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HomeMy WebLinkAboutPermit D99-0253 - McGrath Residence - Garage and ShopKay McGrath H. Project Name/T nant: -/q 5 SO fy . _T/'L^ .4 v -c.. Value of Construction: .,2. .2 CP 0O Site Address: y bez A / five. .X3 / :A a t 99��8 T3 r 9 1 4 1 v i e r :, 6 7 oJ� Property Owner / /��r�ri A cry 44 . �G G/a. Phone: A OK '64'3/ Street Address: City State /Zip: YY ? '/ ,Z Z 4 ' 4v*-- ..�. 2. if/c.. .f Fax #: Contractor: 6r Phone: Street Address: nil/ City State /Zip: Fax #: Architect: / Phone: Street Address: City State/Zip: 86/0 .z YO /s /sW E / oMe2(.r fr . r 67,.2,G Fax #: Engineer: Phone: Street Address: City State /Zip: Fax #: Contact Person: r { ' Phone: Street Address: I l� City State /Zip: Fax #: Description of work to be don�: /i G6� �`aA Or rG9� /s �/ 9 Type of work: ❑ New Single - Family Residence 11 - ;;Ton - Single - Family Residence ❑ Interior Remodel- Single - Family Residence Residential Accessory Structure* ❑ Remodel /Addition to Accessory Structure Garage(s) ❑ Deck(s) - Covered & Uncovered ❑ Residential Reroof Is this site served by: A Sewer ❑ Septic (King County Health Dept. approval required - 296 -4722) Existing Square Footage for Structure: sq. ft. Dwelling sq. ft. Covered Deck(s) sq. ft. Garage /Carport sq. ft. Accessory Structure(s) sq. ft. Uncovered Deck Proposed New Square Footage: sq. ft. Dwelling sq. ft. Covered Deck(s) /97/ sq. ft. Garage /Carport sq. ft. Accessory Structure(s) sq. ft. Uncovered Deck Floor Area Ratio: (total floor area of all structures divided by the area of the lot) - // *For an Accessory dwelling, provide the following: t , O 3 8 Lot area _A/A Floor area of principal dwelling / 90/ Floor area of accessory dwelling * Provide documentation that shows the principal owner lives in one of the dwellings as his or her primary residence. Single - Family Residential Permit Application CITY OF T'IKWILA Permit Ceni! - 6300 Southcenter Blvd., Suite 100, Tukwila, WA 98188 (206) 431 -3670 Project Number: Permit Number: Application and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mall or facsimile. APPLICANT REQUEST FOR PUBLIC WORKS SITE/CIVIL PLAN REVIEW OF THE.FOLLOWING • (Additional reviews shall be determined by the Public Works Department) ❑ Channelization /Striping ❑ Curb cut/Access /Sidewalk ❑ Fire Loop /Hydrant (main to vault) #: ❑ Flood Control Zone ❑ Hauling ❑ Land Altering: 0 Cut cubic yds. ❑ Moving an Oversized Load: Start Time: End Time: ❑ Sewer Main Extension 0 Private 0 Public ❑ Street Use ❑ Water Main Extension 0 Private 0 Public ❑ Sanitary Side Sewer #• ❑ Storm Drainage ❑ Water Meter /Permanent # Size(s): ❑ Water Meter Temp # Size(s): Est. quantity: gal ❑ Miscellaneous FOR STAFF USE ONLY Size(s): 0 Fill cubic yds. Schedule: Value of Construction - In all cases, a value of construction amount should be entered by the applicant. This figure will be re- viewed 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 ex- pire by limitation. The building official may extend the time for action by the applicant for a period not exceeding 180 days upon written request by the applicant as defined in Section 107.4 of the Uniform Building Code (current edition). No application shall be extended more than once. Date application accepted: dici "V Date ap pllc expires: COO Application b�(lnlflals) PLEASE SIGN BACK OF APPLICATION FORM SFPERMIT.DOC 2/13/97 BUILDING OWNER OR AUTHOR! ED A ENT: Signature: �, r." .., " ( Date: 7 _, r / 7 . . Print name,, P/M J- l/ ?----- /C Phone; . v3 1,,. fax II: Address: / ^ e'y Cit /State /Zi �,/ q p /Y ALL SINGLE- FAMILY RESIDENTIAL, RMIT APPLICATIONS MUST BE S si TTED WITH THE FOLLOWING: DRAWINGS PREPARED BY A - GISTERED ARCHITECT OR PROFE.Q.:,,)NAL ENGINEER MAY BE REQUIRED BY THE BUILDING OFFICIAL ➢ ." ALL DRAWINGS SHALL BE AT A LEGIBLE SCALE AND NEATLY DRAWN ➢ BUILDING SITE PLANS AND UTILITY PLANS ARE TO BE COMBINED N/A SUBMI ED ❑ Copy of recorded Legal Description from King County ❑ ❑ Certificate of water /fire flow availability (Form H - 11a). Contact the Public Works Department (206) 433 -0179 for servicing district. 21 ❑ Certificate of sewer availability (Form H -11). Contact the Public Works Department (206) 433- 0179 for servicing district. Cl Metro: Residential Sewer Certification (if Tukwila Sewer District) (Form H -12) ❑ King County Health Department approval for septic - 296 -4722 Four (4) sets of working drawings, which include: ❑ Site Plan (see example Form H -16) 1. Existing fire hydrant location(s). 2. Proposed access road. 3. Driveway location- driveway shall be 10' wide minimum and 20' wide maximum. If driveway is over 150' long, driveway shall be 20' wide and have an approved turnaround (City Ordinance 1741). 4. North arrow and scale. 5. Building setback from property lines. Any proposed or existing easements must be shown on plan. 6. Public Works review requires the following on site plan: driveway location (10' min., 20' max. width), show proposed and existing power, water and sewer lines, existing storm drainage system, downspouts and foundation drains, and where drains tie -in. 7. Parking plan. 8. Lowest building elevation (if in Flood Control Zone). 9. Estimated /proposed topography at 2' intervals and proposed elevation of lowest floor level. 10. Identify location of sensitive areas slopes 20% or greater, wetlands, watercourses and their buffers. 11. Identify location and size of significant trees that are located in sensitive areas and buffers or the shoreline zone. Of those, identify which are to be removed (Title 18, City of Tukwila Zoning Code). 12. Identify location of high water mark of the Green /Duwamish River if site is located within 200' of the high water mark. 13. See Public Works Checklist for detailed site plan information required for Public Works Review (Form H -9). ❑ ,25 Foundation plan and details ❑ Floor plan El ® Roof plan ❑ Building elevations (all views) ❑ Building height ❑ 13 Building cross - section ❑ . Structural framing plans and details necessary to completely describe construction ❑ ❑ Washington State Energy Code Data (Gas /Electric /Oil /Propane /Heat Pump) Form H -15 available at Permit Center OR Prescriptive Heating System Sizing Chap 9 Form H -6. ' ❑ Complete Land Use Applications if not previously submitted (i.e., Reasonable Use Exception, Variance, Shoreline or Tree Permit). 2 El Attach plans, reports or other documentation required to comply with Sensitive Area Ordinance ,�y and other land use or SEPA decisions. 1Z ❑ If dwelling has a septic tank, and a bedroom or bathroom are added, provide written approval from the King County Health Department or the Tukwila Public Works Department prior to submittal of permit application. ❑ Copy of Washington State Department of Labor and Industries Valid Contractor's License. If not available at the time of application, a copy of this license will be required before the permit is issued, unless the homeowner will be the builder OR submit Form H -4, "Affidavit in Lieu of Contractor Registration ". Building Owner /Authorized Agent If the applicant Is other than the owner, registered architect/engineer, or contractor licensed by the State of Washington, a notarized letter from the property owner authorizing the agent to submit this permit application and obtain the permit will be required as part of this submittal. 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. SFPERMIT.DOC 2/13/97 • Revision No. Date Received Staff Initials Staff Initials Date Issued Staff Initials I _ :— Lt1E Summary of Revision: I _ 44NC V'ea St rtQ (#er b I Lt . 4-11 l Q C C W■A ACti-e 1avr , 8 rO4v% Recei By:)x (J/L t Revision No. Date Received Staff Initials Staff Initials Date Issued Staff Initials I I Received By: Summary of Revision: Received By: Revision No. I Date Received Staff Initials Date Issued Staff Initials I I Summary of Revision: Received By: Revision No. Date Received Staff Initials Date Issued Staff Initials i Summary of Revision: Received By: 1 Site Address: 1 474 ' Ave s. PROJECT NAME: G REVISION LOG gib PER!'ITNO:. ' • -.,� Original Issue Date: d-A2- / ''(please print) V (please print) (please print) (please print) l Revision No. Date Received Staff I Initials Received By: Date Issued i Staff I Initials Summary of Revision: i (please print) COMMENTS: /) 1 ezi PM .-' 2:9 w! herah 4 / / (7.- ,t LJ 4 ix ,, ( r. /1- `-) 4-$.2._ / 3 ) .,..., Z 2 sr „.,,,,, r,. 4�,..., l b .,. b/i uh,,��, k,i' • o e- Al y Re < a-0 fl/5 / , ,,. � # J / .-) S /,Zr, 5 r r s �� PT-, fri....,a h4/� 4 v /�• � U�, ,/7, A Pro ec +� bath Ty..of Ins ecti A 4 .44 / Av e C Date called: 00 liatetn -I Special instructions: Date wanted �,�3JCk� P.m. Requetty _ din. 1, Phone: ( � _�( . INSPECTION NO. Inspector: INSPECTION RECOk.. Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Q_03 PERMIT NO. (206)431 -3670 El Approved per applicable codes. KI required prior to approval. Date: /_ a - 3 -62) ri $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: r r I G " � A 6/ loa d,e Date c d: h oc)) Special instructions: Date wanted: /7 Wo 1 00 LJ p.m. RequesteW G2ir �� y „„ gy : y3 5 y.3 2 _ 'INSPECTION RECO Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 9818 D , PERMIT NO. (206)431 -3670 COMMENTS: i h _ ;44A ‘7A C '4✓iJJ /A j • Approved per applicable codes. Corrections required prior to approval. Inspector: El $47.00 REINSPECTI • N FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: ProjectiA fic6reuh Typ6 of In — idrif ' / ' AddreV ( .. - 00.y om Date cajeN /6/(0 Special instructions: S. -/-. Date w 5g: 0 a 7 , Requester Phone: 4L3/ _.:Daraapa.7 INSPECTION RECO Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA PERMIT NO. A ( 206)431-3670 ;Proved per applicable codes. El Corrections required prior to approval. Da7 fl $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. COMMENTS: //Ltit.,C..totte „ /X Gic,4 6511.4*z. • Receipt No: Date: A77- ?i / r'� T� e of In�pg�c 'o • f /, ' //� �f �d: /(� [ / / `� A r s Af ow. 4/.7 /� � � / et t Da ailed: 10 Special instructions: Date wanted: '2/460 ��f1/1JV a.m. p.m . Requester: 'n Phone: INSPECTION RE Retain a (Copy with pe INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 9818 0 0 - 0.1s PERMIT NO. (206)431 -3670 Approved per applicable codes. Corrections requi6ed prior to approval. COMMENTS: raf $47.00 REINSPECTIO FEE R(QUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: Proj ct: �� J 1C_ C� �0ct {1 J Ty of Inspe tion: . ovncci iv c + . Address V 1 Iq : � �- A 5 Date called. _ f / 1 1 c ` -- c� Special instructions: Date wanted: m. Requester: N ar \ — Phone 7 E! INSPECTION NO. INSPECTION RECO Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 1 1 PERMIT NO. (206)431 -3670 ig Approved per applicable codes. n Corrections required prior to approval. \ COMMENTS: 5 5 /7/.■ El $47.a0'REINSPECTION I1 REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: Project: C, / / r1 la. L Type of Inspection: . r/ . /<L� e: —. oi Address: Date ca e•: Special instructions: Date wanted: /'"1- a.n p.m. Requester: j I 1 �,' , Phone: Ia ' -4 - �-- INSPECTION NO. INSPECTION RECO Retain a copy with per, PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 9818 :! (206)431 - 3670 Approved per applicable codes. 0 Corrections required prior to approval. COMMENTS: Inspe Date: 9C) ( 7 $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: Proiect: /� ` I C J Type o Inspection: 1(21ti1r..- Date called: Address: `Special instructions: Date wanted /' — .U3 Z2 p.m. Requester: G � Phone: �O -' 1 7' / ^ INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Approved per applicable codes. COMMENTS: 7� p 7 / 7 7, 0 $47.00 REINSPECTION F .[E REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: INSPECTION RECO Retain a copy with perm PERMIT NO. (206)431 -3670 Corrections required prior to approval.,. Project: C (� �-o. C l � rcn C W°c1 Type (jjof Inspection: , ` k-t \ C `\ S�Ptn V.,%. S1 \Pr, r t Address: A k` ° O .-Lk 6)- A O S Date called: \--IA— D-00 0 Ncn Special instructions: Date wanted: a. m. Requester: k A t , Phone: INSPECTION R ECO Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 D ' pproved per applicable codes. PERMIT NO. r 09q (206)431 -3670 El Corrections required prior to approval. COMMENTS: ( P V €c. Date LI $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: w\k1 Project• MO /ne.. / Type of Inspection• ` '> ( 42,70/11\&S Adel e s Date called: f Ai? Special Special instructionss: Date wanted: . / Phone: [ � 4 57., Approved per applicable codes. El Corrections required prior to approval. CO MEWS: ( F'...N A •:, CITY OF TUKWILA BUILDING DIVISION 6300 South'center Blvd, #100, Tukwila, WA 981 INSPECTION RECO Retain a copy with permit 4- 1 Dom tc.-a: PERMIT NO. 431 -3.67 Inspector: � P Date: 1 El `547.00 E REQ IR� rior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100, Call to schedule reinspection. Receipt No: Date: r Pr et L-,.... L. ATIP1 fe4Vcokeze/rli Type of Inspection: /cvnie-e ag4t.ir Date called:/ / //571 Address: 149254-6,,Z. /1 5 Special instructions: Date / 0 7 a.m. c ...; P.m. Requester: Phone: . 01=1 • • I • • INSPECTION NO. INSPECTION REC Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 • PERMIT NO. (206)431-3670 pproved per applicable codes. El Corrections required prior to approv COMMENTS: Insp : "%,f,, 44, $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: Project:. T of In ; pection: Address: Date called: ;Special instruct' s: Date w n ed: 7. Requester: / / i Phone: zyraGRYIl1lOai moo INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 INSPECTION RECO Retain a copy with permit PERMIT NO. (206)431 -3670 Approved per applicable codes. 0 Corrections required prior to approval. COMMENTS: $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: tJ Proj 71l -7A'At/ 1 T Type of In . /L7 4--in Ad ss: Date called: Specia instructions: 444 C., •` � � Date wa a.m. rf�� m. Request r; / Phone: ..• 4 .3k"7Z rd 7 p . 11': • INSPECTION NO. INSPECTION RECO Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 9818 PERMIT NO. (206)431 -3670 Approved per applicable codes. "Corrections required prior to approval. COMMENTS.'.) Date: Av ?_.'9 $47.00 REINSPECTJON FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: - Project: madly, Kay Type of Inspecti n: s+arf work Address: 1 yg24 2nd Ave 5 D called: t0-I5-g9 Special instructions: breaK c rouir )(3 /1 7 . 1 pW- ct7yineG;' �� 1- SD " Date wanted: )0-17-61C1 a.rm. p Requester: � MAY-�1h qV !( Phone: )131 Approved per applicable codes. � a INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION ;6300 Southcenter Blvd, .. #100, Tukwila, WA 98188 P99 -0253 PERMIT NO. (206)431 -3670 Corrections required prior to approval. COMMENTS: 1KGGa -� ti defitl,J . r+I A /' ko o/ W ni , c S (A4 if haitirm4d. Inspector: Date; /445/7". L $47,00 REINSPECTION FFE REQUIRED, Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suike,t00. Call to schedule reinspection. Receipt No: Date: A.A4k:1.dc*hAk *44. *.1*ir*Ah*A AIr.tk..t-' *• k * *.A ►. h:k A.AA'ry..k * Ah *;1*AhA *4A4 OF 1.11K WI cj k *1,Ck:lt:k.:t.kl **AkkkAikA4 *. k.4ot:'ck *•A +?t 4 k h:1.. -Ait ,1k +:1 ir4.lick }fc A.kn numb R:- ls3 0(165 rlllq.t t0 .? 10/12/99 10w0;; i'�i iinca n i t4� hod a. (Hi:l l' No ; L;ioin: CHERYL. 14Ct,,RAfI Iiii ( IL13 D99--0"5 Type: DEVPI ltM DEVELOPMENT PERMIT Pi-trcel No 35.9700 --04o `'i to .Addr e 14924 62 AV S f avmeht 602.! 1 atLt i jJnls�rlcr?: *,+* AA4 AA4411 k• kkAh• A£• 1%- h'144• A•k)kk .1*r.•.A ** + ?+ * *.A 1.A *is * A' * .h d: Hct :aunt Code 000/322.100 +)00/3;3..1330 000/386.904 .. 412/342.400 f31.t1I.0):i`lt3 .. i::C i • PLAN CHECR •- OT L£1Y a1'A I E • uu):I.f }):NCi . t►uPGi•lACiE: INSP. FEE •- STORM DRAl:t • 1iJHN ii'iI X73.0;3 9 -/ t . 0 3 .00 ' 1; k kAi i Hwomnt i0 .0() 4.b0 15.00 i 10/ /710 TOTAL 602.55 ** *fi•k*A*F***•A ** * kfitkk* +*kAAA *A *kkkAk *kk•k ** :k4k*k *A :k :ti.. :+rAit4•k'k*it±fir:+:A CITY': OF 1UKWILA*, ;WA _._.. TRANSMIT' * * *kA**k•F *Ak;1 *+k *A * *k * ** "k•,C**A* **•,t* •* * *A•k * 4•A*A**A* * *A *A* TRANSMIT Number: R9800110 Amount:. 372.48 07/20/99 09:46 Payment Method: CHECK Notation: MARTIN TAY; Init: CAS' Permit No: .D99 -.0253 Type:.DEVPE(214 DEVE:•LOPMENT. PERMIT .. Parcel- No: 359700 -•0405 Site Address: 1492 b2 AV S 'total Fees: 930.03 372.48 Total ALL Pmts:, 372.48 Balance: 11** A 4 fA * * * *•4 * * * * *+• *A * *AitAAA *A * Ask * *k * *A X144* A *d• *O*h *4A011.11* *A ***A *a *A Account Code Description Amount 000/345.830. PLAN CHECK - RES 372.48 This Payment 5164 07/21 9717 TOTAL 372.48 October 11, 2001 Mr. William H. James Ms. Clotilde L. Molina 14920 62 " Avenue South Tukwila, WA 98168 City of Tukwila Department of Community Development Steve Lancaster, Director RE: 'D99-0253, DO1 -076 Garage /House at 14924 62 " Avenue South Dear Mr. James and Ms. Molina: Steven M. Mullet, Mayor I am writing to bring you up to date on the stop work order that was placed on the construction of the house on which has been built three feet and four inches into your eastern property line. The Kay / McGrath's have submitted an application for a short plat of their property, taking the two lots they own and proposing to subdivide them into four lots. A private road is proposed to provide access from 62" `� Avenue South to the short plat. We will be looking at the issue of setbacks and the orientation of the lots to the access road as part of the short plat process. This may then affect whether the western setback of the house under construction is viewed as a front or side yard setback. The minimum lot size for new residential lots in Tukwila is 6500 square feet. The two parcels owned by the Kay /McGrath's are of sufficient size to divide into four lots. The short plat process in Tukwila is administrative, which means that it is reviewed by the Short Plat Committee (comprised of the appropriate City Departments) and does not go to the Planning Commission or City Council for review and approval. Public notice is not provided for short plats that create less than 5 lots. A decision by the Short Plat Committee is appealable to the City's Hearing Examiner. The short plat will be reviewed for compliance with applicable City codes, such as the subdivision regulations and may be recommended for approval, approval with conditions or denial. If the short plat is recommended for approval, there are two approval phases: preliminary and final short plat approval. After preliminary approval, the applicant has one year to complete construction of the road that provides access to the proposed parcels and install any needed infrastructure (sewer, water, storm drainage) and utilities. When that work is complete, final engineering plans and a final short plat application are submitted to the City for review and 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206.431.3670 • Fax: 206.431.3665 Mr. William James Ms. Clotilde Molina October 11, 2001 approval. Once the short plat receives final approval, it may be, recorded with King County and the new lots sold for development. If you have any questions, please call me at 206 - 431 -3661. Sincerely, (Aron- x Carol Lumb . Associate Planner cc:.... Bob Noe, City Attorney ' Steve Lancaster, Director, Department of Community Development Jack Pace, Planning Manager Brenda Holt, Permit Coordinator c : \mydocs \General\ I999•Memos \d99.0253.7.doc 2 City of Tukwila � Community Development / Public Works • 6300 Southcenter Boulevard, Suite 100 • Tukwila, Washington 98188 Parcel No: 359700 -0405 Address: 14924 62 AV S Suite No: Location: Category ASFR Type: DEVPERM Zoning: LDR Const Type: Gas /Elec.: Units: 000 Setbacks: North: Water: N/A Wetlands: Contractor License No: Permit Center Authorized Signature: DEVELOPMENT PERMIT .0 South: .0 Sewer: N/A Slopes: Y Permit No: Status: Issued: Expires: WARNING: IF CONSTRUCTION BEGINS BEFORE APPEAL PERIOD EXPIRES. APPLICANT IS PROCEEDING AT THEIR OWN RISK. (206) 431 -3670 D99 -0253 ISSUED 10/12/1999 04/09/2000 Occupancy: PRIVATE GARAGE UBC: 1997 Fire Protection: East: .0 West: .0 Streams: Phone: 206 431 -5432 Phone: 206 431 -5432 OCCUPANT KAY MCGRATH 14924 62 AVE SO, TUKWILA, WA 98168 OWNER POPEJOY LARRY 380 COOK RD, YAKIMA WA 98908 CONTACT MARTIN KAY /CHERYL MCGRATH 14924 62 AVE SO, TUKWILA, WA 98168 ****************************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *; Permit Description: CONSTRUCTION OF GARAGE /SHOP (W ELECTICAL HOOK UP) ****************************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * Construction Valuation: $ 42,772.50 PUBLIC WORKS PERMITS: *(Water Meter Permits Listed Separate) Eng. Appr: LJM Curb Cut /Access /Sidewalk /CSS: N Fire Loop Hydrant: N No: Size(in): .00 Flood Control Zone: N Hauling: N Start Time: End Time: Land Altering: N Cut: Fill: Landscape Irrigation: N Moving Oversized Load: N Start Time: End Time: Sanitary Side Sewer: N No: Sewer Main Extension: N Private: N Public: N Storm Drainage: Y Street Use: N Water Main Extension: N Private: N Public: N ***************************************************** * * * * * * * * * * * * * * * * * * * * * * * ** * * * *** TOTAL DEVELOPMENT PERMIT FEES: $ 975.03 ***************************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Date: (0 I hereby certify that I have read and examined his 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 provision of any other state or local laws regulating construction or the performance of work. I am authorized to sign for and obtain this development permit. S i gnature _ %674 1__.:' Date: _ 2" /..2 -ff 6/ Print Name: /7yr jM 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. w • nnzn:z<tw:` =: :i K'y r�m� .,.:�:a:.a�.:.rwrxvw.� »rav�ax•; 2sCYi�:`iy�."� ,"'= Yt^:1': 'Nw +�,',: �l'•t'�'n..�" n.:.— '. 0 T U .Wi Permit No; D99-625.3 r :Status:: ISSUED.: rioL�.l 'i ti +^r7 .0 ;1999, Issued: 1t ] .19`-)5i k' k ,i k A Suite Venal') t.: Parcel 4 it : 359 700-04 OS 4 L h :+• k; F'k k k 1. 4.-*k 4.k k •k k k k k k• k k _i k k k•k k k k k k b k k k - 'errit t..t.tndi'ti + nom x .No changes will be::made tai'. the plans approved by the Engineer and the 1 ;uLvri is 6ui.Idin - Di�fi�I_iort: • -Al permits, in;oectton it ?1.+7rds -, ancr pr.'#1ve,!Jl plans =hall be: • available at the i;ob ite prior to. tier :_tar t • anu con - ,sir►?uction. Tht? e ducumerit arye to`;Lie niaint inet1 ::and. avail- 'able .until. 1 in l i:nsnet tiorr aocn oval €s grained. • :3: Electric.a I . perms t Ss l'i. be 'obta fined: •thr ouo r,the Wa' h ink t.i:n S Itate:L'ii�r,i : L`abor� and.Indu'_tr� e, aii'i a.l.i ::e'lettri ±gal • • :work will , 'be .:inspect;ed by that agency +,'24- -bh3U+ • 'All mechanical .wor k shall be `ur+der�. _.eoar• are ocrmi t, is11ret1;, L .the :Li'.t • of .l'ui wi laI Al 'I titlnStruct ion. to he .. dor•,e : in cons or"mince wi th, ai u l anSJ "and :;: equ i semen t 5 the Unit o .Building Cude i.19 "Edit:i�7`tt) "a "ame�rded Unitorm;MeChar',icaI.rude (1997 Ed ;and';` J ashinfiton c.tate :E•roer"uv, &.ude: '( 94 7 Edition) . • Ua I<i;ri i t,v o1 Permit:.=. The i :suafice u r,, =a . Cleans i t. or ao.prova l .Of; ;Lt Tans _specif'ic+it. ion'_ ` aal n cuil)puta.tion'_ ha i i not be ri . to- strijed to be a .oer'mit.fe 'w 'inn aoL,rOval u7 any violation. 0T afv °ot t.h : ur oVis Tunis oi.' building code or of 'any .other` drnance ut, the , uri • dit-t ; ion. - " No 'p remit. presuming: : to :aive?. aut c'r�it�v to violate` or cc anc.cI t.he provisions, or this ,cude�. _;ha I l bed va l i li. • . y` • An 1xpOsed' insulatiOns "baci:ing mater'"ia,.l. shall have a'I• : lame .Spread Rating o7 25 or less. and material s.ha i l bear i der; t i,- ;7icat -showin"g the i ire perIfit manse rat it u thereof.: 6, •No the 'Cit.y� ` 'Tukwila Building Divisiori.•pr to olaci:n.a any concrete. This procedure` is In 'addition to any; r�eauiienient: for specie! irisurt- tiori. ti. All wood; to remain in placed concrete shall be treated wood. • 10. CONi'RACl°OP. ':,HPLL NOTIFY PUBLIC WORKS UTILITY INSPECTOR MR. GREG EtG VILLANUE`JA @ (206)43370179 OF COMMENCEMENT AND' 'COMPLETION OF .WORK Al LEAST 24 HOUR:; IN ADVANCE. 11. Residential driveways ;hall be 10 -0' Wide. have a maximum slope of 15% . and have: radii of 5' wh. 're the sir i vewat' meets the road. 1:.. All of the storm drain pipe joints . hal i be water tight and air testable. 4 1J 7 7-7 • 4 1 ,1 •r■F.h. '4' . 4 1-; • t 'A ;'..Civ+t ;70 J ktPr Vte .41 t.„.4„ r 4VIraliittneaPefleiba, s •1=4 , vv. &.2 - 0 ; in • ';'• • : • 1.. t. 7 • A ' , :...! ;4 , ; 0 4 i ,... • v •• - ''''•*. j • - • ' — .-; • , i't, " s. • '-.':' .- .• , . • / . • 1,. %.' ' • ../ • •• t I. ; *Clel :r:. '. '''' -S.' V '? ' ' .. 4' . . ; * ''• ' • i ■ 'e ' ••/' $.; , : 4: , f 0 !**:*. • 4 ' t ... a i t ' 4 ' '''''. , 1 : 4.1. *. ‘.. 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' •?•r • . 5,, . , • .; '',$.,• 0.. • , A.,1.,•s,„ .3 ..1 . . ,., c • , - ..;., - -?.: ' • - ••• , ' .. it . 1 -1 , I .....,......, • . i • •. - .. . • • ' . t.,a .. .- 1, -:, :: .... : ; l . - -1 A ' .. 5" '''' -; •i :,`,L ., 4 ,..• (g iii:,..: ,.,y ,, _ ., . . - • , .. 6 :., . —. ,! ::.: ; 4..r.•.; . , $ -,;,(.4,c .„,..„., •.•. .4.,., <..,,...::.,), .. 1,-; • .,., • .,. , ,,. 4,-41 i l . Ye ' 1 • l'. ) ' .•,..'4..": 4 AVI :?7,.'.. , . . . - :. , , .0' . . : . „ ..k)■4, i 0#'; ., .ir•• ../..k.1;11.,•••: ' • r.:$1•44:1,4 „ •.41.%,' 1 • .11;:ti• 1.. 3P54 ?.; ' ' .1,6 , ,S i . s f li . ,.. "•■• • . i . i t . 41' , .... ,14', 4 - 1 . :4- ,;... , 4 '4: ' , ..: ! '" ." ..,.. 1' i • i t • i .+:-44 ••• ., A: • .. t : : 0 1 '71•51, „ t "NlIcg:.• • •••■ ‘.1 r;• • bt -8 • Ceiling Joist Span, 20lb. live load & 10 lb. dead load (Er 1.6) Notching & Boring Notch size 'Bore:size '';DFI2, "J. (: 816•0.c. '• .-24'o.c. End Outer'/, 2' to edg6 2x4 910' 8'11' 7'10' %' Ne • - 2x6. . X01 «t'14'1 '. :: •' :12'3' << 116' b' 114• 2x8 20'5' 18'6' 16'2' 1%' 1y4' - 216' , '2x10 V ytr26's:» ??23'8'.:' 20'8"M 2 1 31/40 bt - 9 • Rafter Span, Notching 301b. live load, 10Ib, dead load (E 1.6) & Boring Notch size Bore size DF#2 .:- ' ..12'o.c. 16'o.c. - 24'o.c.; end out 15 2• to edge 2x4 - - - 74• 'Ae. - 2x6 ` '' 14'2' • 12'4' 10' ' 116' ' /e' 114" 2x8 18'9' 16'3' 13'3' 1;6' 1y4' 216' 2x10 ; .23'11' •'20'8' 1611' 2 1%' 3' /Me' Spans are for Doug fir lar h 112 (E, 1.6) only & are based on UBC t 23- I- V•R•2. Modulus o Elasticity E, derives from UBC t 23.l•A -1. Zone bt -10 • Wall Bracing Condition (based on UBC Type of brace t 23- IV -c -I) Amount of bracing 0, . - 1, 2 t'..1 story, top of 2nd or 3rd story, 1st story of 2 story, ' 2nd story of 3rd Let -in 1x4 or structural sheathing ,. • ; ,...:.. Located at each end & min. 25' of wall length ." ,' .i.1sf story of3rd ; Structural sheathing located as req'd. e for panels in 3 & 4 1 story, top of 2 or 3 story Structural sheathing Located at each end & min. 25' of wall length 1st story of 2 story, 2nd story of 3 story Structural sheathing 25% of wall length to be sheathed 1st story of 3 story 40% sheathing Rt O ;11,44 rtl,, � ^�}`{`�1 `t ... +•. '.. "- if� u General ❑ Eaves <36in. from property line -lhr. construction [705] ❑ Roof materials installed to manu. specs [1507] ❑ Asphalt shingles min. slope 2 -in -12 mt-I ft 15-B-11 ❑ Wood shingles min. slope 3 -in -I2 [t 15 -B -2) ❑ Wood shakes min. slope 4 -in -12 [t 15 -B -21 ❑ Tile clay or concrete min. slope 3 -in -12 [n /a) ❑ Interlocking tile min. slope 4 -in -12 [t 15 -D -2] Trusses ❑ Flat trusses must be installed as specified by manu. ...(2326.11 [802.11 ❑ No field modification, e.g., notching, cutting [2311.6] [802.11 ❑ Calculations & approvals bt -13 [2326.1] [802.11 Rafter & Ceiling Joists ❑ 3 -in -12 min. slope for rafter mt- I [2320.12.1 ] [ n/a ❑ Rafter ties -1x4, 4ft. o.c. [2320.12.6] [802.3 ❑ Ridge board must be full depth of cut rafter [2320.12.3] [802.3 ❑ Hips & valley boards of 2in. stock [2320.12.3] [802.3 ❑ Attic ( >30in. height) access -22in. x 30in. (no equip ) [1505.1] [807.1 ❑ Headers & trimmers >-4ft. must be doubled [2320.12.5] [ 802.9 ❑ Headers & trimmers > -6ft. hung with hardware [2320.12.5] [802.10 Attic Ventilation ❑' /.in. ( %in.') mesh over openings [1505.3] [806.1 ❑ Not <Visa of area of space ventilated [1505.31 [806.2 ❑' /wo sq.ft. ok if 50% (80 %') of venting is high vent ( >3ft.) OR . vapor barrier is on warm side of insulation ...[1505.3ex.1, 2) [806.2 • . t Structural Sheathing /Bracing Materials ❑ Plywood -316in. min. for studs 16in. o.c. -%in. for studs 24in. o.c. [2320.11.3.3] ❑ Fiberboard -4 in. for studs 16in. o.c. [2320.11.3.4) ❑ Gypsum board nailed (not screwed) at Tin. o.c. _12320.11.3.51 ❑ Shear panels must have span rating on grade stamp [2304.11 ❑ No vents in protected area ( <36in. from property line) ...[t 5a1 ❑ Block all horizontal panel edges (2315.5.3] ❑ Nail to schedule bt -I2 [t 23- II -I -1] [901.3 [903 -909 [ 903.3 [ 908.3.1 [ 909.3.2 [ 906.2 [n /a (fig. 602.9 [fig. 602.9 [ t 702.3.4 [n /a (n /a [n /a (t 602.3a IC EX Covers 4i_. 'Ikea Stucco Over Wire Fabric Paper ❑ Paper lap -horiz. 2in., vert.6in, [1402.1] [703.2 ❑ Two layers grade "D" building paper over wood sheathing [2506.4, 1402.1] [n /a ❑ Can omit in some cases (soffits, eave overhangs) ....[1402.1.61 [703.2.1 Wire ❑ Wire fabric -min. one mesh or lin. lap (2505.3) [n /a ❑ Nail-bin. o.c. into framing members only It 25 -C] 703.6 ❑ Wire perpendicular to framing members at roof eave ling; the top row of wire may follow the eave line (2505.3] trade ❑ Over solid sheath, no fasteners in field (not random) [1402.11 trade ❑ Lap paper /paper & wire /wire [1402.11 trade ❑ No holes on the top of horiz. surfaces (copings, etc.) ...(trade] trade ❑ Weep screed 4in. to earth, 2in. to concrete (2506.5) trade Spans are for Doug fir larch #2 (E, 1.6) only & are based on UBC t 234 V•1-4, CABO t 802.4b. Modulus of elasticity E, derives from UBC t 23•I•A -1, CABO t 502.3.1c. fig 1714 • Don't Mess with TJI• Ends ► JN, � r . r „ �,. . � sa�e•y;'a!i"rY' Y,Rn+wvrmn • . ,.'' • p Barrier facing conditioned space .. M v....�J>Z a•7 K [ 319. OF�Y ❑ Tight around insulated- ceiling -rated lights 'DEC. 2 (,ne J (n/ SOUND & FIRE ASSEMBLIES pp��pp Assemblies are tested and recommended by tfic v `p ',t�on. AdJoinir dwelling units should have a minimum sound rating of 5TC 50 (Sound Transmission Class) and a thr. fire - resistance rating. These are only samples o the numerous as blies ...ssible. See • sum Association manuals for more sides Joist ig• d Ch 6 nel �'inun•1 rhannol ales MAW DFt12 .' 12 °' 16 24'o.c. End Outer % 2' to edge 2x4 9'10' 8'11' 7'10" ;6' 14 6 ' - 2x6 • i .: 15'6' ' . 14'1' 12'3 ". 1%" 1 ,6" 114' 2x8 20'5' 18'6" 16'2" 134" 1A" 216' 2x10 : 26' ' - .1.3'8' 2011! " 2 1 '6" 3%0 bt -9 • Rafter Span, 30Ib. live load, 10Ib. dead load Notching (E1 1.6) & Boring Notch size Bore size OF /2 '''. `:12 ' ' 16 "o.c. - 24 "o.c. end out 4 2' to edge 2x4 - - - r4" '/6 - 2x6 `. . 142" - 12'4" 10' 196" Ye' 114' 2x8 18'9" 16'3' 13'3' 1%" 1%* 216' 2x10 ' 23'11' _'.20'8" 16'11' 2 114" 3 %6" Spans are for Doug fir larch 12 (E, 1.6) only & are based on UBC t 23 -I V -R -2. Modulus of Elasticity E, derives from UBC t 23- I -A -1. Zone bt -10 • Wall Bracing Condition (based on UBC Type of brace t 23- IV -c -1) Amount of bracing 0, 1, 2 • . 1 story. , top of 2nd or 3rd story, 1st story of 2 story, ':'2nd story of 3rd Let -in 1x4 or structural sheathing Located at each end & ; min. 25' of wall Length ,21st story of 3rd • ,:.: Structural sheathing Min. 48' wide panels located as req'd. for Let in 3 & 4 1 story, top of 2 or 3 story Structural sheathing Located at each end & min. 25' of wall length 2nd story of 3 story Structural sheathing 25% to be sheathed 1st story of 3 story 40% sheathing oof General ❑ Eaves <36in. from property line -Ihr. construction [705] 1901.3 ❑ Roof materials installed to manu. specs [ 1507] 1903 -909 ❑ Asphalt shingles min. slope 2 -in -12 mt -I [t 15-B-1] 19(13.3 ❑ Wood shingles min. slope 3 -in -12 It 15 -B -2] 1908.3.1 ❑ Wood shakes min. slope 4 -in -12 It 15 -B -2] 1909.3.2 ❑ Tile clay or concrete min. slope 3 -in -12 In /a] 19(16.2 ❑ Interlocking tile min. slope 4 -in -12 It 15 -D -2] [n /a Trusses ❑ Flat trusses must be installed as specified by manu. . -12326.1] ❑ No field modification, e.g., notching, cutting [2311.6] ❑ Calculations & approvals bt - [2326.1] Rafter & Ceiling Joists ❑ 3 -in -12 min. slope for rafter mt- I [2320.12.1 ] ❑ Rafter ties -1x4, 4ft. o.c. [2320.12.6] ❑ Ridge board must be full depth of cut rafter [2320.12,3] ❑ Hips & valley boards of 2in. stock [2320.12.3] ❑ Attic ( >30in. height) access -22in. x 30in. (no equip ) [1505.1] ❑ Headers & trimmers z4ft. must be doubled [2320.12,5] ❑ Headers & trimmers ?6ft. hung with hardware 12320.12.5] Attic Ventilation ❑ %in, (ibin.') mesh over openings [ 1505.3] 18(16.1 ❑ Not <Viso of area of space ventilated [ 1505.3] 1806.2 ❑' /wo sq.ft. ok if 50% (80%') of venting is high vent (>3ft.) OR . vapor barrier is on warm side of insulation ...[ 1505.3ex.I, 2] [806.2 Structural Sheathing /Bracing Materials ❑ Plywood- )l6in. min. for studs 16in. o.c.- %in. for studs 24in. o.c. [2320.11.3.3] ❑ Fiberboard -'h in. for studs 16in. o.c. [2320.11.3.4] ❑ Gypsum board nailed (not screwed) at Tin. o.c. _12320.11.3.51 ❑ Shear panels must have span rating on grade stamp [2304.1] ❑ No vents in protected area (<36in. from property line) ...[t 5a] ❑ Block all horizontal panel edges [2315.5.3] ❑ Nail to schedule bt - [t 23- 11 -I -1] x ' • ht -8 • Coiling Joist Span, Notc hing & Boring 1802.11 1802.1 I 1802.11 (n /a 1802.3 1802.3 1802.3 18(17.1 1802.9 18(12.10 [fig. 602.91 'fig. 602.9] 1t 702.3.41 In/a] (n /a] (n /:1] I t 602.3a[ Stucco Over Wire Fabric Paper ❑ Paper lap - horiz. 2in., vert. 6in. [1402.1] ❑ Two layers grade "D" building paper over wood sheathing [2506.4, 1402.1] ❑ Can omit in some cases (soffits, cave overhangs) -.11402.1.6] ..11402.1.6] Wire ❑ Wire fabric -min. one mesh or lin. lap 12505.3] [ n/a ❑ Nail -6in. o.c. into framing members only It 25 -C] 1703.6 ❑ Wire perpendicular to framing members at roof cave line; the top row of wire may follow the cave line [2505.3] ❑ Over solid sheath, no fasteners in field (not random) [1402.1] ❑ Lap paper /paper & wire /wire [ 1402.11 ❑ No holes on the top of horiz. surfaces (copings, etc.) ...[trade] ❑ Weep screed gin. to earth, 2in. to concrete [2506.5] (703.2 1n /a 1703.2.1 1 trade tirade l trade l trade I tr,lde 20Ib. live load & 10 lb. dead load (E1 1.6) Spans are for Doug fir larch 12 (E, 1.6) only & are based on UPC t 23-1V-1-4, CABO t 802.4b. Modulus of elasticity E, derives from UBC t 23- I -A -1, CABO t 502.3.1c. fig 1214 • Don't Mess with TJI'° Ends Notch size Pore size \ l Insuat o t 0 Barrier facing conditioned space [319• ❑ Tight around insulated - ceiling -rated lights .i.L ne e • 2 .[O SOUND & FIRE ASSEMBLIES U pp 1 �� . pp��••r t p � a Assemblies are tested and recommended by theTiy �Jrt /'c*d80ton. AelJoinir dwelling units should have a minimum sound rating of 5TC 50 (sound Transmission Class) and a lhr. fire- resistance rating. These are only samples o the n merous as biles •..ssible. See •sum Association manuals for mure a`w.nwtvua 1muamisuiw sides Joist 6 nel 1n /. Anne 1 nhannvl aicn may Electrical nt Receeeed ineandeecent iVj M ►� I ) , ,, 4- fit .••••• No new clrcuit•lreakeii .. * * * *. , panes in clothes ; cioeet 72: , Eli jE - - 24" 1 Building 68" headroom GNppatrle d b7 below r flood rim YV /ft. min. Foot vent Mechanical Vent Vent Retu air J .I. ,l ;�;. c;�ft Building j,. I r r i I r i Building 1 a I . t _. ,, a. c di ti Building , ; , _ 1 , _ Building ,: 1,: I'1:1t. 'I,/ tit B uilding �o r� 1'.'��rrl..�lr1 , . t• Building /Plumbing Plumbing Plumbing Plumbing Mechanical Mechanical Mechanical /Electrical Electrical Electrical Nearest will VISED EDIT! Field Guide to Building a Safe House Plumbing REDWOOD KARDON Supply air Draft hood r Firebox d � 1 fire 'ct NN A / 10' Wa RECENED OF TUKWI A 1999 VW CEN'TE'R ..: Ellisport Engineering, Inc. Client: Site: 20501 81st Ave. S.W. Vashon, WA 98070 Telephone & FAX (206) 463-5311 or 1 (800) 235-5510 E-Mail: Ellisport10.'aol.com STRUCTURAL CALCULATIONS for the McGRATH/KAY GARAGE August 17, 1999 Cheryl McGrath/Martin Kay 14924 62nd Ave S Tukwila, WA Calculated by: Eric L. Rice, PE Ellisport Engineering, Inc. These calculations are valid only with an original wet stamp signed in ink., RECEIVED CITY OF TUKWILA AUG 2 3 1999 PERMIT CENTER Gze calm etib D'190253 CITY OF TUKWILA APPROVED OCT 0 8 1999 AS NOIED SUEDING DIVISION EXPIRES 2-21-0( I ; • '; :::;:••• ••• ; • • • ; • ••. Ellisport Engineenng, Inc. 20501 81st Ave. S.W, Vashon, WA 98070 (206) 463-5311 • Ir 1 ' '' I i ' i .1' ; - I I I-1 .I . ; ; I ; ; -I; • - ; • • r• I -- 7 -; v -- I --- . --- ;. - 1 -1 -;;;--- , -;--, ; ; ---i- -; - , ;• I-- -,, •i; ••:,- • I -•;.; : -1- --I. -- - I-:-•- , _ f,, ScOpe • ; - ., -••• , --.• . , . . , . . ; ; . :•••••••-•-•• .- • ,- • ,•• - •i•-,•-i,-----• - •-••.: - • ..., . .,.... . • •,.. •... , ; .,,..; , ...........••.•••••.•••,• .. : , , ! , ; •,, • ! • t '''' ,-2,-"i-.7;•-t- :: -; .• I ; • • . :• .,•.••••.; - ElliSpOrt•Erigineering -- Inc.; was asked to provide • lateral' and limited grfivitycrOof framing)• • . .." • , , • . , , r , , - ,. , •• , - . ' . structural calculations for the •MCGrath/1(#.garage. - Our engineering information is .....t..i,.... .1..-i ..1 • ••• • • '':: the " SKETCHES" SeCtiOn•iif thii The infOriiiation r - f• - .1 -1 : -.1 , - 1 : ••• i••••• t•-i- • in thiS-report•cOnforins• to the Building Code Questions should be- :, , • , , < , , , • , , • ,,!.,•-,.;- i •• i • ;... ....diliessed to the.undersigned. ., ..•: ,. ,..1...•,. . , • •,,...! • ...,.. ,.. ,.. i.-2... -,• . ,••• L. :- ... ...:.• •=•-•-•• -. -.,- - -,..-----,.. ---•-•-•,-4----•-t•----f-4 . , , ; . • , ; . : , • • . ; 1 , , ; • • . , ;. .1...:.. • • ..;,-..........!.. I. ... ..... ' : . ; ; ; '. • - . -•:. ..•., . • ;-:•1; 'L •••t:-•'; • i • ; - - ; ; ,:-- , , •; -;- . ••• •• ' -; • - ;,. --; - „ • , • , ; ; 1 .. ,.....; • I • , .4_ , 1 .,,..... 1.. i. ;.:.; i •..1,: ' ...; ; , • , . . . , • . , . . . . . ., - • ' 1 .. ' ' '' • : • -', •• i - ..--,,, ; . • . i • , i , . , „ ,.. ;,, ; , ; I • 1 -"-• - • - t;• ., i 1 .. l • . ••• , i. ' . Eric:L. Rice, PE : , • . • , • - •• ,. • , i • , , 1 i - - i • • : • • • • - i----, - • ; • •-l• -•■•• --;•- 1 - i i ; ' • •k, ''t •'-1 -• - EllipOrt . Erigine6ring, Inc c*-•-•i•-•4---- 4 - • . •., .,;•,...;•;, „,• •, I . , , . • , • , , • -- , i , - , , i t , . i •I . , , ," • : .. ',".." - 1 -- - . .. -- • -7 ' .. ' " J ... 1 . ''• ..1 ' ' ' .i I -. F- - '.... i• • ., • i i ••1, • , , , . ,, , I • • I . . ■ . ,.....,., .......•.••..•••• f _. i .•••• ,. ,•••• 1 . i•• - •••,..•., - ,...• .,, - t ....i ..4. . i 1 .....t -I ,-. - - - -+ - ,.. ..; - . .. - - 1. -1 1 ...--1, -!•-•.- • ; . t. ...1- - •1 , . ! , 1. , 1 . • 1 ' 1 • i • 1.1 ' 1 • 1.; ; . f ' i ' ; 1 - I . ' , I t'''' J , • ; .. • h , ,•' ; ; . f , i I ; ' ; ;, I f , , , -,. • . • , i • ■ . : ; 1 t ..; i • , ' ; ! I ',..; ; I 1 i ' HI i ••- . ; I ' I I , ; .1 I . I I. 1 ' I ; , '. I .1 . , I ..1_ 1 ..1- ; j. F. ..1--;-1-r-4----'-"----1 • . • , =.- • . , i ..i.._ , 1 ' , .; • F i' • l'' • [ ,,..i. 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I ...1 - I '-' I i 1 . , • n, I . . i • i ' , , •, . . , , r ,. , • , r. r r •; • • , -- r - r • . . . . - ..• r • , r r ' . . ; t • • • , I ' , ■ ! . .. b.- • - - i ;' • ' •• '',- 1 ••••• r . • -.:--, -.!---?•• t • 4' - - i•'i - • i • -',•• ''.--•-•'.- •;•• • '• -! •",• - I. - '-• . • I • I , - - I Ii t -•;• - LI '''' I - - 1 - 4 - ••-•-• -- , • , ., " - - • i . 1 • I .. I --.- •-',- ' -i - 1--- •I• :. I-• : - ' .4 : -I. -i • ., !, . t - ■-• .•., • ; i. ' r .. 1- , . , !.. .4 -i ' .,--. ' . , : , , , . • : , , , • ., - ,, • : = ' *1' 1 ; 1 ., -, -- , •,, i- , . •1 -• • 1 - il : . :i 1: - 1.: i I" : .. r , , . 1 , , , 1 • 1 . , .. I , . 1 , • , • .... - I ' I I . ; " 1 ... .,:„ , !„ " ...•,..-...i. : • • • , • :, ; ; • -,-• ••1 • . ...• 4. --, .. . , . , i 1 .. ; ; , , • ; 1 , . ; •'. -1- ' ....-.i.. - -,... .-4 .. -;-• r' 1 : ■ • ', • ! i ; -I: i -, , t $ i • .,. • , • I , I I ; . - : 1 • •; 1 I • ., ., .. ;,...•; ._•....... ,..; ..!....:.. ; . r.„;„ i. •,,.. ;.. i .., .. : , ; , . , ; ' •-•' ':• • 1 , , ; . , , ; ; • ; , ; r • . , . • -••■ , ; . , ; . •-, • •1 --; , ,- ,-; - -, , ' ; • ; •,-- i ,• • • . . • . . • • , ! - • r ; • . . , Copyright 1998, Ellisport Engineering, Inc. PROJECT JOB NO. CHECKED BY • .. ._.... .1 .. . .1 .. .... . _, • .• ■ k i. - t ; .! .-; . i 1 ; - 7 -• -; -* - .- --- .. - j • 1 ;;'• j* - •;.; ' - 1' • i' "" - i . • . •; ; - • : ' • . . . 1 i ' 1„ ' ; 1 . . , 1 : , : , • 1 ; 1 . ; 1 ' i . 1 • ' ! • 1 • ' • ;•••'• •.- i i • 1 1 ; i ; ; :. : . 1. . 4 • , • , ; I , % .-1. - i ' ! 1 - ; ; • ; „ I • 1 1 • ; • I •••I • • 1 • I " t • ', I ' I " t i 1 .1 ' 1 I I ••• • 1 . 1 • I • ••• • , ; • • '' 5 • I 5 : i I • ' : t •I : t• I ' 1 • I •"; • • ; • ' " I " t '' ' ' I • ' I ' " I ' '; I I it • i . .1 ' , • ; • i • t ; ; • I; • , • • I • i l • i ' I - 1 ' I ; I • 5 I • I I • , : 4 , i - . , ,■ - , I ' I - • • i ; I • • ; . • • t : • FIGURED BY DATE SHEET OF • • . • • • • • „r : •• l • ; .; ••.• I I ' Ellisport Engineering, Inc. 20501 8Ist Ave. S.W., Vashon, WA 98070 (206) 463-5311 , ; ; ; , ; .. 1 ; 1-1 ; , • 1; 1 I . ; I : j I 1 - 1 • , ; i i 1 . i . , I : I ; ., • ; 1 1 1 i 1 1 , ., 1 1 1 1 ! , I 1 1 11 1 1 1 . 1 1 I I ' • , 1 I l 1 1 , 1 . ! 11. 11 1 I . -1 ; 1 1 -- ' . 1. - •. , . , i: • 1 I 1 1 ! 1 1 1 1* . ;... , 1 . , • 1 . „ ; . I i ,, . , , 1 , , ; 1 i 1,•, • i - , ; I ; ! 1 " • : I ' 1 1 1 • • ' 1 , ■ •1: : I ; ; ! , • ; : ' I ' ! ! , 1 ;: 1 ! 1 ": • • I , • ■ • • , 1 '-• i • • LATERAL ! CALCULATIONS ; ; -; , 1 4 : - • - - H ; H ; • , I- ; ; . ;it.; ; ; ; ; H I; ; , ...."'i.1.H.H. , !,;:;;:?.;,;;H: ii:;;;11,L;11.1.- '. .1 ; !, . ' : i '' i '‘ ... 1 ; ': ' : .-: ; . i i 1 i ;..;;;;;;,•,1H 1,;;;;;Ii-,;;;.-1: . •_•..• •,,,,,, ,.., • 1 ..•••.,• ,: 1;•;1.1 ;11;;;;I:al.". , - ',,i; .; . . ,..-..: i I -. ' i 1 1 1 1 ; ': '.• F; - I 1 i . ' 1. Li L .1 fs• • . ■ .,.... •.• ...• , ..... ,.. 1 '.1:'1 I 1 1 1 ; ; L. 1 : ', 1; .• t 1 , , • 1 1 , :,., 1 ! • , 1.., : f t : : I '1 j '; 1 , -- 1- :•• :. ' .. .! t 1 '• ; 1 . 1 r ■ ....; 1 .! .1 I 1 ' 1 ! t 1 , . t • , - - • ' '. 1 t ,:-: f 1 i : • ; , 1 , 1 - j 'i 1 , 1 - .. 1 . ', ; .; 1 ; !. ; ! ' ' -: 1 1 ; • t• I ' ... - - - • '. ■ ' ' • 1 1 ' 1 1 1 , .. , 1 i 1 I • ' 1 • 1 ' . i ' 1 . I .1 I . 1 ; ! , 1 • , " ; !: 1"1" 1 1 • 1 "•:" 1 ' 1 ! ' . 1 i • ' 1 I , I • Copyright 1996, Ellisport Engineering, Inc. . , I i :i • . " .• I I : : : : l• • • 1 I • l' 1 1 I 1 •. - : •• •• 1 ! ' ;- • 1 ; - ..1"1 I .. , . , t 1• : . • . - ' ; ', ! • • •; • I t •'. . . .. ... ... I . • t . . . . . .. • ! .1 t . .. . ; • , . : . , t . 1 • : '. • .1 . . . • ; • : . • , . ; . 1 1 • 1 '.. • i , 1" ' 1 I, i ' " ' •• 1' ! 1 "1 • • -1 • - - • i • ••• . 1 ,..: : I I, i 1 i, 1 ' I : 1 . 1 , : •• •■ • I - . ; ; ;;.1 _... ' ; - 't • i ! 1 1 , ■ • . i . '. I. , . . , 1 ; ' • ' . !.• 1 , .. • ; 1" • ! ' *1 ; 1 ,.1 , -.;-1-.; ; ; i;f1 • I, .i ; 1 ' " I ';' '; , •-•. ' i i ; ..11 p 1 "' : I • • ' ' ' 1 . • .. • • . I • •'t , , , i - • ! : :: 1 1 - 1 ; " I • 1 " ".'' !" ' . . • 1 .. : I - I ,. : . • • . I.. I - ••..t••t• ••. I • I. , 1 1 . • t 1 . , : 1 ..." • 1 • . • : ! " . ! • • 1 1 •I + . , '. . 1 • 1 ••••. :-• 1 ! Ii ! '. ' t ; ; I • 1 .• :'• i ' ; • ' ' 1 t 1 1 . .. 1 . ' ' ; ' 1 ,• ■ ' .,..• 1 t. ; • 1•. 1 - • •1-- • • • ; • • ' 1 I : I ! i ! 11 i ; 1 I ; PROJECT JOB NO, CI IECKED BY I:101111M BY DATE SI IEET OF - 1::: ... , . .:, , , : L i 1 . ; ; ! .• ! , 1 1, : • : • I'••• . ; ; .. .• , 1 ..1• t - I 1 1 - •: 1 ; I • • . ! :: t •1 ! .i 1 . I . I• 1 j: I ! '.• - 1 t I: . 1 t • • • I : .1' • 1 . I • :: 1 • . I • '.. ' '.' ' .1 ! • ' .; '.. ....••••••L. . . :• .1 1 • 1 • 1 I ; ; 1 ; . i . . i , 1 • - I 1 ;. ;.• : : I,- 1 • • , . •.. :•. • .. i - 1 ,..•!,1 1 ! 1'11 ! 1•i• • i .., • I , i , • ■ ; .1 1 1 r ! i 1 i . ? f . 1 1 i f . ; ; / ; i' I: , . . • , I 1 ;•1.1 .. /- •■ .1 1 . ; . 1 : 1 1 1 1 1 I , ! 1 ' I 1 1 1 • ' I 1 . .. • 1 1 - .. I :-. ; 1 1 : '. ,... 1 • ; .. 1 1 ' i I , 1. .1..1 1......1..... (Ai 1)4 — iom/e, c-xPV Ift LC Ve ()( 4- (s II- 65(/3,2)-r 241 PLF , ! . t I t ; : 5 1 . 1 ! ; I I t I 1 i t 1 • z5"-- • i t ; ; • I I ; • , , • ; I ; • ; • H ii • 1 1 ; • LEVATION .-" • zo,A)6 3 WEr6WrS 05 - 3 0 ( i o r()(f4r ' ) lts) -= If 60 0 2 UT f+Vo -1 • /•-•.. „••• • I i •, ; 1 ; I ."; I ; ! • • I 1 ; 1 -5 ' i ; I 11 11 I' , ; I --- ..,.. , 1! ii I ... --- ; 1111 11 11 II 1 .....-"; t il . ± i II il ii T .. ; 1 , , , 1 :,..,i 1J,..._____ - 11 1. 11___ ._ . • It I! ,--_--iil !: ,1 1 , 1 ! ; ! 1 ; 1 i I i 1 i 1 I I I f i I 1 f , • i I. ! • 5. 7.----t I I i I I I i I 1 1 ■ I 1 ■ I ' i I I i l ' 1 t 1 ; 11 1 1 i 1 1 ; 1 1 1 I I i t I 1 1 1 1 WEST ELEVATION t ! ! ! 5 ; ; :• w2 wr wtotal 0 442133 44263 19435 Ellisport Engineering, Inc. •■••:. ,'" ' •-• • . . , „. • • . " • • • Transverse Rase Shear-Seismic w1 W= 0 Cv= 0.64 I= R= T= , 0.02 hn= • • „ 25 0.2236 Ft= •,„ Ca= (30-6) Vmin= Vpossible= Vdesign= Omega= Transverse Seismic Table 1 Story Level Roof Amor= Roof> 3 or 2>o 2 or 1> 0 1 or 0> • 0 2025 < 2 ha Transverse SellmIc Horizontal DistributIon(based on bib area ratiol Grid A C 0 E 3 wx 44263 0 Story Shear , Diaphragms 4 5 6 7 wxhx Fxstorycoef Vx Fpxstorycoef Fxstoryforce Fpxtrans(ptf) 708208 0.1636 0.1636 7243 7243 172 0 0.0000 0.1636 0 7243 ERR 0 0.0000 0.1636 0 7243 ERR 44263 708208 7243 LI Atrib per grid Atrib/Aroof Force per wall 4.5 1012.5 0.50 1304 8 1012.5 0.50 2318 O 0 0.00 0 O 0 0.00 0 5 1012.5 0.50 1811 5 1012.5 0,60 1811 O 0 0.00 0 0 0 0.00 0 O 0 0.00 0 O 0 • 0.00 0 O 0 0.00 0 0 0 0.00 0 O 0 0.00 0 0 0 0.00 0 O 0 0.00 0 0 0 0.00 0 0 0 0.00 0 ri pit PI* 0.40 290 230 0.40 290 230 0.00 . 0 0 0.00 0 0 0.50 362 287 0.50 362 287 0.00 0 0 0.00 0 0 0.00 0 0 0.00 0 0 0.00 0 0 0.00 0 0 0,00 0 0 0.00 0 0 0.00 0 0 0.00 0 0 0.00 0 0 20501 81st Ave SW, Vashon, WA 98070 (206)463-5311 • .144. • P factor <= 2/3 building height= 16.67 rmax(p). 0.50 Ab 2025 (30.3) p.2-(20/rmax(Ab)1/2)=- 1.111 (1.5 max,1.0 mm) (30.1) EdesigrrpVdesIgn/1.4. 5746 (30-2) Em=omegaVdesIgn= 20261 Longitudinal Base Shear-Seismic WI w2 wr wtotal W 0 0 44263 44283 Cv. 0.54 'I= R. T. Ca. 44263 706208 7243 Ellisport Engineering, Inc. CM 0.02 hir 26 0.2236 Ft= (30.4) V. 19435 0.36 (30.5) Vmax= 7243 (30.6) Vmln. 1753 VpossIble= 7243 or 19435 Vdesign. 7243 Omegas 2.8 tudinal Seismic Table Story Shear Diaphragms 1 2 3 4 5 6 7 Story hx wx wxhx Fxstorycoef Vs Fpxstorycoef • Fxstoryforce Fpx1ong(pif) Roof> 16 44263 708208 0.1636 0.1636 7243 7243 237 3 or 2> 0 0 0 0.0000 0,1636 0 7243 ERR 2 or 1> 0 0 0 0,0000 0,1636 0 7243 ERR 1 or 0> 0 Longitudinal Seismic Horizontal DistributIonlbased on trib area ratio) Level Grid LI Atrib per grid Airib/Aroof . Force per wall ri pif P*Plf Roof 1 4.6 743 0.37 569 0.17 127 90 Aroof= 7 743 0.37 886 0,17 127 90 2026 t 6 743 0.37 633 0.17 127 90 4.6 743 0.37 569 0.17 127 90 2 4.6 1282 0.63 1214 0.37 270 193 8 1282 0.63 2168 0.37 270 193 4.5 1262 0.83 1214 0.37 270 193 O 0 0.00 0 0.00 0 0 3 0 0 0.00 0 0.00 0 0 O 0 0.00 0 0.00 0 0 O 0 0.00 0 0.00 0 0 20501 81st Ave SW, Vashon, WA 98070 (206)463-5311 Ellisport Engineering, Inc. 0 ERR 0 0.00 0 0 0 ERR 0 0.00 0 0 0 .. ERR 0 0.00 0 0 0' ERR 0 0,00 0 0 ' 0 ERR 0 0.00 0 0 0, ERR 0 0.00 .0.' 0 0 ERR 0 0.00 0 0 0 ERR 0 0.00 0 0 0 ERR 0 0.00 0 0 0 ERR 0 0.00 0 0 rmax= 0.00 16.67 0,37 0.807 (1.5 max,1.0 min) 5174 20281 Redundancy factor <= 2/3 building height= rmax(p)= Ab= 2025 (30 -3). p =2- (20 /rmax(Ab)1l2)= (30-1) Edesign =pVdesIgn/1.4= (30.2) Em=omegaVdesign= Wind TabIB 1 Story /II! I .I•..1,, . • .1'. „ I•. ,I • , 1oof(trans)> 241 42 10122 10122 241 172 Roof(long)> 241 31 7351 7351 241 237 3 or 2(trans)> 0 0 0 10122 0 ERR 3 or 2(long)> 0 0• 0 7351 0 ERR 2 or 1(Irans)> 0 0 0 10122 0 ERR 2 or 1(long)> 0 0 0 7351 0 ERR NDTRANS 10122 NDLONG 7351 eve) Grid 001 A roof= 42 B C D DIAPHRAGM SUMMARY . . Shear WIndDiaotl EQDIaoq 6 7 6 Vx Fpx(pll) Fpx(pl1) SHEARWALL SUMMARY WINR SEISMIC LI Llrlb per grid L1rib!Lroof Force per wall ri plf p•plf Wall height Holdown force 4.5 21 0.50 1822 0.40 405 230 16 6478 8 21 0.50 3239 0.40 405 230 18 8478 O 0 0.00 0 0.00 0 0 16 0 O 0 0.00 0 0,00 0 0 16 0 6 21 0.50 2531 0,50 506 287 16 8098 6 21 0.50 2531 0.60 506 287 16 8098 0 0 0.00 0 0.00 0 0 16 0 0 0 0.00 0 0.00 0 0 18 0 0 0 0.00 0 0.00 0 0 16 0 0 0 0.00 0 0.00 0 0 18 0 0 0 0.00 0 0.00 0 0 16 0 0 0 0.00 0 0.00 0 0 16 0 0 0 0.00 0 0.00 0 0 16 0 0 0 0.00 0 0.00 0 0 16 0 20501 81st Ave SW, Vashon, WA 98070 (206)463 -5311 Wind Lonaltudlnal Horizontal Dlatributionlbaead on trib wIdthl Level Roof Lroof= Ellisport Engineering, Inc. ERR 0 0.00 0 0 rmex= 0.00 SHEARWALL SUMMARY WIND SEISMIQ Grid LI Ltrib per grid Ltrib/Lrool Force per wall ri plf p•plf Wall height Holdown force 1 4.6 15.26 0.50 788 0.24 175 - 90 16 2800 7 15.25 0.50 1225 0,24 175 90 16 2800 30.6 5 16.25 0.50 875 0.24 175 90 16 2800 4.5 16.25 0.50 788 0.24 175 90 16 2800 4.5 16.25 0.50 973 0.29 216 193 16 3459 8 15.25 0.50 1730 0.29 216 193 16 3459 4.5 15.25 0.50 973 0.29 218 193 16 3459 O 0 0.00 0 0.00 0 0 16 : 0 O 0.00 0 0.00 0 .' 0 16 0 o 0.00 0 0.00 0 0 16 0 0 0.00 0 0.00 .. 0 0 16 0 O 0.00 0 0.00 0 0 16 0 o 0.00 0 0.00 0 0 16 0 0 0.00 0 0.00 0 0 16 0 o 0.00 0 0.00 0 0 16 0 O 0.00 0 0.00 0 0 16 0 O 0.00 0 0.00 0 0 16 0 o 0.00 0 0,00 0 0 16 0 o 0.00 0 0.00 0 0 16 0 0 0.00 0 0,00 0 0 16 • 0 rmex= 0.29 WM SEISMIC LI Ltrib per grid Ltrib/Lroof Force per wall ri plf p•plf Wall height Holdown force FIoo,2 1 0 0 ERR 0 0.00 0 0 0 0 LFIoor2= • 0 0 ERR 0 0.00 0 0 0 0 0 0 0 ERR 0 0.00 0 0 0 0 0 0 ERR 0 0.00 0 0 0 0 2 0 0 ERR 0 0.00 0 0 0 0 0 0 ERR 0 0.00 0 0 0 0 0 0 ERR 0 0.00 0 0 0 0 0 0 ERR 0 0.00 0 0 0 0 3 0 0 ERR 0 0.00 0 0 0 0 O 0 ERR 0 0.00 0 0 0 0 O 0 ERR 0 0.00 0 0 0 0 O 0 ERR 0 0.00 0 0 0 0 4 0 0 ERR 0 0.00 0 0 0 0 O 0 ERR 0 0.00 0 0 0 0 O 0 ERR 0 0.00 0 0 0 0 O 0 ERR 0 0.00 0 0 0' 0 6 0 0 ERR 0 0.00 0 0 0 0 o a ERR 0 0.00 0 0 0 0 0 0 ERR 0 0.00 0 0 0 0 0 0 ERR 0 0.00 0 0 0 0 rmex• 0.00 WM S EISMIQ Level Grid LI Ltrib per grid Ltrib/Lroof Force per wall ri pll p•pIf Wall height Holdown force Flnor1 1 0 0 ERR 0 0.00 0 0 0 0 1• 0 0 ERR 0 0.00 0 0 0 0 20501 81st Ave SW, Vashon, WA 98070 (206)463 -5311 Ellisport Engineering, Inc. 20501 81st Ave. S.W, Vashon, WA 98070 (206) 463 -5311 Pd2.cf Lich F2.1` 2x. bb L1/4..)1/4 t/ Copyright 1998, Ellisporl Engineering, Inc. 6 Cy �✓� KrftS .s-10 g g466i-r- f:4t/1,4t€ 2Xfo NFZ PROJECT JOB NO. CfIECKED BY Mc G 1f4 rf /be/9 Y FIGURED BY Ez DATE 0/0 ?SHEET g Y / -riv.J 1>L)E '7_) i SM 4LC. � lv2 5 (9, C- 9 iZ• E -c , G (J V 62-1.5 6 W /.JO: ; (..) W 5. 87r:6,x :4 F)th► i (0(i, c.= t3.r 6kc0 cpt ■1 (6 1) r (z) � / to' d 649 CND TTee9c6 (066) .s8 ` (0 173 PC/ • ,) (6 4 (9 : (PK' (3.X12) � (Z)0?2) 17) FS F C dS l2' I:7PSf UP (11.- rift( up (i PPF1(ta). ?72 ;i vl s 7 F Fr --° 5 O xO x la crA y •IKWIAlgt•tOt•Ulliad•41.511k• • ' Ellisport Engineering, Inc. J r 1' Ip Copyright 1998, Ellisport Engineering, Inc, • 3.0 20501 81st Ave SM., Vashon, WA 98070 (206) 463-5311 131.6 67-)0 (ix) cc. I I t' d' PROJECI* JOB NO. FIGURED BY k_e CIIECKED BY DSFE 06/9 MIMI I OF it-fcG2A711 K4 V 1 I d(r. :-T 5' 6r)0 70 67) aS(er, . , . ! f C> 0) 4i.hc (.66 t_ /L..1 t< a()./,TE-g $.,.-! I. )t '1.-V .; L4 i ?. 11 ! \ ... a ' , 1 i /sap 5 — ?'F't,- if • . ., ; ; 1 ic 1, . , . ■ 1% i , , " . , . • ; • , : , . • • ,,H,1 171s-S(10..3-)' is4''''PH , 'I, • , • .;,:,, ,, • • I : ! I 1 i ! ! H ; ; : I 1 I ; 1 1 i k I ■ : ' i • ) 1 (z) zK c, i i /°z. 67 o re. : 4v 1 . .. , .. . , (41. , , I I • • • ' • I ' , A I 1 . I . 1 , • . I : Ellisport Engin' eerm g, Inc. 20501 81st Ave, SW, Nittslion, WA 98070 (206) 463-5311 CAM C1/4=1 r (C 0 G•e) Copyright 1998, Ellisport Engineering, Inc. JOB NO. (:IIKKE1) BY „ Ale: /2.4 7 /f/It t r i FIGURED BY Dm 6 ( 99 suErr. 10 or ;". !!1!!!•!' ; •!_,tiy'S:':5!G�}x)f}!+3: CfiF.:44iyGttx044fMAt4tIhr Ellisport Engineering, Inc. 20501 81st Ave. SW, Mishit, WA 98070 (206) 463 -5311 WALL.: S D 0 zxlv t%r I I7,WF I)4 A3AY.f'ri: ?cYA X75 Z00 Copyright 1998, 1sllispurl Engineering, Ina (5-,k 00.5 67ii) 4 8 (3F1)0,3,60 (zv,r) Zt7 ,i L aw = •1 Z)( /7.fo ") ; :��' 7u S: 13 Pc-r p • J oPSF l ° 15 4) - S 3 rU` 5 : (Z rs r) r3 l PLF ,o. rtNI+AU;YYMn$.tWtMm t At9M1141 tribs!•E nAkt44 Yvez .nA b: (I SPIF O6 A z-4 (0 rLF 4 * S ,arrSF��lb , '6 -e . 410 Pt-F . !,� v, UDC 11.12,7,1 Oz 161)f,7S f4-t S tA) L. 3261# 40 4134 '/ "' M Nt 0 PROJECT JOB NO. CIMCKl I) BY 6Z-13) 1? 4- (A 32I� 6995: l b: f12 -- 1?)' (>4 w-t- ,SfZ Sap &44S 273 I t. c! MIRED l) BY 6 Ivrr. 19 sun. OF • rt U L ZX(v NF2 lb nl G g Y ihw 11,y is mCCVolo DEPT// +,7sEL-t 329 . 4 1 - 9 ) 0 *,,roo I (0 C - i1 I cti 3t d + 2400 'l 1 1 Z i a 2400 .271 71 F.7 6z-6) + S to/z- 3e 511 1200 ' 7t 115 coc ELLI$PORT ENGINEERING, INC. 20501 81st Ave SW Vashon, WA 98070 206 - 463- 5311(ph),206- 463- 2578(f) Email ellisportl @aol.com Rev. 506001 Description Gable end wall studs Timber Mem�lnforma� ion Timber Section Beam Width Beam Depth Le: Unbraced Length Timber Grade Fb - Basic Allow Fv - Basic Allow Elastic Modulus Load Duration Factor Member Type Repetitive Status [Center Span Data Span Dead Load Live Load Point #1 DL LL @X Point #2 DL LL @X Point #3 DL LL @X Results Mmax @ Center @X= lb : Actual Fb : Allowable fv : Actual Fv : Allowable Reactions @ 'Celt End DL LL Max. DL +LL © Right En DL LL Max. DL +LL Deflections Center DL Def L/Defl Ratio Center LL Defl UDefl Ratio Center Total Defl Location L/Defl Ratio (c) 1983 -98 ENERCALC in in ft psi psi ksi ft # /ft # /ft lbs Ibs ft lbs lbs ft lbs lbs ft in -k ft psi psi psi psi lbs lbs lbs lbs lbs lbs in in in ft 1 -West 2 -West LVL:5.250x 6x8 7.000 7.500 5.500 5.500 2.00 2.00 russ Joist - MacMil t iem Fir, No.2 2,600.0 675.0 285.0 70.0 1,800.0 1,100.0 1.330 1.330 Sawn No No 20.50 578.00 19,500 615.00 16.000 256.00 13.500 Ratio = 0.3327 4U.bU 13.53 1,150.3 3,458.0 Bending OK 46.7 379.1 Shear OK 0.00 1,198.39 1,198.39 0.000 0.0 -1.235 199.2 -1.235 11.398 199.2 24.40 7.00 645.3 897.8 Bonding OK 19.8 93.1 Shear OK Timber Beam & Joist 14.00 83.00 0.7188 0.000 0.0 -0.627 267.9 -0.627 7.000 267.9 Title : Dsgnr: Description : Scope : 3 -West 4 -West 8 -East 9 -East 1 -West 2 -2x6 LVL:5.250x LVL :3.500x LVL:5.250x LVL:5.250x 3.000 5.250 5.250 7.000 5.250 5.500 5.500 5.500 5.500 5.500 2.00 2.00 2.00 2.00 2.00 i lam Fir, No.2 Truss Joist - MacMil Truss Joist - MacMil Truss Joist - MacMil Truss Joist - MacMil 850.0 2,600.0 2,600.0 2,600.0 2,600.0 75.0 285.0 285.0 285.0 285.0 1,300.0 1,800.0 1,800.0 1,800.0 1,800.0 1.330 1.330 1.330 1.330 1.330 Sawn No No No No No 8.00 14.00 154.00 146.00 0.6677 0.4695 14./8 4.00 977.5 1,464.0 Bending OK 49.7 99.8 Shear OK 0.000 0.0 -0.262 365.8 -0.262 4.000 365.8 42.92 7.00 1,621.7 3,454.2 Bending OK 0.00 0,00 0.00 581.00 616,00 1,022.00 581.00 616.00 1,022.00 0.000 0.0 -0.963 174.4 -0.963 7.000 174.4 12.50 578.00 1,076.00 11.500 615.00 8.500 604.00 5.500 38.36 5.50 1,449.4 3,454.2 Bonding OK 49.7 63.2 379.1 379.1 Shear OK Shear OK 0.00 0.00 U.UU 0.00 0.00 250.61 581.00 616.00 1,022.00 581.28 250.61 581.00 616.00 1,022.00 581.28 0.000 0.0 -0.666 225.3 -0.666 6.450 225.3 rt get n..�' ire.. 17t.. y 'ttr:ptu.v::mnh>i p. >- :•. Job # Date: 5:22PM, 16 AUG 99 15.63 8.000 0.4196 0.4131 50.41 8.00 1,428.3 3,458.0 Bending OK 21.5 379.1 Shear OK 0.00 525.09 525.09 0.00 0,00 1,215.72 550,91 1,215.72 550.91 0.000 0.0 -0.845 221.8 -0.845 7.875 221.8 Page i2:1 19.50 731.00 13.500 0.00 224.92 224.92 0.00 506,08 506.08 0.000 0.0 -1.215 192.5 -1.215 10.686 192.5 0.3984 36.42 13.49 1,376.0 3,454.2 Bending OK 26.3 379.1 Shear OK c: �ene�calavuin951ecwfilesUnari irikay,eoini:Calou KW- 0601476; Vet 5:0.6;15= Jul =1998; Win3Z n .. ELLISPORT ENGINEERING, INC. 20501 81st Ave SW Vashon, WA 98070 206 - 463- 5311(ph),206- 463- 2578(f) Email ellisportl @aol.com Rev. 506001 Description Wall stud [General Information Hem Fir, No.2 Spans Considered Continuous Over Support Lim el; r iNem er Information Description Span ft Timber Section Beam Width in Beam Depth in End Fixity Le: Unbraced Length ft Member Type Mmax @ Cntr in -k @X= ft Max @ Left End in -k Max @ Right End in -k fb : Actual psi Fb : Allowable psi Shear @ Left k Shear @ Right k fv : Actual psi Fv : Allowable psi Reac ions & D DL @ Left k LL @ Left k Total @ Left k DL @ Right k LL @ Right k Total @ Right k Max. Deflection in @X= ft Query Values Location ft Moment in -k Shear lbs Deflection in 0.0 2.1 0.00 6.53 0.0 -2.4 -2.4 0.0 319.4 319.4 1,095.2 1,095.2 Bending OK Bending OK 0.00 0.12 0.08 0.08 13.8 19.5 75.0 75.0 Shear OK Shear OK 0.00 0.00 -0.00 0.20 -0.00 0.20 0.00 0.00 0.20 0.08 0.20 0.08 0.011 -0.119 2.90 6.01 I-b : Basic Allow Fv : Basic Allow aen. ✓x +�w Vn..�eraA Aaw_ u' bN: rt.: rfTM' �r...!:. R• �a.+ mm. I41' Yrrl{ w`. x. xN.. e+ r. e: r.m,bw+wrn�rW.v.OxvwarerLlr�wp »vat Title : Dsgnr: Description : Scope: Multi -Span Timber Beam 850.0 psi clastic Modulus 75.0 psi Load Duration Factor 4.63 11.00 4.63 11.00 2x6 2x6 2x6 2x6 1.500 1.500 1.500 1.500 5.500 5.500 5.500 5.500 Pin - Pin Pin - Pin Pin - Pin Pin - Pin 1.00 1.00 2.00 2.00 Sawn Sawn Sawn Sawn Loads Live Load Used This p5 an 7 Yes Yes Yes Yes Dead Load # /ft 17.60 17.60 Live Load #/ftl 17.60 17.60 Results 0.0 2.1 0.00 6.53 0.0 -2.4 -2.4 0.0 319.4 319.4 1,090.1 1,090.1 Bending OK Bending OK 0.00 0.12 0.08 0.08 13.8 19.5 75.0 75.0 Shear OK Shear OK -0.00 0.20 0.00 0.00 -0.00 0.20 0.20 0.08 0.00 0.00 0.20 0.08 0.011 -0.119 2.90 6.01 4.63 6.53 0.00 0.00 -2.4 2.1 0.0 -2.4 -0.1 0.0 -0.0 0.1 0.0000 - 0.1174 0.0000 0.0000 Job Date: 5:22PM, 16 AUG 99 1,300.0 ksi 1.000 Page 1 1 1 I - CO) 1983=98 ENERCALC c:lenercalcw1n95lecwfifes martinkay.ecw:Calcu KW- 0601476, Ver 5;0:6; 15=Jul =1998; 1Nin32------ ELLISPORT ENGINEERING, INC. 20501 81st Ave SW Vashon, WA 98070 206. 463- 5311(ph),206- 463- 2578(f) Email ellisport1@aol.com I iar. 506001 Description Wall stud /D +.75[S +WJ(12 -11) [ general Informs ion Wood Section Rectangular Column Column Depth Width Sawn [loads Axial Load Eccentricity 0.000in Applied Moment Max. Design Moment Summary i fbx : Flexural F'bx : Allowable Interaction Value Stress 1 e5 tails Fc : X -X Fc : Y -Y F'c : Allowable F'c:Allow * Load Dur Factor F'bx F'bx ` Load Duration Factor (c) 1983 -98 ENERCALC 2x6 I otal column Height Load Duration Factor 5.50 in Fc 1.50 in Fb E - Elastic Modulus Hem Fir, No.2 0.00 psi 941.09 psi 0.2712 329.85 psi 329.85 psi 329.85 psi 329.85 psi 941.09 psi 941.09 psi Dead Load 328.00 lbs 0.00 in-# 0.00in -# Title : Dsgnr: Description : Scope : Timber Column Design 15.63 tt 1.00 1,250.00 psi 850.00 psi 1,300 ksi Live Load 410.00 lbs 0.00 in -# 0.00in -# Using : 2x6, Width= 1.50in, Depth= 5.50in, Total Column Ht= 15.63ft DL + LL DL +LL +ST fc : Compression 89.45 psi 89.45 psi Fc : Allowable 329.85 psi 329.85 psi 639.21 psi 941.09 psi 0.9854 Max k *Lu /d Actual k *Lu /d Min. Allow k *Lu / d Rb : (Led / b 4 2) ^.5 Cf : Axial Axial X -X k Lu / d Axial Y -Y k Lu / d Job Date: 5:22PM, 16 AUG 99 Le XX for Axial 15.63 ft Le YY for Axial 2.00 ft Le XX for Bending 15.63 ft Short Term Load 0.00 lbs 4,834.00 in-# 4,834.00 in DL + ST 39.76 psi 329.85 psi 639.21 psi 941.09 psi 0.7806 50.00 21.64 11.00 1.300 21.409 1.100 34.09 16.00 Page t4. Column OK 1 c :li nercalcw ng5kecwfireslmarfinkay .ecw:Calcu KW- 0601476; Ver' 5:0:6, - 15 :Jill :1998; Niii32'- ELL(SPORT ENGINEERING, INC. C 20501 81st Ave SW Vashon, WA 98070 206 - 463- 5311(ph),206- 463- 2578(f) Email ellisportl @aol.com L ev: 506001 Description Canopy Wail stud!D +.75[S +W](12 -11) Generalllfi of m ion Wood Section Rectangular Column Column Depth Width Sawn ,Loi s Axial Load Eccentricity 0.000in Applied Moment Eccentric Side Load ....Side Load Eccentricity ....Side Load Dist. above Base Equivalent Load @ Mid - Height Side Load Moment Max. Design Moment Summary I Using : 2x6, Width= 1. fc : Compression Fc : Allowable fbx : Flexural F'bx : Allowable Interaction Value [Stress Details Fc : X -X Fc : Y -Y Pc : Allowable F'c:Allow " Load Dur Factor F'bx F'bx • Load Duration Factor (c)1983 :98 ENERCALC Timber Column Design 2x6 I otai Column freight Load Duration Factor 5.50 in Fc 1.50 in Fb E - Elastic Modulus Hem Fir, No.2 50in, Depth= 5.50in, DL + LL 113.94 psi 329.85 psi 38.78 psi 941.09 psi 0.1804 Dead Load 328.00 lbs 0.00 in-# 71.00 lbs 2.75 in 11.00 ft 2.20 lbs 103.09 in-# 103.09in -# 329.85 ps 1,016.25 ps 329.85 ps 329.85 ps 941.09 ps , 941.09 ps Total Title : Dagnr: Description : Scope : 15.63 11 1.00 1,250.00 psi 850.00 psi 1,300 ksi Live Load 410.00 lbs 0.00 in-# 131.00 lbs 2.75 in 11.00 ft 4.06 lbs 190.21 in-# 190.21 in-# Column Ht= 15.63ft DL + LL + ST 113.94 psi 329.85 psi 276.80 psi 941.09 psi 0.5550 Max k*Lu / d Actual k *Lu /d Min. Allow k*Lu / d Rb : (Led / b ^2) ^.5 Cf : Axial Axial X -X k Lu / d Axial Y -Y k Lu / d U Job # Date: 5:22PM, 16 AUG 99 Le XX for Axial 15.63 ft Le YY for Axial 2.00 ft Le XX for Bending 15.63 ft Short Term Load 0.00 lbs 1,800.00 in-# 0.00 lbs 0.00 in 0.00 ft 0.00 lbs 0.00 in-# 1,800.00 in-# DL + ST 48.36 psi 329.85 psi 251.65 psi 941.09 psi 0.3317 50.00 21.64 11.00 1.300 21.409 1.100 34.09 16.00 Page l S Column OK c:\enercalcwln951ecwfileslm tar inkay.ecw :Calcu KW- 0601476; VeT5:0 :6, - 15= Jul :1998 - Win32 - ELLISPORT ENGINEERING, INC. 20501 81st Ave SW Vashon, WA 98070 206 - 463- 5311(ph),206- 463- 2578(f) Email ellisportl@aol.com L eY 508001 Description Wall stud /D +W(12 -13) [General information Wood Section Rectangular Column Column Depth Width Sawn Loads Axial Load Eccentricity 0.000in Applied Moment Max. Design Moment L Summary tbx : Flexural F'bx : Allowable Interaction Value Fc:X -X Fc : Y -Y Pc : Allowable F'c:Allow * Load Dur Factor F'bx F'bx * Load Duration Factor (o) 1983= 98 2x6 5.50 in 1.50 in 0.00 psi 941.09 psi 0.1205 329.85 psi 329.85 psi 329.85 psi 335.59 psi 941.09 psi 1,068.79 psi Dead Load 328.00 lbs 0.00 in-# 0.00in -# irneu I otal Uoiumn Height Load Duration Factor Fc Fb E - Elastic Modulus Hem Fir, No.2 Title : Dsgnr: Description : Scope : Timber Column Design 15.63 n 1.33 1,250.00 psi 850.00 psi 1,300 ksi Live Load 0.00 lbs 0.00 in - 0.00in -# Using : 2x6, Width= 1.50in, Depth= 5.50in, Total Column Ht= 15.63ft DL +LL DL +LL +ST fc : Compression 39.76 psi 39.76 psi Fc : Allowable 329.85 psi 335.59 psi 852.23 psi 1,068.79 psi 0.9134 Max k "Lu / d Actual k*Lu/d Min. Allow k"Lu / d Rb : (Le d / b02) ^.5 Cf : Axial Axial X -X k Lu / d Axial Y -Y k Lu / d U Job # Date: 5:22PM, 16 AUG 99 Le XX for Axial 15.63 ft Le YY for Axial 2.00 ft Le XX for Bending 15.63 ft Short Term Load 0.00 lbs 6,445.00 in-# 6,445.00 in DL + ST 39.76 psi 335.59 psi 852.23 psi 1,068.79 psi 0.9134 Tess Is 50.00 18.76 11.00 1.300 21.409 1.100 34.09 16.00 Page l 6111 Column OK c:lenercalcwin951ecwilIeslnitar inkey.ecw:Calcu KW- 0601476; Ver 5:0:6, 15=JUM998, Win32- t ELLISPORT ENGINEERING, INC. 20501 81st Ave SW ` Vashon, WA 98070 206 - 463- 5311(ph),206- 463- 2578(f) Email eliisportl @aol.com L ev. 500001 Description Canopy Wall stud /D +W(12 -13) [Generallnfionnalion "we ec on Rectangular Column Column Depth Width Sawn L aid s Axial Load Eccentricity 0.000in Applied Moment Eccentric Side Load ....Side Load Eccentricity ....Side Load Dist. above Base Equivalent Load @ Mid - Height Side Load Moment Max. Design Moment L summary fbx : Flexural F'bx : Allowable Interaction Value [Stress betails Fc : X -X Fc : Y -Y F'c : Allowable F'c:Allow * Load Dur Factor F'bx F'bx * Load Duration Factor 13.63 psi 941.09 psi 0.0383 rrri:se•:1.Vetvw..a' fly. Y.ti fEe 4!4 2£ 0. 0Ee1, 3WA-• A Sma' AM I ,, I0Er. , I.Vrt+:.1tInt , 'GtY1A.K# 1 paetb.,,..e.viiwR** 329.85 psi 1,016.25 psi 329.85 psi 335.59 psi 941.09 psi 1,068.79 psi ' Timber Column Design o a o umn Dead Load 328.00 lbs 0.00 in -# 71.00 lbs 2.75 in 11.00 ft 2.20 lbs 103.09 in -# 103.09in -# Using : 2x6, Width= 1.50in, Depth= 5.50in, Total DL + LL fc : Compression 48.36 psi Fc : Allowable 329.85 psi eig Title : Dsgnr: Description : Scope: Load Duration Factor 1.33 5.50 in Fc 1,250.00 psi 1.50 in Fb 850.00 psi E - Elastic Modulus 1,300 ksi Hem Fir, No.2 Live Load 0.00 lbs 0.00 in -# 0.00 lbs 0.00 in 0.00 ft 0.00 lbs 0.00 in-# 0.00in -# Column Ht= 15.63ft DL + LL + ST 48.36 psi 335.59 psi 330.99 psi 1,068.79 psi 0.3800 Max k *Lu / d Actual k *Lu /d Min. Allow k *Lu / d Rb : (Le d /13 ^.5 Cf : Axial Axial X -X k Lu / d Axial Y-Y k Lu / d Job Date: 5:22PM, 16 AUG 99 e or xia Le YY for Axial 2.00 ft Le XX for Bending 15.63 ft Short Term Load 0.00 lbs 2,400.00 in -# 0.00 lbs 0.00 in 0.00 ft 0.00 lbs 0.00 in-# 2,400.00 in -# DL + ST 48.36 psi 335.59 psi 330.99 psi 1,068.79 psi 0.3800 50.00 18.76 11.00 1.300 21.409 1.100 34.09 16.00 Page i1 Column OK T01983;98 ENERCALC -- +� -- - ��c :lonercalcwin951ecwfileslm�ar inkay.ecw:Calcu' -- KW- 0601476, V ©� 5:0.6; 95 =Jul =1998, Win32� I Rev: 508001 ELLISPORT ENGINEERING, INC. 205b1 81st Ave SW • Vashon, WA 98070 206 - 463- 5311(ph),206- 463- 2578(f) Email ellisportl @aol.com Description Wall stud /D +W +S/2(12 -14) L Ge Ilnforma ion Wood Section Rectangular Column Column Depth Width Sawn [ Coa�lc s Axial Load Eccentricity Applied Moment Max. Design Moment L summary Using : 2x6, Width= 1 fc : Compression Fc : Allowable fbx : Flexural F'bx : Allowable Interaction Value [Stress Details Fc : X -X Fc : Y -Y F'c : Allowable F'c:Allow * Load Dur Factor F'bx F'bx * Load Duration Factor "(c) 1983 :98 ENERCALC 0.000 in DL + LL 67.45 psi 380.00 psi 0.00 psi 909.69 psi 0.1775 380.00 psi 380.00 psi 380.00 psi 388.11 psi 909.69 psi 1,010.40 psi Title : Dsgnr: Description : Scope : Timber Column Design 2x6 I otai Column Height 15.63 It Load Duration Factor 1.33 5.94 in Fc 1,250.00 psi 1.50 in Fb 850.00 psi E - Elastic Modulus 1,300 ksi Hem Fir, No.2 Dead Load 328.00 lbs 0.00 in -# 0.00in -# Live Load 273.00 lbs 0.00 in -# 0.00in -# .50in, Depth= 5.94in, Total Column Ht= 15.63ft DL + LL + ST 67.45 psi 388.11 psi 730.65 psi 1,010.40 psi 0.8961 Max k *Lu / d Actual k *Lu /d Min. Allow k *Lu / d Rb : (Le d /13^2)^. 5 Cf : Axial Axial X -X k Lu / d Axial Y -Y k Lu / d Job# Date: 5 :22PM, 16 AUG 99 Le XX for Axial 15.63 ft Le YY for Axial 2.00 ft Le XX for Bending 15.63 ft Short Term Load 0.00 lbs 6,445.00 in-# 6,445.00 in-# DL + ST 36.81 psi 388.11 psi 730.65 psi 1,010.40 psi 0.8036 50.00 18.76 11.00 1.300 22.249 1.100 31.57 16.00 Page l% Column OK c:\ enercalcw - in�5\ecwfiles\martinkay.ecw :Ci cl u -- KW=0601476, Vef 5.0;6; "15 =Jul :1998; Win32 3 ELLISPORT ENGINEERING, INC. C 20501 81st Ave SW Vashon, WA 98070 206 - 463- 5311(ph),206- 463- 2578(f) Email ellisportl @aol.com Rev. 506001 Description Canopy Wall stud /D +W +S/2(12 -14) [ GeneraT [Loads Axial Load Eccentricity 0.000in Applied Moment Eccentric Side Load ....Side Load Eccentricity ....Side Load Dist. above Base Equivalent Load @ Mid - Height Side Load Moment Max. Design Moment L summary i fc : Compression Fc : Allowable fbx : Flexural F'bx : Allowable Interaction Value - Stress Details ,.Y.faas,t DL + LL 92.00 psi 329.85 psi 30.34 psi 941.09 psi 0.1215 Fc : X -X 329.85 psi Fc : Y -Y 1,016.25 psi F'c : Allowable 329.85 psi F'c :Allow * Load Dur Factor 335.59 psi F'bx 941.09 psi F'bx * Load Duration Factor 1,068.79 psi Title : Dsgnr: Description : Scope : Timber Column Design nt otv.r.....mnaan+M+.x.04411* rrAm.Y 0.N”1.•.. •.:ra. Job Date: 5:22PM, 16 AUG 99 Wood Section 2x6 I otal Uoiumn Height 15.63 ft Le XX for Axial 15.63 ft Rectangular Column Load Duration Factor 1.33 Le YY for Axial 2.00 ft Column Depth 5.50 in Fc 1,250.00 psi Le XX for Bending 15.63 ft Width 1.50 in Fb 850.00 psi Sawn E - Elastic Modulus 1,300 ksi Hem Fir, No.2 Dead Load 328.00 lbs 0.00 in -# 71.00 lbs 2.75 in 11.00 ft 2.20 lbs 103.09 in -# 103.09in -# Live Load 273.00 lbs 0.00 in-# 87.00 lbs 2.75 in 11.00 ft 2.69 lbs 126.32 in -# 126.32in -# Using : 2x6, Width= 1.50in, Depth= 5.50in, Total Column Ht= 15.63ft DL + LL + ST 92.00 psi 335.59 psi 347.69 psi 1,068.79 psi 0.5162 Max k "Lu / d Actual k *Lu /d Min. Allow k *Lu / d Rb : (Le d /b^2)^. 5 Cf : Axial Axial X -X k Lu / d Axial Y -Y k Lu / d Short Term Load 0.00 lbs 2,400.00 in-# 0.00 lbs 0.00 in 0.00 ft 0.00 lbs 0.00 in -# 2,400.00 in-# DL + ST 48.36 psi 335.59 psi 330.99 psi 1,068.79 psi 0.3800 50.00 18.76 11.00 1.300 21.409 1.100 34.09 16.00 Page t9 11 Column OK "(c11983 =98 \enercalcwin95 \ecwfiles\ma {r Inkay;ecw;Calcu KW- 0601476,'Vei 5.0:6; 15=Ju1 =1998; Win32- ELLISPORT ENGINEERING, INC. 20501 81st Ave SW Vashon, WA 98070 206 - 463- 5311(ph),206- 463- 2578(f) Email ellisportl @aol.com [nw. 505001 Description Wall stud /D +S +W/2(12 -15) General information oo' ecion Rectangular Column Column Depth Width Sawn [Loads L summary Y. M1.< M+. •'.'AC.Cia+9YMC.l`�...cnH lxiwor+UMnvev. pW,Y44f%M19a1aM'I.1Vli Axial Load Eccentricity 0.000in Applied Moment Max. Design Moment fbx : Flexural F'bx : Allowable Interaction Value Using : 2x6, Width= 1.50in, Depth= 5.50in, Total Column Ht= 15.63ft DL + LL DL + LL + ST fc : Compression 106.06 psi 106.06 psi Fc : Allowable 329.85 psi 335.59 psi 0.00 psi 941.09 psi 0.3215 Stress Deta is Fc : X - 329.85 psi Fc : Y -Y 329.85 psi F'c : Allowable 329.85 psi F'c:Allow * Load Dur Factor 335.59 psi F'bx 941.09 psi F'bx * Load Duration Factor 1,068.79 psi Title : Dsgnr: Description : Scope : Timber Column Design o a o umn - eig Load Duration Factor 1.33 5.50 in Fc 1,250.00 psi 1.50 in Fb 850.00 psi E - Elastic Modulus 1,300 ksi Hem Fir, No.2 Dead Load 328.00 lbs 0.00 in-# 0.00in -# Live Load 547.00 lbs 0.00 in -# 0.00in -# 426.18 psi 1,068.79 psi 0.6715 Max k`Lu / d Actual k *Lu /d Min. Allow k*Lu / d Rb : (Le d / b ^2) ^.5 Cf : Axial Axial X -X k Lu / d Axial V- VkLu /d Job Date: 5:22PM, 16 AUG 99 e or ' is Le YY for Axial 2.00 ft Le XX for Bending 15.63 ft Short Term Load 0.00 lbs 3,223.00 in-# 3,223.00 in-# DL + ST 39.76 psi 335.59 psi 426.18 psi 1,068.79 psi 0.4638 50.00 18.76 11.00 1.300 21.409 1.100 34.09 16.00 Page id) Column OK -- (6) - 1983.98'ENERCALC c: tenercalcwa5lacwtiles lmartlnkey.ecw:Calcu KW- 0601476, 5:0:6 5 =Ju1 =1998; Win32! ELLISPORT ENGINEERING, INC. 20501 81st Ave SW Vashon, WA 98070 206 - 463- 5311(ph),206- 463- 2578(f) Email ellisportl @aol.com L ev. 508001 Description Canopy Wall stud /D +S +W/2(12 -15) [General information 0o a ec on Rectangular Column Column Depth Width Sawn [Loads Axial Load Eccentricity 0.000in Applied Moment Eccentric Side Load ....Side Load Eccentricity ....Side Load Dist. above Base Equivalent Load @ Mid- Height Side Load Moment Max. Design Moment L Summary fbx : Flexural F'bx : Allowable Interaction Value S rf ess Details I 47.23 psi 941.09 psi 0.2516 Fc : X -X 329.85 psi Fc : Y -Y 1,016.25 psi F'c : Allowable 329.85 psi F'c:Allow * Load Dur Factor 335.59 psi F'bx 941.09 psi F'bx * Load Duration Factor 1,068.79 psi Dead Load 328.00 lbs 0.00 in-# 71.00 lbs 2.75 in 11.00 ft 2.20 lbs 103.09 in-# 103.09in -# o a o umn - eig Load Duration Factor 5.50 in Fc 1.50 in Fb E - Elastic Modulus Hem Fir, No.2 Title : Dsgnr: Description : Scope : Timber Column Design 1.33 1,250.00 psi 850.00 psi 1,300 ksi Live Load 547.00 lbs 0.00 in-# 175.00 lbs 2.75 in 11.00 ft 5.42 lbs 254.10 in-# 254.10 in -# Using : 2x6, Width= 1.50in, Depth= 5.50in, Total Column Ht= 15.63ft DL + LL DL + LL + ST fc : Compression 135.88 psi 135.88 psi Fc : Allowable 329.85 psi 335.59 psi 205.91 psi 1,068.79 psi 0.4785 Ntterireew! WerenVMmerYtwxY/ etee......eye..c ra Max k *Lu / d Actual k *Lu /d Min. Allow k *Lu / d Rb: (Le d /b ^2)A.5 Cf : Axial Axial X -X k Lu / d Axial Y -Y k Lu / d 1,200.00 in-# 0.00 lbs 0.00 in 0.00 ft 0.00 lbs 0.00 in-# 1,200.00 in-# Short Term Load 0.00 lbs DL + ST 48.36 psi 335.59 psi 172.31 psi 1,068.79 psi 0.2078 50.00 18.76 11.00 1.300 21.409 1.100 34.09 16.00 vale, Job* Date: 5 :22PM, 16 AUG 99 Page aI 1 e or ' is Le YY for Axial 2.00 ft Le XX for Bending 15.63 ft Column OK "(6 1983 :98 ENERCALC --- cl duln95\ecwfileslmaRliil ay:ecw:Calati - KW-0601476; Ver 5 :0 :6; 15=JuF1998; Wlii32 - Ellisport Engineering, Inc. 2050181st Ave. S.W., Vas ton, WA 98070 (206) 463-5311 -- i I . •-• -- . - IT' - ' '.- I .. . . LI il I - — I -I I. ,— I • • ', I 1 1. f• LI '1-1 1 f..:. .1 . i..i. 1. . . • i - • 1 .1 . 1.. .1. .. l• ; 1 ! . 1 1 • • 1. 1 1 •1 1 1 1 I. - _ , .• 1 . .. .. LI 1 ••••• •• • • . •• I • • . .. _ . 1 , , 1 i , , 1 • 1 1 " 1 1 .. . 1 . . . . .„ 1 ' 1 , ._ i i - . • 1 . . . . .1 . . 0. .1 . . 1 1. . . I • : i ; . ; i . ; 1 ; I . I • . . . 1 i 1 t I .'! I, i " .! ' . • . i . '. -. - , , : 1 , . 1 ' .. 1 .1 . 1 I t . • 1 ., ; ,, 1 . r 1 , . 1 1 . , 1 1 • . . 1. . . _ I 1 ; ! I 1 1 II ' • 1 V i ' . 1 , • 1 i • • ... • • 1 '.. 1 . , .. .. ., . ' t • . 1 1 1 ; ; I 1 1 ; , ; . . 1 I . ; . : , J, , , ... :, ,. ■ VEkTiCAL: L A ! CALCULATIONS . . , , ., .... , 1 . 1 1. - 1 ii- I- ... _ . 1 . .., , 1.... I., 1 .1 ;..1 1.1 1 1 I..; • 1 .1..I. 1..1 ".'. . . '. I 1 ! I. I I 1 ! ' 1 1 1 1 1.; 1 ...i..'..1.-1. '. • .1, • . • . • ... •.., • 1 1 11 i . .! il ; in;•,;,t.; ,.,;. • • ; I • - ; I .1.1 1 I ' 1. , . ; • , 1 . , ..i.: . ' I I I I- ', . 1 : ; ' I : 1 , 1 1 1 • -. I 1 l'i 1 , 1 1.I '1 :Hi '1 : , •i i 1 , ..' 1 . •• • ! 1 .1 1. , i. .,.. . .1 ••• 1 ' . . • i 'l I i ' ..' ' I •11 - I • 1 i : ... ; 1 . ' .1 I I / ... .1 .1,1.1. 1 I . .1. I 1 I „ , I I. . I ' • • '• I 1 . • 1 I I ; 1 I .1.-1 1 •. I H •'• 1 . .1 11 1 , . I I • 1111 1 I 1 ' . 1 : 1'; 1 ., . ' . . ...: i 1.,1 ••1 ... H; • ' ' 1 .., ;.: .. 1 1 " I • • . ' ' • '1 i. I;' 1;.',,;:;,1 I' ll 1 4 „ . li 1 : .I;. .'. :',, •:1-•,..'•!- !. '• „' ..1 , , 1 ■ l■ I ! i I • I I , I i!lii i ' ''..!1 ,• ; ; ;1 11, i:■ 11 '. : , 1 1 1 !1!1! 1 '• 1 ,, ■li,' (.,?!. • 1: ■:1: .. ,'1! , ...11:1„ . •,,i,i117,1 .! , .... 1: ..- .„ . . , ... . .. .1 ;. . ; . .. ' 1 • 1 - ' • • ' 1 I . ' • - ; ! 1 III ! I Ii 1 1 ! '• ; I , , ■ ■ • • . • ' • I . : . ; ; ; I 1 ■ • • : - ' ; • i . . . • . .. . .. _ . 1 1 . 1 : • .• .. . i . . ' . ; I . ; . : . . i _ , .. , I ' ' .. , • • . 1 1 :. • 1 1 - • • ; 1 . 1 i. . ! I 1 1 1' 1 ' • 1 . 1 • i - 1 1 1; • ; • 1 . . . Copyr gin 1)96, Ellisport Engineering, Inc, PROJECT J011 NO. CHECKED BY • FIGURED BY DATE SI 1E1' j7-Oi ,1 • - l; • •- :1 H 1;1 • ; 4 . -- • • • 1 I I I • ; .1 1. 1 ; il i , : • " • 1 : • • ; • • 1 : i . ■ I . • I 1 I i 1 1 - . ••1 . 1 • • • -; - I i I i • i I 3 I . 1 1 I. „ I • ; ' ! ; i t • I 1 ' i . I I . . .. 1 , . ., • - 1 - 1 i ' * I 1 !- 1 ' : ; I !, . , ; 1 L i i I , f 1 •1 .1 I 1 i • i ; . I ■ . f ' 1 1 . 1 ! '. , ■ ', ' 1 1 i . ; s. . .1, 1 .; : : • . ,. . 1 . 1 r i ; I i I t r- ; ; , • • • ' 1 1 11 1 1 1 I •. • , I i I 1 1 . ■ 1 I 1 ; 1 t. t . , 1 , I 1 ! ■ i i 1 , ' 1 i . ! ! , 1 • , ' 1 i i • I I ' 1 I I ': n r ■ I 1 1 1 ■ I I , I ! 1111 Ellisport Engineerin Inc. Cupyriglu 199K, Iillispurl lingincc�ing, Inc. 20501 81st Ave. S.W., Vashon, WA 98070 (206) 463 -5311 (is1 zz a)() T Ft-, PROJECT' JOB NO. CHECKED BY DATE c6(, /99 5IIEET 23Or M c Co 2- rH tt" 111111111) BY IL � (G ) (q -) z,V ; ' /Jd C'3 , : (z) McGrathlKay -colar tie connection THIS SPREADSHEET CALCULATES "Z" FOR DOUBLE SHEAR BOLTED CONNECTIONS. MAIN MEMBER IS THE MIDDLE OF THE THREE. FOR STEEL SIDE MEMBER, Fes =Fu FOR THE STEEL PLATE USED. VARIABLES D= 1 inches Feparallel= 4800 psi Feperpendicular= 1800 psi Fyb= 45000 psi THETAm= 30 degrees THETAs= 0 degrees tm= 1.5 inches ts= 1.5 inches(per side member) CALCULATED Fem= 3388 psi Fes= 4800 psi Ktheta= 1.0833333 unitless Re= 0.71 unitless k3= 2.93 unitless MODEIm: Z= 1173 pounds MODEls: Z= 3323 pounds IGNORE FOR STEEL SIDE MEMB. MODEIIIs: Z= 3180 pounds MODEIV: Z= 4453 pounds Zmin= 1173 pounds ADJUSTMENT FACTORS Cg AND Cdelta GROUP ACTION FACTOR Cg VARIABLES D= 1 inches n= 2 unitless(# bolts in a row) Em= 1300000 psi Am= 16.875 inches ^2 Es= 1300000 psi As= 21.75 inches"2(include both side members) s(4D typ)= 4 inches(spacing between bolts in a row, 3D min) (for spacing <4D, reduce Cdelta accordingly) CALCULATED EsAs /EmAm= 1.2888889 unitless EmAm /EsAs= 0.7758621 unitless Rea= 0.7759 unitless u= 1.0291 unitless m= 0.7860 unitless gamma= 180000 lb /in FOR BOLTS/WOOD TO WOOD MODIFY IF DIFFERENT FOR BOLTS/WOOD TO WOOD FOR BOLTS/WOOD TO METAL FOR 4" DIA. SPLIT RING/SHEAR PLATE FOR 2.5" DIA. SPLT RG/2.625" DIA.SHEAR PLATE Cg= 0.9964 unitless FOR GEOMETRY FACTOR(Cdelta) AND BOLT LAYOUT, I/0= 1.00 1.00 0.9964 1 .00 (figure by hand) gamma=180000(DA1 .5)lb/in gamma=270000(DA 1.5) lb/in gamma=500000 lb/in gamma=400000 lb/in 1344 pounds per bolt:. EIJJ$ Engineering, Inc. Copyright 1998, Bilisport Engineeitig, Inc. JOB NO. FIGIIRF.1) BY CIIECKED BY MIT, SHEET?). OF • 20501 81st Ave. S.W., V;Isltoit, NVA 98070 (206) 463-5311 ' 1 : t I , ; ■ ■ • ' - I 1 - ; , 1 • 1 I I • i , ; , 1 I I I I l • I -I I.- , ! , I I ' 1 : ■• 4 I I : I I i t r I . I I ; ' ' ' ; ' ; • 1 1 I 1 • ; ; . 1 1. . i 1 • _ , 1 . 1 ; ' • ' I ' '' ' 1 . . , : 1 ; 1, ; .;; ; , 1 : ; 1 1 . t .' 7 . I 1 ! • . . , . „ I ": ,;. i ' , • • • - i i 1 ; l' ; ` i ' ; , . ; '• '• ': .; . I • • 1 i, H . : , I I , ; ; , "; • i ; ' , , ; i ; , ; 1 ; i t 1 I .; ' ; : . I 1 1 ' ! ' '' , i •• 1 • 1 1 : : • - ■ ' ! ; I ' ' . I ' 1 1 , 1 I .; I, ; i ; : ■ „1„ i. . . „ i ; - 1 I: i ; . • ..1 ; i ; I ' ; i ' . . r. , ; ; '• . i ' . ••• 1 .: - !. : • . . ,• i 1 , , . ! i 1 '': :. i 1 ■ i , I ':, , i . . 1 1 ; ,• 1 . ,, 1 . '''. I '• ' I': ' . ' ; . , • 1 .- i: i ' r. ,' • - - - ' —; t • , i I ',I I , 1 , . •• i 1 ; I l ■ i 1 1 I l l 1 1 1 i i Li 1 1 1 1 • 'I ! 1 i j ! !, ■ ; I H 1 1 ' 1 1 1 . . ; , 1 •., 1 1 r ; 1 1 1 i I I . I i • 1 1 I • I : • i i ' 1 ; 1 • 1 I I : I 1 ' 1 i 1 I • 1 ; : 1 1 ; t ; 1 : I I I 1 I I • I • . . 1 1 1 • • 1 ' j j I I : i i 1 ; ''' : ' 1 , 1 I 1 : ; • i • . 1 . • ; ; ' : : CONSTRUCTION SKETCHES I ' 1 ' 1 ' , ' : 1 • I 1 1 ; flI':i':.'r " �:3.'.:i1n. :�.Yi:..�. ."::e� «::.Y.: -0f eil.i'./. i'1: ::dv:`.i:ti.. 1:;.:.f:'.:::.f; .'.f�✓`: i.. e... ,.r.Vi l.' . 4 1'; '.`F:!'i'+f.';tl^.x- :Rig ri`. .'.: +�:.+...rYE•f +f ;1 d.t: GENERAL STRUCTURAL NOTES (Unless Noted Otherwise) .r:y :L�r1q� alt'Y;Y.•atxe�YRKf✓Nt!i^a': urn' 4. �; ���+ h.? C71 :RtYar ?i'%•.:rW :�: CODES AND SPECIFICATIONS 1. Uniform Building Code - 1997 Edition 2. ACI 318 -95 Building Code Requirements For Reinforced Concrete 3. HILTI Fastening Technical Guide 4. Simpson Strong Tie Connectors Catalog 5. Truss Joist Corporation Design Manual 6. AISC Manual of Steel Construction - 9th Edition 7. Vulcraft Steel Joist Design Manual 8. AWS D1.1, latest edition DESIGN CRITERIA 1 Wind Load - per Uniform Building Code Exp. B, Basic Wind Speed = 80 mph. 2. Seismic - per Uniform Building Code Zone 3, 1=1.0 3. Roof Load - DL = 15 psf LL = 25 psf (snow) 4. Floor Load - DL = 10 psf LL = 40 psf 5. Soils - 2000 psf (allowable bearing pressure) 35 pcf (active lateral pressure of retained earth) 50 psf (static lateral pressure of retained earth) 250 (passive earth pressure) 6. Concrete - 2500 psi at 28 days strength, Grade 40 reinforcement. SOIL CONSTRUCTION 1. Extend footings to undisturbed soil or fill compacted to 95% Modified Proctor. All footings shall be 18 inches minimum below adjacent finish grade. 2. Do not backfill walls until pony walls and first floor sheathing are installed per plan BEINEOBCED CONCRETE 1. f'c = 2500 psi for footings slabs and walls. Min 5 sack of cement per cubic yard of concrete and maximum of 6 -3/4 gallons of water per 94 lb. sack of cement. 2. Maximum aggregate size is 1-1/2". Maximum slump = 4 inches. 3. Mixing and placement of all concrete shall be in accordance with the UBC and ACI 318, latest edition. Proportions of aggregate to cement shall be such as to produce a dense, workable mix which can be placed without segregation or excess free surface water. Provide 3/4 inch chamfer on all exposed concrete edges unless otherwise indicated on architectural drawings. 4. No special inspection is required. 5. Vibrate all concrete walls. Segregation of materials to be prevented. 6. All concrete walls and footings to be poured in a monolithic pour unless approved by the designer prior to pouring concrete. 21 Beams and headers Posts Floor joists and rafters Shear walls DF #2 or better DF #2 or better DF #2 or better HF STD or better REINFORCING STEEL 1. Concrete reinforcement shall be detailed, fabricated and placed in accordance with ACI- 318 -95. 2. Reinforcing steel shall be deformed billet steel conforming to ASTM A -615. 3. Welded wire mesh shall conform to ASTM A -185. 4. Reinforcing steel shall be accurately placed and adequately secured in position. The following protection for reinforcement shall be provided: Min Coverli.n.d 2. All anchor bolts to be 5/8" diameter. Unless noted otherwise in the shear wall schedule, the bolts shall be spaced at a maximum of 4' -0" o.c. and within 1' -0" of all corners with minimum embedment of 7 ". 3. All 2x lumber to be kiln dried. 4. All wood in contact with concrete to be pressure - treated. 5. Miscellaneous wood connectors to be Simpson or equal. 6. All nails shall be common wire nails unless noted otherwise. 7. All nailing shall meet the minimum nailing requirements of Table 23- II -B -1 of the Uniform Building Code. 8. Where headers are used as drag struts, the header shall extend a minimum of 32" into the wall. Connection shall be made by sheathing with one piece of sheathing extending 32" minimum both sides of the edge of the opening. Nail sheathing to header and wall per shearwall schedule. (Fb =875 psi) (Fb =750 psi) (Fb = 875 psi) (Fb =550 psi) Cast against and permanently exposed to earth- 3 Exposed to earth or weather- 2 Slabs and walls at interior face 3/4 5. Lap continuous reinforcing bars 32 bar diameters(1 ' -6" min) in concrete. Corner bars consisting of 32 bar diameter(1' -6" min) bend shall be provided for all horizontal reinforcement. Lap welded wire mesh edges 1.5 mesh minimum. This criteria applies unless noted otherwise. RETAINING WALLS 1. Concrete floor slabs to be poured and cured and floor framing to be complete before backfilling behind retaining walls. 2. Minimum reinforcement cover to be 3 ". 3. Concrete strength to be 2500 psi at 28 days. 4. Reinforcement to be Grade 40. TIMBER 1. Unless noted otherwise, all lumber shall be as follows: 2g HS EARWALLS 1. All shearwall plywood nailing and anchors shall be as detailed on the drawings and noted in the shearwall schedule. All exterior walls shall be considered shearwalls sheathed with CDX plywood - blocked - with minimum nailing 8d @ 6" OC unless noted otherwise. 2. All headers shall have strap connectors to the top plate each end when the header interrupts the continuous top plate. Use (2) - Simpson MSTA24 connectors unless noted otherwise. 3. All shearwall holdowns shall be as noted on the plans and shall be Simpson or approved equal. FLOOR AND ROOF DIAPABAGMS 1. Apply 3/4" rated sheathing(32 /16) nailed to floor framing members with 10d common wire nails at 6" OC at all supported edges and at 10" OC at interior supports unless noted otherwise on the plans. 2. Apply 1/2" rated sheathing(24 /0) on roof nailed to stiffeners or rafters with 10d common wire nails at 6" OC at supported edges and at 12" OC at interior supports unless noted otherwise on the plans. 3. Blocking of interior edges is not required unless noted otherwise on the plans. MANUFACTURED WOOD TRUSSES. 1. Trusses shall be designed and fabricate in accordance with the "Design Spec - fications for Light Metal Plate Connected Wood Trusses" by the Truss Plate Institute. 2. All trusses shall be designed and stamped by a professional engineer licensed in the State of Washington. 3. Roof trusses shall be fabricated of Douglas Fir -Larch or Hem -Fir. 4. All mechanical connectors shall be UBC approved. 5. Submit shop drawings and installation drawings stamped by a licensed engineer of all trusses to the owners representative for review and Building Department approval. LAMINATED VENEER LUMBER 1 Laminated veneer lumber by Truss Joist Corp.(Micro Lam) or equivalent (Fb = 2800 psi). 2. For top loaded multiple member beams, fasten with two rows of 16d nails at 12" OC. Use three rows of 16d nails for beams with depths of 14" or more. See Manufacturers references for side loaded members. 3. Provide blocking or lateral support at bearing points. 4. See manufacturers references for requirements for cutting the web. Do not notch or cut either the top or bottom flange. GLUED LAMINATEDJNOOI1MEMBERS 1. Glued laminated wood beams, Douglas Fir, kiln- dried, stress grade combination 24F -V4(Fb = 2400 psi) for simple spans and 24F -V8 for cantilever and continuous spans. 2. Glue shall be casein with mold inhibitor. 3. Bottom lam to be free of unsound knots larger that 1/2" diameter. 4. AITC stamp and certification required. 2`� • WOOD I- JOIST. 1. Joists by Truss Joists(TJI) or approved equal. 2. Joists to be erected in accordance with the plans and any Manufacturers drawings and installation drawings. 3. Construction loads beyond the design loads are not permitted. 4. Provide erection bracing until sheathing material has been installed. S_T.EEL C.QNE:TR�1�TJQI�I 1. Structural steel shapes and plates shall be ASTM A36 unless noted otherwise. 2. All fabrication and erection shall comply with AISC specifications and codes. 3. All welding shall be as shown on the drawings and in accordance with AWS and AISC specifications. Electrodes shall be E70 series. Where size is not indicated, provide minimum size per AISC. MASQNftY_ 1. Construction shall meet the requirements of Chapter 21, UBC, 1997 Edition. 2. Special inspection is not required. 3. All concrete block masonry shall be laid up in running bond and shall have a minimum compressive strength of f'm = 1500 psi, using Type "S" mortar, f'c = 1800 psi. 4. All cells containing reinforcing bars shall be filled with concrete grout with an f'c = 2000 psi in maximum lifts of 4' -0 ". 5. Bond beams with two /15 horizontally shall be provided at all floor and roof lines and at the top of the wall. 6. Provide a lintel beam with two /15 horizontally over all openings and extend these two bars 2' -0" past the opening at each side or as far as possible and hook. 7. Provide two #5 vertically for the full story height of the wall at wall ends, intersections, corners and at each side of all openings unless otherwise shown. 8. Dowels to masonry walls shall be embedded a minimum of 1' -6" or hooked into the supporting structure and of the same size and spacing as the vertical wall reinforcing. 9. Provide corner bars to match the horizontal walls reinforcing at all wall intersections. 10. Reinforcing steel shall be specified under "REINFORCING STEEL ". Lap all reinforcing bars 40 bar diameters with a minimum of 1' -6 ". 11. Masonry walls shall be reinforced as shown on the plans and details and if not shown, shall have one #5 @ 48" OC horizontally and vertically. 12. Embed anchor bolts a minimum of 5 ". QENERAI<_CQNSTRUCTIQN. 1. All construction shall conform with the 1997 Uniform Building Code. 2. The contractor shall verify all dimensions and all conditions at the job site including building and site conditions before commencing work and be responsible for same. 3. The contractor shall provide temporary bracing as required until all permanent framing and connections have been installed. •,, , 4. The contractor shall coordinate with the building department for all permits and building department required inspections. Do not scale drawings. Use only written dimensions. • Drawings indicate general and typical details of construction. Where • conditions are not specifically indicated but are of similar character to details • shown, similar details of construction shall be used. 7. • Variations and modifications to work shown on these drawings shall not be carried out without written permission from the designer or the engineer. \ -- — ^ —_ -_- -- -- �! _ _-- - - - - -- SILL PLATE(Provide PANEL EDGE 2 "x2 "x3/16" washer SHORT TERM WALL NAILS/ TOP PLATE for anchor bolt SHEAR . DD'L MARK SHEATHING STAPLES applications) CAPACITY NOTES 7/16 " — . ird ©45 rOC °A35'g 2 =3 " -- 1_ • .: •C or 1 PLYWOOD 15 GA @ 5" OC 5/8" dia.A.B. @ 199 plf 1,2,3 OC 6' -0" OC(3x sill) 3' -0" OC(2x sill) 7/16" CDX 8d@ OC A35 @ 1' -7" -1 1=1 4" OC or 2 PLYWOOD 15 GA © 3 -1/2" OC 5/8" dia.A.B. @ 287 plf 1,2,3 OC 4' -6" OC(3x sill) 2' -3" OC(2x sill) 77T bX 8T@ 3' A 0 3'2 - 15 - d OrOC or 3 PLYWOOD 15 GA @ 2 -1/2" OC 5/8" dia.A.B. @ 369 plf 1,2,3,6 OC 3'-6" OC(3x sill) 1' -9" OC(2x sill) 7/16" COX 10d © 3" OC 15 A@ 0'- 11 "2 -16d © 5" or 4 PLYWOOD GA @ 2" OC 5/8" dia.A.B. @' 492 plf 1,2,3,6 OC 2' -8" OC(3x sill) 1'-4" OC(2x sill) 771 CDX 8�a TC 35@O' -7" 3 - 16d a- or 5 PLYWOOD 15 GA @2 -1/2" OC 5/8" dia.A.B. @ 738 plf 1,2,3,6 BOTH SIDES OC 1' -9" OC(3x sill) 1 /2 " GWB 6 er @4" A5 @l'T0 " 1 16d0a-5"0 or 6 BOTH SIDES OC OC 5/8" dia.A.B. @ 250 plf 5 UNBLOCKED 5' -6" OC(3x sill) 2' -9" OC(2x sill) 7 Ellisport Engineering, Inc. 20501 81st Ave SW Vashon, WA 98070 (206) 463 -5311 (Phone) (206) 463 -2578 (Fax) SHEARWALL SCHEDULE (4) (unless otherwise noted) 3Z GENERAL NOTES 1. Provide 7/16" CDX plywood (24/0) at all exterior walls and nail per Mark 1 unless noted otherwise. 7/16" OSB may be substituted for CDX plywood. Panels may be installed with long dimensions vertical or horizontal. 2. Block all horizontal edges with 2x(or wider as noted) blocking (typical). 3. Nails shall be common, sinker or galvanized box. Field nailing shall be at 12" OC(max) UNO. 4. Framing members shall be 2x (min) Hem -Fir Std. or better at 16" OC (max) UNO. 5. Nailing applies to all studs, top and bottom plates. Allowable shear must be reduced 50% for seismic loading. 6. All framing members(studs and blocking) receiving edge nailing from abutting panels shall be 3x(min) members Shearwalischedule61499.wps - 604 UV TO D6674` OF FOTO CI 17 k'tlYi4 E 2 Z 1 4 * (,44SYe4 e 4,4 D tAl21-6 . 5" CONCRD E. FOUN0/.. SARE: 1.0"0.c. V%- ;7z. ; 5:t,R hORIZONCI ALL': 211 TOF. ! • ! 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I 4.0 • . . skiairsirt4sigromn•ow‘wtos.umo:mmarrynternm...***Xcftwisen ••• I • Ellisport Engin' eenne g, Inc. 98070 20501 81s1 Ave. S.W Copyright 1998, Ellisport Engineering, Inc. 1 (800) 235-5510 r PION i t . . • ; 11 ; I " i • i: I ! • • I - _ _ - .S.S" /.36 LW, kiS (4-)1.151( /.9E or z• CO Us eg..$ F.4 c-e- - (a) z-x-(0 ti F2. rYPIc4c. -- rol PL-9r big S00-2- F ii44644, 0/5 t4r OA/ id5f,06 oc N HuST 6qce._ '-to/-Jr kh94Gin wiSe.Rr,4 0 so e.. (z) t-IF2 WEST ELEVATION • HI4S2G-Z. rid thkt r = 1 O. 0 CAiI6 5 0, (2.)43s ,. To 70? Pc416s -,... r . wis6.4y ora riSio &Ice yiqO CrneltiES fr• • -..... w.... wi„ wau w. ..,row•SOw+ro.s+nr✓+u.•ww:+'.wia+ >n. uwtu.::<. 01 m 0 0 I pp 0 0 0 • e e D • • f 0 • • • u it YR+ 4ur x . V'. LY-p NF %iJtVN�'R'.raCvia.1..R.nUri -uUMV ra C105RrM9:HUW01Mt•.».la +,pwr �►, z' O .:. =:L.. ._.:..- • _ _�_ - _ �.�., _ �. � .. : ._ .. - _ _� : m ;i .n411 o > I!!I A NEW GARAGE FOR CHERYL MCGRATHL MARTIN KAY . 14924 62ND AVE 5, TUKWILA, WA. 98000 (206) 431.5432 Jar: • ari LY.. -: . .... .« .. ..... v •.L... EAST ELEVATION 566. tA/S-r" et...E.votrao..) I.7s-g o& (,)c z_vz_ 1,75 SS' 436. S z_vc_ (3) 1.7S" x 5:S /.?E_ wS LVL w 1 • VATE: .! 7/12/99 7 1:KEY5: 8110199 'SHEET 3 • 5 (2) A 5 P -1q 1 0 Hijo i4J 647 0. Ex.(c)/ c ... 9 ,2 z6 _ s i0 • • • „ ,.. . . .... .. ec!cf fYIL),1 y mil* Tech. • ;Itcatip irixtallirgs.ritAitlasOOLVILVV.SOMPiSMOktle&O . • • 6 e CIT F r ui(14/44 JUL 6 2000 PERmIrcENTER ‘ . , • , • . ; • !"•'•: : ‘■■••'. • ! • • • D IJvq,LI A/A,/ //Cie'e_c.77c2,c_r £7,47 ept/e.V20.1-75 fred 72-1/c, ,/ o7 771 S.774zt7 ges/2.741.,trec o'E- Aryl • i oc,'7—� S /A'zt./4.1 041 /S pe or Pt .4,4_4 /74 tf6 xi r gec 61/ A./(7 / Acceogj • O ,4 -T I-hys / r7-1 s7 (J ..4-41 2-11e24i poArt, //415 cpoiLIS 1 774 /S**,f/tcs ? 406 . le-e-Sovc.ets p4-ciE (717 emcie ill4c.A1-M2/u) .vt.:ua -srs:< Mr. William H. James Ms. Clotilde L. Molina 14920 62 Avenue South Tukwila, WA 98188 C City of Tukwila Department of Community Development Steve Lancaster, Director RE: D99 -0253, Garage at 14924 62 Avenue South Dear Mr. James and Ms. Molina: 4T!`; 4.ft OSYr1 4ua1R7fa l SWi7.A00Y1M?M:Mnat.. n "Re+•.::w. Steven M: Mullet, Mayor February 11, 2000 Thank you for your letter regarding the garage under construction at 14924 62 Avenue South, which is directly behind your house. We have also talked on the telephone several times. I wanted to re -cap our conversations to -date about this project. Under Tukwila's zoning code for the Low Density Residential district (LDR), where this site is located, there is a maximum size of 1500 square feet total for a garage. The garage is to be set back 20 feet from the property line, which is indicated on the approved site plan. We rely on the site plan to accurately portray the proposed structure in relation to the site's property lines. It is the responsibility of the property owner to ensure that set backs are met when structures are constructed. Regarding the height of the garage, the zoning code limits the height of structures in the LDR district to 30 feet. The definition of building height is: the vertical distance measured from the average elevation of the proposed finished grade around the building to the highest point of a flat roof and to the mean height between.eaves and ridge of a pitched roof. For the LDR district, the building height is not expressed in terms of a maximum number of stories. The maximum height serves to limit the number of stories. You are welcome to come in and review the building permit file for the garage. Please contact the Permit Center to arrange to see the file. If you have any other questions, please call me at 431 -3661. Sincerely, e v Carol Lumb Associate Planner cc: Jack Pace, Planning Manager Brenda Holt, Permit Coordinator 6300 Southcenter Boulevard, Su1te(00 • Tukwila, Washington 98188 • Pht>,,e: 206-431-3670 • Fax: 206 - 431 -3665 .•. iu._.,, ,:vitn .f 4{�i �..£. , . :.,, 4.�1 t 1:. .. ��)e >'4 is �id��i TIVITY:NUMBER: D99 - 0253 DATE: 12 -28 -99 PROJECT NAME: KAY /MCGRATH ACCESSORY STRUCTURE Original Plan Submittal Response to Incomplete Letter # 1 Response to Correction Letter # XX Revision # 1 After Permit Is Issued DEPARTMENTS: ing Division Alc % ** Public Works DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete n Incomplete n Comments: TUES /THURS ROUTING: Please Route n Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: (ten days) DUE DATE 1 -27 -2000 Approved n REVIEWER'S INITIALS: DATE: CORRECTION DETERMINATION: DUE DATE Approved \PRROUTE,DOC 5/99 PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP Fire Prevention Structural Approved with Conditions Li Not Approved (attach comments) n Approved with Conditions Planning Division Permit Coordinator n DUE DATE: 12 -30 -1999 Not Applicable n No further Review Required n Not Approved (attach comments) REVIEWER'S INITIALS: DATE: City of Tukwila Department of Community Development Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: /2 -oZ cf'- 97 0 Response to Incomplete Letter # 0 Response to Correction Letter # Revision # / after Permit is Issued Project Name: /'cc q - G Project Address: /4/99 t(i• A Av Contact Person: 1.ct7i h y Summary of Revision: Plan Check/Permit Number: ,V 59 D233 c Y' ./ - r /f.•,n / � / X /D tit rA/ 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 Sierra on 0-- 9 Phone Number: 93 /.S y.32, c27 S�4 �O/''1 A Ir■ otItnIpo Steve Lancaster, Director I , f cleYA G(/ RECEIVED CITY OF TUKWILA DEC 2 8 1999 PERMIT CENTER John W. Rants, Mayor 06/29/99 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 431-3670 • Fax (206) 431-3665 e. Pex Cased . copy' PLAN REVIEW/ROUTING SLIP ACTIVITY NUMBER: D99 -0253 DATE:9 -22 -99 PROJECT NAME: KAY /MCGRATH ACCESSORY STRUCTURE Original Plan Submittal Response to Incomplete Letter # _ XX Response to Correction Letter # 2 Revision # _After Permit Is Issued DEPARTMENTS: g Division Public Works 9i11 4A/G DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: TUES /THURS ROUT G: Please Route REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: (ten days) Approved Approved \PRROUTF.DOC 5/99 Fi �P reve t d Structural Incomplete Structural Review Required Approved with Conditions REVIEWER'S INITIALS: DATE: CORRECTION DETERMINATION: DUE DATE Approved with Conditions n Plannine 1 7-, Divisir I ba el. -2..e -- 11 At .,.„... Permit Coordinator DUE DATE: 9-23 -99 Not Applicable n No further Review Required DUE DATE 10-21-99 Not Approved (attach comments) n Not Approved (attach comments) �Y�r K<:yf Sa�� •i p f f 'L - '. ls C REVIEWER'S INITIALS: DATE: Date: City of Tukwila 0 Response to Incomplete Letter # Response to Correction Letter # ❑ Revision # after Permit is Issued Project Name: Project Address: Contact Person: CORRECTION Received at the City of Tukwila Permit Center by: E ntered in Sierra on - �r - : ?!?••1.Y�4;f3�.?.:aF: t': s "altlnw<'•r. -_°.;J 111A`w °t'.3.'se Plan Check/PermitNumber: Pq4 c p Department of Community Development Steve Lancaster, Director Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. ' Vtlitasmi stnaik"- i4•441 Phone Number: Summary y of Revision: � /� /fir / / e- -�e2A. 0/` , 5 1 ee G q f • er 4c G / /o/► O7 AI SEP 2 2 1999 PERMIT CENTER Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision 06/29/99 John W. Rants, Mayor 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 431-3670 • Fax (206) 431-3665 0 01 i; 7=TI' F,.'rz Ztl. ^..u'S. September 9, 1999 Martin Kay Cheryl McGrath 14924 — 62nd Avenue S Tukwila, WA 98168 Dear Mr. Kay and Ms. McGrath: RE: CORRECTION LETTER #2 Development Permit Application Number D99 -0253 Kay/McGrath Accessory Structure 14924 — 62nd Avenue S This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Planning Division and Public Works Department. At this time, the Building Division and Fire Department have no comments regarding your application for permit. The City requires that four (4) complete sets of revised plans be resubmitted with the appropriate revision block. If your revision does not require revised plans but requires additional reports or other documentation, please submit four (4) copies of each document. In order to better expedite your resubmittal, a `revision 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 -3672. Sincerely, Brenda Holt Permit Coordinator encl xc: File No. D99 -0253 City of Tukwila John W. Rants, Mayor Department of Community Development Steve Lancaster, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 431-3670 • Fax (206) 4313665 Complete Comments: Approved \PRROUTE.DOC 5/99 P �I REV I W /RQNJTING SLIP ACTIVITY NUMBER D99 -0253 DATE 8 -23 -99 PROJECT NAME ACCESSORY STRUCTURE Original Plan Submittal Response to Incomplete Letter# X Response to Correction Letter# 1_ Revision # After Permit Is Issued DEPARTMENTS: Bui Division II fAWL l -720-1 Public Wqrks il,iuor0 (—Tr-get DETERMINATION OF COMPLETENESS: (Tues., Thurs.) TUES /THURS ROUTING: Please Route WI Structural Review Required APPROVALS OR CORRECTIONS: (ten days) CORRECTION DETERMINATION: Incomplete Fire Prevention Structural u Approved with Conditions' I Not Approved (attac REVIEWER'S INITIALS: DATE: P anni g Division a d 11111 Permit Coordinator DUE DATE 8-24 -99 Not Applicable No further Review Required KS REVIEWER'S INITIALS: DATE: DUE DATE 9 -21 -99 DUE DATE Approved ri Approved with Conditions [1 Not Approved (attach comments) REVIEWER'S INITIALS: DATE: ments) p1(v) f � "r.`+, `i,.._;, +:;'�n.:n :f I �i. ^..'r a , irv�J: n' J ':6:.3'Sdt's Cvb�.ti "tY <fJ• " >'�� <et, 9rt 1i1�:_�� wi; m t'?1... 4 a b. - ,i�.' ot�t"'. Date: GP /7P City of Tukwila Ej Response to Incomplete Letter # Response to Correction Letter # Revision # after Permit is Issued . �,je ct Name: J F�r G� /^a- - e – ' Project Address: /V9.4 t eoz .to �i✓ ✓c, �a Department of Community Development Steve Lancaster, Director Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Plan Check/Permit Number: .&7? 6233 ' v!7;; . L ' t.tide :tii:,a"l1h`T.1"ri.. toAr''t" Yst.M V ..trA WAYWz rwmr.,j;:-. John W Rants, Mayor VP Contact Person: /41utlh / 7 Phone Number:,&,‘- .f • Summary of Revision: / / Q — G � es �r� i-i e y /�f •/i l k ." �re it q "Z h .4 -e.. ttf/ ,7,• � It_S 4 /A r � / 07-e, •en ./ -e / c�- - �s� /:1 /v�►.r "-G/" 6.71, / u * 1 / Sheet :Number(s): "Cloud" or highlight all areas of revision including date of revision RECEIVED Received at the City of Tukwila graTt L y: AUG 2 31999 El Entered in Sierra on PERMIT CENTER 06/29/99 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 431-3670 • Fax (206) 431.3665 ..�x., Y4d ^�4':!' �_.:'1arve;._, "rk ". PUBLIC WORKS PROJECT REVIEW COMMENTS Project Name: Accessory Structure 14924 62nd Ave. S. File #: b99 -0253 Date: 8/17/99 Reviewer: L. Jill Mosqueda, The City Of Tukwila Public Works Department needs the following information before it can complete the plan review for this permit. Please contact Jill Mosqueda at (206) 433 -0179, if you have any questions regarding the following comments. 1. Please provide the sizes, slopes, lengths, materials and connections for the entire roof drain system, including the drain to the culvert. City Of Tukwila standard for storm drain pipe material is ADS N -12. 2. Are you planning to place the drain on the ground or are you planning to dig a trench? Because the slope is steep, the drain to the culvert will require anchors along the slope. Please provide a drawing -showing the pipe installation along the slope, including the anchors, and the connection at the culvert. PLANNING DIVISION COMMENTS DATE: ' August 26, 1999 PROJECT NAME: Proposed Garage PLAN CHECK NO.: D99 -0253 Plan Reviewer: C;Nora's Files\LETTERS\D99.0253.doc Contact Nora Gierloff at (206) 431-3670 if you have any questions regarding the following comments. The site plan that was submitted on 8/23/99 seems to include two lots, 359700 -0600 and 359700 -0405 (see attached section of the King County Assessor's Map). The garage is proposed on a different lot from the existing house, which is not allowed under the LDR zoning (see TMC 18.10.030 4.). Please provide evidence that . these are not separate lots, or file a lot consolidation with the City. The west property line is considered the front of the lot, as that is the direction of access. The garage does not meet the LDR zone 20 foot front yard setback for a one story building. Please relocate the garage to meet setbacks. aU :,....•:;:, +: „.:.t+c<,3v cry,. e :Y.tgis > ^:• &;fas;a:�t�'w213�aQ. July 27, 1999 Martin Kay Cheryl McGrath 14924 — 62nd Avenue S Tukwila, WA 98168 Dear Mr. Kay and Ms McGrath: YY•,ttAka:skl'r:Y1 =X?1 iL4l' ,:Y�aV "fN.�"L ? +^:Y_�tbuMtertkt;F City of Tukwila John W. Rants, Mayor Department of Community Development Steve Lancaster, Director RE: CORRECTION LETTER #1 Development Permit Application Number D99 -0253 Kay/McGrath Accessory Structure 14924 — 62nd Avenue S This letter is to inform you of corrections that must be addressed before your development permit 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 Division, Planning Division and Public Works Department. At this time, the Fire Department has no comments regarding your application for permit. The City requires that four (4) complete sets of revised plans be resubmitted with the appropriate revision block. If your revision does not require revised plans but requires additional reports or other documentation, please submit four (4) copies of each document. In order to better expedite your resubmittal, a `revision 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 -3672. Sincerely, - 6 /wad_ 7 Brenda Holt Permit Coordinator encl xc: File No. D99 -0253 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 431-3670 • Fax: (206) 431-3665 DEPARTMENTS: Building Division ALCQ' 7- 11 -R�i Public Works Fie Prevention 4 k 1- 21 - - `t7 Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Incomplete ri APPROVALS OR CORRECTIONS: (ten days) Approved \PRROUTE.DOC 5/99 I Approved with Conditions CORRECTION DETERMINATION: Approved ❑ Approved with Conditions CDI'VOC t ovi Lb/ f( Wt& Q c cQ 2 -Y ((/ REVIEWER'S INITIALS: G PLAN REVIEW/ROUTING SLIP ACTIVITY NUMBER D99 -0253 DATE- 7-20-99 PROJECT NAME: ACCESSORY STRUCTURE X Original Plan Submittal Response to. Incomplete Letter Response to Correction Letter # Revision # After. Permit Is Issued n dpL. PI nning Division cettted 1- Zz• -°t i Permit Coordinator DUE DATE: 7 -22 -99 so Not Applicable n Comments: TUES /THURS ROUTING: Please Route Structural Review Required C No further Review Required ri REVIEWER'S INITIALS: DATE: DUE DATE 8-19-99 Not Approved (attach comments) VII h) REVIEWER'S INITIALS: DATE: DUE DATE Not Approved (attach comments) ri DATE: r TUKWILA BUILDING DIVISION Plan Review Comments DATE: July 27, 1999 PROJECT: ACCESSORY STRUCTURE PLAN CHECK: D99 -0253 PLAN REVIEWER: Bob Benedicto 1. The Uniform Building Code requires that every building shall be classified according to its use or the character of its occupancy as set forth in Table 3 -A. Based upon the information shown on the construction documents, the intended use of this, building is residential and garage /shop use. This represents mixed occupancy uses that must be separated from each other by a one -hour occupancy separation. Please review the space plan and provide for this separation by locating it on the plans and detailing the proposed construction. 2. The proposed structural design for this building does not show compliance with the prescriptive requirements outlined in UBC Section 2320, " Conventional light -frame construction design provisions" Consequently, it will be necessary to submit a structural analysis and design by a professional engineer. The design must show that the structure is designed and will be constructed to sustain all loads set forth in UBC Chapter 16. 3. The proposed uses of this building that are other than U -1, (garage) are subject to the requirements of the Washington State Energy Code. Show compliance where applicable. ■.; • . • PUBLIC WORKS PROJECT REVIEW COMMENTS Project Name: Accessory Structure File #: D99-0253 Date: 7/23/99 Reviewer: L Jill Mosqueda, P. Please contact Jill Mosqueda at (206) 433-0179, if you have any questions regarding the following comments. Revise submitted plans. Refer to the enclosed Civil Drawings Submittal Guidelines. On your plans, show all information in the guidelines which applies to your site. c: \carol \general \d99- 0253.doc C.? City of Tukwila DATE: July 22, 1999 APPLICANT: Curt Renfro RE: D99 -0253: Accessory Structure ADDRESS: 14924 62 " Avenue South John W. Rants, Mayor Department of Community Development Steve Lancaster, Director PLANNING DIVISION COMMENTS Please review the following comments listed below and submit your revisions accordingly. If you have any questions on the requested revision, Carol Lumb is the planner assigned to the file and can be reached at 206 -431 -3661. 1. TMC 18.10.030 limits the size of garages to 1,500 square feet. The size of the proposed garage /studio must be reduced to comply with the requirements of the zoning code. 2. Please provide a site plan that identifies the location of the proposed garage /studio in relation to the existing house and the property lines. A copy of the Low Density Residential district is enclosed with the section on accessory., structures highlighted. An example of a site plan is also enclosed. 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 431-3670 • Fax (206) 431-3665 SEE REVERSE SIDE TAX RP10 Vl NUMBER `9700 0405 -04 '423A POPEJOY LARRY 3 80 COOK RD YAKIMA WA AJLWITH 2ND PAYMENT. ROPERTY TAX ACCOUNT NUMBER 359700•0405 -04 POPEJOY LARRY YAKIMA WA .tr,,.�a�an cMkr..�ub•+Yu IG ALL PARTS WHEN PAYING IN PERSON INTERURBAN ADD TO SEATTLE POR NLY a ELY OF LN BEG SW " OF TR MARKED RES H S 83 FT PLW S LN OF TR 3 310 FT M/L WLY MGN OF 65TH AVE S LESS • : • nx • i KEa THIS PORTION 642000 98908 DELINQUENCY INFORMATION:' "" :.•.• TOTAL CURRENT AND DELINQUENTS INTEREST PENALTY PRINCIPAL DELINQUENT TOTAL !O1 BLOCK CODE SEC TWP RG REAL '''ESTATE 'TAX DELINQUt fit"aavttikkte aEceivEb'viirThb r"INtEhEs1 UNTY ST OF' WASHINGTON AND PENALTY ; WILL BE: RETURNED. CANCELLATION OURTH AVENUE, SEATTLE 98104 -2387 CHARGES AYMENT WILL S UBJECT TO BE IMPOSEIMMED FOR DIATE DISHONOCOLLECRED TION CHECKS P S . NO Tax information (206) 296-0923 , POST DATED CHECKS. G COUNTY. TREASURY. Your Cancelled check is your receipt. TAX TYPE Current Onened Delin• quell TAX YEAR 11 OMIT YEAR INTEREST TO: PENALTY !SEE REVERSE) HI PAY TS AMOUNT PRINCIPAL AMOUNT DUE OCTOBER 31 * HALF AMOUNT 201.92 All payments must Include the PRINCIPAL '+ IN- TEREST + PENALTY when due. 201.92 1999' kiNd C O RM 600 = 500 F Property Make 'Check payable to: I G N ;ail Half 'lust be paid•or postmarked by October. 31 1f?If DELINQUENT AND ACCRUES ANNUAL NTERES"r AND PENALTY: 642000 98908 '!t•.:.i:,C}:It "v ":tn? :�id.'.4 ^. i�L:.t :l:l,K'•: r. CURRENT BILLING DISTRIBUTION State Local School Support County City Unincorporated /Road Port Fire Sewer Nor Water Library Other Emergency Med Svc . " " * Other Charges TOTAL CURRENT BILLING NOX WEED First half must' be paid or postmarked by April 30, or FULL AMOUNT BE- COMES DELINQUENT end accrues Interest end penalty as prescribed by law, If first half paid by April 30 C O R second half must be paid by October 31 or it becomes delinquent and T H E accrues interest and penalty. 20 FT ETC FULL AMOUNT MAY BE PAID APRIL 30th 00000000000000000000000000000000000000000000000000000000359 ?0004050400002019201 aiax^,ztw..d7�5�f av�;m:�:na.ri �pnan.�c>nr: t= r, Rri:• Gx: sS..: +?: ^:R;l��€",;t:,:`•r;G 1999 KING COUNTY, WA, REAL ESTATE TAX RM 600 - 500 FOURTH AVE, SEATTLE WA 98104 -2387 19d:04 44.5 77.50 5.9? 12.50 1.33 7 .94 403.85 .94 CURRENT BILLING INFORMATION Land Value Improvements Less: Exempt Value TAXABLE VALUE Levy Rate " General Tax * Other Charges TOTAL CURRENT BILLING Omitted Taxes TOTAL CURRENT BILLING INCLUDING OMITS VOTER APPROVED 25,000 25,000 16.11637 402.91 403.65 '..GAL DESCRIPTION S SI r COVERAGE (SO. FT.) ..e• kil : : .. I,' N NEW BLDG. y yr Ar dr Exisra moo. l lieVallW A A dr Fr Ai DRIVES &WALKS I c - TOWNSHIP - RANGE 5 5ffE AREA A A 4 4 4 4v7110•?2 TOTAL 3 3 3I e e-F.- IT O A "1r / ; 4 3 ITA43 CITY OF TUKWILA APPROVED OCT 0 8 199 JL RECEIVED arty OF TUKWILA SEP 2 2 1929 PElimr CENTER wal le. /ie. 440 ...reA-17 he Le. ,t,/,<NoSe 57 - es OP " r.c; 7 ," 4 e il e ,9c,o7, L . 6 S 7 /V .0 if ,Z,d -c.e/ .v<iet> v 4-4." / 0 A 7 f, , 1 4, /1 /749F E. ",;44. c_:. A /)CS .A „vii/c) 4.-■</ci ,/ 3g. .#79 172 373 is .. AGO. Kc6ro . i1t. / t (A S _\ ...7..\--. \\ HI • Lt •2-1' i7si 1 i' ,TIS G B a P(_. #1C OE TA% 7 73 rn :sOO151 CC4'1=LEYG �AVf UDPE -44:0K PIPE ANCHOR • ` ��— Y4 -+:u TO 3E 1STu lldd :• " i�? -'4.fT Fig? y �! Y f'PFE STAB_ / �J =ui-•r ANCHOR RECEIVED OPTV OP TUICWILA SEP 2 2 1999 PERMIT CENTER Is" MJ (ONE STORY) 2 Y -op M. <TWO _ _ ,XTENP HEAVER TO CORNER NAV; ▪ , EATHING O HEADER ,e01H WAY5. — r F ' (101 DOWNS PER FAFCIR'9, 5rt:t76. tINet WING CORNER. APIVCATIONItik LATERAL RESTRAINT PANEL AT CRAWL SPACE 'Z4" Ik*IN "wC N ,', 'M 1"C' !"'„ o tiCA.,NC",1 L) X:1; NI:I 0 AN ri „k"Vit KATU,": t".. 5.1 MN_ 2 N A1t„ (;"' Alt HEAPER1-.5. pt t 101.V S41.1 ArtNINEP `;'`alvt PI+ VeN4S 'W12001 CAPACITY (MIN) C"‘rAtti:.`, F(';',..,NPAITIC4I WALL P I 2 x f MVO 'i t j (2)1p2': Ci& AT4C1-/OR 50Lte... et" CONCRETE F.I.OlADATIC WALL WI $4 0 ier.G. KT ICAL & 14 DAR HOR7.0NTAI.i OP TOP. 5 X ire, CONTINUOUS CONMETE F (XING WI (2) *4 REDAR rYel 4X OF: f,2) 2 X 1UP'. NAIL 5FIEATH!NG TO EACH STUD. :2) 2 X BLOCKING ANY r...YWOX: jOIN1 APA RATE"), SHEATHING, 3/8" NON.. 24/0 EXP 1 NAILED r a ST1.05. PLATES & 60 0 yo G APPRO./EP WOOF TO CONCRETE CNECTt J 3200# C.APAOITY (MIN) X PLATE ON P.I, 2 X (3 SILL PLATE Wi (2) 1/2 X 12 PIA.. ANCHOR 50t..16 W/ 2 X 2''' X 3/10": T. WASHERS. 'SHEATHING 70 501h E.E * 2";!G Y V.? LATERAL EST PANEL CO SL/ • . ¶ r 7. I Igtl! i i ....... -,-, c te; CONICRE TE FOUNDATION WALL Wi 1 ...... *4 MItill 0 16"o.c. VERTICALLY & *4 DAR'HORIZONIALLY 0 TOr. es" X VP CONTINUOUS CONCRETE FOOTING WI (2) *4 REMR (1Yr) C.ONMETE SLAD ON 6 MIL POLY VAPOR !WRIER W/ 6 X 6 X TOGA wstzeo wrx MESH ON 2" CRUSHED eTONE OR SAND ON COMPACTED OR VIRGIN SOIL. 4 :: .?! e't 516 tctio OL 1 5 5/5." ANCHOR 5OLTS 4'43"a.a. • 4*-seNg.c. TIM • AWACIT0 12" X 311 5•04J Aga CONCMTE ?AD W/ (4) #4 SAKS EA. WAY W/ CONC. PLINTH TO es" ADOVE GRADE & 'SIMPSON' 0066 COLUMN E5ASE TO HF #2: 0 X (3 re5T„ (1YF'. X 5) r r I 14'5 1. 47 1,ty 6" SCREENED FOUNDATION CAJANTITY & t.00ATION Arrtax, ritavive 2,01 FT. NET FREE MEA, AL HANGERS (TYP.) R-10 RIGID INSULATION 12" X 24" SQUARE CONCRETE THICKENED SLAP W/ *4 5AR512c..s. EA WAY &'51 P5roe r051 e.A.5e10 Pi „ 6 X 0 POST 4Z • 152 SEPARATE PERM REQUIRED FOR: I ▪ 0 P.A.E alA N ICA I- LECTRICAL 0 PLUMBING G c:.,s PIPING I. CUiLD;t4G DIVISION C TY CF TUKWILA 2' X ler , EP CRAWL ( ....- SPACE ACCESS. X :a4" 50.,; ARE CONCRETE -, A0 'SIMPSON' rf,e Pcsi DAE ID!'1.0X0P051 1 11 ,T, 2 X 0 1. EOGEP. INO FOUNDATION WAL BO'D 5" X 16" CONTINUOUS CONCRETE F CA.7' I W/ (2) #4 REDAR. (TYP) 5" CONCRETE FOUNDATION WAI #4 5ARS 111) ALLY 5AR HORIZONTALLY IS 10F, FOUNDATION/ FLOOR FKAMING PLAN R- -------------- ------ / F 5113" ANCHOR. 5 0 4'-eo.c. ' 8" ANCHOR '0U1'," ; ; 5 F L 47 FILE COPY • .s• Flan ontsdorn It authorize the violation cf ; ccde cr oeb11110111 Receipt at contractor's cc;} Cf approved phee 1111111110Sidood. Cy Data Permit No. C s-lM CYDS3 REVISIONS NO CHANGES SHALL BE MADE TO THE SCOPE OF WORK WITHOUT PRIOR APPROVAL OF TUKWILA BUILDING DIVISION. NOTE REVISIONS WU. REQUIRE A NEW PLAN SUBMITTAL MD MAY INCLUDE ADDITIONAL PLAN REVIEW FEES. X 16" CONTINUOUS CONCRETE FOOTINC., WI (2 #4 REF3AR. (TYP) CONCREFE FOUNPATION WALL WI #4 f5ARS VERTICALLY A #4 BAR HORIZONTALLY 0 TOP. CONCRETE FOUNPAT!ON WALL WI # 13Al25 10o.c. VERTLALLY 5AR HORIZONTALLY TO?. 5• X 12' CONTINUOUS CONCRETE FOOTING WI (2) #4 REDAR. ryr BUILDNG oRmatok ENGINEER'S NOTES: C ) STH14 STRAP TIE HOLDOWN DIAMETER ANCHOR EM5EE' PErf H OF FOOTING STEE: . PROVIDE 2 X V4" WASHER AND t.)0DF.Y.,E APPROVED OCT 0 8 199 As No PENNI' °ENTER II • c‘.1 tr 7/12/99 t REv ij 5110199" ° -120/99 3'1_ RECEIVED CITY OF TUKWILA - AUG 2 3 1999 SHEET c101753 A2-0,4) coif 4/ 1>eict- 0 9X "1 al#'. fc i (TYP. X 2) GM: 7X U.N.Q. - WAd:L STUNS ARE 1* #2:2X6 "o.c. UNLESS 1 OTHERVASE SPECIFIED. GL.F.' 7'' X 11" (2 - Y4) iI F• L t 5TF1P5 T WAL FULL HE GHT STUL S Thl5 WALL i 9X7 w P051 4r 49r /JAG 0 .1 1.4rAsS,llPAPYe! 11 7! 12 :`3t ro61 1 4 1(2 (Yt'. X' j 14b 15'6 FIRST FLOOR 1 AN cr x ""a, Ywwt' APPLIED TO 10r5 SIt 6 K 8 2 X 43 Fr" :.0 iiV :.1. 'Vac. OLD: 7" X 1-f I /2" (; 4 °Y 1b2 208 (4-) 4 9X15(31B CT ENGINEER'S NOTES: {fyI r? 8:iHOLDCWI.ATTACHEDTO1-4X(I;.N ) 0 rD1C;^ HOL ATTACHED 7- 0 1 - 4X (1.1.N ) F. STRAP - E r-Iv.t - p.rd.hT• -. EPTO(2)- l 11 } ? le0 I RC) . a . O "2 7 FKCN LAST "1� -.. �( J 4- GLAZING SCHEDULE 40 CITY Of TU:KWILA APPROVED OCT 0 8 1999 AS NO 1 D t- RECEIVED CITY OF ' UKWILA , A I) 2 3 1999 PERMIT CENTER E l i' IL �kl C: < II . >— £ i LL Oil . 0,1 I N U v .TF 1 712) REVS: 8 %99 !2O/S9 " rrrrr0III ItIO1 10 3:43A = 13134.3.1.0' OC 1W 0c, ' tux iworrte— PLY1NOCO IS GA e Z41:417 OC szemajouni ai ,0618,..diseviii,- % plow/glory:a *0,0 MO* — imbOonallomd INA pet IWO OA Our Imeobilail tot allt 01040, "W wi lia lli , ' 2 O/0011./0110Iimilso wOblistirnatO40.&410*E044 '---:. & 1111**Iiiel&011Ook *Ms or 01011046* VI 411•01;0,41 We- 4 1 !ft/ft imilloweeibettoOtlitofillitt ficiropeopiquimo a, & = , '-----=--;!--...-.,,,- ,, „ , '----- •. . , .. .. ' . ' *did w***0011****mins seadi iteet000 - - , Com* MIL Oispon Earateri4 MK. ) Mgt HP:2' e 4 rot • 11"41 = I I - , i- SEAM 'rOST DRA(rs ,,,E I- (3) - ie EACH END F3RACE (MT) fl HF #2: 2 X 12 RAFTER 11 HF 11 11 24"o.c. & °OVAL SEAM 57 OLD: 3 1/2..' X e, 7 12' II ROOF FA vi I N 2: 2 X1E5 RAFTERT 24o.c. - — FLAN rh 1 1: 11 I COLLAR TIES 0 46 — II IT - : i I - :'7'.. ---- t r , ,• r, ; -- 4- — H _, li r / 1' t k i t Li II i 1 j 0 1 ‘ i ;1 U C..F. 2 2. it :.: II il ,I I' II 11 11 11 11 II 1 [.i. I I 1 i 1, „ 1 Ii 1 if 1 i 1 11 it , rrr, r ;2 t:2 _ < OCT 0 8 IEIS9 --.. 6:ill! • C4 >. ■,, Mill_II!:k1C,. AS rt ENGiNEEK" NOTE'S: - ,— .:1• II 0' . 5. ty, ,: N HI f.. Ei..,.._..-, ) L,... ,..• 0 L, „ .. .) 4-- \ • --- • -.--- :) • ,- - - • , :-, 4,. . -,:, :' (.3 (7 'i' 0 ::_ ': -IT,4; :::.. ',. 0 TOP F't --',1 I'F'. 6' ri 1_,',F' c6r Pt: CC-.., iN 2 ROw5 OF 9) - , _5( - 4 .4.) ,E3 .•::: - ',TY :: : iI ® VISTA'S ::•." K P Tr .701•,NECT C-A Di , 4:: 1EIR.4-_ 0 r- 5L I , s,:, ,:',;„,-.: -,T, ILI RELIT:, vE: F.T;OE \1.-: L AG :A : 99 —=-------" i ; 0 ' , ,, -- 3:2 o 3* C.;! 4 51',DES OF 151,11_n_:Nr CONNE(.7:=, Ir'r . REV'S' .::.' 5•47 5 ;..;•= l'...4 l' 7/12/99 F- —;. Tf.: ,.:::_ ,, L-3 z..-, , ,,,N RAFTER5 (TYR.: E'/20199 ,A it, LL:\ 7 — s s , 1 Fki L - RECEIVED CITY OF TUKVV!LA . ;AU 3 1999 , I i I R ; r — 1 ITY — — I : Of TUKWILA I APPROVED PERMIT CENTER z — 0 0 < "" 0 < ci‘ < LU (1 .1L -Ji z ROOF ASSE C .t.e. - Evc Ow 4,, re, ro ck fastened (1) ;aye- t.1, ennererfnra felt sesd honz. & 4" vet. to shed water WI *40 coated roofing or coated glees hose to be applied from eaves to 12 inside exterior veill tee wi Laps cemented together. 2 toaree to encathed roof deck aoorma fosterers to be min. 12 ga..3/6" had or approved corroeion resietartt staple*. rhir.i. 16 ga.. /SAW invent width. Fat.tenere shall be long trough to peeetrate throogh thickness of sheathing. 112 CPI py110004101heatKr4 (Or ei,tmal). (24/0 rat,ng .t..heartrav nailing: ad spacers 6 cx a edges. 12" 0 intermediate eupporte See framn'ig plans for reirox & louatioe of frainne member, 4 po4yeti vapor Perna. 0 wit sie.e of tries--,es. Scree,xi .ent. etovong between rafter., 0 Top plate anci nage vents. ft-net free arca. Ventilat.lor te distributed t)0% 0 bottom & SCA 0 'too Gut 'Le ,etahed dvi :?" ara tz" WALL r=..SSEVOLY: Horizort.,11 ward 1/2" wx oya■ocJ sneathirse t e riatecl s foitows; 3,1 et � o.c. pane eotiles. 12" o.c. irn (1) ar type ib norl-p'-rate d left Lapped 2" horizontally & 4 vertically or iyici moisture barrier wrap. rteerFir Sa 2 x et.ucle fX o.c w/ (2) 2 , too elate & (1) 2 , sole piate fo Crewe ie.."... DIM DING CROSS SECTIQN ; ION ASSEMBLY: 1/4 e • ASSENDLY: r1Fr *2: 2. < muI w/ 518 elia. anchor bolts, embedded mitt 7 in concrete. a 6' o.c. & within T-0" of c-ornere & joint*. OF 2x6tag car decking naiad to Warne, (2) two open minimum at ranom lithethe. WO* per Table 25+0,19g7 UDC: ad (common or box) or ad (deformedshank) spaced tro.c. 0 edges. la' 0 nte•mesnete EMocking isetween floor jolete to occur 0 edges of plywood eheathing. Floorjoiete ae specified on framing plans. Joiete under & parallel to bearing partitions shall be doubled. r no, of fleorjoiete shall have not idea than 1 V2" bearing. loorjoieste shall be supported leterally by rim Jot at &men cud and oft each support eolo &ior.:Vrta Fireetopping ant 4rafteteppini e•hall be Metalled to cut off ell concealed draft openings (both vet. & horiz.) Concrete foundation wall with ell bare 0 16" o.c. vertically & horizontally . 5ee tourclation plan for eize. Continuous concrete footing wi (2) *4 bars. See fouridetion plan for eize. See foundation plan for poet and column footings and notes. provide min. 2" cover for reber cast in concrete. All renforcing steel shall be deformed steel barb conforming to ASTivi A615 Cerarle Footings to rest on or compacted (requiree special inspeoti be compacted to min. 90% of max. density or virgin soil. Fill to G4 yet, r: v t VtCtA : Also see foundation plan for additional notes, dimensions and assemblies. 0ENERAL NOTES: 1. Near & cometruction to comply vri 1997 '....1riforre Mag. Code. Cry o.f Kam .17•4.4. (flue. 21A) Code & appricerie ordrancee. Linform F.re. Code l• -6- t ■•• a 2. The address it to be pasted and 0y *NI fr ti' road fronting the building. 3 The faces of cut, ow All sIo shn ii pps prO ••• roNi to contr.,' Aqavt. or °elan. C,vitro r rife- 4 - :;;oundation .raspectoe ehoulci be e reinforcement le in place. Foe...kg-. and fealedati..mmt jen othenoise approved b'y the si,o4ing genc,■! _I be coned/vets* cif COnC masonry or treated wood in conformaece Wtr and n all raga* ahan Altera Pak. the frost line and meet the risnienym depth as "attired / abie 1e3 f^r, ,inieisa another depth is recommended pi a foundirtion inrest 0. Lige Stories; 8. Occupancy 9, Tpecons v- 10. Searnic zone 3 9aete wind aped: 50 Expubure Ce-e*Ory 15 Soil laearne rewire: 2,000 pef (aeeumed) Retained earth fluid preeeurr 30e/cult/ft Nolen loads: 1.1.4*/eq.f4.) Total WO reel Z t 40 rLdat'Pre' 14f2 Reedentla and ireopired 11. Framing inspection should be made after the roof. all framing, lire tlocking and bracing are in Place, as well as all pipes chlreneye and vents are complete. /2. AU lumber. plywood, particleboard. structural glue timbie end jointed lumber, fiberboard sheathing pace & poste Oval conform to the applicable standards orrdin grading nit* specified in the U.13.C. and ehall be so Identified. 13. Ail lumber timber, plywood and poles required to be Treated Wood shall be identified by the quality mirk of an approved inspection. 14. Fabricators must be approved and shall submit a certificate of compliance statieg that the work was ninfmnreel in accordance with the approved plans. , t * 15. All the exterior openings exposed to the weather shall be flaehed. 16. Fait doors to be operable from inside without use of a key or 9. • i fr" knowledge or effort. A night latch. dea4 Wt, or rity chair 1 !" lees above finish floor may be _powided. STAIR ASSEMOLY: (16) neer, 0 appro.. 7 3/e' (lb) tremors 0 101/4" dinyendone, and run 411rnest,ion5 are net LC vary more than 3/P' (3) F'.T: 2 x 12 stringers. The top of handrails shall be placed not Lena. than 34 or more than 3t5'' above the nosing of treads and lenelirigs. The lusetsigrip portion of handrails chati not be imse than I ) 2“ ci- rncre than 2" in cross sectional dimension or the shape ehoil provide an equivalent gripping surface. The hartelgrip portion of handrails &WI have a smooth surface with rso shirr corners. Handraile projecting from a wall shall have - apace of not Loot than 1/2" 40. between the wail and the handrail. QX.,,4 Z,762A,‘ TYFICAL WALL SECTION 1/2" = 1* CITY OF TUKWILA APPROVED "Dryr”(.1:‘: __40froso..........0....-"."1 ) H E . - ..-------- , - - - - -- - °ERMIT CENTER .&eciej ) ,ALAArz : z fl cz.1 2 1. ci) OCT 0 8 1999 fi0 L.D r 1 ( ; _ 7L _ 4:44 **-3 134-9/C, tc) •q < LL1 < (T) Z oo l Ht: > - el t‘i C • 3 Tt DATE: 7/lo/99 A ii .4-L it),A- x?a. S4,1),:- -:cr-te,, c'7z-ct-'-u- 4 -, La t .4.0c ji, RECEIVED ,_, s" ------ 1999 7, - 7: 'T r - r tt- NORTH ELEVATION • ttsideNter-b Nierrefb SOUTH ELEVATION (Dm 1 r 9 t t vis 0 stoseittpar canklui (Dan aprae z to - Pre -wp pwcre tissi 11 kV' V. r • Got up (s) 1.5/4 x...1/0 t.F0E 1#1 LVL - Ce'70, (4) I OM' x I.OpE 14, L.A. 114:1- i e) AS;F' - A-rmedeief, 0) To (;) (3) 0.14 Fe Mot-41T 44c45t. or4 1fJd,Ip !ActL 1 - 1 e-APara.( 4 )/0 CA=E-Ca (t) kr-rAct405 4E.APE.g. To C) Attag WEST ELEVATION 1.141" PANloree KFfr. 41# — WU*. ULM i604 4 ;*;r o.i tkierplve C) I 14, kroc446. 0>ro-rp t 00010 ti 1.100. '4''e0 00 mitbios FAG* ePP C) ICN• EAST ELEVATION law C:12, 1/4" = 1' 1/4" =1' CITY OF TUKWILA APPROVED T.111_01f ; 11 , I It ______ ___ 't tt 11 `1 1 t tt -- — i g Ii : !! 1 : i _s ..■■■■■■■■■ OCT 0 8 1939 AS NO 1LD irfrAim7 RECEIVED CITY OF TUKWILA. AUG ? 3 MY PERMIT CENTER Jai 7.` Ui — 7' <II L 1:0/,:rE 11 7/12/99 ;I • [IRE - i; 8/10199 11 S/20/99 II SHEET