in the following Seismic Hazard sub - section. Cornerstone Geotechnical, Inc. Geotechnical Corrections Letter Campy Residence Tukwila, Washington December 17, 2009 CG File No. 2864 Page 3 Seismic Hazard It is our opinion based on our subsurface explorations that the Soil Profile in accordance with Table 1613.5.2 of the 2006 International Building Code (IBC) is Site Class C. As referenced in the 2006 IBC, we used the US Geological Survey program "Seismic Hazard Curves and Uniform Hazard Response Spectra." That program uses 2003 NEHRP Seismic Design Provisions to obtain values for S S F and F The seismic design parameters are: S 144.6% g S 49.6% g F 1.0 F„ 1.3 Site specific coefficients and adjusted maximum considered earthquake spectral response acceleration parameters apply as shown in Section 1613.5 of the IBC. Based on the USGS data and Tables 1613.5.6(1) and (2), the site has Seismic Design Category D. ADDITIONAL GEOTECHNICAL CONSIDERATIONS During our soils explorations performed onsite and during observations performed during construction on the site to the south, considerable groundwater seepage was encountered. The onsite soils are considered extremely moisture sensitive. Additional expenses could accrue if work is performed during wetter times of the year or during drier months depending on the groundwater source. Preventative measures should be considered during earthwork phases of construction to prevent delays or additional cost. We recommend excavating test pits to explore groundwater conditions prior to start of construction. If groundwater seepage is encountered during a site evaluation prior to construction, a cut -off trench should be considered around the planned uphill side of the excavation. The trench should be excavated to a depth below planned footing elevations or embedded into an impervious surface extending below footing elevations. The trench should be excavated starting from the downhill side of the site. Filter fabric should be installed within the trench and a perforated drain pipe installed at the base of the trench. The perforated drain pipe should be tightlined to an appropriate drainage system. Clean gravel should be used to fill the trench back to within one foot of surrounding surface grade elevation. Cornerstone Geotechnical, Inc. Geotechnical Corrections Letter Campy Residence Tukwila, Washington December 17, 2009 CG File No. 2864 Page 4 We recommend that extra precautions be used in wall and slab drainage systems due to potential groundwater. We recommend that foundation walls be waterproofed and drainage composite be attached to the exterior subsurface walls. Clean rock wrapped in filter fabric is an adequate substitution to drainage composite. The wall drain should be hydraulically connected to footing drains installed around the perimeter of foundation. The wall drain should be below interior capillary break elevation. The slab should be underlain by a 6 inch layer of clean pea gravel underlying a vapor barrier. The slab drainage system should be connected by a drainage path to the footing drain system. USE OF THIS LETTER We have prepared this letter for Mr. Charles Campy and his design team for their use in designing this project. Our services are limited to a review of our previous report, the new site plan, and a brief site visit. Soil conditions in the building are were not explored and are based on assumed geologic cross sections. If conditions vary from the test pit data, we should be contacted to review our results and conclusions. oOo Cornerstone Geotechnical, Inc. Geotechnical Corrections Letter Campy Residence Tukwila, Washington December 17, 2009 CG File No. 2864 Page 5 Within the limitations of scope, schedule and budget for our work, we have strived to take care that our work has been completed in accordance with generally accepted practices followed in this area at the time this letter was prepared. No other conditions, expressed or implied, should be understood. We appreciate the opportunity to be of service to you. If there are any questions concerning this letter or if we can provide additional services, please call. Sincerely, Cornerstone Geotechnical, Inc. e44 u61 Jeff Wale Staff Engineer Charles P. Couvrette, PE Principal JRW:CPC:am One Copy Submitted cc: Mr. Mark Leppell (Four Copies) Cornerstone Geotechnical, Inc. F 655 140 , d t. 0 TU K project :::... ..c.:.c. .,. . . -z....-4,,,,:: - . K • A.9 $ -Mn. ,..,.;,.. .4',. ' • 0 • • 147TH .•C F Vt , . ***" 1.4 ..--\ , . :• : 1 - :..,. ..... `Y.: site 1 \ ,. • \ \ 1 12.8 15011 * i 49TH I 1 1 *„.... . . \ i 15" Campy Site . . .. - ,, ..., : -.• ' 1.51$7, . . ' \ / '... .—...J —.--- . N . ___-----__-- 154 77 t 1521411 \ ---____ - \ \ \I ‘ 1 \ P 5 \ r i ,..4 .t •V \ \ o \ \ RENTON • 153.RD „ ...... ' 01 • 4 .4):. •,,..‘ a • • .'1 . •fr.;%:•.:.•,4, to5TH ,..„, V.i..E.4., ' :4 15aTH — 7 ...,.. / 510 , ' . 0 Cb CO g, 4: • • • ' . ■ .. • t• _.•'''''' ilk ■ 47 ., i : N ° 5 , TuKW1L A i 47,1 rin a T D ti. Al -.-- Cornerstone Phone: (425) 844-1977 t i Geoecncal, Inc. h ;,„.... Fax: (425) 844-1987 17625-130th Ave NE, C-102 • Woodinville, WA • 98072 Lakeridge Development/Tukwila File Number 2864 Figure 1 SITE ADDRESS 619061L 1491MSI r PARCa NUMBER 7661600106 LEGAL DBCRIPIION LOT 4 O OF MINAS SMORI PLAT N U/4 1E210261, RECORDED IAIDER IO1NG COUNTY RECCRDRIG PARADER 20060601900037. RECORD OF IMO COMM AUDODOR. RIUAE N TEH =OF1UXWRA. COMM OF 09G. WASHINGTON. CB 3957 HIM 15b.3 I.E. 152.3' N. 12' PVC I.E. 152.3' S. 12' PVC I.E. 152.3' N. 12' PVC CONC BLOCK PET. PAL B.IC< COTTONW00026(2 SILT FENC W /GRAVEL STRIP MAIM TO BE NSOWEDN OONDUO iROMLDTi LIKEER =TOO CREEK CAMPY RESIDENCE SITE PLAN MALL TEMPORARY CONSTRR;TICX BTIRUCE REMOVES TFF7SEAS NECESSAM• Rm. PATH MPORW FOR DISP65ALTFe01 OTYIL 12' PLASTIC I.E. 171.3' SSMH 2486 GRAPHIC SCALE RIM 178.6' I.E. 167.6' S. E. 1'•50' 1.5' HIGH CONK "WATER" GUARD POST METAL SIGN 11/9 REFLE OT 6 ,(3) 938'ROWE 248.42' 513023 SEWER EASEMEN T CITY OF XIL I "CALL BEFORE 'MOM' 5IGN 'CAUTION: SEWER/ WATER LINE' SIGN I.E. 177.9' ALOERB(4) GATE DfRR110 3' HIGH CONC GUARD POST (2) 12' CONC I.E. 180.3' CRUSHED IC TV RISE' 2' HE(TING OIL PI STRIP DRAIN I.E- 178.4' EAST END '1.E-177.8 WEST END GUTTER DRAIN I I.E. 177.1' (CLOGGED) 514000 (W /3' GATE NEXT TO HOUSE) GLITTER DRAIN I.E. 176.1' (CLOGGED) - CONCRETE PAD NOT TIED THIS SURVEY SEE NOTE 4. 1. DRIVEWAY 15 CONCRETE FROM 5. 1491H 5T TO GARAGE 2. S.D. PIPE TO BE 4' NON - PERFORATED PVC PIPE WI111 POSITIVE SLOPE TO LOW POINT OF FOUNDATION. YSTORM PIPE AND FTG. DRAIN TOGETHER INTO Np.EE DISPERSAL " MUD PVC LINE 0111 91IV P0E SLOPE TO 3. 55 PIPE i5 4' SCR 35 PVC, CLEANOUTS PER CITY INFRASTRUCTURE STANDARDS • WATER PP sF TIG M TO HOUSE IS 3/4'. 5. WATER SUPPLY CONNECTED TO WATER METER SETTER N. SITE WILL BE PERMANENTLY STABILIZED USING SEED AND MULCH APPUED BY OWNER. 7. TEMPORARY EROSION CONTRCL TO BE STRAW GPI THE DOWNHILL SIDE OF NE LOT APPLIED BY OWNER. 8. POWER. TELEPHONE • AND CABLE TO BE INSTALLED UNDERGROUND. 12' HIGH HEDGE IALL- FLOWLINE LINE IN CONK, 0.1' DEEP T.E- 177.)' EAST END I.E-177.2' WEST END 500 4181.4' I.E. 178.0' W. LEGEND P IRO/ PIPE BSBL BUILDING SE1BACX LINE T) EX FIRE HYDRANT a EX. WATER GATE VALVE • EX WATER METER EX. BOLLARD EX UTILITY POLE co. EX UTILITY POLE ANCHOR El EX CATCH BASIN ® EX STORY MANHOLE • EX. MAILBOX EX TELEPHONE RISER O EX SANITARY MAN HOLE • EX SANITARY CLEAN OUT m 63. GAS VALVE 60.968 EX WOOD FENCE --¢ EX STREET UQ1T 07 DL CABLE TV 80( ••••■• EX. ROOKERY PROPOSED GAT LINE Foundation Evaluation South 150 Street Tukwila, Washington For Lakeridge Development Cornerstone Geotechnical, Inc. April 26, 2002 Mr. Wayne Jones Lakeridge Development P.O. Box 146 Renton, WA 98057 Foundation Investigation South 150 Street Tukwila, Washington CU File No. 1291 17625 -130th Ave. NE, C102, Woodinville, WA 98072 Phone: 425 - 844.1977 Fax: 425. 8441987 Dear Mr. Jones: INTRODUCTION This report summarizes the results of our foundation investigation at your project site in Tukwila, Washington. The site is located just northwest of the intersection of Macadam Road and South 150 Street. The location of the site is shown on the Vicinity Map in Figure 1. For our use in preparing this report, we have been provided with a copy of a Site Plan undated and untitled. The site consists of two rectangular- shaped parcels. The northern parcel is approximately 1.8 acres in size. That parcel is to be divided into a four -lot short plat. Two of the lots will have street frontage on Macadam Road. The other two lots will access from a driveway that extends to Macadam Road. The southern parcel is roughly about the same size and has already been platted into seven lots. We understand that you have purchased the eastern five lots. All of these lots front onto South 150 Street. There exist uninhabited buildings on the northwest, southwest and southeast corners of the project site. These buildings will all be removed. There is an existing single- family home on private property on the southwest corner of the project site. This residence and all property are not included in the proposed project and were not included in this study or report. Site Evaluation South 150 Street Tukwila, Washington April 26, 2002 CG File No. 1291 Page 2 SCOPE The purpose of this study is to explore and characterize the subsurface conditions and present foundation recommendations. Specifically, our scope of services includes the following: SITE CONDITIONS Surface Conditions The overall site topography is a gentle to moderate slope down to the west. The eastern portion of the site slopes down at approximately 16 percent grade. The central portion is generally flat lying with a drainage feature that slopes down to the south. The western portion of the site slopes gently down to Macadam Road. The southwest portion of the site has a downward gradient toward the southwestern corner. A house is located (and will remain) in the southwestern corner. Except the area around the house, the site is heavily vegetated with grass, blackberry thickets and cottonwood trees. Fir, hemlock, holly and apple trees are also abundant through the site. Geology 1. Review of soils and geologic maps of the area. 2. Evaluate subsurface conditions through the area using a backhoe. 3. Recommend footing designs for the proposed development. 4. Prepare a letter to document our conclusions and recommendations. Most of th.e Puget Sound Region was affected by past intrusion of continental glaciation. The last period of glaciation, the Vashon Stade of the Fraser Glaciation, ended approximately 10,000 to 11,000 years ago. Many of the geomorphic features seen today are a result of scouring and overriding by glacial ice. During the Vashon Stade, the Puget Sound region was overridden by over 3,000 feet of ice. Soil layers overridden by the ice sheet were compacted to a much greater extent than those that were not. Part of a typical glacial sequence includes recessional outwash sand underlain by glacial till. The Preliminary Geologic Map of Seattle and Vicinity, Washington, published 1963, show the project site to be unit QT. This is the Vashon Till which is a mix of silt, sand, gravel and clay. Cornerstone Geotechnical, Inc. Site Evaluation South 150 Street Tukwila, Washington April 26, 2002 CG File No. 1291 Page 3 Some of our site explorations encountered what appeared to be glacial till. Glacial till is an unsorted mixture of sand, silt, and gravel that are deposited at the bottom of the glacier, which is commonly referred to as "hardpan ". The glacial till has been consolidated under the weight of the continental glaciers. The till exhibits both high strength and low permeability. At other locations on site, our explorations also encountered pre - Vashon silts at depth. These are interpreted to be areas where the till does not exist. In addition, we encountered thin deposits in the upper strata that we consider to be placed during and after the last glacial retreat. We encountered silty gravel, silty sand and one area of organic silt. We also found some minor amounts of fill associated with past grading on site Explorations Subsurface conditions were explored at the site on April 11, 2002, by excavating seven test pits with a backhoe. The test pits were excavated to depths of 4.0 to 8.5 feet below the ground surface. The explorations were located in the field by a geologist from this firm who also examined the soils and geologic conditions encountered, and maintained logs of the test pits. The approximate locations of the test pits are shown on the Site Plan in Figure 2. To minimize disturbance around the private property in the southwest corner of the site, and because of the debris and vegetation around the structures in the northwest corner of the site and the heavy vegetation along the east side of the site, the explorations were generally located in the center of the site. The soils were visually classified in general accordance with the Unified Soil Classification System, a copy of which is presented as Figure 3. The logs of the test pits are presented in Figures 4 and 5. Subsurface Conditions Our explorations encountered a surficial layer of fill and/or topsoil across the site. In Test Pits 4 and 5, we found an established topsoil zone above the fill indicating that it had been in place for some time.. The fill appears to be the thickest in the central portion of the site. Below the fill we encountered silty sands, silty gravels and medium stiff to stiff silt. Test Pit 6, in the north central portion of the site, encountered organic silt from about 3.5 to 5.5 feet below the ground surface. The topsoil consisted of loose, dark brown silty fine sand with roots. The fill consisted of Cornerstone Geotechnical, Inc. Site Evaluation South 150`'' Street Tukwila, Washington April 26, 2002 CG File No. 1291 Page 4 medium dense, brown fine sand with silt and gravel. In Test Pits 2, 3, and 5, we encountered a silty gravel between 2.5 and 4.0 feet in depth. The gravel layer ranged from 0.5 to 1.0 feet in thickness. Underlying the gravel in these test pits, medium dense brown sand with gravel and cobbles with silt from 0.5 to 3.5 feet thick were encountered. We encountered a blue -gray silt that extended to the depths explored in Test Pits 2, 4, and 6. The remaining test pits ended at depth in a dense silty sand with gravel. Hydrologic Conditions Ground water seepage was encountered in all our test pit explorations, except Test Pit 7. The underlying soils at depth are considered poorly draining. During the wetter times of the year, we would expect perched water conditions to develop. Perched water occurs when surface water infiltrates through less dense, more permeable soils and accumulates on top of the underlying, less permeable soils. The more permeable soils encountered consist of the topsoil and gravel layers. We would expect the gravel layer to pocket water and that significant seepage will occur when initially excavated. We would typically expect this seepage to diminish with time. However, we cannot predict that with certainty as we do not know the lateral extent of the gravel layer. Perched water does not represent a regional ground water "table" within the upper soil horizons. The thickness of the layer and the surrounding topography suggests that it is not continuous. It should be noted that the local volumes of perched ground water could vary depending upon the time of year and the upslope recharge conditions. The slope along the western side of the site is a potential source for perched groundwater recharge for all down slope soils. CONCLUSIONS AND RECOMMENDATIONS General It is our opinion that the site is compatible with the planned development. The underlying medium dense to dense deposits are capable of supporting the planned structures and pavements. We recommend that the foundations for the structures extend through any topsoil, organic, fill, loose, or disturbed soils, and bear on the underlying medium dense to dense, native soils, or on structural fill extending to these soils. The dark brown organic silt where found, would require Cornerstone Geotechnical, Inc. Site Evaluation South 150 Street Tukwila, Washington April 26, 2002 CG File No. 1291 Page 5 removal. Based on our site explorations, we anticipate suitable bearing will generally be encountered from 1.5 to 5.5 feet below the existing ground surface. We expect that foundation depths will be less with distance from the central drainage feature. The shallow, perched ground water found on site will have a tendency to collect in low areas. We recommend that foundation drains be incorporated in the design and that they be placed below the elevation of crawl spaces and slabs on grade. Where soils with high silt content are exposed in foundation areas, we recommend that the foundations be excavated with a smooth - bladed backhoe. The resulting undisturbed subgrade should be covered with a 6 -to 8 -inch layer of rock to protect it from disturbance during construction. Foundations Footings should extend at least 18 inches below the lowest adjacent finished ground surface for frost protection and bearing capacity considerations. Minimum foundation widths of 12 and 18 inches should be used for continuous and isolated spread footings, respectively. Standing water should not be allowed to accumulate in footing trenches. All loose or disturbed soil should be removed from the foundation excavation prior to placing concrete. Where overexcavation depths are excessive, the foundation subgrade elevation can be achieved by placing structural fill below the foundations. The structural fill should extend outside the edge of the foundation a distance of one -half the depth of overexcavation. Therefore, a 2 -foot overexcavation depth would require 1 foot of structural fill outside of the footing. For foundations constructed as outlined above, we recommend an allowable design bearing pressure of 2,000 pounds per square foot (psf) be used for the footing design. Uniform Building Code (UB C) guidelines should be followed when considering short-term transitory wind or seismic loads. Potential foundation settlement using the recommended allowable bearing pressure is estimated to be less than 1 -inch total and 'h -inch differential between footings or across a distance of about 30 feet. Higher soil bearing values may be appropriate for specific foundation conditions. These higher values can be determined after a review of a specific design. Cornerstone Geotechnical, Inc. Site Evaluation South 150 Street Tukwila, Washington April 26, 2002 CG File No. 1291 Page 6 Lateral loads can be resisted by friction between the foundation and subgrade soil, and by passive soil resistance acting on the below -grade portion of the foundation. For the latter, the foundation must be poured "neat" against undisturbed soil or backfilled with clean, free - draining, compacted structural fill. Passive resistance may be calculated as a triangular equivalent fluid pressure distribution. We recommend that an equivalent fluid density of 250 pounds per cubic foot (pcf) be used to calculate the allowable lateral passive resistance for the case of a level ground surface adjacent to the footing. An allowable coefficient of friction between footings and soil of 0.45 may be used, and should be applied to the vertical dead load only. These values include a factor of safety of 1.5, applied to our estimate of ultimate soil strength values. Drainage! We recommend that runoff from impervious surfaces, such as roofs, driveway and access roadways, be collected and routed to an appropriate storm water discharge system. Final site grades should allow for drainage away from any buildings. We suggest that the finished ground surface be sloped at a gradient of 3 percent minimum for a distance of at least 10 feet away from the buildings. Surface water should be collected by permanent catch basins and drain lines, and be discharged into a storm drain system. We recommend that footing drains be used around all of the structures where moisture control is important, especially in areas of high ground water. The underlying soils will pond water that accumulates in the crawl space. It is good practice to use footing drains installed at least 1 foot below planned finished floor slab or crawl space elevation to provide drainage for the crawl space. Footing drains should consist of 4- inch - diameter, perforated PVC pipe that is surrounded by free - draining material, such as pea gravel. Footing drains should discharge into tightlines leading to an appropriate collection and discharge point. Crawl spaces should be sloped to drain, and a positive connection should be made into the foundation drainage system. For slabs -on- grade, a drainage path should be provided from the capillary break material to the footing drain system. Roof drains should not be connected to wall or footing drains. Cornerstone Geotechnical, Inc. Site Evaluation South 150" Street Tukwila, Washington April 26, 2002 CG File No. 1291 Page 7 Structural Fill Where fill is placed below foundations, it should be compacted to structural fill specifications. Structural fill, by definition, is placed in accordance with prescribed methods and standards, and is monitored by an experienced geotechnical professional or soils technician. Field- monitoring procedures would include the performance of a representative number of in -place density tests to document the attainment of the desired degree of relative compaction. Imported structural fill should consist of a good quality, free - draining granular soil, free of organics and other deleterious material, and be well graded to a maximum size of about 3 inches. Imported, all - weather structural fill should contain no more than 5 percent fines (soil finer than a Standard U.S. No. 200 sieve), based on that fraction passing the U.S. 3/4 -inch sieve. Higher fines content soils can be used, however, they are more susceptible to disturbance when wet or above optimum moisture. The use of on -site soil as structural fill will be dependent on moisture content control. Some drying of the native soils may be necessary in order to achieve compaction. We expect that compaction of the native soils to structural fill specifications would be difficult, if not impossible, during wet weather. An alternative to compacted structural fill is to use rock, such as a 1 -to 2 -inch crushed railroad ballast. This material works well in wet conditions and does not required testing. r Fill should be placed in 8- to 10- inch -thick uniform lifts, and each lift should be spread evenly and be thoroughly compacted prior to placement of subsequent lifts. The structural fill should be compacted to at least 95 percent of its maximum dry density. Maximum dry density, in this report, refers to that density as determined by the ASTM D 1557 compaction test procedure. The moisture content of the soil to be compacted should be within about 2 percent of optimum so that a readily compactable condition exists. It may be necessary to overexcavate and remove wet surficial soils in cases where drying to a compactable condition is not feasible. All compaction should be accomplished by equipment of a type and size sufficient to attain the desired degree of compaction. Cornerstone Geotechnical, Inc. Site Evaluation South 150 Street Tukwila, Washington April 26, 2002 CG File No. 1291 Page 8 USE OF THIS REPORT We have prepared this report for Lakeridge Development and their agents, for use in planning and design of this project. The data and report should be provided to prospective contractors for their bidding and estimating purposes, but our report, conclusions, and interpretations should not be construed as a warranty of subsurface conditions. The primary focus of this report is to address foundation. conditions. We are not aware of any other specific geotechnical concerns on this site other than what was addressed in this report. The scope of our work does not include services related to construction safety precautions, and our recommendations are not intended to direct the contractors' methods, techniques, sequences or procedures, except as specifically described in our report, for consideration in design. There arc possible variations in subsurface conditions. We recommend that project planning include contingencies in budget and schedule, should areas be found with conditions that vary from those described in this report. We should be retained to provide monitoring and consultation services during construction to confirm that the conditions encountered are consistent with those indicated by the explorations, and to provide recommendations for design changes, should the conditions revealed during the work differ from those anticipated. As part of our services, we would also evaluate whether or not earthwork and foundation installation activities comply with contract plans and specifications. Within the limitations of scope, schedule and budget for our work, we have strived to take care that our work has been completed in accordance with generally accepted practices followed in this area at the time this report was prepared. No other conditions, expressed or implied, should be understood. oOo Cornerstone Geotechnical, Inc. Site Evaluation South 150` Street Tukwila, Washington April 26, 2002 CG File No. 1291 Page 9 We appreciate the opportunity to be of service to you. If there are any questions concerning this report or if we can provide additional services, please call. Sincerely, Cornerstone Geotechnical, Inc. Anthony Schuetze Staff Geologist Charles P. Couvrette, PE Principal Engineer AAS:CPC nt Three Copies Submitted Five Figures Cornerstone Geotechnical, Inc. SITE PLAN LEGEND • TP -1 Number and Approximate Location of Test Pit mva ct 4 Reference: Untitled, undated photocopy provided by Lakeridge Development. 150th STREET —sr, wa.r. l�4 • "r. u ra.Ma s U �ry r-,, roc- 0 60 I 1 I Scale 1" = 60' 120 Cornerstone Geotechnical, Inc. 17625 -130th Ave NE, C -102 • Woodinville, WA • 98072 Phone: (425) 844 -1977 Fax: (425) 844 -1987 Lakeridge Development/Tukwila File Number 1291 ' Figure 2 Unified Soil Classification System AJOR DIVISIONS MAJOR GROUP SYMBOL GROUP NAME COARSE - GRAINED SOILS MORE THAN 50% RETAINED ON NO. 200 SIEVE GRAVEL MORE THAN 50% OF COARSE FRACTION RETAINED ON NO. 4 SIEVE CLEAN GRAVEL GW WELL- GRADED GRAVEL, FINE TO COARSE GRAVEL GP POORLY - GRADED GRAVEL GRAVEL WITH FINES GM SILTY GRAVEL GC CLAYEY GRAVEL SAND MORE THAN 50% OF COARSE FRACTION PASSES NO. 4 SIEVE CLEAN SAND SW WELL- GRADED SAND, FINE TO COARSE SAND SP POORLY - GRADED SAND SAND WITH FINES SM SILTY SAND SC CLAYEY SAND FINE - GRAINED SOILS MORE THAN 50% PASSES NO. 200 SIEVE SILT AND CLAY LIQUID LIMIT LESS THAN 50% INORGANIC ML SILT CL CLAY ORGANIC OL ORGANIC SILT, ORGANIC CLAY SILT AND CLAY LIQUID LIMIT 50% OR MORE INORGANIC MH SILT OF HIGH PLASTICITY, ELASTIC SILT CH CLAY OF HIGH PLASTICITY, FAT CLAY ORGANIC OH ORGANIC CLAY, ORGANIC SILT HIGHLY ORGANIC SOILS PT PEAT NOTES: SOIL MOISTURE MODIFIERS 1) Field classification is based on Dry- Absence of moisture, dusty, dry visual examination of soil in general to the touch accordance with ASTM D 2488 -83. 2) Soil classification using laboratory Moist- Damp, but no visible water tests is based on ASTM D 2487 -83. Wet- Visible free water or saturated, 3) Descriptions of soil density or usually soil is obtained from consistency are based on below water table interpretation of blowcount data, visual appearance of soils, and /or test data. Cornerstone Phone: (425) 844 -1977 Fax: (425) 844-1987 Geotechnical Inc. � 17625 -130th Ave NE, C -102 • Woodinville, WA' 98072 Unified Soil Classification System Figure 3 DEPTH TEST PIT ONE 0.0 - 2.2 2.2 - 5.5 TEST PIT TWO 0.0 - 2.0 SM MEDIUM BROWN FINE SAND WITH SILT AND GRAVEL (LOOSE TO MEDIUM DENSE, MOIST) (FILL) 2.0 - 3.0 SM RED -BROWN FINE SAND WITH ORGANICS (LOOSE TO MEDIUM DENSE, MOIST TO WET) 3.0 - 3.5 GM GRAY -BROWN SILTY GRAVEL WITH FINE SAND (LOOSE TO MEDIUM DENSE, WET) 3.5 - 6.0 ML BLUE -GRAY SILT (MEDIUM STIFF TO STIFF, DAMP) TEST PIT THREE 0.0 -2.5 SM BROWN FINE SAND WITH SILT AND GRAVEL (LOOSE TO MEDIUM DENSE, MOIST) (FILL) 2.5 - 3. 5 GM GRAY -BROWN SILTY GRAVEL WITH SAND (LOOSE TO MEDIUM DENSE, WET) 3.5 - 6.0 SP BROWN SAND WITH GRAVEL TO COBBLES AND TRACE SILT (MEDIUM DENSE, MOIST) 6.0 - 7.5 SP LIGHT BROWN FINE SAND WITH GRAVEL TO COBBLES AND TRACE SILT (DENSE, DAMP TO DRY) TEST PIT FOUR USC SOIL DESCRIPTION SM SM LOG OF EXPLORATION MEDIUM BROWN FINE SAND WITH SILT AND ORGANICS AND MINOR GRAVEL TO COBBLES (LOOSE TO MEDIUM DENSE, MOIST) (FILL) LIGHT BROWN SILTY SAND WITH GRAVEL TO COBBLES (MEDIUM DENSE TO DENSE, MOIST TO DRY) SAMPLES COLLECTED AT 1.5 AND 5.0 FEET GROUNDWATER SEEPAGE OBSERVED AT 2.0 FEET TEST PIT CAVING WAS NOT ENCOUNTERED TEST PIT WAS COMPLETED AT 5.5 FEET ON 4/11/02 SAMPLE COLLECTED AT 5.5 FEET GROUNDWATER SEEPAGE WAS OBSERVED BETWEEN 2.0 TO 3.5 FEET HIGHER SEEPAGE RATES IN THE GRAVELS TEST PIT CAVING WAS NOT ENCOUNTERED TEST PIT WAS COMPLETED AT 6.0 FEET ON 4/11/02 SAMPLES WERE NOT COLLECTED GROUNDWATER SEEPAGE OBSERVED BETWEEN 2.0 TO 3.5 HIGHER SEEPAGE RATES OBSERVED IN GRAVEL LAYER TEST PIT CAVING WAS NOT ENCOUNTERED TEST PIT WAS COMPLETED AT 7.5 FEET ON 4/11/02 0.0 - 0.8 OL DARK BROWN SILTY SAND WITH ROOTS AND ORGANICS (LOOSE, MOIST) (FILL/TOPSOIL) 0.8- 1.5 SM MEDIUM BROWN FINE SAND WITH SILT AND GRAVEL (LOOSE TO MEDIUM DENSE, MOIST) (FILL/TOPSOIL) 1.5 - 2.0 ML BLUE -GRAY SILT (MEDIUM STIFF, WET) 2.0 -4.0 ML LIGHT BROWN SILT WITH GRAY COBBLES (STIFF, MOIST) SAMPLES WERE NOT COLLECTED GROUNDWATER SEEPAGE OBSERVED BETWEEN 1.0 AND 1.5 FEET TEST PIT CAVING WAS NOT ENCOUNTERED TEST PIT WAS COMPLETED AT 4.0 FEET ON 4/11/02 Cornerstone Geotechnical, Inc. CG FILE NO.1291 FIGURE 4 01 -04 -2010 MARK LEPPELL 108 WEST STEWART PUYALLUP WA 98371 Dear Permit Applicant: City of Tukwila RE: Permit Application No. D09 -184 5505 S 149 ST TUKW Jim Haggerton, Mayor Department of Community Development In reviewing our current application files, it appears that your permit applied for on 08/26/2009, has not been issued by the City of Tukwila Permit Center. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and /or National Electrical Code every permit application not issued within 180 days from the date of application shall expire and become null and void. Your permit application will expire on 02/22/2010. If you still plan to pursue your project, a written request for extension of your application must be submitted 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 application. If it is determined that an extension is granted, your application will be extended for an addtional 90 days from the expiration date and you will be notified by mail. In the event that we do not receive your written request for extension or request was denied, your permit application will expire, 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, %,kg Bill Rambo Permit Technician File: Permit File No. D09 -184 Jack Pace, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 A December 14, 2009 City of Tukwila 6300 Southcenter Blvd Suite 100 Tukwila, WA 98188 • RE: Lot 7661600208 To Whom it May Concern; The purpose of this letter is to explain the intended function of the out- building design on Lot 7661600208. The out - building I am proposing to build will serve many functions for myself and my family. One intended function for the out - building is storage. Lot 7661600208 is a fairly Large lot for a single family home and will require many tools and machinery (lawn mowers, weed trimmers, edgers, etc...) to maintain the home and landscape. There is also a wetland setback on the property that will require maintenance. Therefore, the out - building will also be needed to store the necessary tools to maintain the wetland setback. In addition to storage, another intended function for the out - building on Lot 7661600208 is a workshop. My family and I have many hobbies and the out - building will provide a large space for us to complete personal projects such as wood- working, gardening, painting, and sports related goals. In the event the out - building is needed to store vehicles, we will certainly contact the City of Tukwila to discuss the installment of a paved driveway to the out - building. If you have additional questions or need additional information, please feel free to contact me. 1 can be reached by email at chuck campy c@ryahoo.cozn or by telephone at (253) 988 -9484. Sincerely, &k C pv y Chuck Campy CORRECTION X09 -18 y RECEIVED DEC 211009 PERMIT CENTEF December 3, 2009 Mark Leppell 108 W Stewart Puyallup, WA 98371 of TuF RE: CORRECTION LETTER #2 Development Permit Application Number D09 -184 Campy Detached Garage — 5505 S 149 St encl File No. D09 -184 Bill Rambo Permit Technician W:\Pennit Center \ Correction Letters\2009\D09 -184 Correction Letter #2.DOC Jim Haggerton, Mayor Department of Community Development Jack Pace, Director Dear Mr. Leppell, 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 Public Works Departments. At this time the Fire and Planning Departments have no comments. Building Department: Allen Johannessen at 206 433 -1763 if you have questions regarding the attached memo. Public Works Department: Dave McPherson at 206 43431 -2448 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) 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 messen;aer service. If you have any questions, please contact me at (206) 431 -3670. Sincerely, 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 Building Division Review Memo Date: December 2, 2009 Project Name: Campy Detached Garage Permit #: D09 -184 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. Previous letter requested "The geotechnical report provided is an outdated report (2002) and references another geographical site location. It also refers to outdated UBC building codes. Provide a current geotechnical report for this site referencing current 2006 building codes. " Please provide the document as requested. Should there be questions concerning the above requirements, contact the Building Division at 206 -431- 3670. No further comments at this time. • • CITY OF TUKWILA PUBLIC WORKS DEPARTMENT REVIEW COMMENTS www.ci.tukwila.wa.us Development Guidelines and Design and Construction Standards DATE:December 3, 2009 PROJECT: Campy Detached Garage 5505 South 149 Street 2" Review Comments PERMIT NO: D09 -184 PLAN REVIEWER: Contact David McPherson at (206) 431 -2448, if you have any questions /comments regarding the following comments. 1. Verify that Shop /Garage shown on plan sheet (enclosed) does not require an access drive and the Garage portion is for storage, lawn mowing equipment, etc.. September 29, 2009 Mark Leppell 108 W Stewart Puyallup, WA 98371 er Marshall t Technician encl File No. D09 -184 • City Tukwila Department of Community Development RE: CORRECTION LETTER #1 Development Permit Application Number D09 -184 Campy Detached Garage — 5505 S 149 St Dear Mr. Leppell, 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 Public Works Departments. At this time the Fire and Planning Departments have no comments. Building Department: Allen Johannessen at 206 433 -1763 if you have questions regarding the attached memo. Public Works Department: Dave McPherson at 206 43431 -2448 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) sets of revised plans, specifications and /or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections /revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at (206) 431 -3670. Sincerely, W:U'ennit Center \Correction Letters\2009\D09 -184 Correction Letter #1.DOC Jim Haggerton, Mayor Jack Pace, Director 6300 Southcenter Boulevard. Suite #100 o Tukwila. Washington 98188 o Phone: 206 431 - 3670 o Fax: 206 431 - 3665 • 1 Building Division Review Memo Date: September 8, 2009 Project Name: Campy Detached Garage Permit #: D09 -184 Plan Review: Allen Johannessen, Plan 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. The geotechnical report provided is an outdated report (2002) and referenced another geographical site location. It also refers to outdated UBC building codes. Provide a current geotechnical report for this site referencing current 2006 building codes. Should there be questions concerning the above requirements, contact the Building Division at 206 -431- 3670. No further comments at this time. DATE: PROJECT: September 9, 2009 PERMIT NO: D09 -184 • 1 Campy Detached Garage 5505 South 149 Street First Review Comments CITY OF TUKWILA PUBLIC WORKS DEPARTMENT REVIEW COMMENTS www.ci.tukwila.wa.us Development Guidelines and Design and Construction Standards PLAN REVIEWER: Contact David McPherson at (206) 431 -2448, if you have any questions /comments regarding the following comments. 1. Show & label on the plan sheet; the access drive for the proposed detached garage, including width of driveway, slope of driveway, and proposed surface. 2. Show & label on the plan sheet, any power and/or utilities for the proposed detached garage. 3. Show & label on the plan sheet, the storm drainage system for downspout control and proposed driveway. Storm Drainage shall be per the '98 King County Surface Water Design Manual and the Geotechnical Report by Cornerstone Geotechnical, Inc., dated April 26, 2002 and subsequent geotechnical reports /evaluations. 4. All utilities including power are required to be underground, per City of Tukwila ordinance. Mark Leppell 108 W Stewart Puyallup, WA 98371 Dear Mr. Leppell, Sincerely, Bill Rambo Permit Technician city of Tukwila Department of Community Development Jack Pace, Director RE: Letter of Incomplete Application # 1 Development Permit Application DO9 -184 Campy Detached Garage — 5505 S 149 St This letter is to inform you that your permit application received at the City of Tukwila Permit Center on August 26, 2009 is determined to be incomplete. Before your application can continue the plan review process the following items from the following departments need to be addressed: Building Department: Allen Johannessen at 206 433 -7163 if you have any questions concerning the following comment. 1) Provide engineers calculation pack. Fire Department: Al Metzler at 206 -575 -4404 if you have any questions concerning the following comment. 1) Show the location of the nearest fire hydrant via vehicle travel. Planning Department: Brandon Miles at 206 433 -7166 if you have any questions concerning the attached comments. 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 throujzh the mail or by a messenker service. If you have any questions, please contact me at the Permit Center at (206) 431 -3670. • • Enclosures File: D09 -184 W:\Permit Center \Incomplete Letters\2009\D09 -184 Incomplete Ltr #1.DOC Jim Haggerton, Mayor .0 tin - T.. f....: 1.. Tdl .. i.: «..a..« n0f00 DA.. «.,. 7/1.4 A21 ? A7/1 . Cn... 2 nA A21.2..hC DATE: CONTACT: RE: ADDRESS: ZONING: August 27, 2009 Mark Leppell D09 -184 5505 S. 149 St LDR PLANNING DIVISION COMMENTS The Planning Division of DCD has reviewed the above permit application. The application is incomplete: 1. Show the location of all impervious surfaces such as driveways, pedestrian paths, etc on the site plan. DE u NTS: B �lding Division - IRE O Pub 11c WIT s k e)-- 61 Complete Comments: Documents /routing slip.doc 2 -28 -02 • • PE IL PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D09 -184 DATE: 12 -21 -09 PROJECT NAME: CAMPY GARAGE SITE ADDRESS: 5505 S 149 ST Original Plan Submittal Response to Incomplete Letter # X Response to Correction Letter # 2 Revision # After Permit Issued DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 12 -24 -09 APPROVALS OR CORRECTIONS: Fire Prevention Structural Incomplete n n Planning Division ❑ Permit Coordinator Not Applicable TUES/THURS ROUTING: Please Route Structural Review Required 1 No further Review Required REVIEWER'S INITIALS: DATE: DUE DATE: 01 -21 -10 Permit Center Use Only INCOMPLETE LETTER MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: LETTER OF COMPLETENESS MAILED: Approved n Approved with Conditions I Not Approved (attach comments) n Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: DEPARTMENTS. iTding Division ff • -ft/ye f/' �ubfic Works Comments: APPROVALS OR CORRECTIONS: Documents/routing stip.doc 2 -28 -02 PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D09 - 184 DATE: 11 -27 -09 PROJECT NAME: CAMPY DETACHED GARAGE SITE ADDRESS: 5505 S 149 ST Original Plan Submittal X Response to Correction Letter # 1 Response to Incomplete Letter # Revision # after Permit Issued Fire Prevention Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Incomplete n n Planning Division Permit Coordinator DUE DATE: 12-01-09 Not Applicable Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES /THURS ROUTING: Please Route Structural Review Required ri No further Review Required ri REVIEWER'S INITIALS: DATE: DUE DATE: 12-29-09 Approved ❑ Approved with Conditions n Not Approved (attach comments) Notation: REVIEWER'S INITIALS: DATE: n El Permit Center Use Only CORRECTION LETTER MAILED: !I � 2 7 -0 -I Q Departments issued corrections: Bldg Fire ❑ Ping ❑ PW Staff Initials: (44( ACTIVITY NUMBER: D09 -184 DATE: 09 -02 -09 PROJECT NAME: CAMPY DETACHED GARAGE SITE ADDRESS: 5505 S 149 ST Original Plan Submittal X Response to Incomplete Letter # 1 Response to Correction Letter # Revision # After Permit Issued DEPAR il lding 1) Public Complete Comments: MENT rks IVISIOn • 0 PEWIT :: PLAN REVIEW /ROUTING SLIP Fire Prevention Structural ❑ Incomplete U ?* Ar OVA Planning Division Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 09-03-09 Not Applicable PI u Permit Center Use Only INCOMPLETE LETTER MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: LETTER OF COMPLETENESS MAILED: TUES/THURS RO TING: Please Route Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved 1 1 Approved with Conditions Notation: Documents /routing slip.doc 2 -28 -02 I No further Review Required u DUE DATE: 10-01-09 Not Approved (attach comments) NO REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: oilvito(i Departments issued corrections: Bldg g Fire ❑ Ping ❑ PW, Staff Initials: Complete ❑ ACTIVITY NUMBER: D09 -184 DATE: 08 -26 -09 PROJECT NAME: CAMPY DETACHED GARAGE SITE ADDRESS: 5505 S 149 ST X Original Plan Submittal Response to Correction Letter # Response to Incomplete Letter # Revision # After Permit Issued DEPA TMENTS:_ (O Bui ding Division Public Works Comments: � PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP Fire Prevention Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Incomplete Permit Center Use Only INCOMPLETE LETTER MAILED: e 7 " LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg Fire Ping PW ❑ Staff Initials: u.� TOES /THURS ROUTING: Please Route ❑ Structural Review Required U REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Approved ❑ Approved with Conditions 1 Not Approved (attach comments) ❑ Notation: REVIEWER'S INITIALS: Documents/routing slip.doc 2 -28 -02 �M cia O$ Planning Division ❑ Permit Coordinator ❑ DUE DATE: 08 -27-09 DUE DATE: 09-24-09 No further Review Required ri DATE: DATE: Not Applicable Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 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 T SION, SUBMITT Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: �� — 01 Plan Check/Permit Number: 1 6G - (4 ❑ Response to Incomplete Letter # '- Response to Correction Letter # 2 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Project Address: 55L Contact Person: AvL p 0 Phone Number: 2 -53 - 34 - j - 11_ Summary of Revision: Sheet Number(s): "Cloud" or highlight all areas of revision including date of revisi Received at the City of Tukwila Permit Center by: Entered in Permits Plus on le) \applications\forms- applications on line\revision submittal Created: 8 -13 -2004 Revised: 1 -2009 • CRY OF TUKWI A I DFD 2 11009 Date: 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 WO TITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. r . ❑ Response to Incomplete Letter # • Response to Correction Letter # 1 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Campy Detached Garage Project Address: 5505 S 149 St Contact Person: ` etV kA>e-k Summary of Revision: \applications \forms- applications on Iine\revision submittal Created: 8 -13 -2004 Revised: • • Plan Check/Permit Number: D09-184 Phone Number: 253 Mrv NOV 2 5 2009 PERMIT CENTER Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: Entered in Permits Plus on `)`1 Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: ® Response to Incomplete Letter # 1 ❑ Response to Correction Letter # ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Campy Detached Garage Project Address: 5505 S 149 St Contact Person: /1l*V Lcif Phone Number: / Z 377 `177 Sum mary of Revision: c -e,v - r-er A si"t,. Ji. ivc ,-r Cre 1-1 va r j Ne-J C, -V l / her , r . Sheet Number(s): "Cloud" or highlight all areas of revision including date of revisjqn Received at the City of Tukwila Permit Center by: Entered in Permits Plus on • 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: D09-184 \applications \forms- applications on line \revision submittal Created: 8 -13 -2004 Revised: Steven M. Mullet, Mayor Steve Lancaster, Director REIVVED CITY OF TUKWIL.A SEP 02 2009 CFUTFR CITY OF TUKWILA Department of Community Development 630o Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431 -367o FAX (206) 431 -3665 E -mail: tukplan Pci.tukwila.wa.us STATE OF WASHINGTON) ) ss. COUNTY OF KING ) AFFIDAVIT IN LIEU OF CONTRACTOR REGISTRATION PERMIT NO: i-D09 I l� 3 coq -thy 6 G. [please printaiame] • , states as follows: Permit Center /Building Division 206 431 -3670 Public Works Department 206 433 - 0179 Planning Division 206 431 -3670 1. I have made application for a permit from the City of Tukwila, Washington. 2. I understand that state law requires that all building construction contractors be registered with the State of Washington. The exceptions to this requirement are stated under Section 18.27.090 of the Revised Code of Washington, a copy of which is printed on the reverse side of this Affidavit. I have read or am familiar with RCW 18.27.090. 3. I understand that prior to issuance of a permit for work which is to be done by any contractor, the City of Tukwila must verify either that the contractor is registered by the State of Washington, or that one of the exemptions stated under RCW 18.27.090 applies. 4. In order to provide verification to the City of Tukwila of my compliance with this requirement, I hereby attest that after reading the exemptions from the registration requirement of RCW 18.27.090, I consider the work authorized under this permit to be exempt under number / 3 , and will therefore not be performed by a registered contractor. 5. I understand that the licensing provision of RCW 19.28.161 through 19.28.271 shall not apply to persons making electrical installations on their own property or to regularly employed employees working on the premises of their employer. The proposed electrical work is not for the construction of a new building for rent, sale or lease. I understand that I may be waiving certain rights that I might otherwise have under state law in any decision to engage an unregistered contractor to perform construction work. Owner Owner's Agent Signed and sworn to before me this ' day of rehl'itC«i- Gt,19 My commission expires: 0 57- ? i _ / 6 ,20 0 %. O T Y PUBLIC in and for the State of Washington Residing at 7 1 , County Name as commissioned: kf.a /1 r t e 18.27.090 Exemptions. The regtion provisions of this chapter do not apply 1. An authorized representative of the United States government, the state of Washington, or any incorporated city, town, county, township, irrigation district, reclamation district, or other municipal or political corporation or subdivision of this state; 2. Officers of a court when they are acting within the scope of their office; 3. Public utilities operating under the regulations of the utilities and transportation commission in construction, maintenance, or development work incidental to their own business; 4. Any construction, repair, or operation incidental to the discovering or producing of petroleum or gas, or the drilling, testing, abandoning, or other operation of any petroleum or gas well or any surface or underground mine or mineral deposit when performed by an owner or lessee; 5. The sale of any finished products, materials, or articles of merchandise that are not fabricated into and do not become a part of a structure under the common law of fixtures; 6. Any construction, alteration, improvement, or repair of personal property performed by the registered or legal owner, or by a mobile /manufactured home retail dealer or manufacturer licensed under chapter 46.70 RCW who shall warranty service and repairs under chapter 46.70 RCW; 7. Any construction, alteration, improvement, or repair carried on within the limits and boundaries of any site or reservation under the legal jurisdiction of the federal government; 8. Any person who only furnished materials, supplies, or equipment without fabricating them into, or consuming them in the performance of, the work of the contractor; 9. Any work or operation on one undertaking or project by one or more contracts, the aggregate contract price of which for labor and materials and all other items is less than five hundred dollars, such work or operations being considered as of a casual, minor, or inconsequential nature. The exemption prescribed in this subsection does not apply in any instance wherein the work or construction is only a part of a larger or major operation, whether undertaken by the same or a different contractor, or in which a division of the operation is made into contracts of amounts less than five hundred dollars for the purpose of evasion of this chapter or otherwise. The exemption prescribed in this subsection does not apply to a person who advertises or puts out any sign or card or other device which might indicate to the public that he or she is a contractor, or that he or she is qualified to engage in the business of contractor; 10. Any construction or operation incidental to the construction and repair of irrigation and drainage ditches of regularly constituted irrigation districts or reclamation districts; or to farming, dairying, agriculture, viticulture, horticulture, or stock or poultry raising; or to clearing or other work upon land in rural districts for fire prevention purposes; except when any of the above work is performed by a registered contractor; 11. An owner* who contracts for a project with a registered contractor, except that this exemption shall not deprive the owner of the protections of this chapter against registered and unregistered contractors. The exemption prescribed in this subsection does not apply to a person who performs the activities of a contractor for the purpose of leasing or selling improved property he or she has owned for less than twelve months; 12. Any person working on his or her own property, whether occupied by him or her or not, and any person working on his or her personal residence, whether owned by him or her or not but this exemption shall not apply to any person who performs the activities of a contractor on his or her own property for the purpose of selling, demolishing, or leasing the property; 13. An owner* who performs maintenance, repair, and alteration work in or upon his or her own properties, or who uses his or her own employees to do such work; 14. A licensed architect or civil or professional engineer acting solely in his or her professional capacity, an electrician certified under the laws of the state of Washington, or a plumber certified under the laws of the state of Washington or licensed by a political subdivision of the state of Washington while operating within the boundaries of such political subdivision. The exemption provided in this subsection is applicable only when the person certified is operating within the scope of his or her certification; 15. Any person who engages in the activities herein regulated as an employee of a registered contractor with wages as his or her sole compensation or as an employee with wages as his or her sole compensation; 16. Contractors on highway projects who have been prequalified as required by RCW 47.28.070, with the department of transportation to perform highway construction, reconstruction, or maintenance work; 17. A mobile /manufactured home dealer or manufacturer who subcontracts the installation, set -up, or repair work to actively registered contractors. This exemption only applies to the installation, set -up, or repair of the mobile /manufactured homes that were manufactured or sold by the mobile /manufactured home dealer or manufacturer; 18. An entity who holds a valid electrical contractor's license under chapter 19.28 RCW that employs a certified journeyman electrician, a certified residential specialty electrician, or an electrical trainee meeting the requirements of chapter 19.28 RCW to perform plumbing work that is incidentally, directly, and immediately appropriate to the like -in -kind replacement of a household appliance or other small household utilization equipment that requires limited electric power and limited waste and /or water connections. An electrical trainee must be supervised by a certified electrician while performing plumbing work. • Per Washington State Department of Labor and Industriea, lessee has been interpreted to be equivalent to owner for the purpose of these exemptions. OWNER CHARLES CAMPY SITE ADDRESS 5606 5.149TH STREET PARCEL NUMBER 7661600208 LEGAL DESCRIPION LOT 4, CTTY OF 1UKWILS SHORT PLAT NUMBER L02 -51, RECORDED UNDER KING COUNTY RECORDING NUMBER 20050601900007, RECORD OF KING COUNTY AUDOITOR. SITUATE IN TEH CRY OF TUKWILA, COUNTY OF KING, WASHINGTON. CB 3957 RIM 155.3' I.E. 152.3' N, 12" PVC I.E. 152.3' S, 12" PVC I.E. 152.3' W, 12" PVC CONC BLOCK RET. WAL Iu 0 A/C 12" PLASTI I.E. 152. -0' I r /// . / / iv / / COTTONW00D26 (2) 1 i INSTALL SILT FENCE TO PROTECT CREEK BARK \ SILT FENC W /GRAVEL , STRIP EXISTING FIRE HYDRANT A/C COTTONWOO COTTONW00026 (2) " J CAMPY RESIDENCE SITE PLAN INSTALLTEMPORARY CONSTRUCTION ENTRANCE REMOVE SILT FENCE AS NECESSARY 36" BOULDERS'6Cn 25' FLOW PATH MINIMUM FOR DISPERSAL TRENC TYPICAL 50' FLOW PATH MINIMUM FOR SPLASH BLOCKS GUTTERS TO DRAIN ONTO SPLASH BLOCKS SHOP /GARAGE POWER TO BE INSTALLED IN CONDUIT FROM LOT 3 UNDER EXISTING CREEK 1 1 1 / 1 50' DI co co 12" PLASTIC I.E. 171.3' TRENCH A/C 0 UD vi S88'30'04"E 248.42' 0 SSMH 2486 GRAPHIC SCALE 50 RIM 178.6' I.E. 167.6' S, E, T�6 RELEVX172 100 1 " =50' 1.5' HIGH CONC "WATER" GUARD POST METAL SIGN W/9 REFLE 1 1 1 1 1 ! 1 1 1 1 4' PVC SEWER 1 I t SERVICE-INSTALL 1 1 1 CLEANOUT AT 1 1 , RESIDENCE ' `, INSTALL CATCH 1 1 CONNECT ROOF DRAINS 1 1 ; TO CATCH BASIN. 1 1 r CONNECT CATCH BASIN r r TO DOST NG 12' H9PE r 1 1 STORM rIPE r 150 r- - "CALL BEFORE YOU DIG" SIGN "CAUTION: SEWER/ WATER LINE" SIGN 1 1 1 1 4 1 1 l 1 1 r 1 1 CITY OF TUKWILA 1 1 1 1 1 1 1 1 \ \ \ \b' Wu I Permit No. 12" CONC I.E. 177.9' EXISTING FIRE HYDRANT • c l o GUTTER DRAIN (Wp' GATE NEXT TO HOUSE) --GUTTER DRAIN \— CONCRETE PAD NOT TIED THIS SURVEY GATE CHERRY8(3) 3' HIGH CONC GUARD POST (2) 12" GONG I.E. 180.3' CRUSHED IC TV RISE 2" H5 OIL PI STRIP ORAIN NOTES: FLOWLINE IN CONC, 0.1' DEEP I.E=177.1' EAST END I.E=177.2' WEST END P 01 1. DRIVEWAY IS CONCRETE FROM S. 149111 ST TO GARAGE 2. S.D. PIPE TO BE 4" NON-PERFORATED PVC PIPE WITH POSITIVE SLOPE TO LOW POINT OF FOUNDATION. "Y"STORM PIPE AND FIG. DRAIN TOGETHER INTO SINGLE 4" SOLID PVC LINE WITH POSITIVE SLOPE TO DISPERSAL TRENCH. 3. SS PIPE IS 4" SDR 35 PVC. CLEANOUTS PER CITY INFRASTRUCTURE STANDARDS. 4. WATER SUPPLY FROM METER TO HOUSE IS 3/4". WATER METER IS FOGTITE #1. 5. WATER SUPPLY CONNECTED TO WATER METER SETTER. 6. SITE WILL BE PERMANENTLY STABILIZED USING SEED AND MULCH APPUED BY OWNER. 7. TEMPORARY EROSION CONTROL TO BE STRAW ON THE DOWNHILL SIDE OF THE LOT APPLIED BY OWNER. B. POWER, TELEPHONE , AND CABLE TO BE INSTALLED UNDERGROUND. 12' HIGH HEDGE c, c, Er , RET. WALL— RECEIvFD TUKWILA PUBLIC WORKS REVIEWEI CODE COMPLIANCE APPRnvFn DEC 2 9 269 City of Tukwila pivIsioN LEGEND IP BSBL 0 EEO RECEIVED CITY OF TUKWIIA PERMIT CENTER IRON PIPE BUILDING SETBACK LINE EX. FIRE HYDRANT EX. WATER GATE VALVE EX. WATER METER EX. BOLLARD EX. UTILITY POLE EX. UTIUTY POLE ANCHOR EX. CATCH BASIN EX. STORM MANHOLE EX. MAILBOX EX. TELEPHONE RISER 0 EX. SANITARY MAN HOLE EX. SANITARY CLEAN OUT EX. GAS VALVE - Er EX. SIGN EX STREET LIGHT al EX. CABLE TV BOX asselloo EX. ROCKERY PROPOSED LOT LINE CRANE DES16N, Inc. Reserves All Legal Rights To Material On This Sheet — Subject To Criminal Prosecution ......*.•••■••••■■■•■••■■••■■••■••••■••■ , W4RAGTOR NOT: 'All Pimensions hall Pe Checked Andyerified Prior To Construction. NOTICE: • •THE DSAWING 5 SET FORTH ON THIS SET OF BUILDING PLANS *A8• NSTRUMENTS,OF SERVICE, ARE AND:SHALL REMAIN THE PROPERTY OF CRANE DESIGN, .INC. THE PLANS ARE COPYRIGHTED*MATERIAL AND THEIR . - USE .IS. LIMITED. TO THE CONSTRUCTION.OF ONE STRUCTURE WITHIN ONE YEAR OF. PURCHASE BY THE . • PURCHASER ONLY FOR A SPECIFIC. BUILDING SITE. ANY USE CF.REUSE:•OF SAID BUILDING PLANS IS $TR1CLTY PROHIBITED WITHOUT THE WRITTEN PERMISSION OF CRANE 'DESIGN; INC..- VIOLATORS WILL BE PROSECUTED N FEDERAL COURT FOR COPYRIGHT INFRINGEMNT WITH FINES -UP TO 4100,600.00 VIOLATORS WILL PAY ALL ATTORNEY FEES 4 COURT.COSTS. WRITTEN DIMENSIONS ON THESE DRAWINGS* • - SHALL WAVE PREC OVER SCALED D IMENSIONS. CONTRA.CTOR SHALL CHECK 4 VERIFY ALL *. • DIMENSIONS AND CONDITIONS PERTAINING TO - THE PROJECT. PRIOR TO PROCEEDING TO THE CONSTRUCTION F'HASE. CRANE DESIGN, INC. MUST BE NOTPIED OF ANY VARIATION FROM THE DIMENSIONS AND/OR. CONDITIONS SI-10U,N ON THESE DRAWINGS. . ANY SUCH . VARIATION SHALL BE RESOLVED BY CRANE bESIGN; . INC, PRIOR TO PROCEEDING WITH THE WORK OR TI4E. CONTRACTOR SHALL ACCEPT FULL RESF'ONSIE5ILITY.FOR COST TO RECTIFY SAME. IN THE EVENT .ANY LIABILITY 15 IMPOSED ON CRANE. DESIGN, INC.,..OUR LIABILITY TO YOU OR ANY THIRD PARTY SHALL NOT. EXCEED THE PRICE PAID FOR CRANE DESIGN'S. PRODUCT.. To Reorder Plans 1E577)642 . . Aw.rA 4 PLANNING APPROVED Nochangesbanbemade.tothese plans without approval from the PlanningDivisionof0CD . Approved By:, ak 1?-19$2 Date: 121 I 4221)1 "FIN /TO' ‘1/167 SEPARATE PERMIT REQUIRED FOR: 1:1 if4 Ar 11 Mechanical Electrical Plumbing. Gas Piping City of Tukwila BUILDING DIVISION Permit No. 1 B REV IEWED - F01 CODE COMPLIANCE APPROVED DEC 2 9 2009 City of UILDIN FILE COPY Ia VISION Plan 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 Copy and conditions is acknowledged: By Date: City Of 7bkwila BUILDING DIVISION REVISIONS No changes shall be made to the scope of work without prior approval of Tukwila Building Division. NOTE: Revisions will require a new plan submittal and may include additional plan review fees. 47 j J Po I Ie2oVe,s— r749. RECEIVED CITY OF TUKWILA AUG 2 6 2009 PERMIT CENTER • ccPyRistir © 2001 CRANE DESIGN, Inc. 0 -wusi.1. _ , 5 r4 d 1 4 W IA OC Vg ! :; 5 ;:i; l1 ;;; M t o 13 ,T1 21 ;1 4 :0 ;t C2W rj. .4,1:mxL 4. ag !!!!!?!! 4P 14 4. I. g s. tn ""=(.3> 4 . et: g,1 b .1 0 i t ii; s= x ... '2 00_, WA00.'..1*LU : 2 11011 1 : M th t"V5. -011_ ..,2451-05411 .2*Custi5hEn 1 PLAN NUMBER: CRANE DESIGN, Inc. ReservesAI"I Legal Rights To MaterlaI On This Sheet — Subject Ta Criminal Prosecution N d p >. O0. i .. cc j d � Nw* $ NY L 0 Oa a s+4� >T 04 m td{ ` at o.kx a N C d 'i3 s x �� t. tl � w 2s N o"c J ,� io 1 Yli: gZ j U ° y C p � is 0.d OrC� Lt i Qf,3 V a r ar o - a i u V lg RU N3QY N .. a « > tl CcNLaC o' 51 a1. 6 „o a0 C V ccpp Sftl5tl1b r4P oi<p•ii- 11111 *CONTRACTOR NOTE: 'AII Dimensions ShaII Pe Checked And ,Yerified Prior To Construction. ' 6 W t),V/IvAA\M AitAid bionfoi\A vt-c-r/v (IV VtArff To Reorder Plans 1(877 )4 REVIEWED FOR CODE COMPLIANCE APPROVED DEC i . 2 9 2009 � of Tukwila City DIVIRInm GENERAL NOTES * ALL TO 13E: 4x 2x6 5T1,D WALLS) 2.x4 STUD W � xIt DF �2 * ALL EXTERIOR & 6AR Ef WARM • WALLS TO PE 2x6. 5TUP5. (UNL • GDNTRAGTOR SHALL. GNEftS, AND VERIFY ALL DIMENSIONS PRIOR TO GONSTRUOTION. * eurrit & DOWN SPOUrs. 'To I . PROVIDED AS .;�. 15Y GODS. * ALL T5 Iv�II�T EXfE A 3 A" MIN. A DA1G1:.E GR MLD SLLS FOR WASHERS AND MTS. * EXTERIOR. DOORS.. TO HAVE MAX. • 7 3 g ST p . W(TYI MIN. V' DEEP * PROVIDE FIRE . SrOPS ®. ALL DRAFT OPE imiirip. GONGEALEP * 48" MIN. LAP PLATE * FASTENERS INSTALLED tH PRESERVATIVE- TREATEP. WOOD SHALL PE 10T- DIPEEP GALVANIZED :NOTE: . R TO. Si -1EET 4 -1 Fok • IA RECEIVED CITY OF TUKWILA AUG-2 6 2009 PERMIT CENTER GOPYRIStiT © 2001 CRANE DESIGN, Inc. PLAN NUMBER: .TRUSS NOTES - . SliALL.GARRY MAt=. • STAMP & 1=e INSTN 1 FP & If;RAGED TO MANL F. • S/ SPEGS. p� /� /�� ���y� ' •Li Nor :GE FIELD. AL1ELY WITHOUT' PRIOR l3ULPINS DEPT. APF'ROVA.. OF ENSINEERINO GALLS. SI VLL HAVE DESISN PETALS & PRAWINS5 ON SITE FOR FIELD INS ALL PEA MS & HEADERS ro GE 6X8 OR PETT MR UND. PROVIDE SGREENEP LOGKINS OVER FORTS; SHAPED AREAS =• FRAME OVER . • ALL •TRUSS -DES SHALL ! E HELP MEA5UREP PRIOR TO ORGERINS CRANE DESIGN, Inc. ReservesAI"I Legal Rights To MaterlaI On This Sheet — Subject Ta Criminal Prosecution N d p >. O0. i .. cc j d � Nw* $ NY L 0 Oa a s+4� >T 04 m td{ ` at o.kx a N C d 'i3 s x �� t. tl � w 2s N o"c J ,� io 1 Yli: gZ j U ° y C p � is 0.d OrC� Lt i Qf,3 V a r ar o - a i u V lg RU N3QY N .. a « > tl CcNLaC o' 51 a1. 6 „o a0 C V ccpp Sftl5tl1b r4P oi<p•ii- 11111 *CONTRACTOR NOTE: 'AII Dimensions ShaII Pe Checked And ,Yerified Prior To Construction. ' 6 W t),V/IvAA\M AitAid bionfoi\A vt-c-r/v (IV VtArff To Reorder Plans 1(877 )4 REVIEWED FOR CODE COMPLIANCE APPROVED DEC i . 2 9 2009 � of Tukwila City DIVIRInm GENERAL NOTES * ALL TO 13E: 4x 2x6 5T1,D WALLS) 2.x4 STUD W � xIt DF �2 * ALL EXTERIOR & 6AR Ef WARM • WALLS TO PE 2x6. 5TUP5. (UNL • GDNTRAGTOR SHALL. GNEftS, AND VERIFY ALL DIMENSIONS PRIOR TO GONSTRUOTION. * eurrit & DOWN SPOUrs. 'To I . PROVIDED AS .;�. 15Y GODS. * ALL T5 Iv�II�T EXfE A 3 A" MIN. A DA1G1:.E GR MLD SLLS FOR WASHERS AND MTS. * EXTERIOR. DOORS.. TO HAVE MAX. • 7 3 g ST p . W(TYI MIN. V' DEEP * PROVIDE FIRE . SrOPS ®. ALL DRAFT OPE imiirip. GONGEALEP * 48" MIN. LAP PLATE * FASTENERS INSTALLED tH PRESERVATIVE- TREATEP. WOOD SHALL PE 10T- DIPEEP GALVANIZED :NOTE: . R TO. Si -1EET 4 -1 Fok • IA RECEIVED CITY OF TUKWILA AUG-2 6 2009 PERMIT CENTER GOPYRIStiT © 2001 CRANE DESIGN, Inc. PLAN NUMBER: DESCRIPTION OF BUILDING ELEMENTS NUMBER & TYPE OF FASTENER 9 -°•c 4 . • SPACING OF FASTENERS Joist to sill or girder, toenail 3 -8d (2 1/2'x0.113") Wood structural panels, subfloor, roof and wall sheathing to framing, and particleboard wall sheathing to framing 5/16"-1/2" 1"X6" subfloor or Tess to each joist, face nail •' 2 -8d (2 1/2'X0.113 ") 2 staples, 1 3/4" 12 19/32 " -1" 8d common noil(2 1/2 "x0.131 ") 2" subfloor to joist or girder, blind and face nail 2 -16d(3 1/2'x0.135') 1 1/8 " -1 1/4" 10d common(3 "X0.148 ") nail or 8d(2 1/2 "X0.131 ")deformed nail Sole plate to Joist or blocking, face nail 16d (3 1/2 "X0.135') • 16" o.c. Top plate /Sole plate to stud, end nail • 2 -16d(3 1/2"X0.135") 3 • 6 Stud to sole plate, toe nail 3 -8d(2 1/2"X0.113")or 2 -16d(3 1/25;0.135 ") 3 6 Double studs, face nail 10d (3 "x0.128') 24" o.c. Double top plates, face nail Hod (3'X0.128") 24" o.c. Sole plate to joist or blocking, at braced wall panels 3 -16d(3 1/2"X0.135") 16" o.c. Double top plates,. minimum 24 -inch offset of end joints, face nail in lapped area 8 -16d(3 1/2 "X0.135 ") 6 12 7/8 " -1" Blocking between joists or rafters to top plate, toe nail 3-8d(2 1/2 12 1 1/8 " -1 1/4" Rim joist to top plate, toe nail 8d (2 1/2"X0.113") 6" o.c. Top plates. lops at corner and intersections, face nail 2- 10d(3"X0.128') Built up header, two pieces with 1/2" spacer 16d (31/2'xo.135 ") 16" o.c. along each edge Continued header, two pieces t6d (3 1/2"Xo.135 ") 16" o.c, along ' each edge Ceiling joists to plate, toe nail 3 -8d (2 1/2"xo.113') Continuous header to stud, toe nail 4-8d (2 1/2"X0.113") Ceiling joist, laps over partitions, face nail 3 -10d (3"x0.128") Ceiling Joists to parallel rafters, face nail 3 - 10d (3"x0.1281 . Rafter to plate, toenail 2 -16d(3 1/2 "X0.135 ") 1" brace to each stud and plate, face nail 2 -Sd(2 1/2"xo.113') 2 staples 1 3/4" 1" x 6" sheathing to eoch bearing, face nail 2 -8d(2 1/2 "xo.113') 2 staples 1 3/4" 1" x 8" sheathing to each bearing, face nail • 2 8d(2 1/2 "X0.113") 3 staples 1 3/4" . Wider than 1" x 8" sheathing to each bearing, face nail 3 - 8d(2 1/2 "x0.113") 4 staples 1 3/4" Built -up comer studs 10d(3"X0.128") 10d(3 "x0.128 ") 24" o.c. gall each layer as follows: 32" o.c. at top and bottom and staggered. Two nails at ends and at each splice, Built -up girders and beams, 2 -inch lumber layers 2" planks 2-16d(3 t /2 "xo.135 each bearing Roof rafters to ridge, valley or hip rafters: toe nail face nail 4 -16d(3 1/2 "X0.135') 3 -16d(3 1/2 "X0.135') Rafter ties to rafters, face nail 3 -8d(2 1/2"x0.113") Collar tie to rafter, face nail, or 1 1/4 "x20 gage ridge strap 3 -10d (3 "X0.128') DESCRIPTION OF BUILDING MATERIALS DESCRIPTION FASTENER . SPACING OF FASTENERS Edges (inches)' nterme late s pports°'• (inches) Wood structural panels, subfloor, roof and wall sheathing to framing, and particleboard wall sheathing to framing 5/16"-1/2" 6d common(2 "x0. i 13 ") nail(subfloor wall'. 8d common(2 1/2 "x0.131 ") nail (roof)' 6 12 19/32 " -1" 8d common noil(2 1/2 "x0.131 ") 6 12 1 1/8 " -1 1/4" 10d common(3 "X0.148 ") nail or 8d(2 1/2 "X0.131 ")deformed nail 6 12 Other wall sheathing" 1/2" structural cellulosic fiberboard sheathing 1 1/2" galvanized roofing nail 8d common(2 1/2 "X0.131 ") nail; staple 16ga., 1 1/2" long 3 • 6 25/32" structural cellulosic fiberboard sheathing 1 3/4" galvanized roofing nail 8d(2 1/2" X0.13j ") nail; staple 16ga., 1 3/4 long 3 6 1/2" gypsum sheathing 1 1/2" galvanized roofing nail 6d common(2 X0. 31")nail; staple galvanized, 1 1/2" long: 1 1/4" screws, TypeWorS . 4 8 5/8" gypsum sheathing 1 3/4" galvanized roofing nail/ 8d common(2 1/2"X0.131") nail; staple galvanized, 1 5/8" long: 1 5/8' screws, Type W or S 4 8 Wood structural panels, combination subfloor underiayment to framing 3/4" and less 6d deformed(2 "X0.120 ")noil or 8d common(2 1/2"X0.131") 6 12 7/8 " -1" 8d common(2 1 2 "X0.131 ")nail or 8d deformed(2 1/2 "X0.120 ") 6 12 1 1/8 " -1 1/4" 10d common (3 "X0.148 ")nail or 8d deforrned(2 1/2 "X0.120 ")nail 6 12 CRANE DESISN, Inc. Reserves All Legal Rights To Material On This Sheet - Subject To CriminaI Prosecution *CONTRACTOR NOTE: A11 Dimensions Shall 15e Checked And Verified Prior To Construction. FASTENER SCHEDULE FOR STRUCTURAL MEMBERS For SI:1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 1.609 km /h a. Shear wolf bottom plate nailing and all naffing at pressure treated members shall be hot dipped zinc coated galvenized steel or stainless steel nails. • J• MECHANICAL: SOLID FUEL BURNING APPLIANCES Solid fuel burning appliances include airtight stoves, fire places stoves, room heaters /fireplaces stoves, factory -built fireplaces, and fireplace inserts. Unless otherwise adopted by King County, all solid fuel burning appliances shall comply with 2006 IRC HEATING b. All nails are smooth - common, box or deformed shanks except where otherwise stated. Nails used for framing and sheathing connections shall have minimum average bending yeild strength as shown: 80 ksi (551 MPa) for shank diameter of 0.192 inch (20d common nail), 90 ksi (620 MPa) for shank diameters larger than 0.142 inch but not larger than 0.177 inch, and 100 ksi (689 MPa) for shank diameters of 0.142 inch or less. ; c. Staples are 16 gage wire and hove a minimum 7/16 inch on diameter crown width. d. Nails shall be spaced at not more than 6 inches on center at all supports where spans are 48 inches or greater. e. Four - foot -by-8 -foot or 4- foot -by-9 -foot panels shall be applied vertically. f. Spacing of fasteners not included in this table shall be based on Table R602.3(2). g. For regions having basic wind speed of 110 mph or greater, 8d deformed nails shall be used for attaching plywood and wood structural panel roof sheathing to framing within minimum 48 -inch distance from gable end walls, if mean roof height is more than 25 feet, up to 35 feet maximum. h. For regions having basic wind speed of 100 mph or Tess, nails for attaching wood structural panel roof sheathing to gable end wall framing shall be spaced 6 inches on center. When basic wind speed is greater than 100 mph, nails for attaching panel roof sheathing to intermediate supports shall be spaced 6 inches on center for minimum 48 -inch distance from ridges, eaves and goble end walls/ and 4 inches on center to gable endwall framing. i. Gypsum sheathing shall conform to ASTM C 79 and shall be installed in accordance with GA 253. Fiberboard sheathing shall conform to ASTM C 208 . Spacing of fasteners on floor sheathing panel edges applies to panel edges supported by •framing members and required blocking at all floor perimeters only. Spacing of fasteners on roof sheathing panel edges applies to panel edges supported by framing members and required blocking. Blocking of roof or floor sheathing panel edges perpendicular to the framing members need not be provided except as required by other provisions of this code. Floor perimeter shall be supported by framing members or solid blocking. Each dwelling unit shall be provided with heating facilities capable of maintaining 70'F at o point 3' above the floor in all habitable rooms. A. Fuel burning equipment located within the building envelope (constructed under the W.S.E.C.) shall obtain combustion or from outdoors. NOTE: BUILDING ENVELOPE The elements of "a building which enclose conditioned spaces through which thermal energy may be transferred to or from the exterior. • B. Fuel burning equipment located outside the building envelope shall meet the provisions of 2006 IRC C. Ductwork, location and source of combustion air, refer To 2006 IRC All worm -air furnace shall be listed and labeled by an approved agency and Installed to listed specifications. Appliances intended for installation in closets, alcoves or confined spaces shall • be so listed. No warm -air furnace shall be installed in o room used of designed to be used as a bedroom, bathroom, closet or in any enclosed space with access only through such room or space, except direct vent furnaces, enclosed furnaces and electric heating furnaces. • No warm -air furnace shall be installed in a closet or alcove less than 12" wider than the furnace or furnaces installed with a minimum clear working space less than 3" along the sides, back and top of the furnace. Liquefied petroleum, gas- burning appliances shall not be installed in a pit, basement, or similar location where heavier- than -air gas might collect. Appliances so fueled shall not be installed in an above -grade under floor space or basement unless such location is provided with an approved means for removal of unburned gas. (Approval must be granted by the Building Official. Heating and cooling equipment located in a garage and which generates a glow, 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 level. Fire dampers need not be installed in air ducts passing through the wail, floor, or ceiling separating a residence (Group R, Division 3 occupancy) from a garage (Group U, Division 1 occupancy)provided such ducts within the garage are con- structed of steel having a thickness not less than 0.019 inch (No, 26 Galvanized sheet gauge) and have no openings into the garage. Worm -air furnace installations in attics or crawl spaces shall comply with 2006 IFC Every appliance (dryer, range, etc.) designed to be vented shall be connected to a venting system. Every factory built chimney, Type L vent, Type B gas vent or Type BW gas vent shall be installed in accordance with the terms of its listing, manufacture's inst- ructions Vent connections 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.. DUCTWORK: A. Duct systems shall be of metal or factory -made air ducts complying with 2006 IRC B. Joints and seams shall be substantially airtight, (rectangular ducts) (flat, Oval, and round ducts). C. Installation of ducts shall comply with 2006 IRC D. Duct insulation shall be installed in accordance with 2006 WSEC. ENERSY • NOTE ENERGY NOTES PER WO6 WASHINGTON STATE ENERGY COPE: PROVIDE A MINIMUM ADDED INSULATIOJ LEVEL CF: R -38 ® CEILINGS R -21 ® ALL WALLS EXPOSED TO UNHEATED SPACES R - 30 @ BOORS OVER (,NHEATEP SPACES R -IO SLAP, PERIMETER,. INSTALLED t i&RtWONTMlY 2A" UNDER SLAP, WHEN CONCRETE i= OGRS ARE WITHIN 1Z" aF &BADE. ALL OPENINGS AND JOINT'S IN EXTERIOR WALLS SHALL ICE SEAS, CALMED CR HEATHER 51 RIPPED TO LIMIT AIR LEfl<ASE. AN APPROVED VAPOR PARRIE R SHALT. PE PROPERLY INSTALLED IN ROOF, IN ENCLOSED RAFTER SPACES, roRMED WI CEILINGS ARE APPLIED DIRECTLY TO THE LU ERSIPE Cr ROOF RAFTERS, ALSO IN EXTERIOR WALLS. INSTALLED .6 MIL •PLACK VISq.EFN &RGT„ND COVER, LAPPED I'-O' AT JOINTS AI'N EXTFINPED LP TO FOUNDATION WALL. (REQUIRED AT ALL CRAWL WAGES). FIFTFIAGES St1ALL pE PROVIDED WITH: • A. TIGHTLY • FITTING FL.LE DAMPERS. . ,. READILY AGGESSIIX.E. MANUAL OR AUTO CONTROLS. SHOWERS SHALL HAVE A FLOW CONTROL_ DEVICE TO LIMIT FLOW TO A MAX. OF 2.5 &PM PER -IG ER HAD. WATER HEATERS ARE REWIRED TO PE LAPELED AS COiviPLYING W/ NAEOA 1987 F1 FGTRIG WATER HEATERS LOCATED IN UNHEATED SPACES Si,> .11 AS SARAGES TO f3E INSTALLED ON AN INGOMPRESSIt .E INSt.,LATION 6 MIN. Cr IS" APOVE FLOOR &AS OR Fl FG (Rio MIN•). To Reorder Plans 1(877)642 -3675 GENERAL: 1. FLOVS, . WLJ 1 ER, t ELEMENTS & SWITC4 Or -TYE FURNACE, AND WJ1. SHOULD PE A MINIMUM Gr 18 ABOVE THE GARAGE FLOOR. THESE Sft7WD ALSO ESE PROTECTED AeAINST ANY Vi5 1 R CcaLISIGN. 2. EAT- DOORS Sf1ALL H OPERABLE FROM THE INSIDE WFrH A NI6i LATCH, DEApj_T, OR SECURITY CHAIN MOUNTED AT A I- EISt-tT GP 48" MAXIMUM APOVE FMI - TED FLOOR. ALL WOOD IN CONTACT WiTH CONCRETE CR MASONRY l%U.P f�E PRESSi,RE TREATED WOOD ,w PRAI`DED i , y AN APPROVED ArzENGY. '1. LIVING ROOM GELNG IS 24" ABOVE HALLWAY WHICH LEADS TO SLEEPING ROOMS,, A Mv1GKE DETECTOR WiLL PE. INSTALLED AT TIE HIGHEST POINT. 5. REGEXCP LIGHTING FIXTURES l PE I.G. RATED ATD E NGL.OSLFZE LINEi7 1VITH A' h &.w.r. TAPE AND FINISH. 6. ALL NXTS, PLENUMS, AND ENCLO- SURES THROtB1 OR ALONG UN- HEATED SPACES, (INGU.PIN6 .THOE FROM GARAGE INSTALLATIONS), SHOULD PE THERMALLY INSLLAT EP EXCEPT THOSE INSTAL 1 FP E N EN WALLS OR iN A • PAGE NOV EXPOSED TO OUTSIDE AIR. 7. DRYER MOISTURE Ea1All5T f7LGT `�11A1 -L C& v LY w /SECTION MI502 IRC MASONRY FIREPLACES SHOULD pE PROVIDED wiTH A TIGHTLY FITTING FLUE PAMPER AND A READILY ACCESSIPLE MANUAL_ CONTROL AN OLinsDE sct.R GT= caANST1GN AIR MOULD PROVIDED WITH A GiXT Or 4 Sq. INCHES MINIMUM AREA AND READ- ILY OPERAPLE DAMPER 9. WATER HEATERS LOGATED IN THE GARAGE OF u4 - EATEP f1..OGR ARE TO PE INSTALLED 6'N • INGGMPRE -- SSItE INSULATION. • 10. mar AND COLD WATER HEATER PIPES M THE GARAGE. Si1GUS 13E INSULATED WITTi MINIMt,M R3 if .E_ WfrH A FUME SPREAD OF 25 OR LESS. II. THE SHOWER ,..RREAMS ARE TO t3E .SMOOTH, HARP AND NON- - APSORi3ENr S;JRFAGE Nor LESS THAN 72" ABOVE T1 FLOOR • 12.. 6YP tvt WALL rOARP PACKING USED FOR TUB or St10WER ENGLO- S1RES SHOULD PE OF A WATER RESISTANT MATERIAL_ DO NOT INSTALL. OVER VAPOR I3Af .RIER ON WALLS OR ON THE CELIN6. 13. AIR DUCTS PASSING THRGUSFt 6ARAFaE WALLS, FLOOR GR GEILINe ARE TO PE NO. 26 GALVANIZED STEEL WITH NO GFENiI\eS INTO TILE GARAGE 14. LANDING GUr51DE TO H NO MORE MAN AN 1/2" BELOW T11E THRES< -OLD. I. GUARDRAIL COMPONENTS SHALL Ite SPACED SI Y.f1 THAT AT ANY GIVEN POINT A 4" PIA. EPI MAY NOT PASS THROUGH up .ro THE HEI6t1r Cr 36 ". I6. STAIR HANDRALS AU) HAND &RIPS ARE TO HAVE I k TO 2" GROsss SEGTtONALS AAD RETURN TO WALL (GONTItaJ✓US) 17. PROVIDE Yin &Wi3 ON WALLS & UNDER STAIR SURFACE. 18. WATER t - EATER SHALL 13E iSMIGAL.LY SWAPPED AT A POINT WITHIN TT U J zP AND LOWER JD GF iTS VERTICAL {.���� DItvENS1ON. THE LOWER STRAP SHALL PE Nor LESS THAN 4 INC1 APOVE THE GONTRGLS. 19. WINDON! MANUFACTURER TO PRO- VIPE PORT HOLES iN EACH • WIf•VQW IN EACH HADIrAPLE ROOM. 20. WATER HATER PRESIRE RIMJEF VALVE TO FAIN DY GRAVITY TO EXTERIOR 21. ALL SAFETY GLAZING SHALL PE PERMMENTLY EADELED DEGISNATIN& TTE TYPE Al 'P T11Ic ESS OF &LASS A'P TT SAFETY GLAZING STANDARD WiTH WHI611 it COtviFL.IES. ROOF: 1. ATTIC VENTILATION AS PER WOO IRO, SEL VENTILATION GALCLLArIONS PROVIDED. 2.. VENT OPENINGS aiALL PEE COVERED WITH CORROSION RESISTANT WIRE tv'E5t1 WiTH OPENINGS GF 1/. sq. INCH PIN/ENSIGN. 3. ROOF WI 1 FYS TO HAVE 28 SALJSE GALVANIZED? ftASHINS. 4. WOOD SHING-1E OR SRAM TO PE INSTALLED PER 2006 IRC. 5, ASPHALT SHINGLE (COMP) TO PE INSrALLE.D PER 2006 IRC. • h. WOO" ATTIC ACCESS TO PE PROVIDED FOR EACH SEPARATE A111C. AREA WITH NO LESS THAN 36e, FGR I ATTIC ACCESS PR. TO HAVE R -30 wuknoN mum AtD WEATHER 51 KIPPED. HARDWARE ro PROVIDE TIEt1T CLOSURE. 7. TRUSSES TO PEE 1DE51&icD AID STAMPED 1 A WASt11NOTON STATE STRUG1WL ENOINEER GALCUJATiGNS ARE TO PEE S(JP- MITTEP rcR GODS COMPLIANCE PRIOR ro FABRICATION OR PER MIT IS U4NGI= 8. APPROVE? HANGERS TO (3E USED AT ALL CGN'.CTIGNS GF RAFTERS, JACK GR HIP TRVJc. S TO TI MAiN GIRDER TRUE. TRUSS MANITAGT iFER TO PRO- VIDE TYPE 9. NONPEARING WALLS SI H HELD DOWN FROM TM TRUSS TO t'OTTOM CHORD WITH AN APPR- OVED FAsrueR TO INSURE miss porn M CHORD WILL NOT PEAR ON NONwEARIN6 WALL 10 ROOF TO PE ANCHORED TO RE- SIST NET' WIND UPLIFT LOADS. USE SIMPSON 111" ANCHORS. II. TRUSS WiLL NOT 13E FIELD ALT- ERED wirvictJr PRIOR NUiLDIN6 tPARTirENT APPROVAL GF EN6- INEERINS GALLU_ATII.NS. 12 'TRUSSES SHALL HAVE PETAILS Al\P DRAWINGS ON SITE FOR FIELD INSPECTION. 13• I'RGV DE SCREE'ED pLocKM& OVER FORTS. 14- - - I AREAS = FRAME OVER WITH 2X6 RAFTERS ® 24" O. UND. SPANS EXCEEDING Io' -3" FRAME OVER W /2X8 ' 2-4" OG. OR TRUSS MAN,F. To PROVIDE VALLEY TRirzcS. FOUNDATION: I. GALVANIZED METAL FLASHIN i TO DE INSTALLED t:ET•EEEN CONCRETE , AND WOOD MATERIAL AT DCfERIOR PORCHES AND LAI\DINC TO RiM Jo15r. 2. CONCRETE PIER PADS SHOULD PROLEGT AT LEAST 8" APOVE GRG U7 UNLESS PRE • TREATED MATERIALS ARE USED. SECTIONS: I. ALL DOSED INSULATION MATT =R- AiLS INCLLPfNe EALING SUCH AS VAPOR f5ARRIERR OR WEATHERED PAPER SHAID HAVE FLAtvfE SPREAD /SMOKE PEVELOPED RATING I ON Z /Ko OR LESS. REVIEWED F014-- C CODE COMPLIANCE APPROVED DEC 2 9 2009 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA AUG 2 6 2009 PERMIT CENTER COPYRIGHT © 2001 CRANE DESIGN, Inc. 1:7`.1 VYIVP • d C N d d L*0> 7 Q C " . 9 : 0+ d t. L 7 y L L 11 C b L y A 0.T Mc> 4uLoO S y " I;sI; C o� .. } c c a iD °Ax y otx ��Lr L cos y o b C C i O dV V,sr 9'-- Ll�n u 0 4. OJ f N0W H° LMO.a.f.d_`o''° 4 . 4a mr oL O y i ° '>. � ; � t � W °i ' c 0 : (. • : a 5 g PTA ° ay °+' u cs d ° cv LZ o.c 3s C ' 4.7W0 a �O +' c U t. N Q E L L 7 1. a �• lr n� } y C 5 4 d O u . yf,_.a o y 4. u C • O Z ero'!' O �L . 0. d �� ' VI O C di LU O.N 1� VI,: Da a d b 'O d cmorn c w 0+ 'd G e c 0 > ( C t d COLdb u VIO , ro ro yr VUX00Ld o 'Ao >4' O, YIU a C !' u ' i Ci' .0 4,4. SHEARWALL SCHEDULE (SEE NOTES 1, 2, 3, 4 & 8) MARK ALLOWABLE WIND SHEAR W/ HEM /FIR STUDS ALLOWABLE SEISMIC SHEAR W/ HEM /FIR STUDS 7/16 APA RATED SHEATHING OR APA RATED SIDING U.N.O. SHEATHING NAILING BOTTOM PLATE NAILING (SEE NOTE 10) FRAMING ANCHORS (SEE NOTE 9) REMARKS C 337 241 ONE SIDE 8d @ 6" O.C. 16d @ 5" O.C. A35 @ 16" O.C. 3" HF 28 -10d 350 350 ONE SIDE 8d @ 4" O.C. 16d @ 5" O.C. A35 @ 15" O.C. -- 494 350 ONE SIDE 8d @ 4" O.C. 16d @ 3 -1/2" O.C. A35 @ 10" O.C. SEE NOTE 5 4 638 456 ONE SIDE 8d @ 3" O.C. (2) -16d @ 5" O.C. A35 @ 8" O.C. SEE NOTE 5 833 595 ONE SIDE 8d @ 2" O.C. (2) -16d @ 4" O.C. A35 @ 6" O.C. SEE NOTE 5 C 700 700 EACH SIDE 8c1 @ 4" O.C. (2) -16d @ 4" O.C. A35 @ 7" O.C. SEE NOTE 6,7 C 989 700 • EACH SIDE 8d @ 4" O.C. (2) -16d @ 3" O.C. A35 @ 5" O.C. SEE NOTE 5,7 HOLDOWN / STRAP SCHEDULE MARK HOLDOWN (SIMPSON) WALL STUD ANCHOR BOLT THICKNESS SPECIE NAILS / BOLTS Hl STHD8 3" HF 24 -16d -- 0 STHD10 3" HF 28 -10d -- H3 STH014 3" HF 30 -16d -- ANCHOR BOLT SCHEDULE WASHERS RECTO) MARK SILL PLATE ANCHOR REMARKS AB1 518' m e 72 ' O.C. POST / COLUMN AB2 5/8' m e 18 ' O.G. SYMBOL LEDGEND MARK DESCRIPTION © P L POINT LOAD ABOVE ®® o POST / COLUMN BRG WALL NOTES: 1. SCHEDULE 15 BASED ON HEM -FIR STUDS @ 16" O.C. 2. PLYWOOD SHEATHING 15 TO BE APA RATED 24/0 MINIMUM AND MAY BE 059 OF EQUAL RATING. 3. ALL SHEATHING TO BE DIRECTLY APPLIED TO STUDS AND ALL EDGES BLOCKED. 4. ALL NAILS TO BE COMMON WIRE OR GALVANIZED BOX (HOT DIPPED OR TUMBLED ONLY) 5. STUDS TO BE 3x OR WIDER AT ADJOINING PANEL EDGES AS NOTED. IN LIEU OF A SINGLE 3x STUD, (2) -2x STUDS MAY BE FASTENED TOGETHER W/ CONSTRUCTION ADHESIVE & 10d NAILS. COMPLETELY COAT STUDS W/ ADHESIVE & SANDWICH TOGETHER W/ 10d NAILS @ 6" O.C. STAGGERED. SQUEEZE OUT OF ADHESIVE SHOULD BE EVIDENT. 6. SHEATHING PANEL JOINTS EACH SIDE OF WALL TO BE OFFSET OR, IF PANEL JOINTS ALIGNED, STUDS TO BE 3x OR WIDER AT ADJOINING PANEL EDGES AS NOTED. 7. FOUNDATION SILL PLATE TO BE 3x MATERIAL. 8. SHEATHING NAILING SHOWN APPLIES TO ALL PANEL EDGES. SHEATHING NAILING AT INTERMEDIATE SUPPORT TO BE OF SAME SIZE SHOWN @ 12" O.C. CAUTION: DO NOT OVERDRIVE NAILS. NAIL HEADS TO BE FLUSH WITH FACE OF SHEATHING. 9. REFER TO TYPICAL DETAILS FOR LOCATIONS OF FRAMING ANCHORS WHEN REQ' D. 10. WHEN SHEATHING EXTENDS ONTO RIM JOIST BELOW, SECURE BOTTOM PLATE W/ 16d NAILS @ 6" O.C. CODE: IBC REQUIREMENTS ARE TO BE FOLLOWED. 2006 EDITION AND ALL APPLICABLE CODES AND AUTHORITIES HAVING JURISDICTION, LOADING: WIND : 85 MPH, EXPOSURE B SEISMIC : CLASS D (55 = 1.445, ROOF: 11 psf DEAD LOAD FLOOR: 10 psf DEAD LOAD DECK : 10 per DEAD LOAD BALCONY: 10 psf DEAD LOAD INTERIOR PARTITION = 1 per EXTERIOR WALL = 9 per Si : 0.496) + 25 per SNOW LOAD = 42 per + 40 psf LIVE LOAD : 50 per 4 40 per LIVE LOAD : 50 per + 60 per LIVE LOAD : '10 psf GENERAL NOTES: CONTRACTOR SHALL VERIFY ALL NOTES, DIMENSIONS 4 CONDITIONS PRIOR TO CONSTRUCTION t PROVIDE TEMP. BRACING AS REQUIRED UNTIL ALL PERMANENT CONNECTIONS HAVE BEEN INSTALLED. IT 15 NE CONTRACTOR'S RESPONSIBILITY TO IDENTIFY AND REPORT ALL DISCREPANCIES TO THE DESIGNER AT THE TIME THEY ARE NOTED. DIMENSIONS TAKE PRECEDENCE OVER SCALED DRAWINGS. DIAPHRAGM NAILING: L SECURE FLOOR DIAPHRAGM W/ Sd NAILS e 6' O.C. e EDGES AND a' O.C. NFIELD. 2. SECURE ROOF DIAPHRAGM W/ 8d NAILS e 6' O.C. a EDGES AND 12' O.G. IN FIELD. TYPICAL COLUMNS: EXTERIOR WINDOW: (I) -2x6 HF STUD + TRIMMER, UN.O. INTERIOR: (2) -2x HF STUD, U.N.O. DECKS / BALCONY: IT IS RECOMMENDED THAT THE HOMEOWNER NAVE EXTERIOR DECKS PERIODICALLY INSPECTED FOR DECAY AND OVERALL STRUCTURAL INTEGRITY BY AN EXPERIENCED PROFESSIONAL FOR THE LIFE OF NE DECK. SIMP. STHDI4 I- IOLDOWN PER PLAN CONT. HEADER PER PLAN LENGTH : 30' Sd 0 3' O.C. 2 ROWS SIMP. MST21 STRAP (BOTH FACES) U)/ (16d) S GA. x 2 -1/2' NAILS (MAY BE APPLIED OVER 5I- IEATHING) 1/I6° SPAN RATED SHEATHING (ONE FACE) 24/0 MIN. U/ Sd 0 3' O.C. 2 ROWS ¶ ALL SHEATHING EDGES PLUS NAILING SHOWN. ALL EDGES BLOCKED (2) - 2x SILL PLATE 5/5' DIA, X 12' LG. A.B. (2) AS SHOWN W/ 3'x3'x.229° THICK PLATE WASHERS CONCRETE FDN WALL W/ CONT. FOOTING PROVIDE (2) -"5 92' L DOWEL FROM 8° FOOTING INTO WALL AT EACH HOLDOWN ® CORNER LATERAL RESTRAINT PANEL NOT TO SCALE SIMP. STHDI4 HOEDOWN PER PLAN I' -9' (MIN.) CONT. HEADER PER PLAN LENGTH : 30' 5d 0 3' O.C. 2 ROWS SIMP, MST21 STRAP (BOTH FACES) W/ (I6d) S GA. x 2 -1/2° NAILS (MAY BE APPLIED OVER SHEATHING) 1 /I6' SPAN RATED SHEATHING (ONE FACE) 24/0 MIN. W/ Sd 0 3' O.C. 2 ROWS ' ALL SHEATHING EDGES PLUS NAILING SHOWN. ALL EDGES BLOCKED (2) - 2x SILL PLATE 5 /5' DIA, X 12' LG. A.B. (2) A5 51-10WN W/ 3 "x3'x.229" THICK PLATE WASHERS CONCRETE FDN WALL W/ CONT. FOOTING PROVIDE (2) -$'5 99'L DOWEL FROM s ' FOOTING INTO WALL AT EACH HOLDOWN © CENTER LATERAL RESTRAINT PANEL NOT TO SCALE Jr SEE FDN DETAIL 'C /51' 6' STEMWALL 12 "x6 FOOTING TYP., UN.O. GRADE --1 I' - 10'2 ° a SECTION VIEW FOOTING (2) -'5 BARS W/ 6' H00K IN FTG, EA. END (4) -TOTAL TOP VIEW STEM WALL (4) -S BARS 4' 5LAB L z __ FRONT VIEW © FOUNDATION DETAIL NOT TO SCALE l'-9' (2) -'S BARS W/ 6' HOOK IN ETC, EA. END (4)- TOTAL CONC. NOTE: EXTEND 8' STEM WALL 80° MIN. AF.F. NOTE: EXTEND 8' STEM WALL Si' MIN. AF.F. SEE FDN DETAIL 'C/S1' FOUNDATION I-- IOLDOWN DESIGNATIONS BEAMS SEE FDN DETAIL IC/S1' REVIEWED FO ROVM CODE COMPLIANCE C2910U9 la Cit of Tukwi BUILDING DIV►.Cinni 9' u c0 X u 0 x SEE LRP DETAIL 'A /S,' 30' MFR TRUSSES 5'i$' x 12' GLB 24F -V4 CONT. SEE LRP DETAIL 'B /51' NOTE: SIMPSON 1-41 TIES EACH TRUSS u x u 0 x MAIN FLOOR SI=IEARUUALL 4 I-4OLDODUN DESIGNATIONS 4 BEAMS SEE LRP DETAIL 'A /51' (3) - 2x6 HE STUD, TYP. ((2) -KING STUDS + (I)- TRIMMER) 2x6 1-IF STUDS e 12' O.C., TYP. RECEIVED CITY OF TUKWILA AUG 2 6 2009 PERMIT CENTER STANDARD STRUCTURAL FOUNDATION DETAILS SEE PAGE SD1 STANDARD STRUCTURAL FRAMING DETAILS SEE PAGE SD1 M CO 00 z J_ 1— O. DATE: JOB #: 07 -02 -2009 09 -2530 SI --1\r- SIMP. I- IOLDOWN - FILL ALL NAILHOLE:S W/ 16d NAILS NAILING A - 2x STUDS PER PLAN 2x P.T. SILL PLATE W/ A.B. PER A.B. SCHEDULE �° . .. • • •• • • ' Y • • • • •• • ' • • •• .• • • • 1 /2' MIN: • W 0) c� � co ob ( 2) 1 M N W z V W <L ¢ � W p � O W o N W EDGE SILL PL APPROX. GRADE z , : \``, \� \/ ii1 .. // / / / \ \ /// � 9 0 ....' ,`.1 • "� _: . \ j /\/ CONCRETE CORNER NOT TO SCALE W SEE FDN DETAIL FOR DIMS. © TYP. SI- IEARWALL FOUNDATION WALL W/ SLAB \ ,? CODE COMPLIANCE �� C 2 9 100 �I O f T ukwila iUILD DIVI�I ► ► I 3fL', MIN. CONC. SLAB OVER 6 MIL. Y.B. OVER 4' CRUSHED ROCK BASE 2x STUDS PER PLAN � J SHEATHING PER PLAN ►; ' 2x P.T. SILL PLATE W/ A.B. PER ENGINEERING f CONT. s'4 BAR v, T g A a . i. 6) I0 0G. Q > . - ; � \r e, it ► ; ;��At :i.•';a;t► �r X \' .c \\ \ \\ • APPROX. GRADE \ , % \ ; ' ' \ ,\y �� \\, : di • . 1:40 � \i� *4 BAR VERT. W/ 6' NOOK 0 it OP WALL e 16' O.C. MAX. D FDN PEKE. DRAIN w AS REQ'D *4 CONT. BAR HOF w P D 1 -Story 1 2" 3" 6" 2- Story 1 G" 4 " 8" NOT TO SCALE © 0 0 TYF'. CONC. SLAB W/ STEM WALL CONC. STEMWALL OR FTG. 24 OVERLAP GA LE END TUSS SHEATHING PER PLAN OPTIONAL: 41 0.... < CO r .----------- --------- - -- � � HORIZ. TRUSSES PER MPG. ,0 44 . . r� 27259 • ��Grn'' Ci t 1 ONAL t NAILS y !?! PER PLAN • - FRAMING ANCHOR PER SW 8d A 6' OC OP BLOCK Vi TO 3 j4' GAP CORNER BARS ALT. BEND VENTED BLK'G � � Sd NALS / SAME SIZE ---- SPACING AS HORIZ• REINPORGIN, W/ 24' 2x BLOCK TO MA TCH TRUSS TOP CHORD WIDTH 6, OC ��. RECEIVED f CITY SNEARIUALL EDGE: NAILING SHEARWALL 1 SCH NOT TO SCALE i� �1/ OVERL 24' OvERLAP � - - - -- = = � . AUG 2 6 2009 !' PERMIT CENTER = :.�z��z_�z� � = Q6=�=a__ � I • p SI MP: HURRICANE TIES ON ONE OR BOTH FA CES OF WALL PER SCHED r NOT TO SCALE -- PER PLAN a ,, O 0 . � � c= > � � iii in III ui III Iii HORIZ. REINFORCING REV: 09 -22 -2008 PER PLAN HURRICANE TIE ` -� .4, log ° o e , ° • • UP TO 3 i4' GAP T NOT TO SCALE SD1 ..- i 1 PER PLAN 4/OR DETAIL \ CONC. STEMWALL OR FTG. © TYP. CORNER REINFORCING TYP. GABLE TRUSS TO SNEARUJALL CONN. © TYP. VENTED BLOCKING DETAIL C ROOF DIAFI -IRAGM TO SW CONN. BSBL (TYPICAL) 89'58'(R 89'58' 90 90'01'48 "(C) 211. EXISTI ENCROAC PU' -UANT TO RC1 DI . LOSED IN THE T E TITLE INSUREF 1 D1VIDUAL LOTS F MENTS AFTER SbtE - 2'8.4 15' PU TO BE SEPARA N88'29'531W 47120'(C) 470.99'(R) 470.0111 i ECOLOGY413I.00K RETAINING WALL /± t i 129.60' o �. 'In cc in ° 7io' / 1 j / / / / c .,/ / ;A) m Ce/ / ,880.60. �-� .149TH 4 61. / A/ o.i / � • .92.69' I INGRESS, EGRESS AND 91ES EASEMENT ( REC. No.. 2.0030212001846 - - 43SBL_ 10 � 15' j (TYPICAL')' • •- • -1 • • TYLER'S FIRST VOL. 15/8 1 N16 °00'00'E ' f16.Q0' I 1 1 _1. 4 N98"3 46t6f DDtTFDN TO STERLING �A—A. 00 00 2 GI�� O. . 'RI's.. 2 LOS 0,6 .0 - - • • • rn a , TO C TACK /FLASHER "DMPINC #22962" SET IN FACE ECOLOGY BLOCK REVIEWED FOR CODE COMPLIANCE A PMMIR® DEC 2 9 200 City of Tukwila BUILDING niineinici INCOMPLETE LTR # °I� 0 GRAPHIC SCALE 0 15 30 • ' 1 inch - !30 tt. • 1" IRON PIPE (ACCEPTED) 2 -1/4" BRASS DISK IN 2" IP "LS 18086/1681 N84'E 1.4' 0 a 0 o �o 2 2 1 D ' J D0 - ( 8y 60 1" IRON PIPE 0r° �(D RECEIVED :P O2 :., : IT CENTEF , * . r.ric;eortrg.1*Vk,„ • TA makes no representations or warranties, express or imtilidilltralltb,__acWy late i engsafor use yTipre:iiiregitgiTauntyg s e:::: conieilarnbel besiticading, but not limited to, lest revenues or lest profits resulting from th"rulVerrridrufittrel:Fiernhliiiii prOhibiteeexcept.17ffitterilpertniqion .t C4-.44:rf." • • ;7*.*: ••• - • - D,ate: PropertylInforma orr(http://ww.w:mtrslagov/GISriltiAP) County Boundary Mountain Peaks Contours (5ft light) Forest Production District Boundary Agricultural Boundary Urban Growth Area Line incorporated Area Streets Lakes and Large Rivers Stream Tribal Lands Parks Unincorporated KC Zoning A-35 • Apt-kart:rid, one DU put 35 term F = Forest II • Mineral RA-L5 • Rural MEI, 01113 OU per 5 atm (dOni) RA.-5 • R:urol A/W.0ml Dtl per 5.4itet RA•10 • Rum! Arai, One DU pa 10 otres UR = Mat Reserve, Om DU pa 3 tan R.1 • RI:Sidi:Mitt sins CMJ per tat 12=4 • Ritidential, 4 DU per Otte R. Residattial, OU per tat R•8 • Residential, 8 11U per acre R.i2.Riii-t2D4J pribera R•18 • Reriderititl,1813Upii oat R=2,P,ReSicrential, 24OU pltAte ' • 11. R=48 • Residattitl,": NB • Neig1ibtqlui6d utincts CD • ConuriuttityDatintte • Regiontl usins 2007 Color Atrial Photos giih) 2007 Color Aerial Photos 1121rt) teTtlibiaeot;slifehaffif ffot p. -.;