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Permit D01-052 - KENT RESIDENCE - IMPROVEMENTS
WILFRED KENT RESIDENCE 4920 S 107 ST D01 -052 z ctui2 00 wo mui mu. W0 u.< 03 FW z O W 0 0- 0H wW U. r5 .z Ua 0 z City of Tukwila Parcel No: Address: Suite No: Location: Category: Type: Zoning: Const Type: Gas /Elec.: Units: Setbacks: Water: Wetlands: Contractor License No: TENANT OWNER CONTACT 547680 -0201 4920 S 107 ST ARES DEVPERM LDR (206) 431 -3670 Community Development / Public Works • 6300 Southcenter Boulevard, Suite 100 • Tukwila, Washington 98188 DEVELOPMENT PERMIT WARNING: IF CONSTRUCTION BEGINS BEFORE APPEAL PERIOD EXPIRES. APPLICANT IS PROCEEDING AT THEIR OWN RISK. Permit No: D01-052 Status: ISSUED Issued: 06/12/2001 Expires: 12/09/2001 Occupancy: DWELLING UBC: 1997 001 Fire Protection: SMOKE DETECTORS North: .0 South: .0 East: .0 West: .0 SEATTLE Sewer: SEATTLE Slopes: Y Streams: WILFRED KENT 4920 S 107 ST, TUKWILA WA 98188 KENT WILFRED 4920 S 107 ST, TUKWILA WA 98188 MATTHEW KENT 1404 N 40 ST, SEATTLE WA 98103 * k * * ** * * * ** k * ** k k* * * * ** 4k * k * ** k* k * ** k k* A k k k k A A k k k* A A k k k k• k k k k k k A k A k A k k* k k* k A k k A k A k A A A A Permit Description: REPLACE EXISTING DECK AND ROOF COVERING DECK, REPL ACE FINISH FLOOR IN KITCHEN, BATHROOM AND BEDROOM. REPLACE EXISTING CABNETS AND FIXTURES PER PLANS IN KITCHEN AND BATHROOM. REPLACE EXISTING LIGHTING AN D ELECTRICAL OUTLETS ON FIRST FLOOR IN ACCORDANCE WITH CODE. INSTALL LINE VOLTAGE SMOKE DETECTORS PE R PLANS IN ACCORDANCE WITH CODE. ** k* * * ** * * * ** k* k * ** ** k ** k A* k * * ** k k* * k k** k k** k k k k k k A A k k A A A k A k k k A A A k k k A k A** A k k k k *AAA A A Construction Valuation: $ 30,000.00 PUBLIC WORKS PERMITS: "(Water Meter Permits Listed Separate) Curb Cut /Access /Sidewalk /CSS: N Fire Loop Hydrant: N Flood Control Zone: N Hauling: N Start Time: Land Altering: N Cut: Landscape Irrigation: N Moving Oversized Load: N Start Time: Sanitary Side Sewer: N No: Sewer Main Extension: N Private: N Storm Drainage: N Street Use: N Water Main Extension: N No: Phone: 206- 794 - 0895 End Time: Fill: End Time: Eng. Appr: Size(in): .00 Public: N Private: N Public: N A*** * * * * * * ** * * *k *kA * * *k * *A *AAA kit* k k*AAA TOTAL DEVELOPMENT PERMIT FEES: $ 73 * * * * * * * * * *** k ** A k* A *** k k k A A A A A A A A 1.*''k ** k,4 A A A A A A A Permit Center Authorized S i gnature ..f -..r_1_ I hereby certify that I have re d and examined this permit and know the same to be true and correct. All pr7ovisions 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 any authorized to s i g n for and obtain t h i s developme.t permit. k& A A A A A k A A A A A k LA k A k k k A A A k A kA A A k A k A A k A .39 k y *AA A k A A A A A A A A A A A A k A A A k A A A A k A A A A A A AA t- -t_ tt.c Date: /1 CV Date _ _ 3 - 1 - - -- 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 i_. suspended or abandoned for a period of 180 days from the last inspection. 40d. Tenant: 4ILFPEC. f-ENT flEVPEPM P 21, 17.47 -C 4 Of ir 4 le * * 4 * 4 4 k • 4 4 I' • 4 4 * • 4 0 4 4 • 4 * * 4 4 4 4 ft 7 7 Permit Conditions' 3. No chari e 01„. tr 7 T) 7 : t. ',"" Entlineer and tne TUiWt;,1 2, All const.ou(..Ji.:n ro be done in ::Orf.:112coC plans and reouTfements the :Imended. Unf7.m Mechani:al • and Waohinc.t•n Er,or*. Code 3. Validity of Pe';:,!ir. • ulano, 'specifications. :11 L't? , ..„1- 1t(tied to be a Permit fk: Or cf. .,T)v of any of the urc-fision: of 1 of other ordinance of the t. ‘.11.1th4.7) it k code shall be volid. 4. Electrical permits 6e c ri:vtsion c Lat w: wil; be lv.sted b that a All Permit.s— available at the job :ite orto to 7t.;Itt LF,tructton. These dint able until finaT aop:cv6l is 2. ar4te I het y certif that I have theie with them outlined. Al; o;o or :aw a:r.1 thi's worl. will be comoHed ,N1th. The 9rahtin9 oe rAti pemIt: - .10t 4 2 ;1Ot vtolate or cancel tne pf o(1,ec re9ulatin9 %:owstvuction or t!)e o•f . S19nature: A Print Name: **k**********************************Ak***************Ak*k****** CITY OF TUKWILA, WA Reprinted: 10/18/01 14:2? TRANSMIT ****************************************A*******kk**MA******** TRANSMIT Number: R0101353 Amount: 23.50 10/18/01 14:16 Payment Method: CHECK Notation: WILFRED KFNT Init: KAS Permit No: D01-052 Type: DEVPERM DEVELOPMENT PERMIT Parcel No: 547680-0201 Site Address: 4920 S 107 ST Total Fees: 756.89 This Payment 23.50 rota] ALL Pmts: 756.89 Balance: .00 **************************************************************** Account Code Description Amount 000/345.830 , PLAN CHECK - NONRES 23.50 0 1 t-- CITY O 1UKICALA. W4 - Z 4k.4Tv.,4,tAiti TkANSMIT Vvflber: 02-:t-"H :('7■"; Payment Method: i:HECg Not:;tion7 1;1:141 Vermit No: 001-02 OFDPQ:,;m 1 Parcel No: t"..47680-02(1 Site Addre95; 4220 S 1!)7 3T r!)tll This Pavment 7n.39 lot! ALL tht, *******k*#**it***A Account Code 000/322.100 000/34'3.230 000/386904 , "Igr Des fluIlD306 000PE PLAN CHECI: 1ONRE'3 1 AlE, bUILLINC 'iA1KCHAkGE 4. .7 T T L . • • Proj�c Typ of Inspe lion:' Adddress �� 4 C O 1 10`1 51- Date called: Special instructions: Date wa ted: a.m. Reques r: Phone: .'1A19 ;'wi' COMMENTS: Inspector: Approved per applicable codes. Receipt No: INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 9818 k Corrections required prior to approval. Y Date: 4: $47.00 REINSPECTION EFE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. I Date: PERMIT NO. (206)431 -3670, ? cc�Yb'1 Z Z U U Q Co Q CO ti. W 0 W= CO 3 O W U � O - o W u . o t z p COMMENTS: ) , ) a E) f ,S ,� ,� :fL _ L l ' , , / > ' f / i / / � '_ • / ,- ,/ nJr)it ;' . s /1 S, -- (.. i 7:: e ` ("q / e° cl, .S , j /th: v r= 0 ..-' 5 l ' ' 6 ) . ' C ' _ : A 1 r re i / ,.< e) c! /. -% / ' _.) r > /�1t/L 1 — r° /// `,i / /null li 4/ s - /° - - :11 i f / ! 1, ,t .17c f / r)'✓1,: !P 7 V' V t //'1'4 .' N S 1 if f 6' V_ v -7- 7- yi - --e4Y / -0;k 71 ! � ` —y - -y1,--7 n _.... ,, - , -i Requ tier: (/ _ y r.7, - / C J,4 // Lir sc h,-) , A!/ / S S C- (U /Zv2. ' ■ Pr ject: --, "�'� IC C .d vt Type of Inspection � , ( • , rial ( /i4 , ,;,(A 6 ✓ t_ (l5. • A . dre • c _. Date called: f V Special instructions: /1 ..1 7"i A / / n Date wanted: �. x "` j C> '.m. Requ tier: (/ _ 7 7 /NAD c 7 q —Uwei CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 9818 Approved per app icable codes. Inspector :: INSPECTION RECORD Retain a copy with permit orrections required prior to approval. ,,,,,,,..,,„, 2,, .„, $47400 REINSPECTION FEE REQUIRED. Prior, o inspection, fee must be paid A t 6300 Southcenter Blvd., Suite/100. Call to Schedule reinspection. Receipt No: . c..t: G4...1 Date: Date: (206)431 -3670 PERMIT NO. COM ENTS: Typ of Inspection: V P - pct V- Address: 1 � C .S 1d T -__ Da te cal d: to / i / f Special instructions: ______________z 1i./e S 4 - -T Re (�/ s / £-l) . 1- ' l f=i. - - /r,1r.1 n 6=) )( ( " (A/ L r -- ,"j,v62 ! * ( c, ; 1 {v`� t ,f ,! j r / Project: 1,01 d - - IA Ke i - s. Typ of Inspection: V P - pct V- Address: 1 � C .S 1d T -__ Da te cal d: to / i / f Special instructions: ______________z Date w. ted: a.. . I 2 ) t p. Re jr ____ L _ i _i e6 r___ --,c- INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Approved per applicable codes. Date: _ l X,-/c-i-• Corrections required prior to approval. , I '$47.00 REINSPECTION FEE SQUIRED. Prior inspection, fee must be paid at 6300 Southcenter Blvd., FEE 100. Call to.chedule reinspection. Receipt No: J Date: Project, _ Type Inspection: Address: \ +� i if f,) a V / a� a. ST Date called: /o -/a --40/ Special instructions: Date wanted: OD - /_- p.m. _ Requester: /77, 7 7, Phon d6 ) V/7 t INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. (206)431 -3670 Approved per applicable codes. 0 Corrections required prior to approval. COMMENTS: Inspector: Date: /0'4-'01 U $47.0 EINSPECTIO IEEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Bfvd., Suite 100. Call to schedule reinspection. Receipt No: Date: Ptoject: I d Ty � . e of Inn e a t Ad r ss: Date cal Special instructions: Date wanted. Iv palm lit a.m. R yes r : 21 'ir{ 3-ho - Vl Ph: ) ' __ �" _ _c L Inspec INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 981 INSPECTION RECORD Retain a copy with permit Date: PERMIT NO. (206)431 -3670 14 Approved per applicable codes. ❑ Corrections required prior to approval. COMMENTS: � 7 -o n $47.t r REINSPECTION FE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvdl�JSuite 100. Call to schedule reinspection. Receipt No: Date: Project: Lt 1 t I i re?c( 4e pr t Ty of Inspection: i y - a kfri t of C/ 0 - 1 7 t. Date // 3 Date t ` )1 PK /Of *Tt.% Special instructions: Requ ter:` c/ I Phgr(e0 _., 76' 0 — r ;;ll INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 981 PERMIT NO. r, J (206)431 -3670 . 5ia r Approved per applicable codes. Ell Corrections required prior to approval. COMMENTS: Inspe4tor: Date: r i $47.00 REINSPECTIEiN FEE REQUIRED. P to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: Pr 'e • 1< elit Type Inspectio i !!4 W lr 3 A S -2O S0. I) Date called: i/ (, Specihl instructions: Date wanted: a.m. )1� � Reques� P h o � 9 0 C C 7.r 6-35 s., • INSPECTION NO. Inspecto receipt No: INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 9818 Date: J A 1/41°J1 (206)431 -3670 PERMIT NO. It pproved per applicable codes. El Corrections required prior to approval. COMMENTS: ' Date: $97.'00 REINSPECTION FE REQUIRED. Prior) inspection fee must be paid 6300 Southcenter Blvd. Suite 100. Call to schedule reinspection. re w tJ O CO CO ill ins W 0 CD 3 o tu 2 O 8N 0t W W • ro t!J r COMMENTS: Type of Inspection: Ad r ss:. X ` 1' c3O, I0 7 2 /001r Date called: / r 4 Date wanted: j , � A/ 71 . '-7 - I/ : , Y f — `, . `11)fr`'/ 1 1 'f ` 'f(r j •. Y , Af–> 7 . I -" 1. �_. q .fl .'!':3 r Pro ct: .,J k--ef Type of Inspection: Ad r ss:. X ` 1' c3O, I0 7 2 �' Date called: / r 4 Date wanted: j , � r a.m. Special instructions: A & 3 Request x LOA Pho INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 irD) - 0 5L PERMIT NO. )(.°H (206)431 -3670 \ J 121Approved per applicable codes. ❑ Corrections required prior to approval. Inspectof i ; Datp: l ` / (( $47,00 REINSPEC\TION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100: Call to schedule reinspection. Receipt No: Date: t ( Project. I ( 1 cr' e O r e 7-' Type of Inspection: - t 1- t I t;�(t D t � c 1 i . : `I 11 !! __ o9r-,t Y r A•,r s /C 7 .SI' Special instructions: Date wan l % 3101 - . 1. p.m. Re nester: C YC Phone: COMMENTS: Inspector; INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Approved per applicable codes. S206)431 -3670 0 Corrections required prior to approval. Dat 7.00 REINSPECTION EE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., uite 100. Call to schedule reinspection. !Receipt No: Date: w to cow 1 w 0 N • O w • O O • ( O f.- W W U. tl! Z O — 0 Z COMMENTS: / L ♦ Type of In . • tion: , •_ J t S 5 ,C, , ( \_, ,, _; \ ..� I ()rt\` , b - Date called: 02. Spe ia( instructions: Date wanted: s. U Z stn', 1 P.m. \ Phon 14. ?o0 -- &...� [ i Project:. ( f 1 _.a C " / L ♦ Type of In . • tion: , A j ress: J a0 _c 0 t -? J t� 4,f-r- Date called: 02. Spe ia( instructions: Date wanted: s. U Z stn', 1 P.m. Re qu e , Phon 14. ?o0 -- &...� j INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. (206)431 -3670 \a/ Q Approved per applicable codes. Corrections required prior to approval. Inspector: T ai ) IT Date: - , p 0 - $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 Name/Tenant: `t.-- Vv Value of Constructi 1)6 1 Site Address:4 s. a7{ - h C t tate/Zip: Tax Parcel bb•,e : Property Owner: '' w rv� 1( „t,� ^ I Phone: r — �5 Street Address: e Q 144- City State/Zi : Fax #: Contractor. Phone: Street Address: City State /Zip: Fax #: 13cehrtga -- is - -ff IC Phone: 3:6 + Fax #: Street Address: 1 t _ ` ca7 CO tb La ip: Engineer. Phone: Street Address: *" City State/Zip: Fax #: Contact Person: A ^ P � ' � Phone: 706 r Fax #: Street Address: ON, x . 40 4 V \V � r � r City ' S /i ZiP: Description of work to be done: SuIIA cClt4LT 1>tC•te.-- Type of work: A New Single- Family Residence ∎Ii Addition - Single - Family Residence ❑ Interior Remodel- Single - Family Residence ❑ Residential Accessory Structure' ❑ RemodeVAddition to Accessory Structure ❑ Garage(s) ❑ Deck(s) - Covered & Uncovered ❑ Residential Reroof Is this site served by: ❑ 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: /0 ft. Dwelling — sq. ft. Covered Deck(s) - _sq. sq. ft. Garage /Carport 60 sq. ft. Accessory Structure(s) sq. ft. Uncovered Dock Floor Area Ratio: (total floor area of all structures divided by the area of the lot) • ?j e °For an Accessory dwelling, provide the following: n I S 4 'CO Lot area •d Floor area of principal dwelling Floor area of accessory dwelling ' Provide documentation that shows the principal owner lives in one of the dwellings as his or her primary residence. 0 Single - Family Residential Permit Application Datepli CITY OF TUKWILA Permit Center 6300 Southcenter Blvd., Suite 100, Tukwila, WA 98188 (206) 431 -3670 Application and plans must be complete' in order to be accepted for plan review. Applications will not be accepted through the mail or facsimile. tion accepted: SFPERMIT.DOC 2/13/97 Date application expires: • FOR STAFF USE ONLY Projec imber: Permit Number: APPLICANT REQUEST FOR PUBLIC WORKS SITE/CIVIL PLAN REVIEW OF THE FOLLOWING: (Additional reviews shall be determined by -: • :Works Department) ❑ Channelization/Striping ❑ Curb cut/Acces /Sidewa i (main to vault) #: an ❑ Moving an Oversized Load: Start nnnn'' End Time: ❑ Sanitary Side Sewer #: ❑ e i�ite nsion 0 Private 0 Public ❑ Storm Drainage ❑ Street Use ❑ Water Main Extension 0 Private 0 Public ;:rcr,. ❑ Water Meter /Permanent # Size(s): , • -,. ❑ Water Meter Temp # Size(s): Est. quantity: gal Schedule: ❑ Miscellaneous Size(s): 0 Fill cubic yds. Value of Construction - In all cases, a value of construction amount should be entered by the applicdtit! fl§ure 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. Application taken by: (initials) PLEASE SIGN BACK OF APPLICATION FORM BUILDING O i :ft ii R � THO : f • ENT: U/ Date: 0 0I Signature: � ' Print name: V .- , . 4 o Phone: A 2 1q � [ (, Fax #: Address: c t _ , � �-( - c c f City /Statte //Zip: �� , un Gi ALL SINGLE- FAMILY RESIDENT! � PERMIT APPLICATIONS MUST BE BMiTTED WITH THE FOLLOWING: > DRAWINGS PREPARED BY riEGISTERED ARCHITECT OR PROhcSSIONAL ENGINEER MAY BE REQUIRED BY THE BUILDING OFFICIAL A ALL DRAWINGS SHALL BE AT A LEGIBLE SCALE AND NEATLY DRAWN S' BUILDING SITE PLANS AND UTILITY PLANS ARE TO BE COMBINED N/A SUBMITTED ❑ , Copy of recorded Legal Description from King County ❑ ❑ Certificate of water /fire flow availability (Form H -11 a). Contact the Public Works Department (206) 433 -0179 for servicing district. ❑ ❑ Certificate of sewer availability (Form H -11). Contact the Public Works Department (206) 433- 0179 for servicing district. ❑ ❑ 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: ❑ 1 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). ❑ Foundation plan and details ❑ Floor plan ❑ Roof plan ❑ Building elevations (all views) ❑ Building height ❑ 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. ❑ El Complete Land Use Applications if not previously submitted (i.e., Reasonable Use Exception, Variance, Shoreline or Tree Permit). ❑ 71 Attach plans, reports or other documentation required to comply with Sensitive Area Ordinance and other land use or SEPA decisions. ❑ ❑ 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 1 AD AND EXAMINED THiS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE ATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. SFPERMIT.DOC 2/13/97 Cict 08 01 03:37p By Date ( t ) Permit No. FILE C oPY MWK I understand that the Plan Check approvals are subject to errors an mis ;ions and approv I of plans does not a orize P e violation of an adopted code or ordinanc . Receipt of con p P tractor's copy o 'a prove plans acknc�rrlc ed. II , 1i{ (206) 527 -5322 CORREC Of TUY;�1 0' 0 2001 j1 iyii t� ©'G r r.ASIO l p. 2 REVISION N0. RECEIVED OF TUKWILA OCT 08 2001 PERMIT CENTER botoa Oct 08 01 03:38p MWK c; t 1 /+"=-V- - 0" Co 1 (2061 527 -5322 mak 4 PitT1 2 z 11:11-0 e.th li 0 zpo1 D 4 4 kr t1 -04-1-67,p(a. *.H.,tzttf REVItLON N01 L gRe -�'0 i 0 8 Q01 C� PERMIT UC CEN V6/ I c1 T MTRO D ()CI 1 o 20U1 p. 3 CITY OF d - GxB HFl (k/ 1,Mm) ®-= 2 -/0 L6D664 (.1JAz) £oW S 16acL 74 = foX(o 1'/7' ?O W /rG /LPG 66) POST C (3PL @ Jors7 .)sr, r0 ?� = 2 xtv 14p . 'SRracE rte /ei - )1(tvct i 5 Q Plec) Jan 11 01 10148• wa µF = REVISION NO Z p.1 .vd f New 37 24 �` 0 Kt o r1 wf L a orn'"ii AUG 0 61002 w/(3)* a 'Eq ter P2OVME (t )*4 1 STUas tr+-r4 Ftor >♦ (3 P24 1 • e -�" f rvs j 5- r /2.' Q X I Z''rwic Pc.,..r rN i I ; c } 5 NIu p9 c /(a)#4 E.9,W4 { IJ-9 = -94i - N rrrs r0- 0 = Grpoa PosrSRS& (( rtes t f1Al 1 _ r4 ° EXP IRED .,,, r ;-ycr(rtt^r CITY TUKWILA 1'-03, 4 , OVEO OCT 1 0 2001 AS ttu i LU 0 u i P ERMIT CEN Doie-os2- --�� iiliisport r edi K m - p.J6 : g, •1 ZGO /ZGO • d 7CSft ti: b I ICE/Z0/01 2LSZ 8917 GOZ [ ' CN I ` GN I d33N D3 l OdS 1113 : W0 J ER 1(H00) its -;110 20501 4h1,\►t S.W. \r,ttihnli, \V 9x070 L (06 V1\\ (IO \ (ISO 100Z I. 0 IOC VIIM)If1C 03A From:ELLISPORT ENGINEERING, INC. 1 206 463 2578 10/02/2001 14:14 #304 P.002/002 UISS-Ai. (00H) I H31N 31IWtf3d S514 £)9svg..4sod ojig, ,-44,15...-114-014 n1 a csiu A101 irSO 7) XX C1 „ 2 ! - $ SEklat SIC `t • . o (std mood 0144 %goo t -fir# V q'rno7 460/ b 4-4(E)/09 old 100- 01'X L h 1 = 40 i •� cci * - ea+. ($03)) NriN eas 'Iwo' to ti uic cm' v&9 2?1IC•I/M 9069g. 2 dH°IxZ R 0 0 QJ. S -LoV't W - ge"0015 1.5IOr If/ = SE l i) d i/ Asad 6 7' ")419/ - ,,1/0 1 -AsO L L/d ")X) '70 S pc)) 5M03 (2)/0 ?9$)49 o)XZ =Q ch./m.141" ) ex-) -30 2d.-W om2 = 0 From:ELLISPORT ENGINEERING, INC. 1 206 463 2578 10/02/2001 14:14 #304 P.001 /002 1J31N33 1IWd3d 100Z L 0 100 Nr1I o3AI 33I I0 4 9n cr IKd 80 :Z 10/Z/0I 8LSZ'£90'90Z t I £S'£9V9OZ 'Dul'$ uodstii3 =TX ou3 OSS8'09L Iuax MotplAi :sluacuuioD :08ud 10n00 scyl Sulpnious sated :a3uQ :aced :auocid :Auedmo3 :uioid nou :auogd :itusdwo3 IONS IanoD alIuits3131 •auI ‘Nuiaaaulgua podsina File: DO Drawing# r kt51-11 .I 4i&e v y/ - rPoiD4 a 0' ile z›i NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. 1 /4) � Ip l� AcL 16-w ( / t) 1/Li)! )31*-- 0 1=- , pAtr -1 III- ctpui-rr ww+D (4 'NA pti 0t --I o91 o3 NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. 1 19 , co)--6, , O;u1- (H4Ad i14> 4J- /NH 1 _ .ttcLe -"? 1124=1 Ppi- Ct z cin4H • letreHbi-1 J -1-trirtH c91‘clici NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. File: D01 -05 Drawing# October 5, 2001 Matthew Kent 1404 North 40th Street Seattle, WA 98103 City of Tukwila Department of Community Development Steve Lancaster, Director RE: Letter of Incomplete Application #1 — Revision #2 Development Permit Application Number DO1 -052 Kent Residence 4920 South 107th Street Dear Mr. Kent: This letter is to inform you that your Revision #2 to your permit application received at the City of Tukwila Permit Center on October 2, 2001. is determined to be incomplete. Before your permit application can begin the plan review process the following items need to be addressed. Steven M. Mullet. Mayor Building Division: Ken Nelsen, Plans Examiner, at (206)431 -3670, if you have any questions regarding the following: 1. Provide a site plan indicating the setbacks for the proposed deck. 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. Revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at the Permit Center at (206)431 -3672. Brenda Holt Permit Coordinator encl File: Permit File No. D01 -052 6300 Southcenter Boulevard, Suite 4100 • Tukwila, Washington 98188 • Phone: 206-431-3670 • Fax: 206 - 431 -3ob5 EQE International 1411 Fourth Avenue, Suite 500 Seattle Washington 98101 Phone: 206.624.8687 Fax: 206.624.8268 STRUCTURAL CALCULATIONS FOR: FILE COPY ADDITION TO THE RESIDENCE OF WILFRED KENT SEATTLE, WASHINGTON EQE JOB NO. Ii ? auv, oe 4 Et) zoo, EXPIRES 1 u•25 -o ! -� CORRECTION DO vw 05Z- •.'.Lf44x?r.•r;!e'::fi: t:.µ .r• .. _ -:C�; ...ytir'i:":' ir.' l•=+` �t2! 1Nf,(' i1�= ��ii •_.e�:art..-%ytyi�eY9illYLt�C • EQE International 1411 Fourth Avenue, Suite 500 Seattle Washington 98101 Phone: 206.624.8687 Fax: 206.624.8268 KENT RESIDENCE REMODEL / ADDITION TUKWILLA, WASHINGTON EQE JOB NO. 152026.01 • . , • - - .- - RI CODE CRITERIA: BUILDING CODE 1997 UNIFORM BUILDING CODE W/ SEATTLE AMENDMENTS CITY OF SEATTLE ZONE 3; R =5.5 80 MPH; EXPOSURE "B" BUILDING DEPARTMENT SEISMIC ZONE WIND CRITERIA SOILS CRITERIA: SOILS CONSULTANT BEARING PRESSURES BEARING DEPTH MATERIALS CRITERIA CONCRETE (28 DAY STRENGTH1 FOUNDATION /S.O.G/WALLS F'c =2000 REINFORCING STEEL: GRADE 60 Fy= 60,000 PSI PER UBC; CHAPTER 18. 2000 PSF 18" MINIMUM WOOD FRAMING: 2X, 3X, & 4X FRAMING MBRS HF #2 6X FRAMING MBRS DF #1 GLULAM BEAMS ''4F -V4 (V8 @ CONT. AND CANT. MBRS.) WOOD SHTG APA RATED .:�..._ "..e" ran ..r....... .. ...W. j.. Kr „ ":ra. �.:•.rry :a.i� : i. EQE International 1411 Fourth Avenue, Suite 500 Seattle Washington 98101 Phone: 206.624.8687 Fax: 206.624.8268 KENT RESIDENCE REMODEL / ADDITION TUKWILLA, WASHINGTON EQE JOB NO. 152026.01 DESIGN LO D CRITERIA; BASIC ROOF LOADS: ITEM DESCRIPTION ROOFING & FILL SHT'G OR DECKING INSULATION CEILING (MECH, ELEC, ETC.) FRAMING ADDITIONAL ROOF LOADS *: NONE MATERIAL W BUILTUP ROOFING 1.0 PSF 3 ,4" SHEATHING 2.25 PSF NONE 0.0 PSF 5/8" CEILING BOARD 2.0 PSF MISC. 1.5 PSF 2X 10FRAMING @ 24" O.C. 1.7 PSF TOTAL DEAD LOAD 8.5 PSF ROOF SNOW LOAD 25.0 PSF • EQE International 1411 Fourth Avenue, Suite 500 Seattle Washington 98101 Phone: 206.624.8687 Fax: 206.624.8268 KENT RESIDENCE REMODEL / ADDITION TUKWILLA, WASHINGTON EQE JOB NO. 152026.01 pF,SIGN LOAD CRITERIA:, FLOOR LOADS: LIEN FLOOR COVERING SHT'G OR DECKING INSULATION MISC. FRAMING MATERW, 1 LAYERS PLYWOOD NONE AgnagOOMMV , WQHI 2.5 PSF 2.25 PSF 0.0 PSF MISC. 1.5 PSF 2X8 FLR JOISTS @ 16" O.C. 2.1 PSF TOTAL DEAD LOAD 8.5 PSF FLOOR LIVE LOAD 40.0 PSF project client t . �a- t..• PA- } Yv wt• -tt' 1,..-es Per 5. - a - o N t 11'►t p A-%„n 3 t .14N/ b y ri'E4-i.- 4 0. 4.0644. e.• C 17 -DoF, FL- \ 9-t `c 1.4.s �.� I date design check 1411 4th Avenue Building, Suite 500 Seattle, Washington 98101 Phone 206.624.8687 Fax 206.624.8268 eye no. sheet 1. i,ArTP- 't project client ii'+iUVAIW;. "tea adi S�ISrvLi� t;'- C> 12,0 V' A1` Lot (Pi.r DO pat f N"PAN 4 r woo P Z S 2* to Q r'T .?A t O. 1 1 tln�5� i. T o fi / t + — 1 - ' fit e.`' ko � h . 1-4 1 4- - ..11— (j+kpw.o r; Zx S .4v1(.6 I iv htii 1,h 1411 4th Avenue Building. Suite 500 Seattle, Washington 98101 Phone 206.624.8687 Fax 206.624.8268 IA- DI date eqe no. design ' sheet check tot. tih project client e-ow e j4 'F- cot -Lw Ns rl+ A- -L-> 5tis frt w Its 13.E Mop r7 (.■1' {z- - 119-1- ar- f�✓ 4- \\ 01-+.4 H rJ NIA kt> S N1 ". f = (9..4;)(.3)C1 o' i Z D 4-1vJ top 6. 4 r+) - I 13 7 . 2, — � 4 u hprv- wfw = (" ii) A. *) II t LAYL.0 - oot tl w (10'. ' )/ s f .0 � Swww %..w ./- 4IASI "An tar •P �durV check s . ..dtt ', - 32:3G 1411 4th Avenue Building, Suite 500 Seattle, Washington 98101 Phone 206.624.8687 Fax 206.624.8268 date eye no. design sheet project client t To , 630 y = . 401 (034 = 341 - 171 - 1 -ro 1)1 ATH rz,kr-Ms yr 1 ;13 ►a 1o►1 t;r1- • � t-t o b% Alnirt k W TS. — 1415.4 S (6 3 ) - uF f - 5 rt g .�, r►�. check 1411 4th Avenue Building. Suite 500 Seattle. Washington 98101 Phone 206.624.8687 Fax 206.6 -24.01 date eqe no design / sheet EQE INTERNATIONAL LATERAL DESIGN LOADS: LIFE - SAFETY Last updated 7/31/1997 (Seismic Source Type B, 5 KM to fault, Soil Profile So) Loading data obtained from the 1997 UBC Wind Loading: Exposure = Exposure = B Ce l 5f - Gust factor, 0 -15 Feet = 0.62 Ce20f = Gust factor, 15 -20 Feet = 0.67 Ce25f = Gust factor. 20 -25 Feet = 0.72 Ce3Of = Gust factor, 25 -30 Feet = 0.76 Ce4Of = Gust factor, 30-40 Feet = 0.84 Cq = Pressure coefficient - ( 0.8 + 0.5 = 1.3) = 1.30 I. = Importance factor (Table 16 -K) = 1.00 WS = Wind Speed = 80.00 qs = Wind pressure = 16.40 Psf P15 = CelSf • Cq • 1 • qs = 13.22 Psf P20 = Ce2Of • Cq • I • qs = 14.28 Psf P25 = Ce25f • Cq • I • qs = 15.35 Psf P30 = Ce30f • Cq • 1 • qs = 16.20 Psf P40 = Ce4Of • Cq • I • qs = 17.91 Psf Seismic Loading on But- .iding Z = Seismic Zone Factor (Table 16 -I) = 0.30 < Input > SST = Seismic Source Type (A, B or C) (Table 16 -U) = B < Input > ST = Soil Type (S S8. Sc Sp SE & SF) = Sp < Input > Factor -1 = Based on Soil Profile (Table 16 -R) = 0.54 < Input > Nv == Near- Source Factor (1) (Table 16 -T) = 1.00 < Input > Cv = Factor -1 • Nv (Table 16 -R) = 0.54 Factor -2 = Based on Soil Profile (Table 16 -Q) = 0.36 < Input > Na = Near- Source Factor (2)(See also 16294.2) (Table 16 -S) = 1.00 < Input > (Na used to calculate Ca need not exceed 1.1 for structures complying with S conditions as outlined in Sec 1629 4.2) Ca = Factor -2 • Na (Table 16 -Q) = 0.36 R = Structural System (Table l6 -N) = 2.20 < Input > I = Seismic Importance Factor (Table 16 -K) = 1.00 < Input > Ct = (0.035 for Steel. 0.030 for Conc. & 0.020 for others) = 0.020 < Input > h = Height of Building (ft.) = 22.00 Ft. < input > T = Perid, Method A: T = Ct •(h ^0.75 = 0.20 Sec V = [(COI) / (R *T)] *W (30 -4) = 1.208 W Vmax = [(2.5 •Ca *1) / R] *W (30 -5) = 0.409 W Vmin = [(0.8 •Z •Nv •I) / R]* W (For Zone 4) (30 -7) = 0.109 W IV = (Max of V & Vmin but S. Vmax.) = 0.409 W I F: \wp]stafl\eng design aids\ EQE97UBC.xls r 97- LifeSafety < Input > < Input > < Input > < Input > < Input > < Input > LEVEL H (ft) W (k) H'W (k -ft) Fx (k) Vx (k) OTM (k -ft) Fd (k) Roof (avg) < .. 18.00 4.5 72.1 2.4 1.6 Level :2 : 8,00 3.8 30.7 1.0 2.4 19.2 1.4 - 0.0 0.0 3.4 46.5 0.0 0.0 0.0 3.4 46.5 0.0 0.0 0.0 3.4 46.5 0.0 0.0 0.0 3.4 46.5 0.0 0.0 0.0 3.4 46.5 0.0 TOTALS: 8.3 102.8 3.4 3.4 • 5/23/01 UBC97 METHOD A: Period T = Ct = Hn = Vertical Distribution.xls PROJECT TITLE: STRESS(1)IDRIFT(2): VIW V/W = I= R= Na = Nv = VmaxNV = Vmin/W = Vmin/W = Z- S= Ca = Cv = V/W = C,.I /(R'T) = - . ....r. - � ..•..i - .- .....- ............. i - - •--. �''e BASE SHEAR & VERTICAL DISTRIBUTION TABLE (KENT Residence Convert to allowable stress design load? (Y /N) 0.409 Ultimate Strength Base Shear Factor (% of g) 0.292 Allowable Stress Base Shear Factor (% of g) 0.196 sec. (Ct *Hn ^3/4 per UBC Eq. 30 -8) 0.020. Numerical Coefficient 21.00. Height of Building in feet above Base � V (k) = UBC 97 3.4 UBC Section 1612.3.1 (If "Y ", V/W is divided by 1.4) Ft (k) = 0.0 1.00 Importance Factor per UBC Table 16 -K 2.2 Ductility Capacity Coefficient per UBC Table 16 -N 1.00 Zone 4 Near- source Factor per UBC Tables 16 -S and 16 -U 1.00 Zone 4 Near - source Factor per UBC Tables 16 -T and 16 -U 0.409 not to exceed 2.5'Ca'I /R (MAX. BASE SHEAR PER UBC EQ. 30- 0.040 not less than 0.11'Ca'I (MIN. BASE SHEAR PER UBC EQ. 30 -6 0.109 not less than 0.8'Z'Nv'I/ (MIN. ZONE 4 BASE SHEAR PER UBC 0.300 Seismic Zone Factor per UBC Table 16 -I d Soil Profile Type (Choose A, B, C, D or E) 0.36 0.54 1.251 Per UBC Eq. 30 -4 Stress 5/23/01 SEISMIC FORCES 1. DESIGN BASE SHEAR - Iergtudrrl dlreclon (ns) escUste T. C(t) H• 90 tyn) *75 V•(C(v)1YR'T)'W sonnet Zone soil profile type C(s) R 12.5'C(0)'YR) 0 4091 WEIGHTS T • Cp)?yn)" 75* 0 18911 1 30 W 3.0 ►rifvrown • 5(d) A ROOF LEVEL WT OF ROOF WT OF WALLS AREA AREA (well above) AREA NMI begw distribute fortes to wnical simian!' F(x) (per 1997 UBC ssctlon 1630.5) distribute forces to horizontal •Ismsnts F(px) (per 1997 UBC section 1633.2.9) BL kentXLS sasme base sneer - (simple) 5Q3/01 11 .44 PM 0 0200 9 4574 102.813 Seilznc base Sneer •(sirnpe) DETERMINE SEISMIC BASE SHEAR (BASED ON UBC 1630 2 1) AND DISTRIBUTE TO FLOOR LEVELS BASED ON (30-15) W(2 S'C(e1'tlR)W Imaxvrxm based on UBC 1630 2 1- (30-5) crept nsrsrrsm I based on UBC 1630 2 1 -(30-6) 0.36 ( 11•C(al'rW 00396 10 2.2 DI* 8 5 DL• 10 SL• 0 1.41• 1 5 Tl• 65 FACE* AREA 419 WALL AREA 2T DL• 6 5 Di* 10 LL• HT (wet above)• 35 TL• 95 HT (veal bPOw) 0 C(v) 0 54 WT • 1583 WT • 945 TOTAL WT OF LEVEL 4506 B UPPER LEVEL WT OF UPPER FLOOR WT OF WALLS AREA 340 AREA WWI above) 27 AREA (well below) 0 WT • 2890 WT • 945 TOTAL WT OF LEVEL 3835 C. LOWER LEVEL WT OF LOWER FLOOR WT OF WALLS Dl• 15 DL• 10 LL HT (wS IbCVS) 6 TO 15 HT(walbslow)• 1 (q: 0 1091 WT • 0 WT • 0 TOTAL WT OF LEVEL 0 j=y,=j sESI 11W w10911) EA convert to AS0111 4) roof 4.508 16 72.133 2.395 1.710 2nd 3.835 8 30.680 1.019 728 1st 0 0 0 0 0 3.413 2,438 Intl 3YL i 3UMIFl11) SUMIw(I)) E(ll.A1 roof 4,508 2.395 4,508 2395 1.710 2nd 3.835 3,413 8.343 1569 1,121 1st 0 3.413 8.343 0 0 F _. r�wr•�r TOTAL LOAD: 9343 V• 3413) Protect Miser Cate 7 7,4 - design - CT T sheet 110111111111111111t• INTERNATIONAL client 1-)R417 L cis vf - - 1 - 4 * � k- A-1 4- ,c I o fl I y c 2 t - -112 • o 1?. - -to 77 r 1) R- 1� (x.p.> (n,) 12-) ( 7,$ rc.0 k2 : C x ;o\ (, 1 ) 111 1411 4th Avenue Building. Suite 500 Seattle. Washington 98101 Phone 206.624.8687 Fax 206.624.8268 project •ol date eqe no. design sheet ar INTERNATIONAL —1. project client f1t.�l.6 ^ 1.. r 0 4 'it'/ Q7-`) Lvlut7 o to 17 " 2st— I C ► 3 z I f- -.14.• �-+ check 1411 4th Avenue Building, Suite 500 Seattle, Washington 98101 Phone 206.624.8687 Fax 206.624.8268 • •01 date eqe no. design ( sheet +z- 171 171 INTERNATIONAL project client v __L r ! 1 o x .r 2J(: f: 1 - -- - -- — — ";:x 117" r' ' T` I� ti lei 14 -4 1 to to 842 two i 2 1411 4th Avenue Building, Suite 500 Seattle, Washington 98101 Phone 206.624.8687 Fax 206.624.8268 ;4741' 11t,, check '44- . ►.0! date eqe no. design sheet VA y lKa `'I1 1 1 1 1 111 } ,} - +T H- project client ■ r . r O ,.tit' .l' -0 `�J�{;= '��X — I Ho'1 LL H _ 1_ Ia - a I tv�xr, trAir. ' in 1 ','Y2- 42 ; v/h p,� ; l �d t M Ah 0- ;1;1 l' %. .47 � -w 111-71 ��� -224, 41, 140( +' 1411 4th Avenue Building. Suite 500 Seattle, Washington 98101 Phone 206.624.8687 Fax 206.624.8268 5 l.oi date design check eye no. sheet NAA s � project �tJ rr 104 tv 2 P17-AlA INb �N N- r L -II- 1-f) (g') _ 14_4 : M- - St h" er 1411 4th Avenue Building, Suite 500 Seattle, Washington 98101 Phone 206.624.8687 Fax 206.624.8268 INTERNATIONAL client check date eqe no. SVAI //IV design sheet ME11111111=I1111111 INTERNATIONAL • A project client "IL 7It fi t- �r1�ta 4 VMS 1L rzT i2' (1 Ii l!" _` 4 II I I11 1 X - 2 11445 j c th}t✓` K Z�' (i.z hlt tl x -� • r.... • • -1 C =Z'b t/ V -i--1- I di a NN I check 1411 4th Avenue Building, Suite 500 Seattle, Washington 98101 Phone 206.624.8687 Fax 206.624.8268 date eqe no. 1/ design sheet ®■1111=11 INTERNATIONAL =F= project 4.e- 1 client 734$ A P > 1446 r Gc t -► ›,11 > 1 Pow 17112-0H / `T is t.‘44 j 4fkr" kg C y or ris — kW- r) c� 04* wkt-V 440U. LL11 -4— tkt -I_- 7 of L-k1i 44- (-O 14-D , ?� }� :' . L z- L-Op�p p -K I' 11!-4 c - 2 • x-15 1-GkP pef u.Au 60 J` 1 8. Fi f D W PtW 3 . 14 o 't" Ro G! T p.c SFs- t-*c2 L� / 1411 4th Avenue Building, Suite 500 Seattle. Washington 98101 Phone 206.624.8687 Fax 206.624.8268 �.24 w 1y D (.OA-0\ date eqe no. design sheet check ®111111111v INTERNATIONAL project client stt t ►J ( -1 Pr-, 1- 4 -)ktA- - 11 / , o 14 t.r I Ifs L. +e rt4 4.1" to tJ I . o � 11� 1 r I4t-- LJ( t„ 1� ''tu.I+ 1-Lr1 op -e-J- ou41-D o f' 62KA- I�I� CG�•►�1 riv►.: hs�42.186-0 14 ' F1444r 23 - ( d WlllDe�.� E-t1L i Go (op- . Z3 -It -1 ITT - I pTtt = L t �7 a ( I. 1y 1411 4th Avenue Building. Suite 500 Seattle, Washington 98101 Phone 206.624.8687 Fax 206.624 8268 OF .> *-/ date eqe no. L - 1 7 design sheet check BOTTOM OF ROOF DIAPHRAGM FRAMING FLOOR DIAPHRAGM • BOTTOM OF DIAPHRAGM FRAMING FLOOR DIAPHRAGM N WINDOW WIDTH OF SHEATHING BOTTOM OF DIAPHRAGM FRAMING - 1 w tZT 11 - project client (a) HEIGHT TO WIDTH RATIO WINDOW WIDTH OF SHEATHING 14■••0+ WIDTH OF SHEATHING CLEAR HEIGHT CLEAR HEIGHT • • MAXIMUM • p CLEAR • HEIGHT FOUNDATION DETAIL BOUNDARY MEMBERS FOR FORCE TRANSFER AROUND OPENING. TYPICAL f � — i WALL PIER HEIGHT : ;00 ' WALL . \ • PIER • /"' `� i WINDOW WALL D'ER PIER WIDTH WALL PIER HEIGHT OVERALL WIDTH— l (b) HEIGHT TO WIDTH RATIO WITH DESIGN FOR FORCE TRANSFER AROUND OPENINGS FIGURE 23 -II -1— GENERAL DEFINITION OF SHEAR WALL HEIGHT TO WIDTH RATIO 1411 4th Avenue Building, Suite 500 Seattle, Washington 98101 Phone 206.624.86S7 Fax 2 06.624.8268 5 24- .o/ date eye no. lie design sheet check tflfr 2x6 FLAT BLK'G - B T WN. STUDS, TYP. L.. 2x_ CRIPPLE STUDS project client WINDOW HEADER--\ I (2)2x_ PLATE ---"/ /5' w I I-t PAM, 0 1 7 544o-46r NOTE: NAIL SHT'G TO ALL SHADED FRAMING w; SCHEDULED PANEL EDGE NAILING. 2x_ FULL HEIGHT 4 S TUDS ��--- FULLY NAILED CSi6 STRAPS TYP. FLOCK !"- . MIN., TYP. check NO SCALE 1411 4th Avenue Building, Suite 500 Seattle, Washington 95101 Phone 206.624.8687 Fax 206.624.8268 date eqe no. design sheet • Line Level Wall Length (ft) Line Force (k) Sum of Forces (k) Vwall (plf) Shearwall Mark N o.p.nt_:_- 5-firwrii_ - I 21A- ,.._... / 1 . - q t . . . . • l'. % r i i - G , Si, 547. S W ( 1 '1 — 1?711-Prt.4 1 7 / r P (a I • 1/ 4-- I -, .S.(!,,t../ . _ . ... 1 , 5 f7 — • .._ .__ ____ _____ __. _ _ . ._ . ,..,;..., . I c . 64- i....1( rr ( . 12 , Le...Jr:1 i 3 -- — . — • 7.. ...a, 4.1..- f -2, c w 1 Shearwalls Vwall=Sum of Foreces/VVall Length I INTERNATIONAL ittl/t2er2 Si45A-tx- *. project client , • I "T 11.ov vulva 1 - 11/41A, -- ;atop - r; IA • ' CSAP)(1) 7..3i4 ',( f 1/ check .1 . date eqe no. design / sheet • 1411 4th Avenue Building, Suite 500 Seattle, Washington 98101 Phone 206.624.8687 Fax 206.624.8268 EGE 1■11111•1111=111 INTERNATIONAL z project client - 1 - ; kr IA 4 H4' 1I ( vA ' kr 1 1411 4th Avenue Building, Suite 500 Seattle, Washington 98101 Phone 206.624.8687 Fax 206.624.8268 1 5 • - 14.01 date eqe no. design 176 sheet check E I— i t rt 6n o co 0 (0w `.9 co u . w 0 ZI- u. co 3 uj 2D Do U 0- 01- w r 9 U. 13 ‘44, 0 INTERNATIONAL project client , 1 to' S — f fi f %I.04'-' y to h tJ rah t °$ � J. t Soo Lt, 0 rr Lk4 e- 1 � t► w FT 4 ..rvoo H N L 1, . 1 c I.33) 1>e ...)vu)h1 to � t - 141-s (1331 Z 5 K- " o t 11 £ -' Go wp, TiC 1 14 Y 1. oL (?,44 -) I (s.1 4.x,1 41•441 "to (P Vx4.41, (14-) C12 -L)= 3 1�— _(t2k0s4 Pitt to 1:*I 4 w..ti G Y• hoes . 3 U = 2.144— (1. 3.11, c,.- vv� . = 1 -1.0 CI 1) -4— 1411 4th Avenue Building, Suite 500 Seattle, Washington 98101 Phone 206.624.8687 Fax 206.624.8268 1 2/4- 1 date 1 design check L xk hp. *I 47fL1- eye no. i sheet INTERNATIONAL. project client 1A 4 1 E wkw `fil f� - I a dp) 1"o t12 1' /YA 1-0,4c-t, iv c ow-mm.— ('N Fr 20 L.L rHPr i Z, cCi IV > q -,� f-LA Let TH •F h I.A e OF r 1- Lox.- x-44, Artit, -:. 3� S" 11 • 4 zci 1411 4th Avenue Building, Suite 500 Seattle, Washington 98101 Phone 206.624.8687 Fax 206.624.8268 date eqe no. design sheet check MEMENNIIIIMINK INTERNATIONAL project client p:2 3 �� 117 16, :".. (7- - )11 �1 ' ) Sr zs' G,cS W *- 1 0 � - 1411 4th Avenue Building, Suite 500 Seattle. Washington 98101 Phone 206.624.8687 Fax 206.624.8268 t5 114 - . 0 date eye no. design I sheet check project client s 1 4+14 - tom 112_4L.1_- = 11,1 cl 2 5 sf k� .�_ 1 °( _ / 7r , * (u- 1 40 1 2-1 Ir s F r 1 4 - ?o 11 u- a • H ( 2 6) — (i,) — k 151-244z- 1 • KLlo tt- 1411 4th Avenue Building, Suite 500 Seattle, Washington 98101 Phone 206.624.8687 Fax 206.624.8268 r N N "�. 74 1 date eqe no. L design sheet check 305' Is11•11111==nt INTERNATIONAL project client a --kre. 150 c r t ( 51J Its -r- z v1.1D T 9r- 1i r,ot-r : Mt••-)p = 1 •5I W Fhi M M N IMbM tr1 i$' 0.v I e - M PIA r,�- tt 3 0 1 111 t 3 A- =16to) O ft 33 = (5q= ` 44- 1 � iktA ovj I ni • . > check J C � q I GIN) Hkt4tMt1 lri4 M ply +.uls ( S t ■b c1 5r cr— �" 1411 4th Avenue Building, Suite 500 Seattle, Washington 98101 Phone 206.624.8687 Fax 206.624.8268 date eqe no. design sheet z U O co w J mu . w 0 a � �w Z� 0 LLJ w U � O — Q F- w w z U ~ Z EGE 11•111111.10111•11•1 INTERNATIONAL client project <t- 1.41,1 cLS •. A4.4 m livIr-vsl?,a,-L, 1/1/-1, C I-0 7 ' 1411 4th Avenue Building, Suite 500 Seattle, Washington 98101 Phone 206.624.8687 Fax 206.624.8 1 1.14 '91 date design check eqe no. V sheet 111•1111=11111111•11111 INTERNATIONAL project client 0 t-- St PAE-4-1i i;:.tvt De-4 s-rt- AW.c)a•kr...3 • A-t7t=q-rioKs Iii-7•1 1A- 917- 1/iwi °F 1- kr-u.1 N(21 r-t41 7 \J 1 1 I fr r "r 1)- iv 6 04-4 i4 tl-r-eri 0 14. rz446. 1-12.444 w-r-P. 114 112 Strau.c.ru..fm. kip% kGAri ST • 1411 4th Avenue Building, Suite 500 Seattle, Washington 98101 Phone 206.624.8687 Fax 206.624.8268 *.71.01 4.0 *-4› ertacie\ date design check eqe no. A 1 ' 4- sheet INTERNATIONAL 1411 4th Avenue Building, Suite 500 Seattle. Washington 98101 Phone 206.624.8687 Fax 206.624.8268 project client -- ,....._._ • ....Y___..__._._._ .. ..- 4 .1 l 1 V FO r-e/ Ira f r= r-e- (4r- ' ei F' L- 4 . e $ V -P P�- C or-► s>✓ tzv A date design check eqe no. sheet . Y Solution: LC 1, total EQE jrg 152026.01 M6 M19 M21 M7 M22 M24 M8 M25 M27 M9 2 12 14 ¶14 15 7 ¶16 18 0 ¶18 _w tat 1 N13 16 N 41 kent residence 19 M28 M30 21 ¶423 X110 \y7� N Co May 24, 2001 10:01 AM knee brace Iine.r2d NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. 22 11 tr-.%;txrs• •0147:11, ' „ ...„„tl Member: M1O Shape: DFLARNOI_6X6 Length: 3.536 Ft I Node: N11 J Node: N12 LC 1: total Max Code Check: 0.033 Max: -0.027 at 0 Ft fa Ksl fc Ksl ft Ks1 Max: -0.812 at 0 Ft A K V K M K-ft Max: -0.061 at 0 Ft In Mln: -0.08 at 3.536 Ft • . • t. NOTICE: IF THE DOCUMENT IN This FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. L r- • 1• • ft • Ksi Member: Mil Shape: DFLARNOI_6X6 Length: 3.536 Ft I Node: N13 J Node: N14 LC 1: total Max Code Check: 0.001 Max: 0.024 at 0 Ft fa Ksi fc Ksi Max: 0.727 at 0 Ft A K V K M K-ft Max: -0.069 at 0 Ft In Min: -0.071 at 3.536 Ft NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. • • ' • '• ' ••• Max: -0.016 at 0 Ft fa Ksi V K Member: M12 Shape: DFLARN016X6 Length: 3.536 Ft I Node: N13 .1 Node: N15 LC 1: total Max Code Check: 0.019 ft Ksi Max: -0.482 at 0 Ft A K fc Ks! K-ft Max: -0.069 at 0 Ft D Min: -0.07 at 3.536 Ft In • • l„ . • . • :: ' • • 1 • .' • ." NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. • • . ;. I :lit! . :. • .• 1 1 .:' i • • .*-, ..- 1 ' : '' — • ..• ' 1 ; ..".:0 ' • ;* 11.'• . ' ,•-i P:* . .. : I : 7'■•1(11, • •: !r:,:,'1''.. • .' ., . - • Il ' • • —.1:ii,'• . , ...,. i ..; .•;,1'.1■•: • • ' 1,111•1••• i ••; .. : !i •' t:li i ''...' ,11:11, • •• r i .. • fi .,.. .:,! 1 • 'i.4/.::! • ‘.• . - : (- • - .1; ,. .1.-.; '.: • : • Member: M13 Shape: DFLARNO1_6X6 Length: 3.905 Ft I Node: N16 J Node: N17 LC 1: total Max Code Check: 0.000 Max: 0.018 at 0 Ft fa Ksl fc Ksl ft Ksl Max: 0.546 at 0 Ft A K V K M K-ft Max: -0.059 at 0 Ft D Min: -0.068 at 3.905 Ft In I •i . • • r • • : • NOTICE: IF THE DOCUMENT IN This FRAME IS LESS CLEAR THAN This NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. .'• O r, I.••; . • Member: M14 Shape: DFLARNOI_6X6 Length: 3.536 Ft I Node: N16 J Node: N18 LC 1: total Max Code Check: 0.018 Max: -0.015 at 0 Ft fa Ksi fc Ksi ft Ksi Max: -0.459 at 0 Ft A K V K M K -ft Max: -0.065 at 0 Ft D In Min: -0.072 at 3.536 Ft • NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. • t3 1 ' • ; I. I Member: 11415 Max: 0.449 at 0 Ft Shape: DFLARN01_6X6 Length: 3.536 Ft I Node: N19 J Node N20 LC 1: total Max Code Check: 0.000 A K Max: 0.015 at 0 Ft fa Ksl V K fc Ksl M K-ft ft Ks' Max: -0.067 at 0 Ft In Mln: -0.07 at 3.536 Ft NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. • , • , : , • .. • Member: Shape: DFLARNO1_6X6 Length: 3.536 Ft !Node: N19 .1 Node: N21 LC 1: total M16 Max Code Check: 0.028 Max: -0.023 at 0 Ft fa Ks' fc Ksi ft Ksi Max: -0.699 at 0 Ft A V M K-ft Max: -0.067 at 0 Ft In Min: -0.069 at 3.536 Ft NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. fa fc ft Member: M17 Shape: DF:ARNO1_6X6 Length: 3.536 Ft I Node: N22 J Node: N23 LC 1: total Max Code Check: 0.001 Max: 0.027 at 0 Ft Ksi KsI Ksi Max: 0.805 at 0 Ft A Mtn: -0.076 at 3.536 Ft K V K M K -ft Max: -0.059 at 0 Ft O In NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. 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Loads: BLC 1, Solution: LC 1, total I - EQE jrg 151820.01 7- • . • •• • , • ,, ,, , ==•= • • ' ' • •-• . f k< •r . . 7 . . • ....■••• • May 24, 2001 3:12 AM untitled.r2d • INTERNATIONAL Member: M2 Shape: DFLARN01_6X6 Length: 3.5 Ft I Node: N3 J Node: N13 LC 1: total Max Code Check: 0.370 Max: 0.003 at 0 Ft f Ksi Max: 0.443 at 3.5 Ft Allallialli fc Ksi Min: -0.443 at 3.5 Ft Ksi Max: 0.085 at 0 Ft A K Max: 0.293 at 0 Ft -.4‘444111 M K-ft Min: -1.024 at 3.5 Ft Min: -0.098 at 3.5 Ft 1411 4th Avenue Building, Suite 500 Seattle, Washington 98101 Phone 206.624.86S7 Fax 206.624.8268 project rhenr 24.( date eye no. PI design sheet Company : EQE Designer : jrg Job Number : 151820.01 Reactions LC I • total Joint Label X Force Y Force Moment (K) (K) (K-ft) N1 -0.199 -0.281 0.000 N3 i -0.293 0.085 RISA-2D Version 5.1 [c:\RISA\untitled.r2d1 JrntiVigag N5 -0.254 0.036 0.000 N7 I -0.277 I -0.117 0.000 1 N9 -0.196 0.277 0.000 Reaction Totals : 1 -1.219 1 0.000 Center of Gravity Coords X Y : No Calculation 1 Int -tb, J- Q1l 0.000 May 24, 2001 3:12 AM Checked By: Page 1 n erds 1111111•111111MINIIIMII INTERNATIONAL 4.• La... • a...a...4 •td...• • •••-•••• 41 c.ifr_efr 4014-T M Pk client v roo Ltif 14A-/-ib• CP , hr ki se.- 4 20 e S1111 VY 8 r )( -c==. A 1A-PIA-0 )( I :t 0 1- t-f t '2A C kr 1-11-■m. - check 4.4 Moro 00) A . 1411 4th Avenue Building, Suite 500 Seattle, Washington 98101 Phone 206.624.8687 Fax 206.624.8268 6 . ■vi project date eqe no. L - - design sheet :xe,-i..i6�.a' .. .. •. �a, y.�.= :a:_... .��s.�_��'.���� .:.. t..q �c�i►1++�;�L .�r,• ,tt we..� 'ii �..a.:i.i.i'�.�� tYiii- - - �iw .�.�� •' - iwv:., - T.t� .y GHQ project 11 •11111•1111111=111111 INTFRNATIONAL L..o kc trrA, r D a b .- w t ° LA-1 11 54 — ��o " O W I r-ib Vt> N Qr 1•1 ' Ic ( I b r 34") - 5100 tt 1 - 1ksr) 1,41t,t Fr G1'-'1r 1411 4th Avenue Building, Suite 500 Seattle. Washington 98101 Phone 206.624.8687 Fax 306.624.8268 (10 ` 7 3, 4-' L ( 4) 1619"" (ec ,q(, design C bo NoT' C47 date eye no. sheet A EGE MMUMMIONMEMM INTERNATIONAL client ‘4„,,iO4.9i1444; -43- tNvt- project tt=h- rA-v Cl t kta-f Sl++ L kt> e..trrn 1 44 PT C" Ti 1 -` O•i--12%--1 t rn ' 1/ • 44 0 4 N to. ONI W1-r1A-11-•-• .44 1 1 .0 448 1 1411 4th Avenue Building, Suite 500 Seattle, Washington 98101 Phone 206.624.8687 Fax 206.624.8268 date 5 /4-of design check eye no. sheet • •• Hlisport Engineering' In (47 Client: Mathew Kent Site: 4920 S 107th St. Tukwila, WA Calculated by: Eric L. Rice, PE Ellisport Engineering, Inc. STRUCTURAL CALCULATIONS for the WILFRED KENT RESIDENCE October 4, 2001 EXPIRED AUG 0 6 2002 These calculations are valid only with an original wet stamp signed in ink. 20501 81st Ave. S.W. Vashon, WA 98070 Telephone (206) 463-5311 FAX (206 ) 463-2578 E-Mail: Ellisportl@aol.com REVISION NO,,3, FILS COPY_ unclerF-4in.4. 41-1:-‘ c, _ RECEIVED CITY OF TUKWILA PERMIT CENTER nr.. 2-47 -; vreorows•••••••••••emporimilMW Ellisport Engineering, Inc. Project: Kent/11/4 ..c 20501 81st Ave. SW Job No. Figured by: ELR Vashon, WA 98070 Checked by: Date: 10/2/2001 Sheet: 1 (206) 463 -5311, phone (206) 463 -2578, fax ellisportl @aol.com, email Scope of Work: Ellisport Engineering, Inc. was asked to provide structural calculations for a proposed deck and a reframed roof addition to the Kent residence. Our structural information is shown in the "Construction Sketches" section of this report. The information in this report conforms to the 1997 Uniform Building Code Questions should be addressed to the undersigned. Eric L. Rice, PE Ellisport Engineering, Inc. Ellisport Engineering, Inc. 20501 81st Ave SW Vashon, WA 98070 (206) 463- 5311(p) (206) 463-2578(f) ellisportl @aol.com(email) Vertical Calculations Z (6) S fl oil Ate Fit? D :(7.r)0 z 34 S: (Zr,(1,zr). II 3 (At) awry or I p: (7s)(9. )b W4. 5:60(9.S)=2/31 n: 31R s: / /� 6^11 Sty /O G4 5i. 14 b ISO s sz Copyright 2000, Ellisport Engineering, Inc. Ellisport Engineering Inc. 20501 81st Ave. SW, Vashon, WA 98070 (206) 463 -5311 4- D Io t S: 351 7, r p: 90 S : 297 (E),rt i4 P b 101- 28 l oaf PROJECT JOB NO. CHECK BY ti A o 2 1 4 ,4 cU24 - 'bc = .7 Pr F v /0" l i(aWv) = /.e PSF 4. r4 y snSf Cony' RooF = 2,zpS� 15 )(5) "•r- 3f Zoo y f): (. P: 99 Las' Z 9 1p t cl S. 41g 940 /o 5/ Z ? .r 31 �nir 1353 354 ( u Z /171 ZoZ3 V6S 1 r / /tr✓r :0.0(3\= 23 p , (s')(G,zs 3/ FIG( 'RE( I,1' f72 DATE 0,0/ SHEET r1F .5)( 0= I as -. (Zs-)4.7), /sly S : (z- s) (7)'' 7S /):(7.5\(9.3)'' 3¢ S. S)kr \= 0.3 A= (7,$)(s) = 35 S : (2r)(. I b:(7,$)4,5- 4- s :(2T)(4.3 J= %3 p:( ? SYg.$)= 6+ S :(zr)(9.3)= z/? ( S.•(25)(7 \= 7s I): 54- l0 (o Loads Live - 7.1:1MMTITTPIT Span es es es AS es ea Dead Load Si /ft 9.50 38.00 38.00 23.00 23.00 23.00 Live Load #/ft 31.00 125.00 125.00 75.00 75.00 75.00 Dead Load Left © #/ft 31.00 21.00 10.60 10.60 29.00 Dead Load Right #/ft 21.00 10.60 10.60 29.00 31.00 Live Load Left #/ft 156.00 107.00 53.50 53.50 147.00 Live Load a Right Start #/ft ft 107.00 53.50 53.50 147.00 156.00 End ft 5.500 6.000 8.000 6.000 10.500 1.000 Point #1 Dead Load lbs 56.00 Live Load lbs 188.00 0 X ft 1.000 Results max n r a X = n ft 2.55 2.43 3.60 3.85 4.94 0.50 Max Left End in -k 0.0 0.0 0.0 0.0 0.0 0.0 Max a Right End in -k 0.0 0.0 0.0 0.0 0.0 0.0 tb : Actual psi 928.4 1,101.5 1,794.8 1,268.2 1,675.9 23.8 Fb : Allowable psi 2,990.0 2,990.0 2,990.0 2,990.0 2,990.0 2,990.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Shear (D Left k 0.55 0.67 0.75 0.46 0.95 0.14 Shear a Right k 0.49 0.62 0.66 0.47 1.12 0.38 N : Actual psi 69.1 85.6 101.5 65.6 76.9 1.1 Fv : Allowable psi 327.8 327.8 327.8 327.8 327.8 327.8 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions & Deflection @ e 1 1 1 � t 1 � • 1 1 LL © Left k 0.45 0.54 0.59 0.36 0.76 0.11 Total © Left k 0.55 0.67 0.75 0.46 0.95 0.14 DL © Right k 0.00 0.13 0.15 0.10 0.22 0.08 LL © Right k 0.41 0.49 0.51 0.37 0.91 0.30 Total © Right k 0.49 0.62 0.66 0.47 1.12 0.38 Max. Deflection in -0.077 -0.083 -0.306 -0.214 -0.458 0.000 © X = ft 2.62 2.50 3.70 3.75 4.81 0.50 Query Values ELLISPORT ENGINEERING, INC. 20501 81ST AVE SW VASHON, WA 98070 p- 206 -463 -5311, f- 206.463 -2578 email-ellisport1@aol.com Rev: 510301 User: KW-0601476, Ver 5.13, 22•Jun-1999, WM32 (c) 1913-99 ENERCN.0 esc pt on = oo aming mem General Information Truss Joist MacMillan, MicroLam 1.8E W All Spans Considered as Individual Beams Description T i mbe r Section Beam Width Beam Depth End Fixity Le: Unbraced Length Member Type oca ion Moment Shear Deflection ft Ml in in ft in -k lbs in (E)NE HIP (E)NE HIP (E)NE HIP 5.25 5.00 7.50 Lam: 1.76AicroLam:1.7ElieroLam: i.75x 1.750 1.750 1.750 5.500 5.500 5.500 Pin -PI -Pf Pin - Pf 0.08 0.0 8 0.06 Sawn Sawn Sawn 0.0 0.5 0.0000 ers- Title : Dsgnr: Description : Scope : Multi -Span Timber Beam Job # Date: 6:31AM, 4 OCT 01 matkent - :Calcufatio Fb : Basic Allow 2,600.0 psi Elastic Modulus 1,800.0 ksi Fv : Basic Allow 285.0 psi Load Duration Factor 1.150 Calculations are designed to 1997 NDS and 1997 UBC Requirements Timber Member Information s 11 1.15 0.0 0.7 0.0000 0.0 0.8 0.0000 (E)SW HIP (E)SW HIP (E)5W HIP 7.50 9.50 1.00 Microlam: 1.7611crolam: 3.511dicroLam: 3.5x5 1.750 3.500 5.500 5.500 PIn0.00 Pin 0.00 Sawn Sawn 0.0 0.5 0.0000 0.0 0.9 0.0000 3.500 5.500 Pin 0.00 Sawn 0.0 0.1 0.0000 4 [ads ive oad Use This pan es es Yes es Yes Dead Load #/ft 38.00 17.00 23.00 23.00 23.00 Live Load #/ft 125.00 56.50 75.00 75.00 75.00 Dead Load #/ft 38.00 Live Load Start #/ft ft 125.00 End ft 12.000 5.500 8.000 8.000 8.000 Dead Load Left #/ft 34.00 38.00 21.00 43.00 Dead Load @ Right #/ft 21.00 43.00 64.00 Live Load @ Left #/ft 113.00 125.00 71.00 142.00 Live Load 6 Right # /ft 5.500 71.00 142.00 213.00 End ft ft 12.000 12.000 8.000 8.000 8.000 I Results max n r n . @ x = ft 4.40 7.12 3.31 3.63 4.85 Max •• Left End in -k 0.0 -47.4 0.0 -12.2 -24.1 Max © Right End in -k -47.4 0.0 -12.2 -24.1 0.0 tb : Actual psi 1,108.3 1,108.3 286.1 563.0 563.0 Fb : Allowable psi 1 , 1 0 6 . 9 1,106.9 1,106.9 1,106.9 1,106.9 OverStress OverStress Bending OK Bending OK Bending OK Shear a Left k 1.24 1.65 0.39 0.76 1.51 Shear CO Right k 1.60 0.66 0.76 1.13 1.13 N : Actual psi 79.3 80.1 33.3 49.1 69.8 Fv : Allowable psi 109.3 109.3 109.3 109.3 109.3 Shear OK Shear OK Shear OK Shear OK Shear OK [Reactions & Deflection © --ermr k 0.29 0.76 0.09 0.35 0.61 LL (83 Left k 0.95 2.50 0.30 1.17 2.02 Total @ Left k 1.24 3.25 0.39 1.53 2.64 DL © Right k 0.76 0.15 0.35 0.61 0.26 LL © Right k 2.50 0.50 1.17 2.02 0.86 Total @ Right k 3.25 0.66 1.53 2.64 1.13 Max. Deflection in -0.160 -0.109 -0.020 0.004 -0.053 © X = ft 5.04 6.88 3.57 6.88 4.43 Query Values ELLISPORT ENGINEERING, INC. 20501 81ST AVE SW VASHON, WA 98070 p- 206 -463 -5311, f- 206. 463.2578 email-ellisport1@aol.com Rev: 510301 User. KW- 0601476, VG 5.1.3, 22•lun- 1999, VJin32 (c) 1963-99 ENERCALC escr Pt on = 00 raming mem . ers -2 General Information Title : Dsgnr: Description : Scope : Multi -Span Timber Beam f: n Job # Date: 6:31AM, 4 OCT 01 atk n lion Fb : Basic Allow 875.0 psi Elastic Modulus 1,600.0 ksi Fv : Basic Allow 95.0 psi Load Duration Factor 1.150 Calculations are designed to 1997 NDS and 1997 UBC Requirements Timber Member Information J Douglas Fir - Larch, No.2 Spans Considered Continuous Over Support Description Span ft Timber Section Beam Width In Beam Depth in End Fixity Le: Unbraced Length ft Member Type (N)NE HIP 12.00 2 -2x10 3.000 9.250 Pin 0.00 Sawn (N)NE HIP 12.00 2-2x10 3.000 9.250 Pln 0.00 Sawn (N)SW HIP (N)SW HIP (N)SW HIP 8.00 8.00 8.00 2 -2x10 2 -2x10 2 -2x10 3,000 3.000 3.000 9.250 9.250 9.250 Pin 0.08 � 0.00 Sawn Sawn Pink 00 Sawn Location Moment Shear Deflection ft in -k lbs in 0.00 0.0 1.2 0.0000 0.00 -47.4 1.7 0.0000 0.0 0.4 0.0000 -12.2 0.8 0.0000 -24.1 1.5 0.0000 2 I- Z ~ W fY 00 N o N N IL W 0 W ? Cn tki Z LU ZO W VC) CI 1- WW U. O tli Z U �1- Z Timber Member Information Description (N)NW HIP (N)NW HIP (N)SE HIP(partlal) Span ft 12.00 12.00 7.00 Timber Section 2 -2x10 2 -2x10 2 -2x10 Beam Width in 3.000 3.000 3.000 Beam Depth in 9.250 9.250 9.250 End Fixity Pin - Pi Pin - Pt Pin - PI Le: Unbraced Length ft 0.0 0.0 0.0 Member Type Sawn Sawn Sawn Loads e oa Used h s pan es Yes Yes Dead Load #Ift 17.00 17.00 Live Load #/ft 56.50 56.50 Dead Load Left #Ift 64.00 32.00 Dead Load 02 Right #ift 32.00 54.00 Live Load @ Left #/ft 213.00 107.00 Live Load @ Right Start #/ft ft 107.00 106.00 End ft 12.000 12.000 7.000 Point #1 Dead Load lbs 102.00 Live Load lbs 469.00 @ X ft 1.000 Results max n r eX= ln- ft 4.64 7.92 3.03 Max t Left End in -k 0.0 -45.9 0.0 Max © Right End In -k -45.9 0.0 0.0 fb : Actual psi 1,071.7 1,071.8 219.8 Fb : Allowable psi 1,106.9 1,106.9 1,106.9 Bending OK Bending OK Bending OK Shear Left k 1.51 1.32 0.68 Shear © Right k 1.87 0.40 0.45 fv : Actual psi 91.7 63.0 36.2 Fv : Allowable psi 109.3 109.3 109.3 Shear OK Shear OK Shear OK Reactions & Deflection e @ e 1 1 1 LL @ Left k 1.16 2.45 0.53 Total @ Left k 1.51 3.18 0.68 DL CO Right k 0.74 0.09 0.14 LL @ Right k 2.45 0.31 0.31 Total @ Right k 3.18 0.40 0.45 Max. Deflection in -0.231 -0.032 -0.023 © X = ft 5.36 8.00 3.41 Query Values ELLISPORT ENGINEERING, INC. 20501 81ST AVE SW VASHON, WA 98070 p- 206 -463- 5311,f- 206 -463 -2578 emall-eIlisport1@aol.com Rev: 510301 User. RW-0601476, Vv 5.1.3, 22•3un -1999, WIn32 (c)19e3 -99 ENERCAIC escr pt on - oo raming mem • ers- General Information Douglas Fir - Larch, No.2 Spans Considered Continuous Over Support Moment Shear Deflection ff in -k lbs in o.o0- o.00 0.0 -45.9 1.5 1.3 0.0000 0.0000 Title : Dsgnr: Description : Scope : Multi -Span Timber Beam f: Job # Date: 6:31AM, 4 OCT 01 matk nt.ecw:Cai lation Fb : Basic Allow 875.0 psi Elastic Modulus 1,600.0 ksi Fv : Basic Allow 95.0 psi Load Duration Factor 1.150 Calculations are designed to 1997 NDS and 1997 UBC Requirements 0.00 0.0 0.7 0.0000 Timber Member Information Calculations are designed to 1997 NDS and 1997 UBC Requirements 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 in in ft psi psi ksi (N)rafter 2x10 1.500 9.250 2.00 ougtas fir - tank, 875.0 95.0 1,600.0 1.150 Sawn Repetitive Center Span Data Span Dead Load Live Load ft #/ft #/ft 17.00 10.00 33.30 Results Ratio 0 0.7087 max enter CO X = fb : Actual Fb : Allowable fv : Actual Fv : Allowable n- ft psi psi psi psi . 8.50 877.5 1,238.2 Bending OK 36.3 109.3 Shear OK ELLISPORT ENGINEERING, INC. 20501 81ST AVE SW VASHON, WA 98070 p- 206.463 -5311, f- 206.463 -2578 email-ellisport1@aol.com Rev: 510304 User: KW-0601476, Ver 5.13, 22.3un -1999, WIn32 (c) 1953 -99 E11E1oG41.0 esc pt on aming -4 Timber Beam & Joist Reactions e n s LL lbs 283.05 Max. DL +LL lbs 368.05 ® Right En DL lbs 85.00 LL lbs 283.05 Max. DL +LL lbs 368.05 Deflections Ratio OK yam Center DL Del in -0.119 L/Defl Ratio 1,718.4 Center LL Deft in -0.395 UDefl Ratio 516.0 Center Total Deft in - 0.514• Location ft 8.500 UDefl Ratio 396.9 Title : Dsgnr: Description : Scope : Job # Date: 6:31AM, 4 OCT 01 ene r.I .ro ect01 matkent.ecw:Calculatlan 1 Ellisport Enilleerin. In 20501 8Ist Ave. SW, Vashon, WWW 98070 (206) 463 -5311 pie N<zeleoc_ /U' Evi5r c -F Copyright 2000, Ellisport Engineering, Inc. 8. a PROJECT K r ,„ 7 - JOB `O. FIGURED BY 1 CHECKED BY 11.ATF. Q b*. 6) (S) (w')(?)- o ►� 'vvirJ6 (a) A D15 PO57'S @ f(0 -.5 P ,1A1 2fI z6 S11EET OF l>•. 5_PSF L- gores � . 6t a /oo To ) (5) a rows I6d @ /0 l o s".9 y I `o 0 ?> CO,4gloE2 12..40- •.J(o 4 S S(Ji -,',,zrS Foie 0 i b: Z41 1:A00 5:144 I 6/ Lox pS — a' S/4,4 1-1/e,"/ VI .1 / t,_3" a ,t, >;c DES 3'� --� l� x d r 7 D 2i 7'U c0�sio€ t 0 13 u 040 D: 753 Otg p�. A ZOa 0.-1 Po sr L: IZ54 p s 3 8 5 = 4S0 : 62- s /)-(g): D : a: .t�q 0 6 i07 /) 40 o . (10 )(g\- 0 - )(c 2-s' G: (40)(5) zoo eMS1 ('ilk 1 I' 6 l�V�(�l� 5 L- •C(l�(J,'`� V OV Sr�ef.�s o fate. 9 -3 SPA,. ; Te�>F�E E � (17\ (S,75) r $ 6 5: (ar (S",70:: C¢4- G?< S:2 DtL+S = _501 PEI < 5 PS/ Di-L Gx(o Hr L g Timber Member Information Calculations are designed to 1997 NDS and 1997 UBC Requirements 31 32 Exist 6x8 Timber Section 2x10 6x8 6x8 Beam Wdth in 1.500 5.500 5.500 Beam Depth in 9.250 7.500 7.500 Le: Unbraced Length ft 2.00 8.50 2.00 Timber Grade Hem nr, No.2 Hem Fr, No.2 Hem Fr No.2 Fb - Basic Allow psi 85 675.0 675.0 Fv - Basic Allow psi 75.0 70.0 70.0 Elastic Modulus ksi 1,300.0 1,100.0 1,100.0 Load Duration Factor 1.000 1.000 1.150 Member Type Sawn Sawn Sawn Repetitive Status Repetitive No No Center Span Data Span ft 10.00 8.50 4.25 Dead Load #M 6.70 55.00 241.00 Live Load #/ft 53.30 200.00 544.00 Results Ratio 0.4029 0.7968 0.5365 T max (ii enter n- ' . el .64 21.27 a X = ft 5.00 4.25 2.12 fb : Actual psi 420.7 536.0 412.5 Fb : Allowable psi 1,044.2 672.7 775.5 Bending OK Bending OK Bending OK fv : Actual psi 27.5 33.7 43.2 Fv : Allowable psi 75.0 70.0 80.5 Shear OK Shear OK Shear OK Reactions e n s 3. . 5 . LL lbs 268.50 850.00 1,156.00 Max. DL +LL lbs 300.00 1,083.75 1,668.12 a Right En DL lbs 33.50 233.75 512.12 LL lbs 266.50 850.00 1,156.00 Max. DL +LL lbs 300.00 1,083.75 1,668.12 [Deflections Ratio OK Deflection OK Deflection OK ELLISPORT ENGINEERING, INC. 20501 81ST AVE SW VASHON, WA 98070 p- 206 -463 -5311, f -206 -463 -2578 email- ellisportl @aol.com Rev: 510304 Use KW-C601476, Ver 5.13, 22•)un -1999, W1n32 (c) 195399 ENERCM.0 escr pt on ' ec aming -1 Timber Beam & Joist Center DL De( L/Defi Ratio Center LL Defi L/Defi Ratio Center Total Defl Location L/Defl Ratio in in ft -0.012 10,238.0 -0.093 1,286.9 -0.105 5.000 1,143.2 -0.030 3,358.5 -0.110 923.6 -0.141 4.250 724.4 -0.008 6,131.7 -0.019 2,716.5 -0.027 2.125 1,882.5 Title : Dsgnr: Description : Scope : r: Job # Date: 6:31AM, 4 OCT 01 m.tken 9 Ellisport Engineering, Inc. 20501 81st Ave. S.W., Vashon, VA 98070 (206) 463 -5311 Copyright 2000, Ellisport Engineering, Inc. 12' PROJECT 4 JOB NO. FtrtRED BY CHECIF.0 BY ri 3$4 (z0(..zs)= IT3 S 024 h: 29& s: to? r,..6..M7 - /O 5 :(7 r1(7.z,c, - ): / fl D : (1%-)M P 3' 'r DATE 4 /a eh � till EET OF IY6s 1 10) =I3 :ON) (•l =zs s: ( 1'. (13' 8. = /ZS S: 65---)(9.5) =2(3 Timber Member Information Calculations are designed to 1997 NDS and 1997 UBC Requirements 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 In in ft psi psi ksi 51 51 52 53 52 54 Mtcrotam: Mic oLam: 4x6 6x8 4x4 2 -2x6 5.250 7.000 3.500 5.500 3.500 3.000 5.500 5.500 5.500 7.500 3.500 5.500 11.50 12.50 4.00 2.00 4.00 3.00 Louisiana Pacific, G Louisiana Pacific, G Douglas Fir - Larch, Douglas Fir • Larch, Douglas Fir - lard), Hem Fir, No.2 2,950.0 2,950.0 1,000.0 1,350.0 1,000.0 850.0 290.0 290.0 95.0 85.0 95.0 75.0 2,000.0 2,000.0 1,700.0 1,600.0 1,700.0 1,300.0 1.150 1.150 1.150 1.150 1.150 1.150 Manuf/Pine ManuflPine Sawn Sawn Sawn Sawn No No No No No No • 55 2 -2x4 3.000 3.500 2.50 Douglas Fir - Lard), 1,000.0 95.0 1,700.0 1.150 Sawn No Center Span Data Span ft 11.50 12.50 4.00 12.00 4.00 3.00 2.50 Dead Load #/ft 83.00 55.00 150.00 90.00 128.00 Live Load #/ft 138.00 91.00 250.00 150.00 213.00 Point #1 DL !be 283.00 296.00 354.00 LL lbs 1,094.00 1,077.00 1,094,00 Oa X ft 4.500 7.670 2.000 Results Ratio = 0.5076 0.4068 0.8637 0.3945 0.7788 0.2641 0.4281 max enter n -k 4 .7 22. 8 31.54 9.60 3.24 3.20 X = ft 4.51 7.65 2.00 6.00 2.00 1.50 1.25 fb : Actual psi 1,708.0 1,380.0 1,285.3 611.6 1,343.4 214.2 521.9 Fb : Allowable psi 3,365.1 3,392.5 1,488.1 1,550.3 1,725.0 1,263.7 1,720.2 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fit : Actual psi 43.5 32.8 83.1 28.5 83.9 22.8 46.8 Fv : Allowable psi 333.5 333.5 109.3 97.8 109.3 86.3 109.3 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions e n lbs 2. 6 114.7 330.00 300.0 35.00 160.00 LL lbs 665.91 416.15 823.00 546.00 500.00 225.00 266.25 Max. DL +LL lbs 838.17 530.53 1,166.00 876.00 800.00 360.00 426.25 © Right En DL lbs 110.74 181.63 343.00 330.00 300.00 135.00 160.00 IL lbs 428.09 660.85 823.00 546.00 500.00 225.00 266.25 Max. DL +LL lbs 538.83 842.47 1,166.00 876.00 800.00 360.00 426.25 [Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK ) ELLISPORT ENGINEERING, INC. 20501 81ST AVE SW VASHON, WA 98070 p- 206. 463 -5311, f-206-463-2578 email-ellisport1@aol.com Rev: 51304 KW Timber Beam & Joist User. K1M4601476, Vet 5 . 1J , 22•lun -1999, WIn3i (c)19<61.99 eivicALc escr pt on el ing raming an headers Center DL Def UDefl Ratio Center IL Defl UDefl Ratio Center Total Defl Location UDefl Ratio in In ft -0.100 1,380.8 -0.386 357.2 -0.486 5.382 283.8 -0.100 1,498.6 -0.364 411.9 -0.464 6.650 323.1 -0.016 3,060.8 -0.040 1,194.3 -0.056 2.000 859.1 Title : Dsgnr: Description : Scope : -0.083 1,736.2 -0.137 1,049.3 -0.220 6.000 654.0 -0.041 1,181.1 -0.068 708.6 -0.108 2.000 442.9 Job # Date: 6:30AM, 4 OCT 01 r: 1enercalclarolect011matkent.ecw: Ca lculation -0.003 11,867.9 -0.005 7,120.8 -0.008 1.500 4,450.5 -0.006 4,859.3 -0.010 2,920.1 -0.016 1.250 1,824.0 It Ellisport Engineering, Inc. 20501 81st Ave SW Vashon, WA 98070 (206) 463- 5311(p) (206) 463- 2578(f) ellisport1 @aol.com(email) Lateral Calculations CC.1 SEitt49nv t 3 (30)(5)(5)0716 V, /37,' II i • '__I_ Imelimmis ��wwwww��ww��w .dr111rY /Y111rrYr1111 V r ie MR c MINN Ann POPoSEn Nc ZooF - . (90161/ A,ft 67)(u)(244/ =• gi,r Q iv _ .4S" / = •0034-# = L4931 . /G.OZSy✓ ti = ,ifs' = .00214/ '/ I?i .. 11 - -c- IP Z L_ ILAj') I Materials... Member Label Youngs ksi Density kcf Thermal in /100d Yield ksi - Wades... Node Label Node Coordinates X Y ft ft X Restraint Y Restraint Z Restraint Node Temp deg F 1 2 3 4 5 6 7 8 9 10 11 12 13 Ellisport Engineering, Inc. 20501 81st Ave SW Vashon, WA 98070 ( 206)463- 5311(p),(206)463- 2578(f) ellisport1 @aol.com(email) 9:12AM, 28 SEP 01 Member... Member Label 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 0.000 8.250 16.500 0.000 8.250 16.500 0.000 4.000 4.250 8.250 12.250 12.500 16.500 Property Labe 6x6 6x6 6x6 6x6 6x6 8x6 6x8 6x8 6x8 6x8 6x8 6x8 2x6 2x6 2x6 2x6 0.000 0.000 0.000 7.500 7.500 7.500 11.500 11.500 11.500 11.500 11.500 11.500 11.500 Member teas Check as tame - Frame nalysis Fixed Fixed Fixed Endpoint Nodes I Node J Node 1 4 2 5 3 6 4 7 5 10 6 13 7 8 8 9 9 10 10 11 11 12 12 13 4 8 5 9 5 6 11 12 Member Length n 7.500 7.500 7.500 4.000 4.000 4.000 4.000 0.250 4.000 4.000 0.250 4.000 5.657 5.657 5.657 5.657 Title . Job # : Date: Description.... Fixed Fixed Fixed I End Releases X Y Z Free Free Free Free V508- Page 11 0 0 0 0 0 0 0 0 0 0 0 0 0 J End Releases X Y Z Free Free Free Free Free Free Free Member Label 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 u etau it HF2 HF2DIM Steel (c) 1988-97 ENERCALC Unbraced Lengths Lu:Z ft Lu:XY 7300 7.500 7.500 4.000 4.000 4.000 4.000 0.250 4.000 4.000 0.250 4.000 5.657 5.657 5.657 5.657 1,100.00 1,300.00 29,000.00 7.500 7.500 4.000 4.000 4.000 4.000 0.250 4.000 4.000 0.250 4.000 5.657 5.657 5.657 5.657 0.035 0.035 0.490 en • erness actors K:Z K:XY 1:00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1:0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.000000 0.000000 0.000650 F:\l=as�t ramii Proiects01\Mathew Kent \Wilfred K AISC Bending & Stability Factors Cm Cb T nternaT - TnternaT ntema ntema ntema nterna nterna nterna ntema nterna nterna nterna nterna nterna nterna nterna nterna 0.00 0.00 36.00 nterna nterna nterna nterna nterna nterna nterna nterna nterna nterna ntema nterna nterna nterna nterna V 5.0.8 (t Node Loads.... Node Label Concentrated Loads and Moments X V Moment 1 # 1 Load Case Factors # 2 # 3 # 4 # 5 1 Ellisport Engineering, Inc. 20501 81st Ave SW Vashon, WA 98070 ( 206 )463- 5311(p),(206)463- 2578(f) eliisport1 @aol.com(email) 9:12AM, 28 SEP 01 Section Sections... Prop Label Group Tag 2x6 6x6 6x8 Default Material HF2DIM HF2 HF2 T Default 7 0.137k 7 0.286k 7 0.200k Load Combinations... Area � T T � 30.250 in2 41.250 in2 1.000 in2 D +i D +W Tay1D13VOTERETICATC 1.000 1.000 FastFrame 2 -D Frame Analysis Depth Width in 1.500 in 5.500 in 5.500 in 7.500 in 5.500 in 0.000 in 0.000 in Title . Job # : Description.... 101 1.000 nraiffiiirigl Kent% iWTfred 1.000 D. _ r: Tf Tw 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 1.000 V 5.0.6 - 1.000 1.000 Date: ixx Iyy Load Combination Factors 2 . in 0.00 in4 76.26 in4 0.00 in4 193.36 in4 0.00 in4 1.00 in4 0.00 in4 Page 2 Load Combination Stress Gravity Load Factors Description increase X Y # I # 2 0 3 # 4 # 5 V 5.0 ' S Ellisport Engineering, Inc. 20501 81st Ave SW Vashon, WA 98070 (206)463- 5311(p),(206)463- 2578(f) ellisport1 @aol.com(emaii) 9:12AM, 28 SEP 01 Node Displacements & Reactions Node Label 1 1 1 2 2 2 3 3 3 4 4 4 5 5 5 6 6 6 7 7 7 8 8 8 9 9 9 10 10 10 11 11 11 12 12 12 13 13 13 (c) 1988 ENERCALC Load Combination D +E D +I D +W D +W D +i D +E D +E 0 +1 D +W D +W 0 +1 D +E D +E D +1 D +W D +W 0 +1 D +E D +E 0 +I D +W D +W D +i D +E D +E D +1 D +W D +W 0 +1 0 +E D +E 0 +1 D +w D +W D +I D +E D +E 0 +1 D +W Title . Job # : Description.... FastFrame 2 -D Frame Analysis F:\l astframe \Projects01 at evr ent ire Date: V 50.8 - Page 3 Node Displacements Node Reactions X Y Z X Y Z in in Radians k k k -ft 0 0 -0.00298 - 0.04338 - 0.09591 0 0 0 - 0.00435 - 0.06332 - 0.14002 0 0 0 - 0.00623 - 0.09055 - 0.20023 0 0 0 - 0.00670 -0.10497 0.00179 0 0 0 - 0.00469 - 0.07341 0.00125 0 0 0 - 0.00321 - 0.05028 0.00086 0 0 0 - 0.00298 - 0.04334 0.09506 0 0 0 - 0.00435 - 0.06327 0.13877 0 0 0 - 0.00822 - 0.09047 0.19844 0 0.42916 0.00054 - 0.00185 0 0 0 0.30011 0.00038 - 0.00130 0 0 0 0.20558 0.00028 - 0.00089 0 0 0 0.21608 - 0.00000 - 0.00078 0 0 0 0.31545 -0.00000 - 0.00114 0 0 0 0.45109 - 0.00000 - 0.00163 0 0 0 0.42863 - 0.00054 - 0.00185 0 0 0 0.29974 - 0.00038 - 0.00129 0 0 0 0.20532 - 0.00026 - 0.00089 0 0 0 0.21246 0.00022 - 0.00016 0 0 0 0.31016 0.00032 - 0.00023 0 0 0 0.44353 0.00045 - 0.00033 0 0 0 0.44305 - 0.01005 -0.00000 0 0 0 0.30983 -0.00703 - 0.00000 0 0 0 0.21223 -0.00482 - 8,824.E -010 0 0 0 0.21223 -0.00479 0.00002 0 0 0 0.30982 -0.00699 0.00002 0 0 0 0.44304 -0.01000 0.00003 0 0 0 0.44300 5,805.E -010 0.00030 0 0 0 0.30979 3,919.E -010 0.00021 0 0 0 0.21220 2,685.E -010 0.00014 0 0 0 0.21208 0.00489 0.00002 0 0 0 0.30961 0.00715 0.00003 0 0 0 0.44274 0.01022 0.00004 0 0 0 0.44274 0.01027 - 7,038.E -010 0 0 0 0.30961 0.00718 - 4,922.E -010 0 0 0 0.21208 0.00492 - 3,371.E -010 0 0 0 0.21217 - 0.00021 - 0.00016 0 0 0 0.30973 -0.00031 - 0.00023 0 0 0 0.44292 - 0.00045 - 0.00033 0 0 0 75.0.8 Ellisport Engineering, Inc. Title 20501 81st Ave SW Job # : C Date: Vashon, WA 98070 Description.... ( 206 )463- 5311(p),(206)463- 2578(f) ellisportt @aol.com(email) 1 9 :12AM, 28 SEP 01 Member Label Member End Forces... 1 1 1 2 2 2 3 3 3 4 4 4 5 5 5 6 6 6 7 7 7 8 8 8 9 9 9 10 10 10 11 11 11 12 12 12 13 13 13 14 14 14 15 15 15 16 16 16 d 8 = 0TENERDATC Load Combination D +E D +1 D +W D +E D +1 D+W D +E D +I D +W D +E 0 +1 D +W D +E D +I D +W D +E D +i D +W D +E D +I D +W D +E 0 +i D +W D +E 0 +1 D +W D +E 0 +1 D +W D +E D +i D +W D +E 0 +1 D +W D +E 0 +I D +W D +E D +I D +W D +E D+1 D +W D+E D +1 D +W FastFrame 2 -D Frame Analysis Node " 1" End Forces Axial Shear Moment k k ft-k - 0.09591 0.04338 0 -0.14002 0.06332 0 -0.20023 0.09055 0 0.00086 0.05028 0 0.00125 0.07341 0 0.00179 0.10497 0 0.09506 0.04334 0 0.13877 0.06327 0 0.19844 0.09047 0 0.02880 - 0.08133 - 0.32533 0.04204 - 0.11873 - 0.47493 0.06011 - 0.16979 -0.67915 -0.00179 - 0.09428 - 0.37714 -0.00262 -0.13764 - 0.55056 - 0.00374 -0.19683 -0.78731 -0.02954 -0.08126 - 0.32503 -0.04312 - 0.11863 - 0.47450 -0.06167 -0.16963 - 0.67854 0.21833 0.02880 0 0.31873 0.04204 0 0.45579 0.06011 0 0.09362 -0.09591 - 0.11518 0.13688 -0.14002 -0.16815 0.19545 -0.20023 -0.24045 0.02001 - 0.02230 - 0.09120 0.02922 -0.03258 - 0.13315 0.04178 - 0.04656 - 0.19040 0.11430 -0.02410 -0.00199 0.16688 -0.03518 -0.00291 0.23881 -0.05030 - 0.00416 0.04334 - 0.09506 0.09440 0.06327 -0.13877 0.13781 0.09047 -0.19844 0.19706 -0.08126 0.02954 0.11816 - 0.11863 0.04312 0.17250 - 0.16963 0.06167 0.24667 - 0.17637 0 0 -0.25747 0 0 - 0.36818 0 0 0.10410 0 0 0.15197 0 0 0.21732 0 0 - 0.10035 0 0 - 0.14650 0 0 -0.20949 0 0 0.17621 0 0 0.25724 0 0 0.36785 0 0 F:1Fast raf m P rojects01%lathew Kent\Wilfred K V508- Page 4 Node " J " End Forces Axial Shear Moment k k ft -k 0.09591 - 0.04338 0.32533 0.14002 - 0.06332 0.47493 0.20023 - 0.09055 0.67915 - 0.00086 - 0.05028 0.37714 -0.00125 - 0.07341 0.55056 -0.00179 - 0.10497 0.78731 - 0.09506 - 0.04334 0.32503 - 0.13877 - 0.06327 0.47450 - 0.19844 - 0.09047 0.67854 - 0.02880 0.08133 0 - 0.04204 0.11873 0 - 0.06011 0.16979 0 0.00179 0.09428 0 0.00262 0.13764 0 0.00374 0.19683 0 0.02954 0.08126 0 0.04312 0.11863 0 0.06167 0.16963 0 - 0.21833 - 0.02880 0.11518 - 0.31873 - 0.04204 0.16815 - 0.45579 - 0.06011 0.24045 - 0.09362 0.09591 0.09120 - 0.13668 0.14002 0.13315 - 0.19545 0.20023 0.19040 - 0.02001 0.02230 0.00199 - 0.02922 0.03256 0.00291 - 0.04178 0.04656 0.00416 - 0.11430 0.02410 - 0.09440 - 0.16686 0.03518 - 0.13781 - 0.23861 0.05030 - 0.19706 - 0.04334 0.09506 - 0.11816 -0.08327 0.13877 - 0.17250 - 0.09047 0.19844 -0.24667 0.08126 - 0.02954 0 0.11863 - 0.04312 0 0.16963 - 0.06167 0 0.17637 0 0 0.25747 0 0 0.36818 0 0 - 0.10410 0 0 - 0.15197 0 0 - 0.21732 0 0 0.10035 0 0 0.14650 0 0 0.20949 0 0 - 0.17621 0 0 - 0.25724 0 0 - 0.36785 0 0 V i7 Steel Stress Checks... Label Load Combination Overall Maximum c@ Left End 114 Span 112 Span 3/4 Span @ Right End Shear I O ooOOOOOopooCoopoO�o oDOOO 0000 + + + + + + + + + + + + + + + + + + O O+ ° o + + o + + + o o+ +o + + o ++ + + 0 + - m- m m m m m *- m *- m m mg- m m * -rn * -mg mg- I 0.000 0.000 0.000 0.000 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.00 0.000 m 0.000 0.000 0.000 0.000 0.000 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.00' 0.000 0.000 0.000 0.000 0.000 0.000 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.00. 0.000 0.000 0.000 0.000 0.000 0.000 0.00' 0.000 0.000 0.000 0.000 0.000 0.000 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.00 0.000 Ellisport :ring, Inc. 20501 81st Ave SW Vashon, WA 170 ),(206)463- 2578(f) om(email) [9:12AM, 28 P01 (c) 1988 - 97 EN RCALC Title Job # : Description.... C Date: as rame - . rame na ysis F Fastframe 1 at ew e nt i fred K V508- Page V 5.0.8 (r Ellisport Engineering, Inc. 20501 81st Ave SW Vashon, WA 98070 ( 206 )463- 5311(p),(206)463- 2578(f) ellisport1 c@aol.com(email) [9:12AM, 28 SEP 01 FastFranie 2 -D Frame Analysis V 5.0.8 - Page 6 Member Overall Envelope Summary Labelr Section Axial 1 6x6 0.200 2 6x6 0.002 3 6x6 0.198 4 6x6 0.060 5 6x6 0.004 6 6x6 0.062 7 6x8 0.456 8 6x8 0.195 9 6x8 0.042 10 6x8 0.239 11 6x8 0.090 12 6x8 0.170 13 2x6 0.368 14 2x6 0.217 15 2x6 0.209 16 2x6 0.368 (c) 1988 97 1=NER ALC Shear k 0.091 0.105 0.090 0.170 0.197 0.170 0.060 0.200 0.047 0.050 0.198 0.062 Title . Job # : Description.... -> Deflection va ues s e• are e max mum o a sampling of 31 points across the member F:1Fastframe1Projects01Hathew Kent\Wilfred K Moment ft -k 0.679 0.787 0.679 0.679 0.787 0.679 0.240 0.240 0.190 0.197 0.247 0.247 Date: Deflection Maximum in Stress Ratio 0.436 0.459 0.435 0.023 0.015 0.023 0.011 0.000 0.010 0.010 0.000 0.010 0.017 0.012 0.013 0.017 V t( Ellisport Engineering, Inc. 20501 81st Ave SW Vashon, WA 98070 (206) 463- 5311(p) (206) 463 - 2578(0 ellisport 1 @aol.com(email) Construction Sketches 2 0 • GENERAL STRUCTURAL NOTES (Unless Noted Otherwise) CODES AND SPECIFICATIONS 1. Uniform Building Code -1997 Edition 2. National Design Standard for Wood Construction - 1997 edition 2. ACI 318 -95 Building Code Requirements For Reinforced Concrete 3. AISC Manual of Steel Construction - 9th Edition 4. Simpson Strong Tie Connectors Catalog - latest edition 5. HILTI Fastening Technical Guide - latest edition 6. Truss Joist Corporation Design Manual - latest edition 7. 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, R =5.5 3. Roof Load - DL = 15 psf(u.n.o.) LL = 25 psf (snow) 4. Floor Load - DL = 10 psf LL = 40 psf 5. Soils - 1500 psf (allowable bearing pressure) 35 psf /ft (active lateral pressure of retained earth) 50 psf /ft (static lateral pressure of retained earth) 150 psf /ft(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. REINFORCED CONCRETE 1. fc = 2500 psi for footings slabs and walls. Min 5 1/2 sacks 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 shall to be prey 6. All concrete walls and footings to be poured in a monolithic pour unless approved by the designer prior to pouring concrete. 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 Cover(in.) 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. 11 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: Beams and headers DF #2 or better (Fb =875 psi) Posts DF #2 or better (Fb =750 psi) Floor joists and rafters HF #2 or better (Fb =850 psi) Shear walls HF STD or better(Fb =550 psi) 2. All anchor bolts to be 518" 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. SHEARWALLS 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 Q 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 DIAPHRAGMS 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. 1 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 Specifications 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 =2600 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 LAMINATED WOOD MEMBERS 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. ZZ 2. Fabrication shall be in conformance with ANSI /AITC A190.1 -1992 and ASTM D3737 -96. 3. Bottom lam to be free of unsound knots larger that 1/2" diameter. 4. AITC stamp and certification required. WOOD I- JOISTS 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. STEEL CONSTRUCTION 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. MASONRY 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 fm = 1500 psi, using Type "S" mortar, ft = 1800 psi. 4. All cells containing reinforcing bars shall be filled with concrete grout with an fc = 2000 psi in maximum lifts of 4' -0 ". 5. Bond beams with two #5 horizontally shall be provided at all floor and roof lines and at the top of the wall. 6. Provide a lintel beam with two #5 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 ". GENERAL CONSTRUCTION 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. 5. Do not scale drawings. Use only written dimensions. 6. 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. Z3 WALL MARK SHEATHING PANEL EDGE NAILS /STAPLES TOP PLATE BOTTOM PLATE (2x plate) 5/8" DIA. ANCHOR BOLTS . -0r 3x) • or 3' -8" OC(2x) SHORT TERM CAPACITY - - . ---- 184 plf I ADD'L i( NOTES --- 1,2,3 1 PLYWOOD Ind `a gu or 15 Ga x 1 -1/2" © 6 "OC 3'=0'' OC T:T d — 10 "OC 2 7/16" CDX 8d ©4" OC or PLYWOOD 15 Ga x 1 -1/2" @ 4" OC A35 © 2' -2" OC 1 -16d © 7 "OC 6' -0" OC(3x) or 2' -4" OC(2x) 269 plf 1,2,3 3 7/16" CDX ' 8d @ 3" OC or PLYWOOD 15 GA x 1 -1/2" @ 3" OC A35 © 1' -8" OC A35 © 1 - -2�" - 2 OC 1 -16d © 5 "OC -16d 6 8 "OC 4' -9" OC(3x) or 1' -10" OC(2x) 3' -4" OC(3x) or 1' -4" OC(2x) 346 plf 501 plf 1,2,3 1,2,3,6 4 15/32" CDX 10d@ 2" OC or PLYWOOD 15 GA x 1 -1/2" @ 1 -3/4" OC 5 7/16" CDX 8d @ 3" OC or PLYWOOD 15 GA x 1 -1/2" BOTH SIDES @ 3" OC A35 @ 0' -10" OC 3 -16d @ 8 "OC 2' -4" OC(3x) 693 plf 1,2,3,6 6 1/2" GWB BOTH SIDES UNBLOCKED 5d cooler or drywall screws (Type W or S) @4 "OC 10d6 2" OC or 15 GA x 1 -3/4" @ 1 -3/4" OC A35 © 2' -3" OC A35 © 0' -6" OC 1 -16d © 8 "OC 6' -0" OC(3x) or 2' -8" OC(2x) 250 plf 5 7 19/32" CO PLYWOOD BOTH SIDES 3-16 5 "OC 1' -6" OC(3x) 1133 plf 1,2,3,6 SHEARWALL SCHEDULE (4,7,8) (unless otherwise noted) GENERAL NOTES 1. Provide shearwall Mark 1 at all exterior walls unless noted otherwise. OSB may be substituted for CDX plywood. Panels may be installed with long dimension vertical or horizontal. 2. Framing members shall be 2x (or thicker as noted in 6 below) Hem -Fir Std. or better at 16" OC (max). 3. Block all horizontal edges with 2x(or thicker as noted in 6 below) blocking. 4. Field nailing shall be at 12" OC(max, u.n.o.). Staples shall have min. crown width of 7/16 ". Min. fastener dimensions shall be as follows: Nails: 8d: .113" dia. x 2.375 "L Staples: 15Ga: .074 "W x .067 "T x length as noted 10d: .120" dia. x 2.875 "L Cooler: 5d: .086" dia. x .234" dia. head x 1.625 "L 16d: .148" dia. x 3.25 "L Drywall screws: No. 6 x 1 -1/4 "L 5. Nailing applies to all studs, top and bottom plates. Short term shear capacity must be reduced 50% for seismic loading. 6. All framing members receiving edge nailing from abutting wood panels or receiving edge nailing on both sides shall be 3x(min) members and all nailing must be staggered to minimize wood splitting. 7. Where shearwalls sit directly on concrete, connect fnd. sill to concrete with anchor bolts as noted. 8. Provide 2x(min, u.n.o.) pressure treated mudsill and 5/8" dia. anchor bolts at 4' -0" oc and within 6" to 12" from the cut end of the sill unless noted otherwise. Provide 2 "x2 "x3/16" plate washers at all anchor bolts. Ellisport Engineering, Inc. 20501 81st Ave SW Vashon, WA 98070 (206) 463- 5311(ph), (206) 463- 2578(f), ellisportl @aol.com(email) shearwall scheduleUBC62801.doc 2l 1 1 1 03f • = (a)zy-ld fiF2 R sti = ow AIL enk .S (Nto) To Ey-tsr) FR.o Y/De. Efrufee.eir 4.4d d ger m ,"0Y 8 W/d6 C0.47, J cd/( Z.O.J 04. IV 0 "rie. 141:7frITA /..1 3 co , 0 6 COAJC26.76 57;6iyumcc_ 611/0 e.12. LdC1916 13.9ies rir zxs3 thz 1(42 0c_ zxeo (4-FZ Lt•06kre_ cdk) gOvJg /61 0 8 1'0 C —i• K1I Co Gi 0 Vcoct 0.40,64 POST" i NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. 0=0 Uu/ s i Gct @ 8°0C ib1/4.) f o w (•v, To isr K Zx4 NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. 3t = 2)(/O tl-F2 @ r, /I oG 3� = (x S l-1FZ (/ irI /MVfl) O - - Z) -(O LiD(eeet 0 / ( 2 ) e 0W S / Cod S OG �4 = (0 x( Pfr YOS`r (9/PG/ /PG Coln POST CAP (3 Its) •O z- if I e 40/0- 957; 7 0 0= 2)4 FlF2 13R.9G6 t -0/(4) l bct .-tv 54 a (lo Pcs) Jan 11 01 10:46a SDS p.1 37 = a Jx1U /cK FT(, CO I ( 4 1 y Pew 1/' (4) *4- ICL SUMS w It tarn P4 4; `=,- tb tie 0 1Z n X I erHicx Pc,,j r // , av NI w /M-f 4 tom. wi Y (3 Pc s) II"P` - TA&L C! s+ � Q G = gGco P0 sr vAs6. (3 Pts' New (206) 463 -4175 q 17 `+g1LI .l (i )/u. 4.Ma✓(! E 12.EP. ArAIL KrraltAi 64) 1.75 S, S 2.06 LV L - - _ r- ►+rfl' tie/ }t?, s[E}V. T'() _._- x(1 : I - (cd - -E 4tzV _ 2 11 6�''a ^ tip (. 7 4 C'- �� r I I fi / 0=+. 1 5 = ( Z ) Zx+ FfF2 POSY - , ., uliqu- -TOP l j t c.OW 0 - (z) zx4 +ffZ Posy TO GE /L-)4(p til &.•ii F_.0 841,0(.cJ ALL QOOF Fz '9h /i•JCs lS bP2-02 15re,X12 fp,t. krz- 1 _ E4-Hom 2i z I arw O 0 co 0 w 0 N d LIJ w 0 � w w z 0 z July 2, 2002 Matthew Kent 1404 N. 40th Street Seattle, WA 98103 RE: Permit Application No. 001 -052 4920 S 107th Street Dear Permit Holder: In reviewing our current records the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the Uniform Building Code and /or Uniform Mechanical Code, every permit issued by the Building Official under the provisions of this code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days. Based on the above, you are hereby advised to: A progress inspection is intended to determine if substantial work has been accomplished since issuance of the permit or last inspection; or if the project should be considered abandoned. If such determination is made, the Building Code does allow the Building Official to approve a one -time extension up to 180 days. Extension requests must be in writing and provide satisfactory reasons why circumstances beyond the applicants control have prevented action from being taken. In the event you do not call for the above inspection or request and receive an extension prior to August 3, 2002, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, Stefania Spencer Permit Technician Cizy of Tukwila Department of Community Development • Call the City Of Tukwila Permit Center at (206) 431 -3670 to schedule a progress / final inspection Xc: Permit File No. 001 -052 Bob Benedicto, Building Official Steven M. Mullet, Mayor Steve Lancaster, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 -431 -3670 • Fax: 206 - 431 -3665 March 21, 2001 Matthew Kent 1404 North 40th Street Seattle, WA 98103 RE: CORRECTION LETTER #1 Development Permit Application Number DO1 -052 Wilfred Kent Deck Remodel 4920 South 107th Street Dear Mr. Kent: 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. At this time, the Fire Department, Planning Division and Public Works Department have no comments. 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 Permit Coordinator encl go- xc: File No. D01 -052 City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206- 431 -3665 BUILDING DIVISION REVIEW Date: March 20, 2001 Project Name: WILFRED KENT Application #: DO1 -052 Plan Reviewer: Bob Benedicto • Page 1 Tukwila Building Division 6300 Southcenter Blvd. Tukwila, WA 98188 206 / 431 -3670 1. The enclosed deck construction must be designed to meet the prescriptive bracing requirements of UBC Section 2320, or (as an alternative) a design of the lateral force resisting system shall be prepared by a licensed design professional. Note: A copy of the code referenced prescriptive requirements is attached. 1997 UNIFORM BUILDING CODE EXCERPTS FROM CHAPTER 23 2320.1 General. The requirements in this section are intended for conventional light -frame construction. Other methods may be used provided a satisfactory design is submitted showing com- pliance with other provisions of this code. Only the following occupancies may be constructed in accord- ance with this division: 1. One -, two- or three -story buildings housing Group R Occu- pancies. 2. One -story Occupancy Category 4 buildings, as defined in Table 16 -K, when constructed on a slab -on -grade floor. Group U Occu ncieS /' 4. Top -story walls and roofs of Occupancy Category 4 bu d .ings not exceeding two stories of wood framing. 5. Interior nonload- bearing partitions, ceilings and curtain walls in all occupancies. When total loads exceed those specified in Tables 23- tV -1-1. 23-1V-1-3, and 23- IV -R -1. 23- IV -R -2, 23- IV -R -3, 23- IV -R-4, 23- IV -R -7, 23- IV -R -8, 23- IV -R -9, 23- IV -R -IO, 23- IV -R -11 and 23-IV-R-12; 23- VII -R -I, 23- VII-R -3, 23- VII -R -7, 23- VII -R•9, 23- VIII•A, 23- VIII -B, 23- VIII -C, 23- VIII -D, an engineering design shall be provided for the gravity load system. Other approved repetitive wood members may be used in lieu of solid -sawn lumber in conventional construction provided these members comply with the provisions of this code. 2320.2 Design of Portions. When a building of otherwise con- ventional construction contains nonconventional structural ele- ments, those elements shall be designed in accordance with Section 1605.2. 2320.3 Additional Requirements for Conventional Construc- tion in High -wind Areas. Appendix Chapter 23 provisions for conventional construction in high -wind areas shall apply when specifically adopted. 2320.4 Additional Requirements for Conventional Construc- tion in Seismic Zones 0, 1, 2 and 3. 2320.4.1 Braced wall lines. Where the basic wind speed is not greater than 80 miles per hour (mph) (129 km/h), buildings shall be provided with exterior and interior braced wall lines. Spacing shall not exceed 34 feet (10 363 mm) on center in both the longitu- dinal and transverse directions in each story. 2320.4.2 Braced wall lines for high wind. Where the basic wind speed exceeds 80 mph (129 km/h), buildings shall be pro- vided with exterior and interior braced wall lines. Spacing shall not exceed 25 feet (7620 mm) on center in both the longitudinal and transverse directions in each story. EXCEPTION: In one - and two -story Group R. Division 3 build- ings, interior braced wall line spacing may be increased to not more than 34 feet (10 363 mm) on center in order to accommodate one single room per dwelling unit not exceeding 900 square feet (83.6 m=). The building official may require additional walls to contain braced panels when this exception is used. 2320.4.3 Veneer. Anchored masonry and stone wall veneer shall not exceed 5 inches (127 mm) in thickness and shall conform to the requirements of Chapter 14. 2320.4.4 Lateral force - resisting system. Buildings in Seismic Zone 3 that are not provided with braced wall lines in accordance Division IV— CONVENTIONAL LIGHT -FRAME CONSTRUCTION SECTION 2320 — CONVENTIONAL LIGHT -FRAME CONSTRUCTION DESIGN PROVISIONS with Section 2320.1 or that are of unusual shape as described in Section 2320.5.4 shall have a lateral - force - resisting system de- signed to resist the forces specified in Chapter 16. 2320.5 Additional Requirements for Conventional Construc- tion in Seismic Zone 4. 2320.5.1 Braced wall lines. Buildings shall be provided with exterior and interior braced wall lines. Spacing shall not exceed 25 feet (7620 mm) on center in both the longitudinal and trans- verse directions in each story. EXCEPTION: In one - and two-story Group R. Division 3 build- ings. intenor braced wall line spacing may be increased to not more than 34 feet ( 10 363 mm) on center in order to accommodate one single room per dwelling unit not exceeding 900 square feet (83.61 m The building official may require additional walls to contain braced panels when this exception is used. 2320.5.2 Lateral- force - resisting system. When total loads supported on wood framing exceed those specified in Tables 23- P/ -J -1, 23- 1V -J -3, 23-IV-R-1. 23- IV -R -2, 23- IV -R -3. 23- IV -R -4, 23- IV-R -7, 23- IV -R -8, 23- IV -R -9 and 23- 1V -R -10, 23- VII -R -1. 23-VII-R-3, 23- VII-R -7, 23- VII -R•9, 23- VIII -A. 23- VIII -B, 23- VIII -C and 23- VIII -D. an engineering design shall be provided for the lateral - force- resisting system. 2320.5.3 Veneer. Anchored masonry and stone wall veneer shall not exceed 5 inches (127 mm) in thickness, shall conform to the requirements of Chapter 14 and shall not extend above the first story. 2320.5.4 Unusually shaped buildings. When of unusual shape. buildings of light -frame construction shall have a lateral- force- resisting system designed to resist the forces specified in Chapter 16. Buildings shall be considered to be of unusual shape when the building official determines that the structure has framing irregu- larities. offsets, split levels or any configuration that creates dis- continuities in the seismic load path and may include one or more of the following. 2320.5.4.1 When extenor braced wall panels, as required by Sec- tion 2320.11.3, are not in one plane vertically from the foundation to the uppermost story in which they are required. EXCEPTION: Floors with cantilevers or setbacks not exceeding four times the nominal depth of the floor joists may support braced wall panels provided: 1. Floor joists are 2 inches by 10 inches (51 mm by 254 mm) or larger and spaced at not more than 16 inches (406 mm) on cen- ter. 2. The ratio of the back span to the cantilever is at least 2 to 1. 3. Floor joists at ends of braced wall panels are doubled. 4. A continuous rim joist is connected to ends of all cantilevered joists. The am joist may be spliced using a metal tie not less than 0.058 inch (1.47 mm) (16 galvanized gage) and 1 inches (38 mm) wide fastened with six 16d nails. 5. Gravity loads carried at the end of cantilevered joists are lim- ited to uniform wall and roof load and the reactions from head- ers having a span of 8 feet (2438 mm) or less. 2320.5.4.2 When a section of floor or roof is not laterally sup- ported by braced wall lines on all edges. EXCEPTION: Portions of roofs or floors which do not support braced wall panels above may extend up to 6 feet (1329 ram) beyond a braced wall line. - 2320.5.4.3 When the end of a required braced wall panel extends more than 1 foot (305 mm) over an opening in the wall below. This provision is applicable to braced wall panels offset in plane and to braced wall panels offset out of plane as permitted by Section 2320.5.4.1, exception. 1 -217 2320.9.4 Particleboard. Where used as structural subflooring or as combined subfloor underlayment. particleboard shall be as r set forth in Table 23- II -F -2. 2320.10 Particleboard Underlayment. In accordance with approved recognized standards, particleboard floor underlayment shall conform to Type PBU. Underlayment shall not be less than 1 /4 inch (6.4 mm) in thickness and shall be identified by the grade mark of an approved inspection agency. Underlayment shall be in- stalled in accordance with this code and as recommended by the manufacturer. C - 1997 UNIFORM BUILDING CODE 2320.11 Wall Framing. 2320.11.1 Size, height and spacing. The size. height and spac- ing of studs shall be in accordance with Table 23 -IV -B except that Utility grade studs shall not be spaced more than 16 inches (406 mm) on center, or support more than a roof and ceiling, or exceed 8 feet (2438 mm) in height for exterior walls and load- bearing walls or 10 feet (3048 mm) for interior nonload- bearing walls. 2320.11.2 Framing details. Studs shall be placed with their wide dimension perpendicular to the wall. Not less than three studs shall be installed at each corner of an exterior wall. EXCEPTION: At corners, a third stud may be omitted through the use of wood spacers or backup cleats of 3 /8- inch -thick (9.5 mm) wood structural panel, 3 /8 -inch (9.5 mm) Type M "Exterior Glue" particle- board, 1- inch -thick (25 mm) lumber or other approved devices that will serve as an adequate backing for the attachment of facing materials. Where fire- resistance ratings or shear values are involved, wood spacers, backup cleats or other devices shall not be used unless specifi- cally approved for such use. Bearing and exterior wall studs shall be capped with double top plates installed to provide overlapping at corners and at intersec- tions with other partitions. End joints in double top plates shall be offset at least 48 inches (2438 mm). EXCEPTION: A single top plate may be used, provided the plate is adequately tied at joints, corners and intersecting walls by at least the equivalent of 3 -inch by 6 -inch (76 mm by 152 mm) by 0.036 -inch- thick (0.9 mm) galvanized steel that is nailed to each wall or segment of wall by six Sd nails or equivalent, provided the rafters, joists or trusses are centered over the studs with a tolerance of no more than 1 inch (25 mm). When bearing studs are spaced at 24 -inch (610 mm) intervals and top plates are less than two 2 -inch by 6 -inch (51 mm by 152 mm) or two 3 -inch by 4 -inch (76 mm by 102 mm) members and when the floor joists, floor trusses or roof trusses which they sup- port are spaced at more than 16 -inch (406 mm) intervals, such joists or trusses shall bear within 5 inches (127 mm) of the studs beneath or a third plate shall be installed. Interior nonbearing partitions may be capped with a single top plate installed to provide overlapping at corners and at intersec- tions with other walls and partitions. The plate shall be continu- ously tied at joints by solid blocking at least 16 inches (406 mm) in length and equal in size to the plate or by 1 /8 -inch by 1 (3.2 mm by 38 mm) metal ties with spliced sections fastened with two 16d nails on each side of the joint. Studs shall have full bearing on a plate or sill not less than 2 in- ches (51 mm) in thickness having a width not less than that of the wall studs. 2320.11.3 Bracing. Braced wall lines shall consist of braced wall panels which meet the requirements for location. type and amount of bracing specified in Table 23- IV -C -1 and are in line or offset from each other by not more than 4 feet (1219 mm). Braced wall panels shall start at not more than 8 feet (2438 mm) from each end of a braced wall line. All braced wall panels shall be clearly EXCERPTS FROM CHAPTER 23 indicated on the plans. Construction of braced wall panels shall be by one of the following methods: 1. Nominal 1 -inch by 4 -inch (25 mm by 102 mm) continuous diagonal braces let into top and bottom plates and intervening studs, placed at an angle not more than 60 degrees or less than 45 degrees from the horizontal. and attached to the framing in con- formance with Table 23- I1 -B -1. 2. Wood boards of 5 /8 -inch (16 mm) net minimum thickness applied diagonally on studs spaced not over 24 inches (610 mm) on center. 3. Wood structural panel sheathing with a thickness not less than 5/16 inch (7.9 mm) for 16 -inch (406 mm) stud spacing and not less than "/8 inch (9.5 mm) for 24 -inch (610 mm) stud spacing in accordance with Tables 23- I1 -A -1 and 23-IV-D-1. 4. Fiberboard sheathing 4 -foot by 8 -foot (1219 mm by 2438 mm) panels not less than 11 , inch (13 mm) thick applied vertically on studs spaced not over 16 inches (406 mm) on center when in- stalled in accordance with Section 2315.6 and Table 23 -II -J. 5. Gypsum board [sheathing 1 / , (13 mm) thick by 4 feet (1219 mm) wide, wallboard or veneer base] on studs spaced not over 24 inches (610 mm) on center and nailed at 7 inches (178 mm) on center with nails as required by Table 25 -I. 6. Particleboard wall sheathing panels where installed in ac- cordance with Table 23- IV -D -2. 7. Portland cement plaster on studs spaced 16 inches (406 mm) on center installed in accordance with Table 25 -1. 8. Hardboard panel siding when installed in accordance with Section 2310.6 and Table 23 -II -C. Method 1 is not permitted in Seismic Zones 2B, 3 and 4. For cripple wall bracing, see Section 2320.11.5. For Methods 2, 3, 4, 6, 7 and 8, each braced panel must be at least 48 inches (1219 mm) in length, covering three stud spaces where studs are spaced 16 inches (406 mm) apart and covering two stud spaces where studs are spaced 24 inches (610 mm) apart. For Method 5. each braced wall panel must be at least 96 inches (2438 mm) in length when applied to one face of a braced wall panel and 48 inches (1219 mm) when applied to both faces. All vertical joints of panel sheathing shall occur over studs. Horizontal joints shall occur over blocking equal in size to the studding except where waived by the installation requirements for the specific sheathing materials. Braced wall panel sole plates shall be nailed to the floor framing and top plates shall be connected to the framing above in accord- ance with Table 23- II -B -1. Sills shall be bolted to the foundation or slab in accordance with Section 1806.6. Where joists are per- pendicular to braced wall lines above, blocking shall be provided under and in line with the braced wall panels. 2320.11.4 Alternate braced wall panels. Any braced wall panel required by Section 2320.11.3 may be replaced by an alter- nate braced wall panel constructed in accordance with the follow- ing: 1. In one -story buildings. each panel shall have a length of not less than 2 feet S inches (813 mm) and a height of not more than 10 feet (3048 mm). Each panel shall be sheathed on one face with 3 /s- inch - minimum - thickness (9.5 mm) plywood sheathing nailed with Sd common or galvanized box nails in accordance with Table 23- II -B -1 and blocked at all plywood edges. Two anchor bolts installed in accordance with Section 1806.6. shall be provided in each panel. Anchor bolts shall be placed at panel quarter points. Each panel end stud shall have a tie -down device fastened to the foundation, capable of providing an approved uplift capacity of not less than 1,800 pounds (816.5 kg). The tie -down device shall 1 -219 i. PERMIT NO.: (— 0 5 Z BUILDING PERMJTS INSPECTIONS ❑ 00001 Progress Inspection Status ❑ 00002 Pre - construction ❑ 00003 Investigation ❑ 00004 OK to Occupy ❑ 00005 Remove Stop Work Order ❑ 00006 Follow -up ❑ 00007 Pre -Move Inspection ❑ 00050 WSEC Residential ❑ 00060 WA Ventilation/Indoor AQC ❑ 00070 NLEA Inspection/Modular Struct ❑ 00071 Mobile Home Tie Down Insp ❑ 00072 Marriage Lines ❑ 00090 Resteel ❑ 0095 Footing Drains 00100 Foundation Footings Q , 00200 Foundation Walls ❑ 00250 Foundation Insulation ❑ 00300 Concrete Slab /Slab Insulation 0 ,00350 Crawl Space 16-i 00400 Shear Wall Nailing 0 ,00450 Plywood Wall Sheathing 1 - 00500 Roof Sheathing Nailing 0 00525 Plywood Deck Nailing ❑ ' 00550 Exterior Wail Sheathing ❑ 00600 Masonry Chimney ❑ j 00610 Chimney Installation/All Types Te 0700 Framing ❑ 00750 Root7Ceiling Insulation ❑ 00800 Floor Insulation v 00801 Wail Insulation ❑ 00802 Exterior Roof Insulation ❑ 00803 Glazing Inspection ❑ 00815 Lighting and Controls ❑ 00900 Suspended Ceiling ❑ 01000 Interior Wallboard Fastening ❑ 01001 Exterior Wallboard Fastening ❑ 01110 Pre -Move Inspection ❑ 01115 Motor inspection ❑ 01120 Pre -Demo ❑ 01140 Pre - reroof ❑ 01400 Final -Fire [, 01700 Final - Building ❑ 01900 Final- Reroof ❑ 03100 Site Visit ❑ 04000 Special - Concrete ❑ 04001 Special -Bolts in Concrete ❑ 04001 Special- MomiResist Conc Frame ❑ 04003 Special -Reinf Steel Prestress ❑ 04004 Special - Welding ❑ 04005 Special - High - Strength Bolting ❑ 04006 Special- Structural Masonry ❑ 04007 Special -Reinf Gypsum Concrete ❑ 04008 Special- Ins>,ulating Conc Fill ❑ 04009 Special -Spray Fireproofing ❑ 04010 Special- Piling, Piers, Caissons ❑ 04011 Special- Shotcrete ❑ 04012 Special- Grading, ExcaviFill ❑ 04013 Special - Retaining Wall ❑ 04014 Special - Panels ❑ 04015 Special -Smoke Control System �u 114 ,,iltdc-4 TENANT NAME: Le.J, CONDITIONS [K01 No changes to plans unless approved by Bldg Div ❑ 0010 Special inspection require, notify Bldg Div ❑ 0011 Special inspector shall submit final signed report 0012 Ne'.v ceiling grid & light fixture shall meet lateral bracing ❑ 0013 Partition walls attached to ceiling grid ❑ 0014 Readily accessible access to roof mounted equipment ❑ 0015 Engineered truss drawings & pales shall be on site ❑ 0016 Exposed insulation backing material ❑ 0017 Subgrade preparation including drainage, excavation ❑ 0013 Statement from rooting contractor verifying :ire retardant class of roof 0019 All construction to be done in conformance •wiaperoved plans ❑ "No work shall be done in addition to those modifications..." ❑ 0002 Plumbing permits shall be obtained through King Co ❑ 0020 Structural observation shall be provided for this project 0 0021 All food preparation establishments must have King Co ❑ 0022 Fire retardant treated wood shall have flame spread of ❑ 0023 Notify Building Division prior to placing any concrete ❑ 0024 All spray applied fireproofing shall be special inspected ❑ 0025 All wood to remain in placed concrete shall be treated 0 ,Q026 All structural masonry shall be special inspected 0027 Validity of Permit ❑ 40023 Rack storage requires separate permit 0003 Electrical permits obtained through L & I ❑ 0030 No occupancy of building until final insp by Bldg Div ❑ 0032 Remove all weeds. concrete. stone foundations. flat concrete 0036 Manufacturers installation instructions required on site "BTU maximum allowed per 1997 WA State Energy Code" 0035 Contact PW Div to obtain insp for water /sewer connect 0033 A C of 0 will be required for this permit 0039 Final approval for all TI w/in the limits of the SC Mall 0004 All mechanical work shall be under separate permit 0040 All construction noise to be in compliance with 3.2 TMC 041 Ventilation is required for all new rooms & spaces 0005 All permits, insp records & approved plans available 0006 . All structural concrete shall be special inspected "Applicant shall obtain a separate plumbing permit from King Co" "Anchoring — All new construct and substantial improvement shall be anchored to prevent flotation" ❑ 0007 All structural welding shall be done by WABO certified inspector ❑ 0008 All high - strength bolting shall be special inspected ❑ 0009 Bolts installed in concrete shall be special inspected ❑ 0031 Comply with requirements of TMC 16.04 ❑ 0034 Removal of septic tanks require approval and compliance with King Co Health Dept. ❑ "Obtain required inspections from appropriate water Sc sewer districts" ❑ "Fuel burning appliances ❑ "Appliances, which generate...." ❑ "Water heater shall be anchored...." ❑ "Reroot" Plan Reviewer: Permit Tech: 11 J(zzois Date: 6 ` U _ 200 ` Date: Revision No. ; Date Received Staff Initials Date Issued Staff Initials <04- Summary Revision: y i .' 4t7 - 11.4 .t�• t < <t �. •-...--.‹.. c �.c --7 - u- i( %-7`G ic^ ` . �� .„ < ..i:c- :- ,r.yt.C• /li�'r.G•'X1,es, sib" C.'�,lGL`L•l! 4 �. ) . / /1 C , •i.+ ex., e'uC Received By:Cihe / K &t.7 Summary of Revision: Received By: Received By: Revision No. Date Received Staff Date Initials ; Issued Staff Initials 3 fC- /e-cli i ,S ie S I I0- ,5 -- 0 I <04- Summary Revision: y i .' 4t7 - 11.4 .t�• t < <t �. •-...--.‹.. c �.c --7 - u- i( %-7`G ic^ ` . �� .„ < ..i:c- :- ,r.yt.C• /li�'r.G•'X1,es, sib" C.'�,lGL`L•l! 4 �. ) . / /1 C , •i.+ ex., e'uC Received By:Cihe / K &t.7 .-'JLt.'12 ZA . • c c -/L Revision No. Date Received Staff Initials Date Issued Staff Initials Summary of Revision: Received By: PROJECT NAME: U1t, j k vyt PERMI . •O :, 001-- Qs'. Site Address: ygao S. l 0T" 6 - REVISION LOG Original Issue Date: Or/k.-0/ please crint) Revision No. Summary of Revision: Date Received Staff Initials Date Issued Staff Initials Received By: Ig/l ~ ' of _e se cant) Revision ` Date No. Received Staff Initials Date Issued Staff Initials Summary of Revision: Received By: (please print) e (please print) PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D01 -052 DATE: 02 -26 -01 PROJECT NAME: WILFRED KENT SITE ADDRESS: 4920 S 107 ST SUITE NO: Original Plan Submittal Response to Incomplete Letter It Response to Correction Letter it Revision it After Permit Is Issued DEPARTMENTS: Building Division ( Fire Pr delta 3 h4 t - 24-Q4 Public Works Structural L "C4 27-o DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 02-27-01 Complete [71 Incomplete n Comments: TUES /THURS ROUT NG: Please Route Structural Review Required REVIEWER'S INITIALS: 0 c v1•o11e111=1► No further Review Required APPROVALS OR CORRECTIONS: (ten days) REVIEWER'S INITIALS: A.AA' JAI 1 �. t , V CORRECTION DETERMINATION: Approved REVIEWER'S INITIALS: `PRRO(If rxxc v.. Approved with Conditions Planning Division A4. z -2:1-01 Permit Coordinator n Not Applicable [ DATE: DUE DATE 03-27-01 Approved n Approved with Conditions n Not Approved (attach comments) n DATE: DUE DATE Not Approved (attach comments) DATE: l z U U co w J < Z Z° 0 O - O t- w W U. O ui P O DEPARTMENTS: Building'Division, Uu e, (p-).Q( Public Works Original Plan Submittal Approved ',RRour[ DOC PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER D01 -052 PROJECT NAME: WILFRED KENT SITE ADDRESS: 4920 S 107 ST TUES /THURS ROUTI G: Please Route Structural Review Required REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: (ten days) Approved with Conditions Fire Prevention Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Yi Incomplete n Comments: n n C Approved ri Approved with Conditions REVIEWER'S INITIALS: CORRECTION DETERMINATION: REVIEWER'S INITIALS: DATE: 06 -04 -01 SUITE NO: Response to Incomplete Letter it Response to Correction Letter # 1 Revision # AFTER Permit Is Issued PERMT COORD COP Planning Division Permit Coordinator DUE DATE: 06-05-01 Not Applicable f l No further Review Required DATE: DUE DATE 07 -03 -01 Not Approved (attach comments) n • n DATE: DUE DATE Not Approved (attach comments) ri DATE: ACTIVITY NUMBER: D01 -052 PROJECT NAME: WILFRED KENT RESIDENCE SITE ADDRESS: 4920 SOUTH 107 STREET Original Plan Submittal DEPARTMENTS: Buil ing Division r Fire Prevention kp 101,--0‘ Public Works C Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Approved Approved \PRROU1E.DOC 5/99 Response to Correction Letter # CORRECTION DETERMINATION: FL , PLAN REVI UTING SLIP Incomplete n Comments: TUES /THURS ROUT G: Please Route Structural Review Required ri No further Review Required REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: (ten days) Approved with Conditions REVIEWER'S INITIALS: Approved with Conditions n n DATE: 10 -10 -01 Response to Incomplete Letter # _XX_Revision # 3 After Permit Is issued Plan' g Division -/k 1011 -di Permit Coordinator DUE DATE: 10-1 1-01 Not Applicable E DATE: DUE DATE 11 -08 -01 Not Approved (attach comments) DATE: DUE DATE Not Approved (attach comments) REVIEWER'S INITIALS: DATE: ACTIVITY NUMBER: D01 -052 PROJECT NAME: Wilfred Kent Residence SITE ADDRESS: 4920 S 107 St. SUITE # DATE: 10 -2 -01 Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # A Revision # 4- After Permit Is Issued DEPARTMENTS: Bdild UU aD Public Works DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete l.__ Comments: PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP Structural Incomplete 44 .h/4.# / _.' .0 TUES /THURS ROUTING: Please Route 1 Structural Review Required REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: (4 weeks) Approved CORRECTION DETERMINATION: Approved \PRROUTE.000 5/99 Approved with Conditions Approved with Conditions Fire Prevention ri Planning Division REVIEWER'S INITIALS: n REVIEWER'S INITIALS: Permit Coordinator DUE DATE: 10-4-01 No further Review Required DUE DATE 11 -1 -01 Not Applicable ri n DATE: Not Approved (attach comments) DATE: DUE DATE Not Approved (attach comments) DATE: PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D01 -052 PROJECT NAME: Wilfred Kent Residence SITE ADDRESS: 4920 S. 107 St. SUITE # Original Plan Submittal DEPARTMENTS: Complete !� Comments: Response to Correction Letter # Buildin Division [ X ,4 W .0-01 1-1 Public Works Fire Prevention Structural 4 DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Incomplete r" TUES /THURS ROUTING: Please Route Er Structural Review Required Response to Incomplete Letter # 1 k Revision # L After Permit Is Issued n n DATE: 10 -08 -01 Planning Division Permit Coordinator fgt DUE DATE: 10-9-01 Not Applicable 1 No further Review Required n REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: (4 weeks) Approved Ff Approved with Conditions REVIEWER'S INITIALS: CORRECTION DETERMINATION: Approved ri Approved with Conditions REVIEWER'S INITIALS: \PRROUTE.DOC 5/99 DUE DATE 11 -6 -01 Not Approved (attach comments) DATE: DUE DATE Not Approved (attach comments) DATE: Z re 2 J U C.)o CD 0 CO ILI N LL w 0 � 1 UJ W C.) O O F- Wuj F w z U O ACTIVITY NUMBER: D01 -052 DATE: 10 -10 -01 PROJECT NAME: WILFRED KENT RESIDENCE SITE ADDRESS: 4920 SOUTH 107 STREET Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # XX Revision # 3 After Permit Is Issued DEPARTMENTS: Building Division Public Works DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Incomplete ri Comment r17t -t,{ e TUES /THURS ROUTI G: Please Route Structural Review Required REVIEWER'S INITIALS: Z. APPROVALS OI CORRECTIONS: (ten days) Approved REVIEWER'S INITIALS: CORRECTION DETERMINATION: Approved n Approved with Conditions REVIEWER'S INITIALS: \PRROU TE.DOC 5/99 n PLAN REVIEW /ROUTING SLIP Approved with Conditions Fire Prevention Structural n Planning Division Permit Coordinator n DUE DATE: 10-1 1-01 Not Applicable 0. No further Review Required DATE: DUE DATE 11 -08 -01 Not Approved (atta om gents) DATE: 1, b tr;t �' d DUE DATE Not Approved (attach comments) DATE: clnur . 1 - 6✓ st 14 or hoaw it€. Revision submittals must be submitted in person at the Permit Center. Revisions ►vill not be accepted through the mail, fax, etc. Date: 0 0 0 ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # Revision # after Permit is Issued Project Name: Project Address: Contact Person: City of Tukwila Department of Community Development - Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 (206)431 -3670 Plan Check/Permit Number: I)(01 _ 552- Stovt- tryt Veel Phone Number.0 ) L144 Summary of Revision: RECEiv r CITYO fi TUKL +III r.1 (I ?CO PPP , %-r e+v rcR Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: —S ! •' ), Entered in Sierra on l � 6 08/30/00 Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: October 8, 2001 Plan Check /Permit Number: DO1 -052 O Response to Incomplete Letter # O Response to Correction Letter # City of Tukwila Department of Community Development - Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 (206)431 -3670 P - al vo Project Name: Wilfred Kent Residence © t u, Project Address: 4920 S 107 St. F z Contact Person: Matthew Kent Phone Number: v Summary of Revision: 2 mml l 1ij' J I T (' nevi f 1 Rrn'1T 4A 0th CC)-- 0 z cca__ - Sg j c 1oe... R'- -, r'j L.iNv s Revision # _ after Permit is Issued — R 5 L Sheet Number(s): "Cloud" or highlight all areas of revision incl date of revision Received at the City of Tukwila Permit Center by: ■ /kan — CITY OF TUKWILA PERMIT CENTER 10/08/0 1 z w col U $ la 9 • u w u.� REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: — 2 0 0 Response to Incomplete I .etler !I [] Respopse to Correction better II (l Revision II aficr Permit is Issued Summary oI' Revision: Cily of Tukwila Department of Community Development - Permit Center 6300 Southccnter 13Ivd. Suite 100 Tukwila. WA 98188 (206)431 -3670 Plan Cheek /Permit Number: Project Name: 1 L.-62a ► Project Address: C t 101 Contact Person: C (1.1 iV �, D C) - cY - 1U2..LL.:, W4. w I ca 1 Z Phone Number: 2_ t 771- (-65LI C pl RECEIVED CITY OF TUKWILA OCT O22001 Sheet Number(s): "Cloud" or highlight all areas of revision including dale uf revision Received at the City ot"I'ukwila Permit Center by: K a/) Entered in Sierra on 08/3 0/00 City of Tukwila Department of Community Development - Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 (206)431 -3670 Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: fah o i U ❑ Response to Incomplete Letter # ® Response to Correction Letter # 1 ❑ Revision # 'after Permit is Issued Plan Check/Permit Number: DO 1 -052 Project Name: WILFRED KENT DECK REMODEL Project Address: 4920 South 107 Street Contact Person: Matthew Kent Summary of Revision: Sheet Number(s): \ { ��- "Cloud" or highlight all areas of revision including date ofjevislo Received at the City of Tukwila Permit Center by: ` _Entered in Sierra on Phone Number: 10� r i f F4` o J 5 03/21/01 — r1T OVA , csi.r , t t•or �I� c -I Utz ' 4 1 !. =tor r� I, - 0 - Iv sb I -I 7c/ - 1- , c - CI*1=rti 2. - W lw Nolr Z OWNER: PROJECT ADDRESS: WILFRED KENT ZONING: SF 5000 TAX I.D.: 547680- 0201 -0 4vr : r t;UIDE 9CJW FLS� 4 ' 4 "To ExtsTlt ct cow— to 070,, 11 %ll[- Az-go 4920 SOUTH 107TH STREET, TUKWILA, WASHINGTON 98178. I SEPAR A TE PERMIT REQUIRED FOR: I: ECHANICAL 1q LECTRICAL E" LUMSING .r4 GAS PIPING CITY OF TUKWILA LEGAL I BUILDING DIVISION DESCRIPTION: WEST 57.5 FEET OF TRACT 22 OF MERRICK'S ACRS TRACTS DIVISION NO_ Z. ADDITION TO THE CITY OF SEATTLE, ACCORDING TP PLAT RECORDED IN VOLUME 12 OF PLATS AT PAGE(S) 47, IN KING COUNTY, WASHINGTON. EXPIRED LOT COVERAGE: AUQ 0 ZQQZ LOT SIZE: 17314.975 S.F. MAXIMUM COVERAGE ALLOWED: 35% = 6060.24125 S.F. LOT COVERAGE EXISTING PROPOSED NET CHANG HOUSE FOOTPRINT 765.09S.F. 765.09S.F. 0 S.F. FRONT PORCH AND 304.255.F. 387s.F. +82.755.F. DECK DETACHED SHED 150s. F. 1505.F. 0 S.F. TOTAL 1219.345. F. 1302.095.F. (7.04 %) (7.52 %) EXTENT OF WORK: (A) EXTEND AND REBUILD EXISTING DECK. REBUILD AND RELOCATE FRONT PORCH. (304.25s.F. EXISTING + 82.755.F. ADDITION= 387S.F.) (B) PATCH ROOF AS INCIDENTAL TO REBUILD OF COVERED DECK. (C) DEMOLISH EXISTING GARAGE DOOR AND REPLACE WITH CONCRETE RE "FAINiNG WALL. (D) REMOVE EXISTING BASKETBALL HOOP. BACKFILL EXISTING GARAGE DRIVEWAY TO GRADE. (E) REPLACE FINISHED FLOOR IN KITCHEN, BATHROOM AND BEDROOMS. (F) REPLACE EXISTING CABINETS AND FIXTURES PER PLANS IN KITCHEN AND BATHROOM. (H) REPLACE EXISTING LIGHTING AND ELECTRICAL OUTLETS ON FIRST FLOOR IN ACCORDANCE WITH S.B.C. LLLLLL������ (I) INSTALL LINE VOLTAGE SMOKE DETECTORS PER PLAN y ACCORDANCE WITH S.B.C. 310.9.1. `` II L END OF PROJECT STATISTICS I understand that the Plan l:nei -ppravais are subject to errors and omissions and approval of plans does not authorize the violation ^ 1 adopted code or ordinance. . Receipt Rt s o co, tractor's copy of approved By �� 7 Dat e. Perm seitS E1 S CA +82.755.F. .AU0 0 6 CORRECTION LTR# �. � D-7112(. ,■ fi r ,- of I —i— — Ii. t WSW Pis - 1] - " - W / \11 I Tl +t— — — — — � l r— — — — — It- — — ± - - — — - --+— — — —+ - c am -- i / u i Lei� _I: nl� W H. ,-o „000 6 2002 G 1 4 w Ind- i `, 1(.[ ` )zlt" u try - li t ( i - j : 41 171. 1;1011 -- — 4 -1 /w Iv riJ'' . Ftrep OO rc1 v -- Wr - t - / - t1e%1 - H} I , vcpiv - 1 IG i-wH it `,- 1-t- ;1PA- I r - A + 1 ( - rtIIH, -2 - n' 1 �t G-tLAZIH- G L -ATI0H 1�". A. ALTERATIONS. (Calculate for heated area of existing house.) 1. Heat Source: (Electric o. other fuels) 2. Heated floor area of whole house: (Measure to outside of exterior walls.) 3. Total glazing area: before: 4. Total glazing area: after: (Include existing glazing) . 5. Net change in glazing: (subtract item #3 from item #4) a. Percent glazing:. ((Item f4 .;.item #2) x 100) (15% max. for electric resistance heat source. 21% max. for all fuels other than electric:) )( z I* fi7 �. t = v<Ktf -M - ro i 7. fi \II _ 1 - w or h r 2.s.f. 3. 0 / s.f. 5. ���J7i s.f. 6.. 5:12 p. AD0/1,0NR• (Calculate - for newfloor.area only ) : 0, 1. 0 2.s (Exterior measurement of addition only.) Proposed glazing for- addition: 3. II(ii s ;£. Existing glazing to be:removed: 4. ILia{! s.f. • (From common wall of existing house only.) ! Net change in glazing: 5. s.f. (Subtract item #4 from item #3) t Percent glazing: - .- - 6. - 'S % [(Item #5 : item #2) x 100] Prescriptive path: - 7. 1. Heat source: (Electric or all other.-fuels) 0tO,� Zf�xlO *- . 1�c1� 7cl - T(�� t �. O Ih ��x ( SUDI96 0 qtr -. �x \\ 7 ' „ \V/ X11► -17 B IZ `�{' L lor 0 m_ Fr,t4 6,4 0,/: v7 iv o wHabcfN3N51:a(P74 r14 1 -11 0-71-111 4 - WrAl 1*: V14 I , , 1t1II -4-447 \ANTI, ` - V11 \* UL. h-i \v /)I �tc� (,a 111) - rpc010 - tHlu M \\I i -f -6t : C rime[ ' L.1" V % 62* U6gtZgq� iu' o% PJY.FVItk ; 1apR ]vt o JUN 1 1 MI ., : Lovk, -- -_ r 1 441.#46t 1-#461 0 IUvi 47 4 -.o" c FI-PR x p.,f_tiUi-{[#'-to `® l -1- To cz # frfr -, D-7112(. ,■ fi r ,- of I —i— — Ii. t WSW Pis - 1] - " - W / \11 I Tl +t— — — — — � l r— — — — — It- — — ± - - — — - --+— — — —+ - c am -- i / u i Lei� _I: nl� W H. ,-o „000 6 2002 G 1 4 w Ind- i `, 1(.[ ` )zlt" u try - li t ( i - j : 41 171. 1;1011 -- — 4 -1 /w Iv riJ'' . Ftrep OO rc1 v -- Wr - t - / - t1e%1 - H} I , vcpiv - 1 IG i-wH it `,- 1-t- ;1PA- I r - A + 1 ( - rtIIH, -2 - n' 1 �t G-tLAZIH- G L -ATI0H 1�". A. ALTERATIONS. (Calculate for heated area of existing house.) 1. Heat Source: (Electric o. other fuels) 2. Heated floor area of whole house: (Measure to outside of exterior walls.) 3. Total glazing area: before: 4. Total glazing area: after: (Include existing glazing) . 5. Net change in glazing: (subtract item #3 from item #4) a. Percent glazing:. ((Item f4 .;.item #2) x 100) (15% max. for electric resistance heat source. 21% max. for all fuels other than electric:) )( z I* fi7 �. t = v<Ktf -M - ro i 7. fi \II _ 1 - w or h r 2.s.f. 3. 0 / s.f. 5. ���J7i s.f. 6.. 5:12 p. AD0/1,0NR• (Calculate - for newfloor.area only ) : 0, 1. 0 2.s (Exterior measurement of addition only.) Proposed glazing for- addition: 3. II(ii s ;£. Existing glazing to be:removed: 4. ILia{! s.f. • (From common wall of existing house only.) ! Net change in glazing: 5. s.f. (Subtract item #4 from item #3) t Percent glazing: - .- - 6. - 'S % [(Item #5 : item #2) x 100] Prescriptive path: - 7. 1. Heat source: (Electric or all other.-fuels) 0tO,� Zf�xlO *- . 1�c1� 7cl - T(�� t �. O Ih ��x ( SUDI96 0 qtr -. �x \\ 7 ' „ \V/ X11► -17 B IZ `�{' L lor 0 m_ Fr,t4 6,4 0,/: v7 iv o wHabcfN3N51:a(P74 r14 1 -11 0-71-111 4 - WrAl 1*: V14 I , , 1t1II -4-447 \ANTI, ` - V11 \* UL. h-i \v /)I �tc� (,a 111) - rpc010 - tHlu M \\I i -f -6t : C rime[ ' L.1" V % 62* U6gtZgq� iu' o% PJY.FVItk ; 1apR ]vt o JUN 1 1 MI N t Q \ I \V / \ / \ f t I/1% = 1 \gym \ S f 0-) -Ki Hr 'ZXw "T'"I er1o!/2.,(--1 gxlc , CODE: DESIGN IS IN CONFORMANCE WITH THE UNIFORM BUILDING CODE, 1997 EDtON, AS AMENDED BY THE SEATTLE BUILDING DEPARTMENT (D.C.LU.) DESIGN LIVE LOADS: ROOF 25 PSF WIND 80 MPH EXP. B SEISMIC ZONES FOUNDATIONS: DESIGN SOIL BEARING VALUE= 2000 PSF (ASSUMED) EQUIVALENT FLUID PRESSURE = 35 PCF UNRESTRAINED MINIMUM DEPTH OF FOOTINGS BELOW OUTSIDE AMSHED GRADE = -6" SPREAD FOOTINGS TO BEAR ON UNDISTURBED NATIVE SOIL CONCRETE: ALL PHASES OF WORK PERTAINING TO CONCFETECONSTRUCTION TO CONFORM TO 1997 U.B.C.. (ACI 318 - LATEST EDITION). ALL DOWELS, ANCHOR BOLTS NM OTHER INSERTS SHALL BE SECURED IN POSITION PRIOR TO POURING CONCRETE. ANCHORBOLTS FORPRESSURE- TREATED SILL PLATES TO FOUNDATION WALL TO BE 5/8" DIAMETER MINIMUM WITH 7 INCH MINIMUM EMBEOABNT. Two (2) BOLTS PER SILL RATE MINIMUM. USE 2 "x2° x3116" PLATE WASHERS WITH EACH ANCHOR BOLT IN ACCORDANCE WITH1997UBC1806.61. FOOTINGS AND STEM WALLS: F'C= 2500 PSI AT 28 EAYS,FC= 844 PSI (NO SPECIAL INSPECTION REQUIRED). MINIMUM 5 "A SACKS OF CEMENT PERYARD OF CONCRETE MAXIMUM 6 GALLON OF WATER PER SACK OF OBAENT. 7/8" MINUS AGGREGATE MAXIMUM SLUMP 4" CONCRETE SLAB: - CONCRETE SLAB ON GRADE TOBE SPRAYED WITH CURING AGENT. REINFORCE SLABNRTH FIBERMESH", PER MANUFACTURER'S SPECIFICATIONS. PROVIDE CONIROLJOINTS PER FOUNDATION RAN. REINFORCING STEEL: ALL REINFORCING STEEL SHALL BE RACED IN ACCORDANCE WRH RFE IRM.DING CODE REQUIREMENTS FOR FORCED CONCRETE (ACI 218 AND THE MANUAL OF STANDARD PRACTICE OF REINFORCED CONCRETE CONSTRUCTION (1992 EDITION) BY CRSI, OR AS DETAILED - WHIGHBI RISMORESTRINGENT. DEFOFWED REISIMFORCINGS1133.BARS SHALL CONFORMTO - 615, GRADE 40. AU. REINFORCING BAR ENDS SHALL 8E MADE COLD, MINA MNUMUM RADIUS OF 6 BAR DIAMETERS (1' -7" MINIMUM). CORNER BARS (2 -O' BEND) SHALL E PROVIDED FORAM HORRONTAL REINFORCEMENT. LAP ALL BARS A MINIMUM OF 48 BAROMETERS, MESS NOTED OTHERWISE. UNLESS OTHHHMSE NOTED ON THE DRAWINGS, REINFORCING STEEL SHALL HAVE THE FOLLOWING MINIMUM COVER O 0 i r / //////// 4 11 : 1• A I m p V-tA, Kr1 ?rt �VH 1 * 11 4 -■I !/ _ I I II di l I Au I - rtli K I I T--4-I- 1IL I 1 I 9 DF-L SCELLANEOUS FRAMING LUMBER: HEM FIRSTANDARD ORBETTER. o 0 itX & , O 44,24, i I�i - tf {tom 6 txk Ti` ' I41=LT 192, ' Zxt& • CONCRETE CAST AGAINST EARTH: 31MEs CONCRETE EXPOSED TO EARTH OR WEATHER: 1 Y INCHES LUMBER AND TIMBER: FLOOR 40 PSF(RESMEPmAL) DOUGLAS FIR - LARCH AND HEM•RRGRADED IN ACCORDANCE WmT WEST COAST LUMEER INSPECTION BUREAU GRADING RULES #17, 1996 REVISED EDrON. 2x6 RAFTERS 2x8 RAFTERS 4x POSTS 2x4 STUDS 2x6 STUDS 2xM -i H-F No. 2 Fs= 1105 PSI H-F No. 2 FB =1020 PSI DF-L No. 2 H - F STUD GRADE o.2 FB =1105 GLUE-LAMINATED TIMBER: LAMINATED TIMBER SHALL BE DOUGLAS - FIR/LARCH KILN- DRIED. STRESS GRADE COMBINATION 24F V4 (Fs= 2400 PSI, Fv = 165 PSI) FOR SIMPLE SPANS AND 24F - FOR CANTILEVER AND CONTINUOUS BEAMS. A.I.T.C. CERTIFICATE OF CONFORMATION REQUIRED. GLU -LAMS SHALL CONFORM TO A.I.T.C. STANDARDS 117. FABRICATION SHALL SUBMIT DETAILS AND SPECIFICATIONS TO THE ENGINEER AND BUILDING DEPARTMENT FOR APPROVAL PRIOR TO FABRICATION. LAMINATED VENEER LUMBER: 1. LAMINATED VENEER LUMBER DESIGN IS BASED ON MICRO-LAM LVL PRODUCT ASSUPPUEDBY - JOIST MACMILLAN IN ACCORDANCE WITH NER - 126. DESIGN PROPERTIES SHALL BE: FB= Fv= E= 2600 PSI 285 PSI 1.8x10 - %6 PSI MISCELLANEOUS METAL FASTENERS: FASTENERS, STRAPS AND HANGERS TO BE SIMPSON OR APPROVED EQUAL. ALL HANGERS AND STRAPS SHALL BE FASTENED TO WOOD WITH PROPER NAILS, SCREWS OR BOLTS, PER MANUFACTURER'S RECOMMENDATIONS. ALL HOLES SHALL BE USED. MACHINE BOLTS TO BE A307. ALL NAILS SHALL BE COMMON WIRE NAILS. NAILING SHALL BE IN ACCORDANCE WITH U.B.C. SCHEDULE 23 - 11 - - UNLESS OTHERWISE INDICATED ON THE DRAWINGS (WHICHEVER IS MORE STRICT). PRESERVATIVE TREATMENT: ALL LUMBER THAT IS IN CONTACT WITH OR INSTALLED WITHIN 1 INCH OF CONCRETE OR EXPOSED TO WEATHER SHALL BE TREATED WITH PRESERVATION OF ACZO OR CCA. LUMBER AND PLYWOOD SHALL BE TREATED IN ACCORDANCE WITH AWPA C AND C RESPECTIVELY. NET RETENTION FOR LUMBER AND PLYWOOD SHALL BE - 0.40 POUNDS PER CUBIC FOOT FOR MATERIAL IN CONTRACT WITH EARTH, FRESH WATER, CONCRETE OR MASONRY; 025 POUNDS PER CUBIC FOOT FOR EXPOSURE TO WEATHER. IF TREATED WOOD IS TO BE PAINTED OR CONDITION REQUIRES CLEANUNESS, USE PHENTACHLOROPHENOL WITH 0.40 POUNDS PER CUBIC FOOT FOR LUMBER ABOVE GROUND, 0.50 POUNDS PER CUBIC FOOT FOR WOOD IN CONTACT WITH CONCRETE. WHERE POSSIBLE, PRECUT MATERIAL BEFORE TREATMENT. HANDLE TREATED LUMBER, PENETRATION DAMAGE, FIELD CUTS AND HOLES IN ACCORDANCE WITH AWPC - M4. FLOOR SHEATHING` SHEATHING SHALL BE 34 INCH TONGUE -AND- GROOVE, A.P.A. RATED SHEATHING WITH 5/8' UNDERLAY PLYWOOD. SPAN RATING 48/24 WITH LONG DIMENSION PERPENDICULAR TO SUPPORTS. UNLESS NOTED OTHERWISE, NAIL WITH 6 D COMMON NAILS AT 6 INCHES ON CENTER AT SUPPORTED PANEL EDGES AND 10 INCHES ON CENTER AT INTERMEDIATE SUPPORTS. THE FLOOR SHEATHING SHALL BE GLUED TO THE TREATED 2X SLEEPERS WITH AN APPROVED ADHESIVE ROOF SHEATHING SHEATHING SHALL BE 5/00 A.P.A. RATED SHEATHING. SPAN RATING 32/16, INSTALLED WITH LONG DIMENSION ACROSS SUPPORTS. PANEL END JOINTS SHALL OCCUR AT SUPORTS. NAIL PANEL EDGES WITH 10D NAILS AT 4 INCHES ON CENTER AND 10 INCHES ON CENTER AT INTERMEDIATE SUPPORTS. ALL EDGES SHALL BE BLOCKED WITH 2x WOOD MEMBERS. WALL SHEATHING: SHEATHING SHALL BE Y INCH A.PA. RATED SHEATHING, SPAN RATING 24/0. PANEL END JOINTS SHALL OCCUR AT SUPPORTS. BEARBI•WALL FRAMING: ALL DOOR AND WINDOW HEADERS NOT CALLED OUT ON THE PLANS SHALL BE (2) 2x8 DOUGLAS FIR/LARCH #2 WITH ONE CRIPPLE AND ONE STUD EACH END FOR OPENINGS 4 FEET OR LESS AND TWO CRIPPLES AND ONE STUD FOR OPENINGS MORE THAN 4 FEET WIDE. ALL COLUMNS NOT CALLED OUT ON THE PLANS SHALL BE (2) STUDS. SPIKE LAMINATED COLUMNS TOGETHER WITH 16D NAILS AT 12 INCHES ON CENTER. PROVIDE TWO LAYERS OF ASPHALT IMPREGNANTED BUILDING PAPERAT CONTACT SURFACES BETWEEN WOOD AND CONCRETE. WALLS SHALL HAVE A SINGLE BOTTOM PLATE AND A DOUBLE TOP PLATE END NAIL TOP PLATES AND BOTTOM PLATES TO EACH STUD WITH 2 -16D NAILS. FACE NOEL DOUBLE TOP PLATE WITH 16D NAILS AT 10 INCHES ON CENTER. LAP AND FACE NAIL PLATES WITH 2 -16D NAILS AT EACH SPLICE, CORNER INTERSECTION. STAGGER SPLICES A MINIMUM OF 48 INCHES. FACE NAIL BOTTOM PLATE WITH 2 - 16D 10 INCHES ON CENTER. SPECIAL CONDmONS: THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS IN THE FIELD DURING LAYOUT. Au. DISCREPANCIES SHALL BE REPORTED TO THE ARCHITECT. THE CONTRACTOR SHALL PROVIDE ADEQUATE SHORING AS REQUIRED UNTIL PERMANENT CONNECTIONS AND STIFFEMNGS HAVE BEEN INSTALLED. THE CONTRACTOR SHALL VERIFY SIZE AND LOCATION OF ALL OPENINGS IN THE FLOOR, ROOF AND WALLS WITH THE APPROPRIATE DRAWINGS. THE CONTRACTOR SHALL COORDINATE WITH THE BUILDING DEPARTMENT FOR ALL BUILDING DEPARTMENT- REQUIRED INSPECTIONS. Do NOT SCALE THE DRAWINGS. THE DETAILS SHOWN ARE TYPICAL AND SHALL BE USED FOR LIKE OR SIMILAR CONDITIONS NOT SHOWN. PRE MANUFACTURED TRUSSES: PRE-MANUFACTURED CONNECTOR PLATE WOOD TOOF TRUSSES SHALL BE DESIGNED FOR THE LOADS AND CONDITIONS SHOWN IN THE DRAWINGS IN ACCORDANCE WITH THE SPECIFICATIONS OF THE MANUFACTURER AND THE "DESIGN SPECIFICATION FOR METAL PLATE CONNECTED WOOD TRUSSES TPI - 78" BY THE TRUSS PLATE INSTITUTE. DESIGN, FABRICATION AND ERECTION SHALL CONFIRM TO THE LATEST STANDARDS OF THE MANUFACTURERS AND THE UNIFORM BUILDING CODE STANDARD NO. 25 PART V. - UNLESS OTHERWISE NOTED, MANUFACTURER SHALL DETERMINE LOCATION 'OF JACK TRUSSES AS REQUIRED TO ACCOMODDATE ROOF CONFIGURATION AS SHOWN ON THE DRAWINGS. MANUFACTURER SHALL PRIVIDE ALL TRUSS _ CONNECTIONS, BRIDGING AND BRACING REQUIRED FORA COMPLETE INSTALLATION. - CALCULATIONS STAMPED AND SIGNED BY A STRUCTURAL ENGINEER REGISTERED IN THE STATE OF WASHINGTON FOR THE DESIGN OF THE TRUSSES SHAD. BE SUBMITTED TO THE ARCHITECT, TOGETHER WITH THE SHOP DRAWINGS, PRIOR TO FABRICATION. CITTMO ILA aw . tat END OF STRUCTURAL NOTE Rimwo I1I I i 266i AUG 0 6 7002 NOTE NAIL SHT'G TO ALL SHADED FRAMING w/ SCHEDULED 2x6 FLAT BLK'G PANEL EDGE NAILING. SEWN. STUDS, TYP. 7 2 FULL HEIGHT STUDS I HEADER -4, WINDOW x FULLY NAILED CSI6 STRAPS F (2)2x_ PLATE I BLOCK FOR v,,,,,_ 2x_ CRIPPLE STUDS ion T f T SfhslLE p ore.J, s lo NO SCALE H- o} \�nYAI l� 11 - p l�st!I �kk 4-1-1K 4,1A-pu' As51 { (� Lu 17 (0.) fAsEvc-i-rt VI- - tav} - 1 AG( 'b ±0E;) c t i . 3/4) 4 -- • ( ;) Ibd e- &°a /, ( &1 Y) Frc cm-1 1 1z (6) 16d MIN. .REFER ARCH_ � yam- on GLQ ..,=7 TYP_ DOUEtE TOP E A35 CLIP ANGLE EXTERIOR HEADERS OVER 6' IN LENGTH WHERE HEADER INTERRUPTS TYP. DBL TOP PLATE, PROVIDE c16 79 A e_5 EA. END TRIM STUD POST (PROVIDE (2) 2x STUDS AT OPENING > 6' 0' t TYP_ STUDS REFER ARCH. COORDINATE PLACEMENT OF HEADERS WITH ARCH. DRAWINGS; IN GENERAL PLACE HEADERS LOW ONLY AT DOOR AND WINDOW OPENINGS HEADER PER PLAN 16d ® B'oc, TYP. Ma5e-G?i exilm pUD 0 6 2Q02 Z" Nn► (8) 16d @ 4 °oc STA66ERED AT EACH SIDE OF SPLIG torm • BOTTOM GHOR, SPLICE b' - MIN. BETWEEN SPLICES SPLICE TO OGGUR AT (E OF VERT. STUD (TYF✓ k I fxv 16d C I2°oc STAS6ERED. ELSEWHERE MEW MIMIMMIEMILM■. S I I -: 1-1 0 6oFF s2_ CITY OF TUKW!LL APPROVED JUN 1 1 2611 AS VU i L' EXPIRED WJ D*3 L')L O; AUG 06 2002 ate U' 11-I Scale Drawn +- Job File: Drawing# "1" iz4etf—lp • ••• ••••• • ••■• •• Lt • • •C I I I I I I I I I 1 I 1 I I I 1 I I I I I I I 0 INCH 1 i• 2 3 •- CHINA 5 6 • • 9 1 V I. LI. i. 6 . , 8 ; • L 9 ; 9 t E Z 1.‘ 11111111111111111111111111111111111,11111111‘11111111,111111111 11111111111111111.111111.11111,1111111111([111111;111-1111,111111111111111111iiiiiillili1 111111 AUG 0 6 2002 RECEIVED CITY OF TUKWILA OCT 1 IP 20131 PERMIT CENTER J/ - • - -- • -7'7: ! . ; - ... _ .., - -.."?'..-- • EXP1 AUG 0 6 2002 I. ED RECEIVED CITY OF TUKINILA OCT 1 0 200 PERMIT CENTER mIt • — C■11 0 - = _ .. 1 = - .. . _ z — 0 -4 File: 35mm Drawing# ( 1 "''s`/ , ;�" W , • -- mi - = \\I/t , v ,4 I I! I II � v / TA 1 ■ p INCH CHINA 4. t I � I �..- - , I li = o rr c% r I 1 t. K J } 1 /Az • - Kq2 1464\ l i-r71' 1 1 1 � I I I I �. I � 1 _ �.. I I I 11 I I I .. ! . 1 I► I 1 I 1 I 1 91. ti l £ l J. 01. 6 8 L 9 9 q £ 3 Z �'�0 IIIlillllllllllllllll111111111111111111111 1111111111111111111111 . 11 1 1 II1LUI11 . 1 1111111111111111[ 1111IIII II IIIIIIIII IIIIIIili111I1IIIIII IIIIII ► I I II 30 NOZ I understand that the Plan Check approvals are subject to errors and omissions and approval of plans does not authorize the violation of any adopted code or ordinance. Receipt of con- tractor's copy of approved plans acknowledged. REVISION N0. 3 FILE COPY .P5S6 c°5° MO CI-IANIC S SHALL Be yl ADE O �3 ¶1 CO7PIE OF WORK WITHOUT . �'�' \L OF TUKWILA E tUlLD NG DOVI r9� n.j. PION S Ug��,Ir'I'r�C- "Vs .0 4s WILL. REQUIRE A NEW �. r ,... (Fi n REVIEW PEES. E� ?,tU' I:`•.'.����rr �,�;'�V�iC�.;t� PLAN RECEIVED CITY OF TUKWILA OCT 1 0 2001 PERMIT CENTER Do i- 052