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Home My WebLink AboutPermit D01-049 - ST THOMAS CHURCH - IMPROVEMENTSDO1-049 St. Thomas Church 4415 S 140 St SePir City of Tukwila Community Development / Public Works • 6300 Southcenter Boulevard, Suite 100 n Tukwila. Washington 98188 Parcel No: 152304 -9109 Address: 4415 S 140 ST Suite No: Location: Category: ACHR Type: DEVPERM Zoning: LDR Contractor License No: DEVELOPMENT PERMIT WARNING: IF CONSTRUCTION BEGINS BEFORE APPEAL PERIOD EXPIRES. APPLICANT IS PROCEEDING AT THEIR OWN RISK. Permit No: D01 -049 Status: ISSUED Issued: 05/30/2001 Expires: 11/26/2001 Const Type: Occupancy: CHURCH Gas /Elec.: UBC: 1997 Units: 001 Fire Protection: N Setbacks: North: .0 South: .0 East: .0 West: .0 Water: 125 Sewer: VAL VUE Wetlands: Slopes: Y Streams: (206) 431 -3670 OCCUPANT ST THOMAS CHURCH Phone: 4415 S 140 ST, TUKWILA WA 98168 OWNER CORP CATHOLIC ARCHBISHOP S C/O ST THOMAS PARISH, 4415 S 140TH ST, SEATTLE WA 98168 CONTACT KEVIN BRODERICK Phone: 206 -682 -7525 55 S ATLANTIC ST # 301, SEATTLE WA 98134 * *k * * * * * * *k * * * * * * * * *• kkk* **k*k **k * *k* ** kkk *k* * * *kkkkkk kkk *k *kk *k*kkkkkkkkkkkkk *kk *k *k Permit Description: TENANT IMPROVEMENT TO EXISTING CHURCH CONSISTING OF 6,791 SO FT AND A 454 SO FT ADDITION. k k * * * k * * * * * * * k * * k * * *kkk * * * * k * k k * * * k * * * * * *kkk * * * * * * k * * * k k k k A k k k k * * 4 k k * * * k k k k * k *kkk * k k Construction Valuation: $ 300,000.60 PUBLIC WORKS PERMITS: *(Water Meter Permits Listed Separate) Eng. Appr: Curb Cut /Access /Sidewalk /CSS: N Fire Loop Hydrant: N No: Size(in): .00 Flood Control Zone: N Hauling: N Start Time: End Time: Land Altering: N Cut: Fill: Landscape Irrigation: N Moving Oversized Load: N Start Time: End Time: Sanitary Side Sewer: N No: Sewer Main Extension: N Private: N Storm Drainage: N Street Use: N Water Main Extension: N Private N Public: N k* kkk *k * ** * * ** * * ** kkk ** * * *kk * **A*AAk * * * * *k *k *k *k Akk.kkAAkkkkkkA kkk *k *AkAkkA *AkkAAkAA TOTAL DEVELOPMENT PERMIT FEES: 3,501..3 *kkkkkk * * * ** kkk * * **k* * * * * **kk *kk ** *kkAk *kkk kkk* kkk *kkkAkkkkk * ***AAkkkk * *kAA -AA Permit Center Authorized Signature Signature:__ Print Name: jzz Public: N Date: I hereby certify that I have re =d - d examined this perm, i' and know the same to be true and correct. All provisions of la and ordinances governing this work will be complied with, whether specific herein or not. The granting of this permit does not presume to give authority to violate or cancel the provision of any other state or local laws regulating construction or the performance of work. I am authorized to sign for and obtain this development permit. Date: .30 ) This permit shall become null and void if the work is not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. 141.7f. t : fenant: t a t • Tyne EVRERM Farcel #. 4444 A A • 4/AA A 4”441A J. A 4 4 4 ;4 .4 4 4 A 4 I, 4 4 „ 4. 4 4. 4 4 Permit Condition.:: 1. No chawles will be i re the : unle:s the En9ineer and the ri.ftwila 2. When special insbection is reduiced eithe, the architect =.:• encsineer n the filv4il.1 PulHin* Divi:ion :t appointent the inspeL aneni 0, 1 the . first CePies of a:' iwzoeeti•n rep :hail be .. te the tL Division in a ;n,21:*int?(. PoPe proiect name, permit number and t of i;i:pection performed. 3. The - special in:nector :hall sutmit a fin:,1 statinii wnether tne to the best of the insoectcr's 1, .nowledoe. w ith approved plans and .?peL workmanship orovisi:n: of the lIFC. 4. Ali construction to be done in P lans and requirement: of tne- EditiOn) 6 amended. Unif: 1:c,oe and Washin9ton 'State Ener43:,. (ode i77 Edi F. Notify th,ecitv ..)f Tukwila Etolloin P lacin9 any •onc: preceduce ih t requirements for spet:ial insoecticn. 6. All s.troctural mason: shall be inspecte0 te; Sec. 306(37. 7 . Validiti. of Peciilt. a pemit app: o/ P lans. s.pecific..ations. i.:1mOuLAtio;i: 'St1,71H T..Crue0 to be/Permit fer. oc an appc0431 „iny Of any Of the provisiohs OT the buildint: eode or other ordinance of the iurt.idiction. No per;ilit 9ive authority to violate car.: e! the pcovi;:ic,n.: thi.s code shall be valid. 3. Electrical permits shall be obtained throuQh the Weshino State Division of Labor and SoON:tries and all eleet. work will be inspected by that -.:01... i24-663c;). 9. 411 permits. inspection cec.,-,f0.F., and appro available at the iob lite .erier to the start o/ structin. These decuiiients ace to ,t mainained • able until ti;! inspection a.pp; is laanted. 10. Ali structural concrete Sec 366‘a)1). 11. All structural weldino :haii ie doi,e v.; welders and soecial inspe:ted - See. "AFIRE DErARTMENT CONDITIONS"' The attached '7iet of • ;ai:% na.te Preention Rureau and aro a:::eotat'le with t'he concerils: The total number of fir: 4.i—tviThe.:: establi:hment ts ....alcted at one 3000 so. ft of ara. The e e "All Purpose" (2A. ch.eTic.31 ttoe rcave; di:tance to any fire e>tin.loii t‘c (PFPA 10. 3-1.1) )•. Portable fire e..-tinots! the halloer or in the bra s olaced in , : - .74,c.lhot: or wall recesse:. The han9ec or - i.h311 be :e and properly anchoi'ed to the mountinl !u:fa in with the mannfacturer instiuction:— The 'shall be installed that the t:.L. tht? 7f not more than 5 feet above the fit:Or 2ind the between tht bottom %' Chtl etin9ui:.her and the not be le:7s than 4 16. Extin9uishers :hal! be loc.ated a: b ir () f at all possible. or if not in plain .;ow rAtoil be identified with a zi9n statino. 'Fire E with an ..Nrrow pointioQ to the unit. tt4FPA Standard 10-.1 17. Clear r all times. They may not be hidden or c.b:.tructed 1-6.5) 18. Fire e t: I fl9U 1 5 ht j monthl and They mu:t have 3 tat? or atta:hed indicates the month and yeai that 1 :he ih'Epe performed and :hall identity rtt c,:.wany oc pocch performin9 the 'secvl.:.se. •NFPA 43. 4 - 4 ano Every si, anu halon type extinguisher: :hall be eibtied af cibiectd to the applicable rechar9e prooedi; IFF 10. 4 I te required monthly and y't2!ari tnspeo.tion: of the fire eKtinouisherts) are :lot aocomplilhed or the tiOt , ..0.)Mlalt: , t0, a rtIput,.. c wi:1 be raouired thele (NFPA 10. 4-3, 4-4 19. Maintain fire coverao:. _o No point in build!nc: may mo:e t:han fC feet from an elt, me3..Fucf-o 31on.a tr!e ,..-ath of tra,:e:. No point in a a*4.(c,I.Hece0 i I i ill21v be wore Tha feet from an 3faa.su; path of 22. E door': shall swno in ot eHt. serving 36v ha artF.a Oc vihen of 50 !.");- , LIC 23. E.ic door: :hen b ooflable from ( ts.he tr.Fe of I n:w!L'AQL, doors $hall not be locled. or otherwise rendee,„:1 unusable. be of an al.. WFC 14. fead bolts are not allowed on au, e the dead bolt is automatically retra when rhe handle endaded from inside the 1207.3) 25. When two or more exits frm a story a: , e9uiced, sidns shall be installed e.t rhe require:1 otherwise neceiry to clearl„ e9res's . (UPC When two or more 1 stoi' are - eoutreJ and w two or move e,it.r. 3r" - t 1 ,10! , ' , : - .1. sidns shall be illuminated. (UBC 1003.2.6 4; 27. Internallv illuminated e,. it sidns shall hale ni. iyibs workini2 at all times. Li91.* 1003.1..4) 23. Ex,its shall be illuminated time the Poildino occupied with 119ht havino an intensit! !han foot candle at floo.. Fl reaulreo foi illumination shall be . .Fupplled t eo3 r. of power for Group I, Division 1.1 and 1.1 c.ctTuc,ancies and all other occupancies where the ex.itinQ '47y:F.t7M occupant /cad of 100 or more. 0_194: 20 29. The powei‘ supply for mean.: of edress illumination :hall normally be provIded by the premises' electrical In the event cf it's failure illuminatioh shall automatically provided from an emer9ency system I Groiip Divisions 1.1. and 1.2 occupancies and occupancies where the means of e9re: occupant load of 100 or more. Thch emecoenc H. be installed in ziccord:Anco with the electril 1003.9.:* 30. All e\it , :liall be illuc,inat.ed at all times. T ensure continued ;Ilumination for . :it .' • not.. less than 1 1:2 hour .:. in OC of primary power lozs rne si9ns shall also be connected to an emecoenc e;ect system provided fi storade batteries, uotr an on site denerator set. and the s:, snall he h': in accordance with the electrical : 1. Maintian socini coveratle per N.F.P.4. 1:. Addition:relocatich of walls. closets ,..\( require relc-.satind adc 3j0i7 • 9 < • r4 Ui 2 6 D -J 0 cow JIE com, ui D ui ZI- g •:•1 D 0 OF- 18 ut ai r: p :2. 24irinPler potectic,n shall oe e i7o required. includihq all encl telo,:trztructiow.: and under overhan c:reater than 4- eet . 13-4-5.5.3,1) 33. All new sprint lk system.: end all modit'i,atins sprinkler systems shall have fire deoato:eht approval of drawins prior ro installation modification. New sorint ler systems and modfic.at; to systems involvint.t more than 50 heads .thall have tne approval of the W.. P.P.. F.7t,7 M!, Insurers. t'ewoer or anv other teuresentatie desiQh.:1.ted and/or reccr.ini:ed bv the C!ty of rukwia. t'submittai to the Tut wile Fire PreiJenti Fu No sprintler wort shall o'Dmmence without JinL it t0itv Ordinance #1901= 34. All sprinkler system plans. calculation arc.1 tne contractors Materials and Test Certiii,7,ate-:„ rc, the Tukwila Fi Preventin eureau must 1,„ stampel with ti■le appropriate level of comPeten seal. Y4A' 212-aso 25. Maintain automatic fire detect.r Nf' P.A. Addition/relocation of wails, oloset oa:tirion: reqUire relocatin9 and,or addin9 36. Maintain square foot , ..overete of Jet: : pe; manufacturer': soecificatiens in all a''e.:,.2• , :10.zets, e!eveito ozheft..F. top of 72. SI.4.2' 37. All new ftet* alarm systems 11"1ttic:P.: t .tstr9 systems shall have the writteo 3L .2':. of th Tutwila Fire Prevention Bureau. No wort .shall „intil a tire department permit has t.,een obtained #1900t (LIFC 1001.3) 33. All electrical work a7.d eoui the standards of The National Electrical ,NFRA 70 39. AItn aisle to and workine4 space .thall be pco et electricai panel. Ao aisle width not loss ..- ii provide accei7s to the pane! and 30 inche'i of space shall be provided diiectiv in front of the pane:. tNEC 110-1 NE 40. Each circuit breaker ai I oe m.3red co idicate it's purpose. i NE 1102;') 41. Required fire resisti'..e oons'.7ruction. includ;na 'z'=0 ..9,31137. i6cation type of constcw:t122,n. draft :too arL1 coverin9s :hal: b \ oahltained as soec.7td t7 he Code and Fire •:ode and shall be br..:peel or replaced when dama9ed. altered. breached. benetcated. removed or imnroperly installed. iVF C 1111.1H 42, The maximum flame soread class of fini.7.h mat used interior wall: and ceilincts :hall not eceed that let f in Table W., )3 of the Untf _iP 304.1. 43. 'tour street address must be consbicu.:usl C2.5 ti on the buildin4.3 and sh3;1 be visitie and (.. from the street. Numbers shall contrast with their (11FC 901.4.4i 44. In order to provide . qou with the fa:test ool. ano proteetion under omer9ono2. conditions. Please uost suite. room '_r' apartment nhmber in a con:pictious ola:e the main entry door. (UFC 90 1.4.4) 45. Fire Department loci bores shall be pro.:toed for a - o all fire alarm panels and sprinkler rse appropriate key(s) foi access shall t hlaced in the lockbox. Lociboy, orde; fc must be ootaned from the Tukwila Fire Department Ordinance 46. Contact the Tukwila Fire Prevention i.:7'oreau to .,,tness reouired inspections and tests. (UFC Ordinance #1900 and *1901) 47, This review limited t%) soeculative tenant ol, - special fire permits may be otry description of intended use. 48. Any overlooi.ed hazardous condition .rd y' adopted Fire or euildin9 imoL such oondition or violation. 49. The plans were reviewed by Inspect 51. It questionl, oiea.ze c . 3 11 tht Toiwil3 Fire Preveon at 1206)575-4407. I her certify that I have road these condition: and with them as outlined. All prcn.:: :aw this work will be coiAplied wIth. whether specifed 11„-. The 9rantin9 of thi dce: atithoty violate or cancel the provi:io. ‘2,f Y otho re9ulatin9 construction the t:tecforioare ol Si9nature: Print Name: - - - - 1 Project Name/Tenant: � . Wot.Mt.4 Cw► -r�l Existing use: ❑ Retail ❑ Restaurant ❑ Multi - family ❑ Warehouse Hospital ='f Church ❑ Manufacturing ❑ Motel /Hotel ❑ Office ❑ School / College/University ❑ Other Value of Construction: ' Site Address (include suite numbe) y . s r City tate/Zip: , ; , Tax Parcel Numb" Z 3oI Ipf- Property Owner: . 1 1 , , A N i e a , 1 C L . A / Existing fire protection features: ❑ sprinklers ❑ automatic fire alarm none ❑ other (specify) Phone: 206 2 12 . ' 5 1 Street Address: A LI C7 • 14Ut -41A ` J A City 16 VIA- Fax #: Contractor: Phone: Street Address: City State/Zip: Fax #: Architect:" Phone: Street Address: ' - A Ili* City State/Zip: • Fax #: C' • Engineer: -t- 4 E1( 4 . .fir'- L. 6l EV / • Phone: � otp -' (02'27'' 07�� Street Address: 2 6x7.5" �itfsik \V`c,�. 2 -o U . S ate Zip: ; ' . U Fax #: .. - - . • 2 — . b' Contact Person: v �r Gvt�. \ t,rvzkri _ ( .}� { City State/Zip: i� � k . TC'.20 1 $a �c GlA i (13� Phone: 251,- 6$2-"152-gi Fax #: Zt(- (072. -15z. Street Address: �i' 5. �c• Description of work to be done (please be specific): CAM4 r CAA 4- a10NA- tiM.Fell Ve4sACA. .— Existing use: ❑ Retail ❑ Restaurant ❑ Multi - family ❑ Warehouse Hospital ='f Church ❑ Manufacturing ❑ Motel /Hotel ❑ Office ❑ School / College/University ❑ Other Proposed use: ❑ Retail ❑ Restaurant ❑ Multi - family ❑ Warehouse ❑Hospital R. Church ❑ Manufacturing ❑ Motel /Hotel ❑ Office ❑ School /College/University ❑ Other Building Square Feet: 16 of existing No. of Stories: 2 Area of construction (sq ft): 454 .Jut Will there be a change of use? ❑ yes pr no If yes, extent of change: (Attach additional sheet if necessary) Will there be rack storage? ❑ yes 13 no Existing fire protection features: ❑ sprinklers ❑ automatic fire alarm none ❑ other (specify) Will there be storage of flammable/combustible hazardous material in the building? ❑ yes no Attach list of materials and stora e location on se•arate 8 1/2 X 11 •er indicatin uantities & Material Safet Data Sheets 11 /30/00 ciperruir.doc CITY OF TUK' ILA Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 (206) 431 -3670 epted: ❑ Channelization/Striping ❑ Curb cut/Access/Sidewalk ❑ Fire loop /Hiydrant (main to vault)#: Size(s): ❑ Land Altering 0 Cut cubic yds. 0 Fill ❑ Sanitary Side Sewer #: El Sewer Main Extension ❑ Storm Drainage ❑ Street Use El Water Main Extension ❑ Water Meter /Exempt #: Size(s): 0 Deduct ❑ Water Meter /Permanent # Size(s): ❑ Water Meter Temp # Size(s): Est. quantity: ❑ Miscellaneous Date app ication expires: Project Number: Permit Numb • Commercial / Multi Tenant Improvement / Alteration Permit Application Application and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or facsimile. APPLICANT REQUEST FOR PUBLIC WORKS SITE/CIVIL PLAN REVIEW OF THE FOLLOWING: (Additional reviews ma be determined b the Public Works De • artment) ❑ Flood Control Zone cubic yds. ❑ Landscape Irrigation O Private 0 Public O Private 0 Public 0 Water Only gal Schedule: ❑ Hauling Erir,i r:t Value of Construction - In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review - Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. 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. PLEASE SIGN RACK OF APPLICATION FORM ken by: (initials) BUILDING 0 NER A THORIZED AGENT: Signature: Date: - 2 0 2- Print name: 1((� ti - tn�v Phone: 2-0& -61, 2= 1, 5 Z. � Fax ## • 206 "A 2 - r72,1 Address ( A t th 4 1)0 City /State /Zip I(1 WA (A% , APPLICA S MUST BE SURMITTLb WITH T OLLOWING: • ALL DRAWINGS TO BE STAMPED BY WASHINGTON STATE LICENSED ARCHITECT, STRUCTURAL ENGINEER OR CIVIL ENGINEER > ALL DRAWINGS SHALL BE AT A LEGIBLE SCALE AND NEATLY DRAWN BUILDING SITE PLANS AND UTILITY PLANS ARE TO BE COMBINED N/A SUBMITTED ❑ D Complete Legal Description ❑ ❑ Metro: Non - Residential Sewer Use Certification if there is a change in the amount of plumbing fixtures (Form H -13). Business Declaration required (Form H -10). Four (4) sets of working drawings (five(5) sets for structural work), which include : m Site Plan (including existing fire hydrant location(s) 1. North arrow and scale 2. Property lines, dimensions, setbacks, names of adjacent roads, any proposed or existing easements 3. Parking Analysis of existing and proposed capacity; proposer) stalls with dimensions 4. Location of driveways, parking, loading & service areas 5. Recycle collection location and area calculations (change of use only) 6. Location and screening of outdoor storage (change of use only) 7. Limits of clearing/grading with existing and proposed topography at 2' intervals extending 5' beyond property's boundaries 8. Identify location of sensitive area slopes 20% or greater, wetlands, watercourses and their buffers (change of use only) 9. Identify location and size of existing trees that are located in sensitive areas and buffer (TMC 18.45.040), of those, identify by size and species which are to be removed and saved 10. Landscape plan with irrigation and existing trees to be saved by size and species (exterior changes or change of use only) 11. Location and gross floor area of existing structure with dimensions and setback 12. Lowest finished floor elevation (if in flood control zone) 13. See Public Works Checklist for detailed civil /site plan information required for Public Works Review (Form H -9). ❑ ❑ Floor plan: show location of tenant space with proposed use of each room labeled ❑ 2rOverall building floor plan with adjacent tenant use; identify tenant space use and location of storage of any hazardous materials; dimensions of proposed tenant space. ❑ a Map showing location of site ❑ ❑ Rack Storage: If adding new racks or altering existing rack storage, provide a floor plan identifying rack layout and all exit doors. Show dimensions of aisles, include dimensions of height, length, and width of rack. Structural calculations are required for rack storage eight feet and over. ❑ ❑ Indicate proposed construction of tenant space or addition and walls being demolished ❑ tJ Construction details ❑ ❑ Sprinkler details - details of sprinkler hangers, specifically penetrations in structure, i.e., roof; size of water supply to sprinkler vault with documentation from contractor stating supply line will meet or exceed sprinkler system design criteria as identified by the Fire Department. ❑ ❑ ❑ Washington State Non - Residential Energy Code Data shall be noted on the construction drawings. ❑ SEPA Checklist - if intensification of use (check with Planning Department for thresholds). ❑ Attach plans, reports or other documentation required to comply with Sensitive Area Ordinance or other land use or SEPA decisions. Food service establishments require two (2) sets of stamped approved plans by the Seattle -King County Department of Public Health prior to submitting for building permit application. The Department of Public Health is located at 999 Third Avenue, Suite 700, Seattle, WA or call (206) 296 - 4787. (Form H -5) ❑ ❑ Copy of Washington State Department of Labor and Industries Valid Contractor's License. If no contractor has been selected at time of application a copy of this license will be required before the permit is issued OR submit Form H -4, "Affidavit in Lieu of Contractor Registration ". Building Owner /Authorized Agent If the applicant is other than the owner, registered architect /engineer, or contractor licensed by the State of Washington, a notarized letter from the property owner authorizing the agent to submit this permit application and obtain the permit will be required as part of this submittal I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. 11 /30.x)0 c(permir.dr,c tAN*8-0(it*AANA,4, CIlY wp F*A1(4*#s*ANA8-AAA ICANSMIT Nvmber: 1.(3.1005 PAvmeot Mes.:hod: 'HC g 4;),0R'li:K t; Pormit OQ: Do t P R EL PE3; Pti.rcA>1 No: 1104- tiite Addreti: 4412:: 'I 140 This PivmEnt k#04k7k*A***t* Occoltn CodLi 000 000/ 34`.5. i3.10 000'38t—'404 rot,A; lotl ;ILL Ulltf.;7 *itki.*Af****Olkfilittlh tro DQiCr111 bUlLNNG - NOOPP' NAN CHECg • NONRE SIWL UOILOIN i;Ur( h;:aqi '.1 F' OF rUKWILA. WA Dirt *0* * 4: NIAN2MIT aumber: R010024.2 sit: . 4 !, : Pave Metiqod: OTD 00AAlz Vermtt No: DO)-049 IJ.k)I'EPV ricvn(qhuri PLVtiI1 PArcel No: 1:22M4-'1109 Site Addre5: 441'.; S 1 Y! Thtc, Pio/ment loti ALL hiltb; #- A Accottnt Code Deticriuton 000/32.100 UUYLD106 - 000PES • TO Project: / 4 . X20 Cniz ype of spe,trgn: T? r N ) A dress: Date c. led: Sp- al instructions: / � n f !'. i iii,,,,,,—,, , !J Date wanted: 1 q // ' " • Request c: af�Gt -t-� Phon ( Q 5) c.Y',. - ;tij y 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. ❑ Corrections required prior to approval. COMMENTS: X CSI (206T4 1 -3670 PERMIT NO. Inspector: Date: A / / /� $4 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid ,at 6300 Southcenter BI d., Suite 100. Call to schedule reinspection. - Receipt No: Date: COMMENTS: Type of Inspection —4 t NJ e1 1 o L -~rD 0 (1-) ( c- -� tA . .0. i s +- a n LN" 1 ? fit'(c �. 6 r' c`_ a.m. P.m. Requester: 0 4V.L ''c AC tL 71":7% 4- - ;v..iJ" l _, ._ NS.P>r Ct1 i CIN. 3 P ject: 1 1 11£ , C t11t Rot -t Type of Inspection —4 t NJ e1 1 Address: Date called: Special instructions: Date waned: I r_., ( "7 to t / G7 . 1 a.m. P.m. Requester: Phone: CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 El Approved per applicable codes. INSPECTION NO. nnsRect • r: Receipt No: INSPECTION RECORD Retain a copy with permit I { Date: Date: ,1...)31._ 0 PERMIT NO. (206)431 -3670 Corrections required prior to approval. Z ! C) $47.00 REINSPECT ON FEE REQUIRED. • rior to inspection, fee must be paid at 6300 Southcente Blvd., Suite 100. Cal to schedule reinspection. Z Ltui O 0 N u. W IL N W �O : p O. 0 1— W W tll Z p Project: — j . .4 ; 77, 41/- to 5 of Inspection: (- - �'' /.ih '.Zr' Address: / s Date calle ,, Special instructions: / / -"al-- Date wanted: ,� ^^�� t �� y i (-- 2 /W.-1 a.m. t Requester: f'— I./1-'7 Phone: 4 /2-- - C- - 4; O3 P INSPECTION NO. Approved per applicable codes. COMMENTS: / ' ' 4._7 INSPECTION RECOk, Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 9818 • (206)431 -3670 Corrections required prior to approval. $47.00 REINSPECTION Er REQUIRED. Prior to inspection, fee must be p at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: Pr je . rAi S tWOPC� T e of Inspection: > ff�'c t . Cr h (') t IO Mtto r ie175" S NO S" f" Special instructions: Date w nt d• Re //A t'I Ph j n z5 —S -- C I INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 9818 C INSPECTION RECORD Retain a copy with permit PERMIT NO. (206)431 -3670 EJ Approved per applicable codes. Corrections required prior to approval. n $47.00 REINSPECTION E REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: COMMENTS: Type of Inspection: a r -C c Address: 1-1* - U S f C 'E' t V e c t r'`ot r r r" C i vYA i'P Q M 1441 la -$nr 4 1 c) (I Win Ac `i, r 1 t - Coyle e C c. !.!\ '-- (Oa'(' ‘ t•f! T ort Project: { t ,_ C kV( Type of Inspection: a r -C c Address: 1-1* - U S Date called: 9 -),8.0i Special instructions: Date wanted: c1_' 9 -0 Requester: Phone: Og INSPECTION NO. INSPECTION RECOR Retain a copy with perms CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. (206)431 -3670 Approved per applicable codes. Corrections required prior to approval. Inspector: Date: ` 0 \ El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Date: Receipt No: uiL COMMENTS: ype o f Ins ection: , _ - Yoiti ir4 Ulifito Addr.ss• L i / 0 S Date c. e • C g ,..., Special instructions: (/) _- l/t// ✓ ./ /22 <_ (.� le_, ; >P"t_Jk`'%),r'tt Phon // / / •• I ` •:a, -) /' - ,r I J! • C ) /r i 0 F ( At ; ^1Ai - 7 '24 ,Jf ; -) ref; -(r ') ,7 t e :7 1-, :> ,.' !. _...^ 2: r '"`1 ! T.!`l.^ ( ;y 1 • _ - .3 // ■ - -- il�.r� 1.lr' ..'•7 /<7)1.4k.. f e '1 r if o ct• 77 io #J eh tit' ( /'l ype o f Ins ection: , _ - Yoiti ir4 Ulifito Addr.ss• L i / 0 S Date c. e • C g ,..., Special instructions: D e 5�e(s d /L) / + , a.m :.. p.m. Rey uester: /t1 il Phon // / / INSPECTION NO. Receipt No: proved per applicable codes. INSPECTION RECO Retain a copy with permit CITY OF TUKWIIA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 R t Correctionskequired prior to approval. t spector 1 ,,$47.00 REINSPECTIO ' F EE REQUIRED. P for to inspection, fee must be paid ! ,, at 6300 Southcenter 1310d., Suite 100. C9I to schedule reinspection. Date: PERMIT NO. (206)431 -3670 ate: c ., f l r CO MENTS: . _ C TXX /0k (140 . "/ed/fP./ — Special instructions: Date onted: / qi,7(2 / a.m. rgr-11. --..., • 1 - — i ) /4 Ai s i" /:;W /13 / /k/ .■,, — 71,e .3 / I /17 / 11 /til '.7 11 / "/ ' A7.° 1 < ) - 4-31: ',$..? E (Liffr / --- Z/5 ,474::2.12_ r jo i ect:. , lid (. 7 . ii 1 t' i ry Type of Inspectio ,. .„. 7 1 Y7 . 7 ,/, 1/ )13 - y, (I (4 Address: .,— / Date, all'.: ( / c / __...., Special instructions: Date onted: / qi,7(2 / a.m. rgr-11. Requester: • )/ /6 r1 Phone: Approved per applicable codes. sec $47.00 REINSPECT! N FEE REQUIRW at 6300 Southcenter lvd., Suite 100( Receipt No: or: ) )./ )c-r INSPECTION RECO tr Reidii a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 /07 Date: PERMIT NO. (206)431-3670 LI Corrections required prior to approval. Date: _ ° • Prior to inspection, fee must be paid Call to schedule reinspection. Ui 00 coo w w CO u_ w 0 g U. U) I ‘.° n 0 • 1— w tu U. 1— — 0 Z ZS S2 0 PFojgct: �i T e of Inspec on`� Address: ' :' . Date cal d: ; 1 7 ' 1 Q L il t) l Special instructions: .6-4 41 Gtvli . Date wante Reques er: Phone: z�. Approved per applicable codes. COMMENTS: Receipt No: INSPECT( * �" ' ECOR Retain a Co py; with perm INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd 0.100, Tukwila, WA 98188 be 1--o ci .Y•i (206)431 -3670 PERMIT NO. Corrections required prior to approval. Insp = ctor: i Date. Cry N, i t 71/146titi 4' .j $47.00 REINSPECTION E REQUIRED. rior to inspectiofi, fee must be paid at 6300 Southcenter Blvd., cite 100. C II to schedule reinspection. Date: COMMENTS: 4 ( L u ti Type of Inspection ` ! , j'iLI 1 )ix 0 C(; fla.4, AcT re s : ate a ed: p Spe instructions: _ /1/6 t.) e ° d "f/1,i . / 4 /1 C,, ,• 'Z /2 0rrf . .5' A .- '••" 7 //171; ( r/ d 4 (7 1," Prpject: . _ Af)4 4 ( L u ti Type of Inspection ` ! , j'iLI 1 )ix 0 C(; fla.4, AcT re s : ate a ed: p Spe instructions: Date wanted;, I a.m. NOVO/ / p.m. Requ ter: • t■J L..d Cl..{'i—/ Phone: `�� L{{ ` , t11q U INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 AJroved per applicable codes. spector: � 1 \) 4 ,Z Cwt %CIS' at�1 t cI $47.00 REINSPECTION FE REQUIRED. Prior t inspection, fee must be paid at6300 Southcenter Blvd., uite 100. Call to s edule reinspection. Receipt No: INSPECTION RECOI Retain a copy with permit Corrections required prior to approval. Date: PERMIT NO. (206)431 -3670 Project: ST 7 III . 4 /n. 11 ii,Q ' H Ty of Inspection: 4) /C t "t/- 9ft e Address: q9/5- 5 /I o s r' ate c lied: - 7 /`-s'1 / r l Special instructions: Date w me f97 /: D/ P.m. Requester: fk' /A , J Phone: / _ 7/z / (� )G' /- t3' /-I O y INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 El Approved per applicable codes. COMMENTS: tor: INSPECTION RECOR Retain a copy with perm U Corrections required prior to approval. - WC 724/1R I /ri( /1J/) ` -Zit/ C:: -' t /Co 44.4-v G{ Date: PERMIT NO. (206)431 -3670 /- e/ .00 REINSPECTIOt ' E REQUIRED.. riot to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: COMMENTS: i` / Type pf Inspection; /' ,._ LAJ (C1,0 //, j t /1//1 Address: 4 -1L/ 1 5 .,5 > .r -'1"J 0 7 / / 17," / -- / ,-°'� ) ✓ / ✓ - / Air. A T ...) - / f r"' /6)((!/ Gv/3ej / Date wanted: a.m. 7 f 3 / ./(,) ( Zim7/ Requester, � .,. / / I C 7 . Cs" ,/ 7" , !)r...) ,-,: ,,i e 1 7, 1 ) . =) /1. if / )//! r1/( (/ ( (.•'. f.% S Ct^ Al - 171 (' A/r , ) f_ ,- )( : - f'''-' - ' i-=! / / `r' kr„J .)•'7 'l %, 'i! !ji)YfI/ 'L'I % �F Project: _,,, / *-? / )1014ACC /P" �1 Type pf Inspection; /' ,._ LAJ (C1,0 //, j t /1//1 Address: 4 -1L/ 1 5 .,5 /'/ 0 S ,j Date called: 7-- ? 0 - Q / Special instructions: Date wanted: a.m. 7 f 3 / ./(,) ( Zim7/ Requester, � .,. / / Phone: INSPECTION NO. Ei Approved per applicable codes. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. (206)431 -3670 7.00 REINSPECTION FEE REQUIRE Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. all to schedule reinspection. Corrections required prior to approval. Insp`e�to�. -; I Date: Receipt No: Date: / COMMENTS: T e of Inspection: ut -y- i-tcam; y 0 + 1 Addr ss: 2 4 1 1 1 5' 5 J1i'o 5,-- Date celled: to f /� l 0 I i l 7 r c b a.m. Reques Phone: C A .,. 4 t /\ c -2 4°%- r 'C- .,, f .r __.--7 s r P o 'e c t: n 7 f oito.S ( /VYdI-) T e of Inspection: ut -y- i-tcam; y 0 + 1 Addr ss: 2 4 1 1 1 5' 5 J1i'o 5,-- Date celled: to f /� l 0 I ' - c - � Special instructions: Date anted. a.m. Reques Phone: Inspector: INSPECTION NO. INSPECTION RECO Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 1-- oL; 1 y Approved per applicable codes. Corrections required prior to approval. Date: (9.-(-2/ El $47.00 REINSPECTION E REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: Address City of Tukwila Fire Department TURWILA FIRE DEPARTMENT FINAL APPROVAL FORM Project Name Retain current inspection schedule Needs shift inspection John W. Rants, Mayor Thomas P. Keefe, Fire Chief Permit No. DO( - 04-` Suite # S. Approved without correction notice Approved with correction notice issued Sprinklers: Fire Alarm: Hood & Duct: Halon: Monitor: Pre -Fire: Permits: \ CWN Authorized Signature FINALAPP.FRM T.F.D. Form F.P. 85 Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 575 • Far (206) 5754439 (■ 4\0\ Date prgallInformation .To Build On Engineering • Consulting • Testing September 27, 2001 File No. 712 -10166 Building Inspections City of Tukwila Building Department 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 cc: LZL Construction, Broderick Architects Sincerely, PRO ' IONAL SERVICE INDUSTRIES, INC. Sam Yaghmaie, P. E., Manager, Seattle Construction Services Department CITYa OF F TUKWILA 'FflMIT CEN: Subject: Project Name St Thomas Church rennovation Project Address 4415 S 0th Street Permit No. 1101-04 We have completed the requested special inspections on the subject project. Our final report, dated September 21, 2001, is numbered FR15257. WORK INSPECTED Structural steel welding and bolting (visual) Reinforced Concrete Placement To the best of our knowledge, all work inspected conformed to approved plans, specifications, UBC, and related codes, and /or verbal or written instructions from the Engineer of Record. Professional Service Industries, Inc. • 3257 16th Avenue, West • Seattle, WA 98119 -1706 • Phone 206/282-0666 • Fax 206/282 -0710 r177Xill Inform ion litmell.To Build On Engineering • Consulting • Testing CLIENT: PERMIT NO.: 001 -049 DATE: Se Member 21.2001 JOB NO.: 712 - 10166 -3 INSPECTOR: L. Miller REMARKS: LM /erh /tms cc: City of Tukwila Dennis Lchtinen PROJECT: St. Thomas Church renovation LZL Construction, Inc. 4415 S. 140th Street 10604 East Riverside Drive Tukwila Bothell, WA 98011 A representative of PSI arrived at the above referenced project to perform a visual weld inspection, as per ANS D1.1 -00, UBC and approved drawings. He performed an inspection of 22 locations on GLU -LAM saddles for welding and bolting. He also performed an inspection of structural steel portions on covered walkway roof framing. A fillet gauge was used. REPORT OF INSPECTION ACTIVITIES REPORT NO.: FRI5257 WORK CONFORMS TO APPROVED PLANS: 1/l YES Res. I y submitted. OFESSIONAL SERVICE INDUSTRIES, INC. -Sam Yaghmaic, P.F. Manager, Seattle Construction Services REPORTS MAY NOT BE REPRODUCED. EXCEPT IN FULL. WITHOUT WRITTEN PERMISSION BY PROFESSIONAL. SERVICE INDUSTRIES. INC. CITY OF TUKW ' CE 4 r r_ Professional Service Industries, Inc. • 3257 16th Avenue, West • Seattle, WA 98119-1706 • Phone 206/282 -0666 • Fax 206/282 -0710 NO Sample No. Cylinder Diameter (in.) Cylinder Area (in.') Date Tested Age (days) Load (lbs.) Compressive Strength (psi) Fracture Type IA 6.00 28.27 7/5/01 7 72000 2550 Shcar 1B 6.00 28.27 7/26/01 28 104000 3680 Shear IC 6.00 28.27 7/26/01 28 106000 3750 Shear Design S rength Specification: 28 3000 )74771Inform.,ion / °To Build On Engineering • Consulting • Testing CLIENT: ASTM Test Method: ® C31 REPORT OF FIELD INSPECTION AND CONCRETE COMPRESSION TEST Dennis Lehtinen LZL Construction, Inc. 10604 East Riverside Drive Bothell. WA 98011 PERMIT NO.: 001 -049 DATE: _ June 28, 2001 JOB NO.: 712 - 10166 -2 TECHNICIAN: E. Bauman REPORT NO.: CR16658 FIELD DATA LOCATION OF PLACEMENT: Twelve column piers ( 6 on each side of new walkway ), also placed 2 parallel footings for new entry way CMU walls at the east end of the new covered walkway. Also verified the embeds at top Samples were taken at 2.00 cubic yards of 4.00 cubic yards placed total. Date Placed June 28, 2001 Time 02:15 PM Delivery Ticket No. 210413 Slump, In. 5.00 Air Content, % Mr Temperature, °F 65 Concrete Temperature, °F 76 Date Received In Lab June 29, 2001 Field Data Submitted By PSI /E. Bauman Mix Data Submitted By Stoneway NOTE APPLICABLE ASTM STANDARDS. UNLESS OTHERWISE INDICATED MAKING SPECGIENS Ct I.%IEXC SEC 91 2) COMPRESSION TEST RESULTS ® C39 Q C143 ®C 172 ❑ C231 C1064 ❑ C 123 l REMARKS: Inspected reinforcing steel and witnessed concrete pour. The concrete was placed by chute and bucket and consolidated by mechanical vibration. The items inspected conform to approved plans and specifications to the best of the inspectors knowledge. PROJECT: St. Thomas Church renovation 4415 S. 140th Street Tukwila !� Supplier Stoncway Mix Number and Proportions 5501 Cement 517 lbs Types I -II Water 8 gal Fine Aggregate 1380 lbs Coarse Aggregate 1965 lbs Flyash Admixture SLUMP CU).91(EXC SEC 6) TEMPERATURE CI1 .4.' "i OBSERVATIONS Cylinders made by PSI representative. Q Cylinders picked up by PSI representative. Test results comply with applicable specifications. ❑ Test results do not comply with applicable specifications. Reinforcing steel was found to comp!) with plans and project specifications. ❑ Reinforcing steel does not comply with plans and project specifications. ❑ Reinforcing steel not inspected by PSI representative. 0 gallons of water added on site. WORK CONFORMS: [X YES n NO 13 a ❑ Other: 3 oz AEA SAMPt I \G 0'1' Respectfully submitted, Pralessional Service Industries, Inc. Sam Yaghmaie, P.E. Department Manager, Seattle Construction Services cc: City of Tukwila THESE TEST RESULTS APPLY ONLY TO THE SPECIFIC SAMPLES TESTED AND MAY NOT BE INDICATIVE OF THE ENTIRE CONCRETE PLACEMENT REPORTS MAY NOT BE REPRODUCED. EXCEPT IN FULL, WITHOUT WRITTEN PERMISSION BY PROFESSIONAL SERVICE INDUSTRIES. INC Professional Service Industries, Inc. • 3257 16th Avenue, West • Seattle, WA 98119 -1706 • Phone 206/282 -0666 • Fax 206/282 -0710 Sample No. Cylinder Diameter (in.) Cylinder Area (in 9 Date Tested Age (days) Load (lbs.) Compressive Strength ( s i.) Fracture Tv e IA 6.00 28.27 6/28/01 7 84500 2990 Shear lB 6.00 28.27 7/19/01 28 120000 4240 Shear 1C 6.00 28.27 7/19/01 28 117000 4140 Shear Design S rength Specification: 28 3000 Infor, ..ition L t ! JTo Build On Engineering • Consulting • Testing CLIENT: DATE: TECHNICIAN: Date Placed Time Delivery Ticket No. Slump, In. Air Content, Y. Air Temperature, °F Concrete Temperature, °F Date Received In Lab Field Data Submitted By !Slit Data Submitted By REPORT OF FIELD INSPECTION AND CONCRETE COMPRESSION TEST Dennis Lehtinen LZL Construction, Inc. 10604 East Riverside Drive Bothell, WA 98011 June 21, 2001 E. Bauman June 21, 2001 10:20 AM 209060 5.00 60 76 June 22. 2001 PSI /E. Bauman Stoncway COMPRESSION TEST RESULTS PROJECT: PERMIT NO.: JOB NO.: REPORT NO.: ASTM Test Method: ® C31 ® C39 ® C143 REMARKS: Inspected and witnessed concrete pour. Placed concrete with chute. He verified welding of 4 small and 10 large embeds, stud welded all around, per IL Gross. Used compaction machine RA44373; Cone and Rod #2846. All items inspected conform to approved plans and specifications, to the best of this inspector's knowledge. C172 ❑ 0231 Q 01064 Supplier Nth Number and Proportions Cement water Fine Aggregate Coarse Aggregate Flyash Admisture St. Thomas Church renovation 4415 S. 140th Street Tukwila 001 -049 712 - 10166 -1 CR16656 ❑ C1231 ❑ Other: cc: City of Tukwila THESE TEST RESULTS APPLY ONLY TO THE SPECIFIC SAMPLES TESTED AND MAY NOT BE INDICATIVE OF THE ENTIRE CONCRETE PLACEMENT REPORTS MAY NOT BE REPRODUCED. EXCEPT IN FULL. WITHOUT WRITTEN PERMISSION BY PROFESSIONAL SERVICE INDUSTRIES. INC Stoncway 5501 517 lbs Types 1 & 11 1380 lbs 1965 3 oz AEA OFlFO kty /� r FIELD DATA LOCATION OF PLACEMENT: Column footings for new (12 total) covered walkway outside. between parking lot and church. Samples were taken at 3.00 cubic yards of 6.00 cubic yards placed total. NOTE API'LICADLE ASTM STANDARDS UNLESS OTNERNISE INDICATED %tAKINO SPFCIMENS ct .,EsC trc 9:11 sLU1te C11I.91)EXC SEC a) TEMPERATLRE C0Y.4•v,9' SAMIPLI',G CI7)_ I' OBSERVATIONS (T] Cylinders made by PSI representative. Cylinders picked up by PSI representative. ❑ Test results comply with applicable specifications. ❑ Test results do not comply with applicable specifications. ❑ Reinforcing steel was found to comp!) with plans and project specifications. ❑ Reinforcing steel does not comply with plans and project specifications. Reinforcing steel not inspected by PSI representative. 0 gallons of water added An site. WORK CONFORMS: IN YES C NO Respectfully submitted, Pro oral Service Industries, Inc. Sam Yaghmaie, P.E. Department Manager, Seattle Construction Services Professional Service Industries, Inc. • 3257 16th Avenue, West • Seattle, WA 98119 -1706 • Phone 206/282 -0666 • Fax 206/282 -0710 SEP 27 '01 12:34 FR PSI SEATTLE DEVELOP,3ENT c r TO: City of Tukwila Building Division 6300 Southcenter Blvd., #100 Tukwila, WA 98188 CC: LZL CONSTRUCTION BRODERICK ARCHITECT Re: SPECIAL INSPECTIONS FINAL LETTER PERMIT 001 -049 PSI JOB 712 -10166 From: Jonathan Baas PLEASE PROCESS. REGARDS, 206 282 6457 TO 4313665 FAX Number of Pages, including this cover. (Please call if you do not receive all pages) Professional Service Industries, Ina Information To Build On TEL : FAX : FAX: TEL: Professional Service Industries, Inc. (PSI) FAX: 3257 16 Ave. West Seattle, WA 98119 6 ATTACHED, PLEASE FIND OUR FINAL LETTER AND INSPECTION REPORTS FOR THE REFERENCED PROJECT. NOTE THAT REPORT FR15257 HAS BEEN REVISED TO MORE CLEARLY IDENTIFY THE STRUCTURAL STEEL PORTION OF THE WALKWAY FRAMING. PLEASE CONTACT ME AT 206 -282- 0666.X116 SHOULD YOU HAVE ANY QUESTIONS REGARDING THIS SUBMITTAL. P.01/05 206 -431 -3670 206 -431 -3665 425 -485 -2749 206- 282 -0666 x -116 206 -282 -0710 July 20, 2001 Jonathan Baas Project Manager, ruction Services Department The documents accompanying this facsimile transmission may contain confidential client information or attorney work product which is legally privileged. The information is intended only for the use of the recipient named above. If you have received this fax in error, please notify us, and you are hereby notified that any disclosure, copying, distribution, or the taking of this transmitted information is strictly prohibited. SEP 27 '01 12:34 FR PSI SEATTLE In Information / ToBuild On Engineering • Consuitbrg • Testing September 27, 2001 File No. 712 -10166 Building Inspections City of Tukwila Building Department 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 Subject: Project Name St Thomas Church rennovation Project Address 4415 S. 140th Street Permit No. 001.049 We have completed the requested special inspections on the subject project. Our final report, dated September 21, 2001, is numbered FR15257. To the best of our knowledge, all work inspected conformed to approved plans, specifications, URC, and related codes, and/or verbal or written instructions from the Engineer of Record. Sincerely, IONAL SERVICE INDUSTRIES, INC. Sam Yaghmaie, P. E., Manager, Seattle Construction Services Department cc: LZL Construction. Broderick Architects Protesaional Service Industries, Inc. • 3257 16th Avenue. West • Seattle, WA 98119.1706 • Phone 206/282 - 0666 • Fax 2061282 -0710 WORK INSPECTED Structural steel welding and bolting (visual) Reinforced Concrete Placement 206 282 6457 TO 4313665 P.02/05 RECEWED SEP 2 7 2001 BUILDING DEPARTMENT Sample Nu. Cylinder Diameter (in.) Cylinder Area (in.l Dots Tested Age (dui) 1.4,:,J (tb$) Compressive Strength CO . 1. O.) i`noun Type 1 6.00 28.27 6/28/01 7 84500 2990 Shear 113 6.00 28.27 7/19/01 28 120000 4240 Shear 1C 6.00 28.27 7/19/01 28 117000 4140 Shear Design Strength Specification: 28 3000 SEP 2? '01 12:34 FR PSI SEATTLE f'i7Infornation r'w To Build On Enginaoding • Consulting • Taming C T .rENT: DATE: June 21.2001 TECIINICIAM E. Bauman Data ' 'Time Delivery Ticket No. Slump. 1*. Ale C:nntear, % ASTM Test Method: C31 REPORT OF FIELD INSPECTION AND CONCRETE COMPRESSION TEST Dennis Lehtinen LZL Construction. Inc. 10604 East Riverside Drive Bothell, WA 98011 LOCATION OF PLACEMENT: Column footings for new (12 Samples were taken at 3.00 cubic yards of 6.00 cubic yards June 21, 2001 10:20 AM 209060 5.00 Mr Tempernmre, •F 60 Concrete Temperature, •N 76 Date Received In Lab June 22, 2001 Field Data Submitted fly PSI/E.. Bauman Mix Data Submitted By Stoneway NOM AtMLICAIn.0 Aft74wrotomtot ukt csa of twtuEMOtCATrD: ammo masticet ri,.tiA (CA' StiC.9:. • SLUMP: C141.97 (EY( err .' M' '.fl:1W CHIN: /•N.tv1, too WI Iw, :1 :171• I• OBSERVATIONS ® Cylinders made by PSI representative. ® Cylinders picked up by PSI npresentativc. C39 ® C143 ® C172 ❑ C231 REMARKS: Inspected and witnessed concrete pour. Placed concrete with chute. 1-le verified welding of4 small and 10 large embeds, stud welded all around, per IL Gross. Used compaction machine RA44373; Cone and Rod #2846. All Items Inspected conform to approved plans and specifications, to the best of this Inspector's knowledge. 206 282 6457 TO 4313665 PROJECT: St.. Thomas Church renovation 4415 S. 140th Street Tukwila PERMIT NU.: JOB NO.: REPORT NO,: FIELD DATA total) covered walkway outside, between parking lot and church. placed lutal. Supplirr Stoncway Mix Number and Proportion 5501 Cement 517 lbs Types 1 R li Water Fine Aggrega 13801bs Coarse Aggregate 1965 Fly Admixture 3 oz AEA CI064 ❑ C1231 ❑ Other: cc: City of Tukwila TMESE TEST RESULTS APPLY ONLY TO ThE SDCCIFlC SAMPLES TESTED AND MAY NOT SE INDICATIVE OF THE ENTIRE CONCRETE PLACGMQNT, Rfingerr. MAY NOT SE REPRODUCED. EXCEPT IN FULL. WITt4OUT WRITTEN PERMISSION DT PROFESSIONAL SERVICE INOucTRIEs, INC. Professional Service Industries, Inc. • 3257 16th Avenue, West • Seattle, WA 98119 -1706 • Phone 206/282.0666 • Fax 206/282 -0710 00 I - 049 712 - 10166 -1 CR16656 P.03/05 ® Ten results ceinply with Ltpplicablc specifications. ❑ Test results do not comply with applicable specifications. ❑ Reinforcing steel was found to conipl! with plans and project specifications. ❑ Reinforcing steel does not comply with plans and project specifications. Ca Reinforcing steel not inspected by PSI representative. 0 gallons of water added An situ. WORK CONFORMS: YES ❑ Nt) Respectfully submitted. Pro oral Service Industries, Inc. Sam Yaghmaie, P.C. Department Manager, Seattle CLmslruction Services RECEWED SEP 2 7 2001 BUILDING C)ErARTMEN'T Snmpty No. Cylinder Diometa (in.) Cytindcr Atca (&j fete Tested Ale Ns sl Load (nu.) Compressive strength (ps i.1 }I]eluta 1), e 1A _ 6.00 28.27 7/5/01 7 72000 2550 Shear 113 6.00 28.27 7/26/01 28 104000 3680 Sheer 1C 6.00 28.27 7/26/01 28 106000 3750 Shear Design Strou`11t Specification: 28 3000 ffir"Mil Information /r ToBuild On Engineering • COnsul!/ng • mating CLIENT: SEP 27 '01 12:35 FR PSI SEATTLE Dennis Lehti LZL Construction. Inc. 10604 East Riverside Drive Bothell, WA 98011 206 282 6457 TO 4313665 P.04 REPORT OF FIELD INSPECTION AND CONCRETE COMPRESSION TEST PROJECT: St. Thomas Church renovation 4415 S. 140th Strcct Tukwila PERMIT N().: 001.049 DATE: June 28, 2001 1013 NO.: 712- 10166 -2 TECHNICIAN: 1:. Bauman REPORT NO.: CR16658 FIELD DATA LOCATION OF PLACEMENT. Twelve column piers ( 6 on each side of new walkway ), also placed 2 pantile! footings for new entry way CMU walls at the cast end of the new covered walkway. Also verified the embeds at top Samples were: taken at 2.00 cubic yards of 4.00 cubic yards placed total. Deem Plated June 28. 2001 Time 02:15 PM Delivery Ticket No. 210413 Slump, In, 5.00 me Content. % Air Temperature. •P Concrete Temperature, •P Date Received In Lab Field Data Submitted By Mie Data t►ubmincd By 65 76 Junc 29, 2001 PSI /E. Bauman Stoneway COMPRESSION TEST RESUL ASTM Test Method: ® 01 ® C39 ® C143 ® C172 ❑ C23I REMARKS: Inspected reinforcing steel and witnessed concrete pour. The concrete was placed by chute and bucket and consolidated by mechanical vibration. The items inspected conform to approved plans and specifications to the best of the inspectors knowledge. Supplier Stoncway M1ti: Number and Proportions 5501 Commit 517 lbs Types 1 - 11 Water ti gal Fine Maraca,/ 1380 Ibs Cumuli AcureRato 1965 lbs Irlyoth Ad nfls lure g C1064 ❑ C1231 ❑ Other; cc: City of Tukwila T1+E$E TEST Itssuers APPLY max TO THE $PEcIFIC BALPLEBTEBTEO AND may Not BE afacATIVE OF THE ENT,RE CONCReld PLACEMENT. REPORTC MAY NQT to REPROOUCcq VEPT IN ruu_ wrrNQw WRITTEN PERMISSION er PROFEBOIOMA. SERVICE I.VOUBTR EC. INC. 3 oz AEA NOS t: ArruCAM.0 ASTM ITANDARDL UN4.eM O n I f : . I l n i s e NOTOATEO: MAIL NO LKCIMAN4' CSI • N . ft'XC. SEC. Y l!)' SLUMP C1.1.91 I R , 7 f I ' Ur #.1 'I P •MV1711 rt. ai . C I n:1 +•nrl L V.I +L N0 el ? 1 ,+ OBSERVATIONS ® Cylinders made by I'S! representative. ® Cylinders picked up by PSI representative. ® Test results comply with applicable specifications. ❑ Test results do not comply with applicahlc specifications. IS Reinforcing steel was found to comply with plans and project specifications. 0 Reinforcing steel does not comply will' plans and project speeifitsltium. ❑ Reinforcing stew) not inspected by PSI representative. 0 gallons of water added on site. WORK CONFORMS: YES NO Respectfully submitted. Pr ssional Service Industries, Inc. Sam Yaghmaie, P.E. Department Manager, Seattle Construc_tiA)I RECEIVED SEP 27 2001 BUILDING CiPARTMENT Professional Servlco Industries, Inc. • 3257161h Avenue, West • Seattle. WA 98119.1706 • Phone 206/2820666 • Fax 206/282 - 0710 i Information Ile.21,17b Build On Englneetiing • Consulting • Milting CLIENT: SEP 27 ' 01 12 35 FR PSI SEATTLE LM/edt/tms cc: City of Tukwila 206 282 6457 TO 4313665 P.05,05 REPORT OF INSPECTION ACTIVITIES Dennis Lehtincn PROJECT: St. Thomas Church renovation 121, Construction, Inc. 4415 S. 140th Street 10604 East Riverside Drive Tukwila Bothell, WA 98011 PERMIT NO,: 001.049 DATE: Sc tcmber 21, 2001 1013 NO.: 712 - 10166 -3 INSPECTOR: L. Miller REPORT NO.: FR15257 RF.MARKS: A representative of PSI arrived at the above referenced project to perform a visual weld inspection. as per AWS D1.1 - 00. UBC and approved drawings. He performed an inspection of 22 locations on GLU -LAM saddles tor welding and bolting. I le also performed an Inspection of structural steel portions on covered walkway roof framing. A fillet gauge was used. WORK CONFORMS TO APPROVED PLANS; Y F..S yr) Res p etttlTiy submitted, SSIONAL SERVICE INDUSTRIES. INC. am Yaghmaie. P.E. Manager. Seattle Construction Services REPORTS MAY NOT BE RE040OUCED. EXCEPT IN FULL. WITHOUT WRITTEN PERMISSION SY PROFESSIONAL GeRViCe INDUSTRIES, VIC. Professional Service Industries, Inc. • 3257 16th Avenue, West • Seattle, WA 98119.1706 • Phone 206/282.0666 • Fax 206/282.0710 SC rr 2 i LUU I c3L3:L1.)lNt.7 DEPARTMENT ** TOTAL PAGE .135 ** Sample No. Cylinder Diameter (In 1 Cylinder Area (in.') Date Tested Age (days) Load (lbs 1 Compressive Strength (p s i.) Fracture T■pc I A 6,00 28.27 7/5/01 7 72000 2550 Shear 1B 6.00 28.27 7/26/01 28 104000 3680 Shear IC 6.00 28.27 7/26/01 28 106000 3750 Shear Design S rength Specification: 28 3000 pr,Mil Information To Build On Engineering • Consulting • Testing CLIENT: Date Placed June 28, 2001 Time 02:15 PM Delivery Ticket No. 210413 Slump, In. 5.00 Air Content, Y. Mr Temperature, •F 65 Concrete Temperature, •F 76 Date Received In lab June 29, 2001 Field Data Submitted By PSI /E. Bauman Mix Data Submitted By Stoneway REPORT OF FIELD INSPECTION AND CONCRETE COMPRESSION TEST Dennis Lehtinen PROJECT: St. Thomas Church renovation LZL Construction, Inc. 4415 S. 140th Street 10604 East Riverside Drive Tu Bothell, WA 98011 PERMIT NO DATE: June 28, 2001 JOB NO.: TECHNICIAN: E. Bauman FIELD DATA LOCATION OF PLACEMENT: Twelve column piers ( 6 on each side of new walkway ), also placed 2 parallel footings for new entry way CMU walls at the cast end of the new covered walkway. Also verified the embeds at top Samples were taken at 4.00 cubic yards of cubic yards placed total. NOTE APPLICABLE. ASTM STANDARDS. UNLESSOTIIERWISE INDICATED MAKING SPECIMENS C? .% 4EXE SEC 97 21 SLUMP CI41.97IENC SEC 61 TEMPERATURE M6444 SAMPLING CI 9:I.11 MPRESSION TEST RESULTS REMARKS: Inspected reinforcing steel and witnessed concrete pour. The concrete was placed by chute and bucket and consolidated by mechanical vibration. The items inspected conform to approved plans and specifications to the best of the inspectors knowledge. REPORT NO.: CR16658 Supplier Stoneway NH: Number and Proportions 5501 Cement 517 lbs Types I -Il water 8 gal Fine Aggregate 1380 lbs Coarse Aggregate 1965 lbs Fis ash Admixture 3 oz AEA OBSERVATIONS Cylinders made by PSI representative. Cylinders picked tip by PSI representative. Test results comply with applicable specifications. ❑ Pest results do not comply with applicable specifications. Reinforcing steel was found to comply with plans and project specifications. ❑ Reinforcing steel does not comply with plans and project specifications. ❑ Reinforcin • • • . ected by PSI repre n tve. 0 gal : s of water added on site. 1B ASTM Test Method: ® C31 ® C39 © C143 C172 ❑ C231 Q C1064 ❑ C1231 ❑ 1er: 11' RK CONFORMS: pp YES Respectfully submitted, Professional Service I Inc. cc: City' of Tukwila THESE TEST RESULTS APPLY ONLY TO THE SPECIFIC SAMPLES TESTED AND MAY NOT BE INDICATIVE OF THE ENTIRE CONCRETE PLACEMENT. REPORTS MAY NOT BE REPRODUCED. EXCEPT IN FULL, WITHOUT WRITTEN PERMISSION BY PROFESSIONAL SERVICE INDUSTRIES, INC. Professional Service Industries, Inc. • 3257 16th Avenue, West • Seattle, WA 98119 -1706 • Phone 206/282 -0666 • Fax 206/282 -0710 Sam Yaghmaie, P.E. Department Manager, Seattle Construction Services NO Sample No Cylinder Diameter (in) Cylinder Area (ins) Date Tested Age (days) Load (lbs ) Compressive Strength (p s t) Fracture Type IA 6.00 28.27 6/28/01 7 84500 2990 Shear 113 6.00 28.27 7/19/01 28 120000 4240 Shear 1C 6.00 28.27 7/19/01 28 117000 4140 Shear Design Strength Specification. 28 3000 npVign Inforinwion iffiLefilb Build On Engineering • Consulting • Testing REPORT OF FIELD INSPECTION AND CONCRETE COMPRESSION TEST CLIENT: Dennis Lehtinen LZL Construction, Inc. 10604 East Riverside Drive Bothell, WA 98011 PERMIT NO DATE: June 21, 2001 JOB NO.: TECHNICIAN: E. Bauman FIELD DATA LOCATION OF PLACEMENT: Column footings for new (12 total) covered walkway outside, between parking lot and church. Samples were taken at 6.00 cubic yards of 6.00 cubic yards placed total. Date Placed June 21, 2001 Time 10:20 AM Delivery Ticket ',"‘o. 209060 Slump, In. 5.00 Air Content, •/a Air Temperature, °F 60 Concrete Temperature, °F 76 Date Received In Lab June 22, 2001 Field Data Submitted By PSI/E. Bauman Mix Data Submitted fly Stoneway COMPRESSION TEST RESULTS REMARKS: Inspected and witnessed concrete pour. Placed concrete with chute. He verified welding of 4 small and 10 large embeds, stud welded all around, per IL Gross. Used compaction machine RA44373; Cone and Rod #2846. All items inspected conform to approved plans and specifications, to the best of this inspector's knowledge. • �• ;a v ;:e,�, _ . PROJECT: REPORT NO.: CR16656 supplier Stoneway Mix Number and Proportions 5501 Cement 517 lbs Types I & II Water Fine Aggregate 1380 lbs Coarse Aggregate Flyash Admixture ASTM Test Method: ®C3I ® C39 ® C143 ► C 172 ❑ C231 ® C1064 ❑ C1231 cc: City of Tukwila THESE TEST RESULTS APPLY ONLY TO THE SPECIFIC SAMPLES TESTED AND MAY NOT BE INDICATNE OF THE ENTIRE CONCRETE PLACEMENT. REPORTS MAY NOT BE REPRODUCED. EXCEPT IN FULL. WITHOUT WRITTEN PERMISSION BY PROFESSIONAL SERVICE INDUSTRIES, INC St. Thomas Church renovation 4415 S. 140th Street Tu 66 -1 1965 3 o7. AEA NO NOTE APPLICABLE ASTM STANDARDS. UNLESS O7117AWtSE I NDICA= MAKLIO SPECIMENS C) 96 (MC SEC 9.2.2). SLU W' CI 4).97 (EXC. SEC 6). TEMPERATURE. CI0MJ49)). sA.MPLNO C1'2.9 OBSERVATIONS 2) Cylinders made by PSI representative. ® Cylinders picked up by PSI representative. ® Test results comply with applicable specifications. ❑ Test results do not comply with applicable specifications. ❑ Reinforcing steel was found to comply with plans and project specifications. ❑ Reinforcing steel does not comply with plans and project specifications. Reinforcing steel not inspected by PSI repr ntative. 0 gallons of water added on site. WORK CONFORMS: N YES �1 Respectfully submitted, Professional Service Industries, Inc. Sam Yaghmaie, P.E. Department Manager, Seattle Construction Services Professional Service Industries, Inc. • 3257 16th Avenue, West • Seattle, WA 98119 -1706 • Phone 206/282 -0666 • Fax 206/282.0710 Project Info Project Address 4415 S 140th St. Less than 60% of the fixtures are new, and installed lighting wattage is not being increased Date 2/21/01 Tukwila, WA 98168 B For Building Department Use 14 16.0 Applicant Name: Kevin Broderick track spot Applicant Address: 55 S. Atlantic St. #301, Seattle, HA 98134 Applicant Phone: 206. 682.7525 D Alteration Exceptions (check appropriate box) No changes are being made to the lighting Less than 60% of the fixtures are new, and installed lighting wattage is not being increased Location (floor /room no.) Fixture Description Number of Fixtures Watts/ Fixture Watts Proposed 224.0 B display strip 14 16.0 C track spot 6 50.0 300.0 D recessed can 6 32.0 192.0 B step light 6 7.0 42.0 r clamp -on spot 12 75.0 900.0 H ceiling fixture 11 24.0 264.0 L display strip 12 16.0 192.0 N can light (existing) 124 32.0 3968.0 2418.0 Total Proposed Watts may not exceed Total Allowed Watts for Interior Total Proposed Watts 6082.0 Location Description Anowoa waits per ft or per If Area in ft' (or If for perimeter) Atioweo watts x ft' (or x If) Covered Parking Watts Proposed 0.2 W /ft' spotlight Open Parking 16 0.2 W /ft 800.0 K Outdoor Areas surface can 0.2 Wife 4 32.0 Bldg. (by facade) N 0.25 Wife can light (existing) Bldg. (by perim) perimeter (church bldg. Only) 7.5 W/If 602.1 4515.8 Note: for building ex erior, choose either the facade area or the perimeter method, but not both) Total Allowed Watts 4515.8 Location Fixture Description Number of Fixtures Watts/ Fixture Watts Proposed J spotlight 16 50.0 800.0 K surface can 4 32.0 128.0 N can light (existing) 16 65.0 1040.0 P I` ( flood light (existing) ^{T�• �� n : ., ; .:.) �; 2 150.0 300.0 Q flood light (existing) 1 150.0 150.0 Total Proposed Watts may not exceed Total Allowed Watts for Exterior Total Proposed Watts 2418.0 Lighting Summary LTG -SUM 1997 Washington State Nonresidential Energy Code Compliance Forms First Edition - June. 1998 Project Description I New Building ; Addition Alteration Compliance Option Prescriptive • Lighting Power Allowance Systems Analysis (See Qualification Checklist (over). Indicate Prescriptive & LPA spaces clearly on plans.) Maximum Allowed Lighting Wattage (Interior) Location (floor/room no.) Occupancy Description sanctuary (assembly) sacristy (workroom) narthex (lobby) From Table 15 -1 (over) - document all exceptions on form LTG -LPA Mowed Fi Lc '"' Watts per f ru- 1.00 1.50 0.80 5890.0 109.0 1246.0 Total Mowed Watts 5890.0 163.5 996.8 7050.3 Proposed Lighting Wattage (Interior) (May not exceed Total Mowed Watts for Interior) Maximum Allowed Lighting Wattage (Exterior Proposed Lighting Wattage (Exterior) (May not exceed Total Allowed Watts for Exterior) PERr.1lT CENTER 207 I/2 First Avenue South Suite 250 ST. THOMAS RENOVATION AND ADDITION Tukwila, Washington STRUCTURAL DESIGN CALCULATIONS February 2001 Seattle, Washington 98104 I.L.GROSS STRUCTURAL ENGINEERS PERt,". (206) 623-0769 • (Fax) 623-9081 OrtArA* ;:fr, ,r 'rs?'7grrr.71:777''''''' 1. ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, SPECIFICATIONS, THE UNIFORM BUILDING CODE (1997 EDITION), AND TUKWILA CODE MODIFICATIONS TO THE UNIFORM BUILDING CODE. 2. DESIGN LOADING CRITERIA ROOF LIVE LOAD 25 PSF FLOOR LIVE LOAD 40 PSF STAIR AND ENTRIES LIVE LOAD 100 PSF WIND 80 MPH, EXPOSURE "B" EARTHQUAKE . ZONE 3, R = 5.5 3. STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL AND ALL OTHER DISCIPLINES' DRAWINGS FOR BIDDING AND CONSTRUCTION. CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS FOR COMPATIBILITY AND SHALL NOTIFY ARCHITECT OF ANY DISCREPANCIES PRIOR TO CONSTRUCTION. 4. CONTRACTOR SHALL VERIFY ALL EXISTING DIMENSIONS, MEMBER SIZES, AND CONDITIONS PRIOR TO COMMENCING ANY WORK. ALL DIMENSIONS OF EXISTING CONSTRUCTION SHOWN ON THE DRAWINGS ARE INTENDED AS GUIDELINES ONLY AND MUST BE FIELD VERIFIED BY THE CONTRACTOR OR THE CONTRACTOR'S SUBCONTRACTOR. 5. CONTRACTOR SHALL PROVIDE TEMPORARY BRACING FOR THE STRUCTURE AND STRUCTURAL COMPONENTS UNTIL ALL FINAL CONNECTIONS HAVE BEEN COMPLETED IN ACCORDANCE WITH THE PLANS. 6. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND THE METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES REQUIRED TO PERFORM THE WORK. 7. CONTRACTOR - INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION. CHANGES SHOWN ON SHOP DRAWINGS ONLY WILL NOT SATISFY THIS REQUIREMENT. 8. 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, SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND THE STRUCTURAL ENGINEER. GENERAL STRUCTURAL NOTES (The following apply unless shown otherwise on the plans) CRITERIA DISCREPANCIES: THE CONTRACTOR SHALL INFORM THE ENGINEER IN WRITING, DURING THE BIDDING PERIOD, OF ANY DISCREPANCIES OR OMISSIONS NOTED ON THE DRAWINGS OR IN THE SPECIFICATIONS OR OF ANY VARIATIONS NEEDED IN ORDER TO CONFORM TO CODES, RULES AND REGULATIONS. UPON RECEIPT OF SUCH INFORMATION, THE ENGINEER WILL SEND WRITTEN INSTRUCTIONS TO ALL CONCERNED. ANY SUCH DISCREPANCY, OMISSION, OR VARIATION NOT REPORTED SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR, AND WORK SHALL BE PERFORMED IN A MANNER AS DIRECTED BY THE ENGINEER. NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. 1 9 SHOP DRAWINGS FOR REINFORCING STEEL (FOR BOTH CONCRETE AND MASONRY CONSTRUCTION), GLUED LAMINATED MEMBERS, SHALL BE SUBMITTED TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR REVIEW PRIOR TO FABRICATION OF THESE ITEMS. 10. SHOP DRAWING REVIEW: DIMENSIONS AND QUANTITIES ARE NOT REVIEWED BY THE ENGINEER OF RECORD, THEREFORE MUST BE VERIFIED BY THE CONTRACTOR. CONTRACTOR SHALL REVIEW AND STAMP ALL SHOP DRAWINGS PRIOR TO SUBMITTING FOR REVIEW BY ENGINEER OF RECORD. SUBMISSIONS SHALL INCLUDE A REPRODUCIBLE AND ONE COPY. REPRODUCIBLE WILL BE MARKED AND RETURNED. RESUBMITTALS OF PREVIOUSLY SUBMITTED SHOP DRAWINGS SHALL HAVE ALL CHANGES CLOUDED AND DATED WITH A SEQUENTIAL REVISION NUMBER. CONTRACTOR SHALL REVIEW AND STAMP ALL REVISED AND RESUBMITTED SHOP DRAWINGS PRIOR TO SUBMITTAL AND REVIEW BY THE ENGINEER OF RECORD. SHOP DRAWING SUBMITTALS PROCESSED BY THE ENGINEER ARE NOT CHANGE ORDERS. THE PURPOSE OF SHOP DRAWING SUBMITTALS BY THE CONTRACTOR IS TO DEMONSTRATE TO THE ENGINEER THAT THE CONTRACTOR UNDERSTANDS THE DESIGN CONCEPT. THE CONTRACTOR DEMONSTRATES THIS UNDERSTANDING BY INDICATING WHICH MATERIAL THEY INTEND TO FURNISH AND INSTALL AND BY DETAILING THE FABRICATION AND INSTALLATION METHODS THEY INTEND TO USE. IF DEVIATIONS, DISCREPANCIES, OR CONFLICTS BETWEEN SHOP DRAWING SUBMITTALS AND THE CONTRACT DOCUMENTS ARE DISCOVERED EITHER PRIOR TO OR AFTER SHOP DRAWING SUBMITTALS ARE PROCESSED BY THE ENGINEER, THE DESIGN DRAWINGS AND SPECIFICATIONS SHALL CONTROL AND SHALL BE FOLLOWED. 11. INSPECTION: CONCRETE CONSTRUCTION, MASONRY CONSTRUCTION, EXPANSION BOLTS AND THREADED EXPANSION INSERTS, DRILLED AND EPDXIED BOLTS, RODS AND ANCHORS, SHALL BE SUPERVISED IN ACCORDANCE WITH SECTION s - - • AND THE PROJECT SPECIFICATIONS BY A QUALIFIED TESTING AGENCY DESIGNATED BY THE ARCHITECT. THE ARCHITECT, AND STRUCTURAL ENGINEER SHALL BE FURNISHED WITH COPIES OF ALL INSPECTION REPORTS AND TEST RESULTS. GEOTECHNICAL 12. FOUNDATION AND SLAB NOTES: SUB -GRADE PREPARATION INCLUDING DRAINAGE, EXCAVATION, COMPACTION, AND FILLING REQUIREMENTS, SHALL CONFORM STRICTLY WITH RECOMMENDATIONS GIVEN BY THE INDIVIDUAL TESTING AGENCY AT THE TIME OF EXCAVATION. FOOTINGS SHALL BEAR ON SOLID UNDISTURBED EARTH (CONTROLLED, COMPACTED STRUCTURAL FILL OR BOTH) AT LEAST 18" BELOW LOWEST ADJACENT FINISHED GRADE. FOOTING DEPTHS /ELEVATIONS SHOWN ON PLANS (OR IN DETAILS) ARE MINIMUM AND FOR GUIDANCE ONLY. THE ACTUAL ELEVATIONS OF FOOTINGS MUST BE ESTABLISHED BY THE CONTRACTOR IN THE FIELD WORKING WITH THE TESTING LAB. BACKFILL BEHIND ALL RETAINING WALLS WITH FREE DRAINING GRANULAR FILL AND PROVIDE FOR SUBSURFACE DRAINAGE. ALLOWABLE SOIL PRESSURE. 3,000 PSF (FROM GENERAL STRUCTURAL NOTES OF ORIGINAL BUILDING) LATERAL EARTH PRESSURE (RESTRAINED /UNRESTRAINED) 60 PCF /35 PCF (ASSUMED) RENOVATION NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. 13. DEMOLITION: CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS BEFORE COMMENCING ANY DEMOLITION. SHORING SHALL BE INSTALLED TO SUPPORT EXISTING CONSTRUCTION AS REQUIRED AND IN A MANNER SUITABLE TO THE WORK SEQUENCES. EXISTING REINFORCING SHALL BE SAVED WHERE AND AS NOTED ON THE PLANS. SAW CUTTING, IF AND WHERE USED, SHALL NOT CUT EXISTING REINFORCING THAT IS TO BE SAVED. DEMOLITION DEBRIS SHALL NOT BE ALLOWED TO DAMAGE OR OVERLOAD THE EXISTING STRUCTURE. LIMIT CONSTRUCTION LOADING (INCLUDING DEMOLITION DEBRIS) ON EXISTING FLOOR SYSTEMS TO 40 PSF. A. ALL NEW OPENINGS THROUGH EXISTING WALLS, SLABS AND BEAMS SHALL BE ACCOMPLISHED BY SAW CUTTING WHEREVER POSSIBLE. B. CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS AND LOCATION OF MEMBERS PRIOR TO CUTTING ANY OPENINGS. C. SMALL ROUND OPENINGS SHALL BE ACCOMPLISHED BY CORE DRILLING, IF POSSIBLE. D. WHERE NEW REINFORCING TERMINATES AT EXISTING CONCRETE, THREADED BARS INTO THREADED EXPANSION INSERTS IN EXISTING CONCRETE SHALL BE PROVIDED TO MATCH HORIZONTAL REINFORCING, UNLESS OTHERWISE NOTED ON PLANS. CONCRETE 14. CONCRETE SHALL BE MIXED, PROPORTIONED, CONVEYED AND PLACED IN ACCORDANCE WITH UBC SECTION 1905 AND ACI 301 CONCRETE SHALL ATTAIN A 28 -DAY STRENGTH OF fc = 3,000 PSI AND MIX SHALL CONTAIN NOT LESS THAN 5 -1/2 SACKS OF CEMENT PER CUBIC YARD AND SHALL BE PROPORTIONED TO PRODUCE A SLUMP OF 5" OR LESS. THE MINIMUM AMOUNTS OF CEMENT AND MAXIMUM AMOUNTS OF WATER MAY BE CHANGED IF A CONCRETE PERFORMANCE MIX IS SUBMITTED TO THE STRUCTURAL ENGINEER AND THE SEATTLE DEPARTMENT OF CONSTRUCTION AND LAND USE FOR APPROVAL TWO WEEKS PRIOR TO PLACING ANY CONCRETE. THE CONCRETE PERFORMANCE MIX SHALL INCLUDE THE AMOUNTS OF CEMENT, FINE AND COARSE AGGREGATE, WATER AND ADMIXTURES AS WELL AS THE WATER CEMENT RATIO, SLUMP, CONCRETE YIELD AND SUBSTANTIATING STRENGTH DATA IN ACCORDANCE WITH UBC SECTION 1905.3. THE USE OF A PERFORMANCE MIX REQUIRES BATCH PLANT INSPECTION, THE COST OF WHICH SHALL BE PAID BY THE GENERAL CONTRACTOR. REVIEW OF MIX SUBMITTALS BY THE ENGINEER OF RECORD INDICATES ONLY THAT INFORMATION PRESENTED CONFORMS GENERALLY WITH CONTRACT DOCUMENTS. CONTRACTOR OR SUPPLIER MAINTAINS FULL RESPONSIBILITY FOR SPECIFIED PERFORMANCE. ALL CONCRETE WITH SURFACES EXPOSED TO STANDING WATER SHALL BE AIR - ENTRAINED WITH AN AIR - ENTRAINING AGENT CONFORMING TO ASTM C260 -94, C494 -92, C618 -94a. C989 -93 AND C1017 -92. TOTAL AIR CONTENT SHALL BE IN ACCORDANCE WITH TABLE 19 -A -1 OF THE UNIFORM BUILDING CODE. 15. REINFORCING STEEL SHALL CONFORM TO ASTM A615 (INCLUDING SUPPLEMENT S1), GRADE 60, f = 60,000 PSI. EXCEPTIONS: ANY BARS SPECIFICALLY SO NOTED ON THE DRAWINGS SHALL BE GRADE 40, fy = 40,000 PSI. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A -185. 16. REINFORCING STEEL SHALL BE DETAILED (INCLUDING HOOKS AND BENDS) IN ACCORDANCE WITH ACI 315-80 AND 318 -83. LAP ALL CONTINUOUS REINFORCEMENT 30 BAR DIAMETERS OR 2' -0" MINIMUM. PROVIDE CORNER BARS AT ALL WALL AND FOOTING INTERSECTIONS. LAP CORNER BARS 30 BAR DIAMETERS OR 2' -0" MINIMUM. LAP ADJACENT MATS OF WELDED WIRE FABRIC A MINIMUM OF 8" AT SIDES AND ENDS. NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. NO BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL BE FIELD BENT UNLESS SPECIFICALLY SO DETAILED OR APPROVED BY THE STRUCTURAL ENGINEER. 17. CONCRETE PROTECTION (COVER) FOR REINFORCING STEEL SHALL BE AS FOLLOWS: FOOTINGS AND OTHER UNFORMED SURFACES, EARTH FACE 3" FORMED SURFACES EXPOSED TO EARTH (i.e. WALLS BELOW GROUND) OR WEATHER (#6 BARS OR LARGER) 2" ( #5 BARS OR SMALLER) 1 1/2" SLABS AND WALLS (INTERIOR FACE) 3/4" 18. CONCRETE WALL REINFORCING- PROVIDE THE FOLLOWING UNLESS DETAILED OTHERWISE: 8" WALLS #5 @ 18 HORIZ. #4 © 18 VERTICAL 1 CURTAIN 10" WALLS #4 © 18 HORIZ. #3 @ 18 VERTICAL 2 CURTAINS 19. NON- SHRINK GROUT SHALL BE FURNISHED BY AN APPROVED MANUFACTURER AND SHALL BE MIXED AND PLACED IN STRICT ACCORDANCE WITH THE MANUFACTURER'S PUBLISHED RECOMMENDATIONS. GROUT STRENGTH SHALL BE AT LEAST EQUAL TO THE MATERIAL ON WHICH IT IS PLACED (3000 PSI MINIMUM). GROUT IN BLOCKOUTS AT POST - TENSIONED SLAB DOWELS SHALL BE CAPABLE OF RESISTING DYNAMIC, REPETITIVE LOADING INDUCED BY SEISMIC FORCES. 20. EPDXY - GROUTED ITEMS SPECIFIED ON THE DRAWINGS SHALL BE GROUTED WITH HIT ADHESIVE ANCHOR SYSTEMS AS MANUFACTURED BY HILTI, INC. OR POWERFAST ADHESIVE ANCHOR SYSTEM AS MANFACTURED BY POWERS FASTNERS, INC OR AN APPROVED ALTERNATE THAT HAS ICBO TEST DATA FOR THEIR SPECIFIC PRODUCT AND APPLICATION. INSTALL IN STRICT ACCORDANCE WITH I.C.B.O. REPORTS FOR SPECIFIC EPDXY UNLESS NOTED OTHERWISE ON THE STRUCTURAL DRAWINGS. HOLE SIZE SHALL BE 1/8" LARGER THAN BAR, ROD OR BOLT SIZE. 21. EXPANSION BOLTS INTO CONCRETE SHALL BE "RED HEAD" WEDGE ANCHORS AND THREADED EXPANSION INSERTS INTO CONCRETE OR CONCRETE MASONRY UNIT SHALL BE "RED HEAD" NON - DRILLING ANCHORS, BOTH AS MANUFACTURED BY PHILLIPS DRILL COMPANY OR APPROVED EQUAL INSTALLED IN STRICT ACCORDANCE WITH THE MANUFACTURER'S PUBLISHED RECOMMENDATIONS, INCLUDING MINIMUM EMBEDMENT REQUIREMENTS. INSERTS INTO CONCRETE MASONRY UNITS SHALL BE INTO FULLY GROUTED CELLS. SPECIAL INSPECTION IS REQUIRED FOR ALL EXPANSION BOLT AND INSERT INSTALLATION. REFER TO ICBO REPORT #1372 FOR INFORMATION. MASONRY 22. HOLLOW CLAY BRICK UNIT WALLS SHALL BE CONSTRUCTED OF GRADE I UNITS CONFORMING TO ICBO RESEARCH REPORT NO. 2730 (GRADE 11 BRICK MAY BE USED WHERE THERE IS NO EXPOSURE TO WEATHER OR FREEZING TEMPERATURES) AND SHALL BE LAID UP IN A RUNNING BOND. MORTAR SHALL BE TYPE "S" PER TABLE 21 -A OF THE UBC. GROUT SHALL CONFORM TO UBC REQUIREMENTS AND ATTAIN A MINIMUM COMPRESSIVE STRENGTH OF 2,000 PSI AT 28 DAYS, DESIGN f = 1800 PSI. PRISM TESTING IS REQUIRED IN ACCORDANCE WITH UBC SECTION 2105.3. UNLESS NOTED OTHERWISE, PROVIDE THE FOLLOWING REINFORCEMENT: 8" WALLS #5 @ 48" O.C. VERT (2) #5 @ 48" O.C. HORIZ. NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. IN ADDITION, PROVIDE (1) #5 (#4 @ 6" WALLS) VERT. AT EACH SIDE OF OPENINGS, AT WALL CORNERS AND INTERSECTIONS AND AT FREE ENDS OF WALLS AND (2) #5 (#4 @ 6" WALLS) HORIZ. AT ROOF LEVELS, AT TOPS OF WALLS AND ABOVE AND BELOW ALL OPENINGS. ALL HORIZONTAL REINFORCEMENT SHALL BE PLACED IN BOND BEAMS. EXTEND ALL REINFORCEMENT AROUND OPENINGS 2'-O" BEYOND FACE OF OPENING. IF 2' -0" IS UNAVAILABLE EXTEND AS FAR AS POSSIBLE AND HOOK PROVIDE CORNER BARS TO LAP HORIZONTAL REINFORCING AT CORNERS AND INTERSECTIONS. FILL ALL CELLS CONTAINING REINFORCEMENT OR EMBEDDED ITEMS AND ALL CELLS BELOW GRADE WITH GROUT. PROVIDE CLEANOUT HOLES AT BOTTOM OF ALL CELLS CONTAINING REINFORCEMENT. 23. BRICK VENEER SHALL BE ANCHORED TO BACKING WALLS PER SECTION 1403.6 OF THE UBC WITH 1" x 22 GAUGE GALVANIZED SHEET METAL ANCHORS MINIMUM. ANCHOR TIES SHALL BE SPACED SO AS TO SUPPORT NOT MORE THAN TWO SQUARE FEET OF WALL AREA. ANCHOR TIES SHALL BE SPACED NOT MORE THAN 24" O.C. HORIZONTALLY. IN SEIMSIC ZONES 3 AND 4, ANCHOR TIES SHALL HAVE A LIP OR HOOK ON THE EXTENDED LEG THAT WILL ENGAGE OR ENCLOSE A HORIZONTAL JOINT REINFORCEMENT WIRE OF NO. 9 GAUGE OR EQUIVALENT. THE JOINT REINFORCEMENT SHALL BE CONTINUOUS WITH BUTT SPLICES BETWEEN TIES PERMITTED. 24. A BUILDING DEPARTMENT PRE - INSTALLATION MEETING WILL BE REQUIRED PRIOR TO BEGINNING STRUCTURAL MASONRY CONSTRUCTION. STEEL 25. STRUCTURAL STEEL DESIGN, FABRICATION, AND ERECTION SHALL BE BASED ON THE A.I.S.C. "SPECIFICATION FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS," LATEST EDITION, PLUS ALL REFERENCED CODES. 26. STRUCTURAL STEEL, INCLUDING PLATES AND ROLLED SHAPES, SHALL CONFORM TO ASTM A36, Fy = 36 KSI. STEEL PIPE SHALL CONFORM TO ASTM A -53, TYPE E OR S, GRADE B, Fy = 35 KSI. STRUCTURAL TUBING SHALL CONFORM TO ASTM A500, GRADE B, Fy = 46 KSI. ANCHOR BOLTS AND CONNECTION BOLTS SHALL CONFORM TO ASTM A307. 27. ALL WELDING SHALL BE IN CONFORMANCE WITH A.LS.C. AND A.W.S. STANDARDS AND SHALL BE PERFORMED BY W.A.B.O. CERTIFIED WELDERS USING E70 XX ELECTRODES. ONLY PRE - QUALIFIED WELDS (AS DEFINED BY A.W.S.) SHALL BE USED. WELDING OF GRADE 60 REINFORCING BARS (IF REQUIRED) SHALL BE PERFORMED USING LOW HYDROGEN ELECTRODES. WELDING OF GRADE 40 REINFORCING BARS (IF REQUIRED) SHALL BE PERFORMED USING E70XX ELECTRODES. WELDING WITHIN 4" OF COLD BENDS IN REINFORCING STEEL IS NOT PERMITTED. SEE REINFORCING NOTE FOR MATERIAL REQUIREMENTS OF WELDED BARS. WOOD 28. FRAMING LUMBER SHALL BE KILN DRIED, AND GRADED AND MARKED IN CONFORMANCE WITH W.C.L.B. STANDARD GRADING RULES FOR WEST COAST LUMBER NO. 16, LATEST EDITION. FURNISH TO THE FOLLOWING MINIMUM STANDARDS: DECKING: DOUGLAS FIR - LARCH, COMMERCIAL GRADE MINIMUM BASIC DESIGN STRESS, P =1450 PSI NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. BEAMS AND STRINGERS: (INCLUDING 6 X AND LARGER MEMBERS) DOUGLAS FIR NO. 1 MINIMUM BASIC DESIGN STRESS, f = 1000 PSI POSTS AND TIMBERS: DOUGLAS FIR NO. 1 MINIMUM BASIC DESIGN STRESS, f = 1500 PSI STUDS, LEDGERS, PLATES, AND MISC DOUGLAS FIR STANDARD GRADE 29. GLUED LAMINATED MEMBERS SHALL BE FABRICATED IN CONFORMANCE WITH ANSI 1 AITC A190.1 -1992, AMERICAN NATIONAL STANDARDS INSTITUTE AND ASTM D3737 -85 IN A CITY OF SEATTLE CERTIFIED PLANT. EACH MEMBER SHALL BEAR AN A.I.T.C. IDENTIFICATION MARK AND SHALL BE ACCOMPANIED BY AN A.I.T.C. CERTIFICATE OF CONFORMANCE. CERTIFICATES OF CONFORMANCE MUST BE MADE AVAILABLE TO BUILDING INSPECTORS. CITY INSPECTION IS REQUIRED PRIOR TO COVERING GLUED LAMINATED MEMBERS. ALL SIMPLE SPAN BEAMS SHALL BE DOUGLAS FIR COMBINATION 24F -V3, Fb = 2,400 PSI, Fv = 165 PSI. ALL CANTILEVERED BEAMS SHALL BE DOUGLAS FIR COMBINATION 24F -V8, Fb = 2,400 PSI, Fv = 165 PSI. CAMBER ALL GLULAM BEAMS TO 2,000 RADIUS, UNLESS SHOWN OTHERWISE. 30. PLYWOOD SHEATHING SHALL BE GRADE C -D, EXTERIOR GLUE OR STRUCTURAL II, EXTERIOR GLUE IN CONFORMANCE WITH UBC STANDARD 23 -2. SEE PLANS FOR THICKNESS, PANEL IDENTIFICATION INDEX AND NAILING REQUIREMENTS. 31. ALL WOOD PLATES IN DIRECT CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESSURE - TREATED WITH AN APPROVED PRESERVATIVE. PROVIDE 2 LAYERS OF ASPHALT IMPREGNATED BUILDING PAPER BETWEEN UNTREATED LEDGERS, BLOCKING, ETC., AND CONCRETE OR MASONRY. 32. TIMBER CONNECTORS CALLED OUT BY LETTERS AND NUMBERS SHALL BE "STRONG -TIE" BY SIMPSON COMPANY, AS SPECIFIED IN THEIR CATALOG NO.0 -2000. EQUIVALENT DEVICES BY OTHER MANUFACTURERS MAY BE SUBSTITUTED, PROVIDED THEY HAVE ICBO APPROVAL FOR EQUAL OR GREATER LOAD CAPACITIES. PROVIDE NUMBER AND SIZE OF FASTENERS AS SPECIFIED BY MANUFACTURER. CONNECTORS SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. WHERE CONNECTOR STRAPS CONNECT TWO MEMBERS, PLACE ONE -HALF OF THE NAILS OR BOLTS IN EACH MEMBER. ALL BOLTS IN WOOD MEMBERS SHALL CONFORM TO ASTM A307. PROVIDE WASHERS UNDER THE HEADS AND NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD. UNLESS NOTED OTHERWISE, ALL NAILS SHALL BE COMMON. ALL SHIMS SHALL BE SEASONED AND DRIED AND THE SAME GRADE (MINIMUM) AS MEMBERS CONNECTED. 33. WOOD FRAMING NOTES -- THE FOLLOWING APPLY UNLESS OTHERWISE SHOWN ON THE PLANS: A. ALL WOOD FRAMING DETAILS NOT SHOWN OTHERWISE SHALL BE CONSTRUCTED TO THE MINIMUM STANDARDS OF THE UNIFORM BUILDING CODE. MINIMUM NAILING, UNLESS OTHERWISE NOTED, SHALL CONFORM TO TABLE 23- II -B -1 OF THE UNIFORM BUILDING CODE. UNLESS NOTED OTHERWISE, ALL NAILS SHALL BE COMMON. COORDINATE THE SIZE AND LOCATION OF ALL OPENINGS WITH MECHANICAL AND ARCHITECTURAL DRAWINGS. PROVIDE WASHERS UNDER THE HEADS AND NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD. C. FLOOR AND ROOF FRAMING: TOENAIL JOISTS TO SUPPORTS WITH TWO 16d NAILS. NAIL ALL MULTI -JOIST BEAMS TOGETHER WITH 16d @ 12" O.C. STAGGERED. UNLESS OTHERWISE NOTED ON THE PLANS, PLYWOOD ROOF SHEATHING SHALL BE LAID UP WITH GRAIN PERPENDICULAR TO SUPPORTS AND NAILED WITH 8d NAILS @ 6" O.C. TO FRAMED PANEL EDGES AND OVER STUD WALLS AS SHOWN ON PLANS AND @ 12" O.C. TO INTERMEDIATE SUPPORTS. NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. a --p W C: B Pots rS Co vio tC Ci xu�s i # GtLUMNS UP5t2F.0 17) CiV et'icix1 FDIC p9&-L. 4/ ` N. N � k tAt V i:2 - 45 I wit " cwx 0'r- .— ' S Grp T z n ay" sxlq "G 4x tb ett .- - E ff. vj " 'C" �'b J Q� 3 4 x ! 312 &L, 01 L C2) V X10 I S v V-- 51 4, CoLo Of - $ xt(o /. GL f)3q, xl2 NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. cb L-1 v L tc4 oar- a cp:firer 4p 1 , f . KrrK I Ur — -- e"M SHEET TITLE 0 A'S PROJECT CLIENT ... IT )1(115.0 r75- 207 1 /2 First Avenue South Suite 250 ts-1.‹ K.-. A-KcFri175 • ME P.:KIrivE 4.0 if 2 OW( I . "30 : I 3 — CR" ( ... .. . ... ' .. . 1011 NO DESIGN I. L. GROSS STRUCTURAL ENGINEERS - r)tle I yr' --- ° ' S 4/1.0 T IP--- . I P e- FS a .r;;' NA P tfl 13 fr• ci , M L TH -.--. , 7- c, i-,1 t4 l Li - Z 0 rV e . 5 i , --n- I ..12 , 7 a P N laATI Gv% ( I &IN-WU H ticW/N27S-) '2162r"" DATE CI MCI< SHEET Seattle, Washington 98104 (206) 623-0769 • (Fax) 623-9081 SHEET TITLE PROJECT 3x P 4'. 4 ti :W P61' VT, ( +Lai .;)'_ Sbb Ib Fb % IM O ps i NI.IN :rpelCS- - fib7Ir ‘ 0.1;1- fo CI`t.`b) (o (25) e2 s 't • t.,$'/v\ txt, , q o . o 4 IVL- i (Z5 ' qi k t. � t wrx,� 1-77'1 -l9' 12 : . csv 41 /J G �! 6 /"M s L'% CS V.) ; c O f ' I W LA. - 12 S"(I K- CLIENT 207 '/_ First Avenue South Suite 250 19.0 (74 2S ps 10,12 t ; e1 Sx rc1`d 4 n sX P► UNI T. 12iSi 'Zt o 4 i/ (m,do ?) fro : ol? $ I5► (s)(1) xi o 7 k� 0 K `(u6ft r Seattle, Washington 98104 Del cn0N 0 � 1 K :594 et 2 41 JOB NO 2. DESIGN CHECK C-- 47' Co 4' II/0I ht.: ' N ' toL i I. L. GROSS STRUCTURAL ENGINEERS I fl- SAW V� ('t- gx1 jrlo ow` G 'S,)( 12 GAL . I' tit) DATE SHEET (206) 623-0769 • (Fax) 623 -9081 - ( - ' —_ li Iry ,H. V ► re dS dpi -vv v4 I. L. GROSS STRUCTURAL ENGINEERS SHEET TITLE 4 01 r a 4Aep PROJECT or- CL NT 207 I/2 First Avenue South Suite 250 Seattle, Washington 98104 JOB NO DESIGN CHECK 2-/ cjn DATE SHEET (206) 623-0769 • (Fax) 623 -9081 IL GROSS STRUCTURAL ENGINE. LS 2071/2 First Avenue South Suite 250 Seattle, Washington 98104 206 - 623 -0769 fx 623-9081 Rev. 510301 Use: KW-06028Se, Ver 5.13, 22 -Am -1999, We32 L (c)19e3.99 INERCJI,C Description Cross Beams (glu -lam) [General Information Section Name 8.75x13.5 Beam Width Beam Depth Member Type Load Our, Factor Beam End Fixity Full Len . th Uniform Loads Center Left Cantilever Right Cantilever Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 1,456.35 psi Fb 2,551.31 psi L Deflections Center Span... Deflection ...Location ...Length/Defl Stress Calcs Bending Analysis Ck 20.711 Le Cv 0.924 Rb © Center © Left Support © Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction 8.750 in 13.500 in GluLam 1.150 Pin -Pin DL DL DL Dead Load -0.458 in 12.000 ft 629.2 Query Values M, V, & 0 @ Specified Locations @ Center Span Location = @ Right Cant. Location = @ Left Cant. Location = 0.000 ft 0.000 Max Moment 32.26 k -ft 0.00 k -ft 0.00 k -ft @ Left Support 8.06 k 36.906 in2 218.50 psi 5.38 k 5.38 k 198.00 #/ft #/ft #/ft 0.00 ft 0.00 ft 0.00 ft General Timber Beam LL LL LL Span= 24.00ft, Beam Width = 8 750in x Depth = 13.51n, Ends are Pin -Pin 0.571 ; 1 32.3 k•ft 56.5 k•ft 32.26 k -ft at 12.000 ft 0.00 k -ft at 0.000 ft 0.00 k -ft 0.00 k -ft 56.51 fv 68.27 psi Fv 218.50 psi Reactions... Left DL Right DL Total Load Left Cantilever... -1,036 in Deflection 12.000 ft ...Length/Defl 278.10 Right Cantilever... Deflection ...Length /Deft Moment 0.00 k -ft 0.00 k -ft 0.00 k -ft Title : St. Thomas h.,.Jifications Dsgnr: Ira Gross Date: Description : Broderick Architects Alan Russo Contact Scope : Calculations are designed to 1997 NDS and 1997 UBC Requirements Center Span 24.00 ft Lu Left Cantilever ft Lu Right Cantilever ft Lu Douglas Fir, 24F - V8 Fb Base Allow 2,400.0 psi Fv Allow 190.0 psi Fc Allow 560.0 psi E 1,800.0 ksi 250.00 #/ft #/ft #Ift Sxx 265.781 in3 Area CI 0.000 Sxx Req'd 151.71 in3 0.00 in3 0.00 in3 © Right Support 8.06 k 36.906 in2 218.50 psi Bearing Length Req'd Bearing Length Req'd Page 1 c: enercak thomas modificat(ons.ecw:Roof 8.1 k 25.8 k © Left 5.38 k © Right 5.38 k Camber: @ Left 0.000 in @ Center 0.687 in @ Right 0.000 in Maximum Shear • 1.5 Allowable Shear: 2.38 k 2.38 k Max 5.38 k Max 5.38 k Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 118.125 in2 Allowable fb 2,551.31 psi 2,551.31 psi 2,551.31 psi 1.097 in 1.097 in 0.00 ft 0.00 ft 0.00 ft Job # Beam Design OK 0.000 in 0.000 in 0.0 0.0 Shear 5.38 k 0.00 k 0.00 k Deflection 0.0000 in 0.0000 in 0.0000 in IL GROSS STRUCTURAL ENGINE .S 207 1/2 First Avenue South Suite 250 Seattle, Washington 98104 206 - 623 -0769 fx 623 -9081 aea 510301 User: KW-060285$. vet 5.1.3, 22.3un -1999, W4 32 (c) 1983 -99 ENERCAIC Description End Cross Beams (glu -lam) p [General Information Section Name 8.75x12.0 Beam Width 8.750 in Beam Depth 12.000 in Member Type GluLam Load Our. Factor 1.150 Beam End Fixity Full Len th Uniform Loads Center Left Cantilever Right Cantilever J " ummaiy 1 Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 921.60 psi Fb 2,581.54 psi [Deflections Center Span... Deflection ...Location ...Length/Defl Stress Calcs Bending Analysis Ck 20.711 Le Cv 0.935 Rb @ Center © Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing © Supports Max. Left Reaction Max. Right Reaction Query Values DL DL DL Pin -Pin M, V, & D @ Specified Locations @ Center Span Location = @ Right Cant. Location = @ Left Cant. Location = 0.357 : 1 16.1 k -ft 45.2 k -ft 16.13 k -ft at 0.00 k -ft at 0.00 k -ft 0.00 k -ft 45.18 fv 38 40 psi Fv 218.50 psi Dead Load Total Load -0.326 in -0.737 in 12.000 ft 12.000 ft 883.9 390.64 0.000 ft 0.000 Max Moment 16.13 k -ft 0.00 k -ft 0.00 k -ft @ Left Support 4.03 k 18.453 in2 218.50 psi 2.69 k 2.69 k 0.00 ft 0.00 ft 0.00 ft Scope : General Timber Beam 99.00 #/ft #/ft #/ft Douglas Fir, 24F - V8 Fb Base Allow Fv Allow Fc Allow E Span= 24.00ft, Beam Width = 8.750in x Depth = 12.in, Ends are Pin -Pin 12.000 ft 0.000 ft Title : St. Thomas jifications Dsgnr: Ira Gross Date: Description : Broderick Architects Alan Russo Contact Job # Page 1 c: enercalc st thoma modifica •ns.ecw:Root Calculations are designed to 1997 NDS and 1997 UBC Requirem Center Span 24.00 ft Lu Left Cantilever ft Lu Right Cantilever ft Lu LL LL LL Reactions... Left DL Right DL 2,400.0 psi 190.0 psi 560.0 psi 1,800.0 ksi 125.00 #/ft #/ft #/ft Maximum Shear • 1.5 Allowable Shear: Left Cantilever... Deflection ...Length /Deft Right Cantilever... Deflection ..Length /Deft Camber: 1.19 k 1.19 k Sxx 210.000 in3 Area 105.000 in2 CI 0.000 Sxx Req'd 74.97 in3 0.00 in3 0.00 in3 @ Right Support 4.03 k 18.453 in2 218.50 psi Bearing Length Req'd Bearing Length Req'd Moment 0.00 k -ft 0.00 k -ft 0.00 k -ft Allowable fb 2,581.54 psi 2,581.54 psi 2,581.54 psi Shear 2.69 k 0.00 k 0.00 k 0.00 ft 0.00 ft 0.00 ft Beam Design OK 4.0 k 22.9 k @ Left 2.69 k @ Right 2.69 k @ Left 0.000 in @ Center 0.489 in @ Right 0.000 in Max 2.69 k Max 2.69 k Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.549 in 0.549 in 0.000 in 0.000 in 0.0 0.0 Deflection 0.0000 in 0.0000 in 0.0000 in r IL GROSS STRUCTURAL ENGINE 3 2071/2 First Avenue South Suite 250 Seattle, Washington 98104 206 - 623 -0769 fx 623 -9081 Rey: 510301 User: KW-06028Se, VC 5.1.3, 22 -Jun -1999, WM32 (c) 1913-99 ENERCALC Description Skylight Beams glu -lam option g, General information Section Name 5.125x12,0 Beam Width 5.125 in Beam Depth 12.000 in Member Type GluLam Load Dur. Factor Beam End Fixity LTrapezoidal Loads #1 DL @ Left DL @ Right #2 DL @ Left DL @ Right #3 DL @ Left DL @ Right #4 DL @ Left DL © Right Span= 15.00ft, Left Cant= Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 1,391.62 psi Fb 2,760.00 psi [Deflections Center Span... Deflection ...Location ...Length /Deft Stress Calcs Bending Analysis Ck 20.711 Cv 1.000 © Center © Left Support © Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing © Supports Max. Left Reaction Max. Right Reaction Le Rb 1.150 Pin -Pin 79.00 #Ift LL © Left 99.00 #Ift LL © Right #Ift LL © Left 99.00 #Ift LL © Right #/ft LL @ Left 237.60 MR LL © Right 237.60 #/ft LL @ Left #Ift LL © Right 14.26 k -ft -0.71 k -ft -1.07 k -ft -1.61 k -ft 28.29 fv 101.61 psi Fv 218.50 psi Dead Load Total Load -0.175 in -0.423 in 7.596 ft 7.596 ft 1,030.8 425.98 0.000 ft 0.000 Max Moment 14.26 k -ft 1.07 k -ft 1.61 k -ft © Left Support 4.59 k 20.987 in2 218.50 psi 3.86 k 4.97 k Title : St. Thomas t ifications Dsgnr: Ira Gross Date: Description : Broderick Architects Alan Russo Contact General Timber Beam Sxx CI Scope : Calculations are designed to 1997 NOS and 1997 UBC Requirements Center Span Left Cantilever Right Cantilever Douglas Fir, 24F - V8 Fb Base Allow 2,400.0 psi Fv Allow 190.0 psi Fc Allow 560.0 psi E 1,800.0 ksi 100.00 #/ft 125.00 #/ft #/ft 125.00 #/ft #/ft 300.00 #/ft 300.00 #Ift #/ft 15.00 ft Lu 3.00ft Lu 6.00ft Lu Start Loc End Loc Start Loc End Loc Start Loc End Loc Start Loc End Loc Job# Page 1 c: enercalc i thomas modifi .tions.ecw:Roof 0.00 ft 0.00 ft 0.00 ft -3.000 ft 0.000 ft 0.000 ft 15.000 ft -3.000 ft 9.000 ft 9.000 ft 21.000 ft Beam Design OK 3.00ft, Right Cant= 6.00ft, Beam Width = 5.125in x Depth = 12.in, Ends are Pin -Pin 0.504 1 14.3 k -ft Maximum Shear ' 1.5 28.3 k -ft Allowable 13.4 k at 8.077 ft Shear: @ Left 3.06 k at 15.000 ft © Right 4.17 k Reactions... Left DL Right DL Left Cantilever... Deflection Length/Def Right Cantilever... Deflection ...Length /Deft 123.000 in3 0.000 Sxx Req'd 62.02 in3 4.67 in3 7.01 in3 @ Right Support 6.25 k 28.600 in2 218.50 psi Bearing Length Req'd Bearing Length Req'd 6.2 k Camber: © Left 0.149 in © Center 0.262 in @ Right 0.316 in 1.68 k 2.18 k Area 61.500 in2 Allowable fb 2,760.00 psi 2,760.00 psi 2,760.00 psi Max 3.86 k Max 4.97 k Dead Load Total Load 0.099 in 0.245 in 726.1 293.4 1.346 in 1.733 in 0.211 in 0.533 in 682.8 270.4 IL GROSS STRUCTURAL ENGINE. 3 207 1/2 First Avenue South Suite 250 Seattle, Washington 98104 206-623-0769 fx 623-9081 Rev: 510331 User: KW-06028511, Vet 51.3. 22•un-1999, Wm32 (e) 198349 ENERCALC Description Skylight Beams glu-lam option Query Values V, & D @ Specified Locations et Center Span Location = ill) Right Cant. Location = @ Left Cant. Location = Title : St. Thomas ifications Dsgnr: Ira Gross Date: Description : Broderick Architects Alan Russo Contact Scope : General Timber Beam Moment Shear 0.00 ft -1.07 k-ft 3.00 k 0.00 ft -1.07 k-ft 3.00 k 0.00 ft -1.07 k-ft 3.00 k enerca Job # Page 2 modifi von :Roof Deflection 0.0000 in 0.0000 in 0.0000 in re2 It (.) to u3 zjE ujuj w o k u. (c to 3 • Q • cn O — CI 1— uj I I' 0 C.) V P 0 IL GROSS STRUCTURAL ENGINE. -i 2071/2 First Avenue South Suite 250 Seattle, Washington 98104 206 - 623 -0769 fx 623 -9081 Rev: 510301 User: KW-05028g, Vey 5.13.22.un -1999, wn32 (c)1943.99 ENERtj c Description Cross Beams @ skylight Corners glu -lam option c. General Information Section Name 8.75x16.5 Beam Width Beam Depth Member Type Load Our. Factor Beam End Fixity Full Len, th Uniform Loads Center Left Cantilever Right Cantilever FTra gaooldal Loads Deflections Center Span... Deflection ...Location ...LengthlDefl 8.750 in 16.500 in GluLam 1.000 Pin -Pin DL DL DL #1 DL @ Left DL @ Right #2 DL @ Left DL @ Right Point Loads Dead Load 1,681.0lbs 1,681.0lbs lbs Live Load 2,182.0 lbs 2,182.0 lbs lbs ...distance 10.000 ft 14.000 ft 0.000 ft 1 Summary 1 Span= 24.00ft, Beam Width = 8.750in x Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 1,767.87 psi Fb 2,174.45 psi 99.00 #/ft LL @ Left #/ft LL @ Right #/ft LL @ Left 99.00 #/ft LL @ Right 58.49 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 71.94 fv 79.70 psi Fv 190.00 psi Dead Load -0.430 in 12.000 ft 669.2 General Timber Beam 99.00 #/ft #/ft #/ft Center Span Left Cantilever Right Cantilever Douglas Fir, 24F - V8 Fb Base Allow 2,400.0 psi Fv Allow 190.0 psi Fc Allow 560.0 psi E 1,800.0 ksi Depth = 16.5in, Ends 0.813 1 58.5 k -ft 71.9 k -ft at 12.000 ft at 0.000 ft Total Load -0.983 in 12.000 ft 292.87 Calculations are designed to 1997 NDS and 1997 UBC Requirements LL LL LL Reactions... Left DL Right DL Title : St. Thomas I .fications Dsgnr: Ira Gross Date: Description : Broderick Architects Alan Russo Contact Scope : 125.00 #/ft #/ft *Mt 125.00 #/ft lbs lbs 0.000 ft are Pin -Pin 24.00 ft Lu ft Lu ft Lu 125.00 #/ft #/ft #/ft Left Cantilever... Deflection ...Length /Deft Right Cantilever... Deflection ...Length /Deft Start Loc End Loc Start Loc End I.oc lbs lbs 0.000 ft Page 1 enercal thoma modification . cw:Roof Maximum Shear ' 1.5 11.5 k Allowable 27.4 k Shear: © Left 7,67 k © Right 7.67 k Camber: © Left 0.000 in © Center 0.646 in © Right 0.000 in 3.36 k Max 7.67 k 3.36 k Max 7.67 k Dead Load 0.000 in 0.0 0.000 in 0.0 0.00 ft 0.00 ft 0.00 ft 0.000 ft 10.000 ft 14.000 ft 24.000 ft lbs lbs 0.000 ft Job # lbs lbs 0.000 ft Beam Design OK Total Load 0.000 in 0.0 0.000 in 0.0 IL GROSS STRUCTURAL ENGINEL 207 1/2 First Avenue South Suite 250 Seattle, Washington 98104 I 206- 623 -0769 fx 623 -9081 + Rev: 5113301 User: KW-050285e, Vs"' 5.1.3, 22•1ur1999, Wes32 (C) 190349 ENERCJLLC Description Cross Beams @ skylight Corners glu -lam option Stress Calcs Bending Analysis Ck 22.210 Cv 0.906 @ Center @ Left Support Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing fp Supports Max. Left Reaction Max. Right Reaction Query Values Le Rb M, V, & D Specified Locations © Center Span Location = @ Right Cant. Location © Left Cant. Location = 0.000 ft 0.000 Max Moment 58.49 k -ft 0.00 k -ft 0.00 k -ft @ Left Support 11.51 k 60.561 in2 190.00 psi 7.67 k 7.67 k 0.00 ft 0.00 ft 0.00 ft Scope : General Timber Beam Title : St. Thomas h lications Dsgnr: Ira Gross Date: Description : Broderick Architects Alan Russo Contact Sxx 397.031 in3 Area CI 0.000 3xx Req'd 322.79 in3 0.00 in3 0.00 in3 @ Right Support 11.51 k 60.561 in2 190.00 psi Bearing Length Req'd Bearing Length Req'd Moment 0.00 k•ft 0.00 k -ft 0.00 k•ft 144.375 in2 Allowable fb 2,174.45 psi 2,174.45 psi 2,174.45 psi 1.566 in 1.566 in Shear 7.67 k 0.00 k 0.00 k Job # Page 2 en rcalc theme m Ifications.ecw:Roof Deflection 0.0000 in 0.0000 in 0.0000 in l.L. Gross Engineering 2071/2 First Ave. S, Suite 250 Seattle, WA 98104 (206) 623 -0769 Use KW-06 General Timber Beam User: uw- o6ozese, Ver 5.1.3, 22Jun 1999, Mfn32 (01983 99 E.NERCALC bescription Beam E wit Point Load from Beam D [General Information Section Name 3.125x12.0 Beam Width 3.125 in Beam Depth 12.000 in Member Type GluLam Load Dur. Factor 1.150 Beam End Fixity Pin -Pin Full Length Uniform Loads Center Left Cantilever Right Cantilever Point Loads 88 oa S s Live Load 1,500.0 lbs lbs ...distance 1.000 ft 0.000 ft Summary Span= 10.00ft, Beam Width = 3.125in x Depth = 12.in, Ends are Pin -Pin Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max (a Left Support Max @ Right Support Max. M allow fb 419.62 psi Fb 2,760.00 psi Deflections en r pan... Deflection ...Location ...Length/Deft DL DL DL 2.62 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 17.25 fv Fv a• oa -0.021 in 4.440 ft 5,598.5 19.80 #/ft #/ft #/ft 0.484 : 1 2.6 k -ft 17.2 k -ft at 1.000 ft at 10.000 ft 105.80 psi 218.50 psi oa ca -0.048 in 4.440 ft 2,476.07 Title : Dsgnr: Description : Scope : Job # Date: 7:43AM, 16 JAN 01 Page 1 4 1 c: \mr documents \projects \misc. small prods Calculations are designed to 1997 NDS and 1997 UBC Requirements Center Span Left Cantilever Right Cantilever Douglas Fir, 24F - V8 Fb Base Allow Fv Allow Fc Allow E LL IL LL Ibi - lbs lbs lbs 0.000 ft 0.000 ft Reactions... Left DL Right DL 10.00 ft ft ft 2,400.0 psi 190.0 psi 560.0 psi 1,800.0 ksi mermemmemaniummom 25.00 #/ft #ift #/ft Maximum Shear 1.5 Allowable Shear: 1.17 k 0.22 k e an 1 ever... Deflection ...Length /Deft Right Cantilever... Deflection ...Length /Deft Lu Lu Lu lbs lbs 0.000 ft ea • oa 0.000 in 0.0 0.000 in 0.0 0.00 ft 0.00 ft 0.00 ft lbs lbs 0.000 ft 4.0 k 8.2 k Left 2.64 k c Right 0.49 k Camber: © Left 0.000 in Center 0.032 in © Right 0.000 in Max 2.64 k Max 0.49 k o a oa lbs 0.000 ft Beam Design OK 0.000 in 0.0 0.000 in 0.0 column reactions PROJECT CLIENT li L. SHEET TITLE lei 207 1 /2 First Avenue South Suitc 250 rir) JOB NO DESIGN CHECK I. L. GROSS STRUCTURAL ENGINEERS DATE SHEET Seattle, Washington 98104 (206) 623 -0769 • (Fax) 623 -9081 IL GROSS STRUCTURAL ENGINE .� 2071/2 First Avenue South Suite 250 Seattle, Washington 98104 206 - 623 -0769 fx 623 -9081 Rev. 510301 User: KW43 02E5$, Ver 5.1.3, 224m -1999, Wm32 (U 1963.99 ENERCALC Description Typical column General Information Loads Wood Section Rectangular Column Column Depth Width Sawn Axial Load Eccentricity Summary Stress Details Using : 6x6, Width= 5.50in, Depth= 5.50in, Total Column Ht= 10.00ft DL +LL DL +LL +ST fc : Compression 253.55 psi 253.55 psi Fc : Allowable 693.84 psi 740.51 psi fbx : Flexural F'bx : Allowable Interaction Value i Fc : X -X Fc : Y -Y F'c : Allowable F'c:Allow' Load Our Factor F'bx F'bx • Load Duration Factor 0.000in Timber Column Design 6x6 Total Column Height Load Duration Factor 5.50 in Fc 5.50 in Fb E - Elastic Modulus Douglas Fir - Larch, No.1 0.00 psi 1,200.00 psi 0.3654 Dead Load 3,360.00 lbs Title : St. Thomas lt,wdifications Dsgnr: Ira Gross Date: Description : Broderick Architects Alan Russo Contact Scope : Calculations are designed to 1997 NOS and 1997 UBC Requirements 10.00 ft 1.15 1,000.00 psi 1,200.00 psi 1,600 ksi Live Load 4,310.00 lbs 0.00 psi 1,380.00 psi 0.3424 693.84 psi 693.84 psi 693,84 psi 740.51 psi 1,200.00 psi 1,380.00 psi Job # For Bending Stress Calcs... Max k'Lu /d Actual k`Lu /d Min. Allow k`Lu / d CV:Bending Rb : (Le d / b ^2) 4 .5 For Axial Stress Calcs... Cf : Axial Axial X -X k Lu / d Axial Y -Y k Lu / d Page 1 c: enercaic st thoma modification . - :Roof Le XX for Axial Le YY for Axial Lu XX for Bending Short Term Load 0.00 lbs DL +ST 111.07 psi 740.51 psi 0.00 psi 1,380.00 psi 0.1500 10.00 ft 10.00 ft 10.00 ft Column OK 50.00 25.03 11.00 1.000 6.336 1.000 21.82 21.82 PROJECT CLIENT SHEET TITLE 207 1/2 First Avenue South Suite 250 • / • 4 " 4. � r , �_. ., _ ..____ Seattle, Washington 98104 JOB NO DESIGN CHECK I. L. GROSS STRUCTURAL ENGINEERS • DATE SHEET r r'.! ! Iv#\ _ ' A. ge i G orv`.c , Ge As cm i L ) 1.1 E S �. yr 1 ' l'i. - I / X 110 o . 1. 4 N (206) 623 -0769 • (Fax) 623 - 9081 IC LA TER Prtr A'N Pa -NS t S — PD P PEP u p Sky t-1 b l-l AREA 2` Ce C Cis rw C I, lo 0,61. (1,6)1 Ito. Lho Z ■6.21 ?S v Xia,515)(24')"" 1 q 5 to lb E CZ) = t; - 3,1.) C a IZ w Cc,' 0.310 Atu nti. S 5, 5 x, 0 ,1-0 (z5)(2S. l Ic1,t pse) z 2.91 w I UM MEL VoR(-E P e , e , c 0 u.1 M N CoN NEC CION P = 2.41 "I 4 Go1JMnt, 61 M +2 (2.S')L I,SS 44' 7 M M L 1.S4v -f4' p 1,5�f+ 1. ( 0 611 ►ti /1 . 1.430 - (o' ) P (UB G Eo . 10 -i ) LWWWG TAble Itr. 6 1 S N 1 (1)61 14 Jt 2 - z w a 't47 r 1'Z 714 t_! --Y 1 1 _1 • - 16') 711/49 X Oddtls Q1 ?1�!'1 LLN 5V , L 107 ' ?NO') N ens34 < ht1A - �th'1 s /y0•z 14U (!:°))% L M al Iz ktA 7 Ins NuV d r11v 1 d 1 OOH N v F 'fl N L' r ..4 r- r _ ' 3 W g T 0 1c i te x 1 • r -1 I - I - 37WO3 Ova)-1 7 ' 1 \• C1 Ft L)N 10'1th� u51 r'.3 NO artioclanil -,,0't 4 1 F T i� i NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. r rJ 1 O ift 0 3 I.L. Gross Engineering 2071/2 First Ave. S, Suite 250 Seattle, WA 98104 (206) 623 -0769 Rev: 510301 User. KW-0602858, Vet 5.1.3, 22 1un-1999. Win32 (c) 1983 99 ENERCAIC escnption oncrete General Information Loads 1R Depth 11.625 in Rebar 2 - # 6 d = 1.875 in 2 - # 6 d = 9.750 in Axial Loads Lateral Point Loads #1 #2 11.63 x 11.63in Column, Rebar: 246 @ 1.88in, 246 @ 9.75in Applied : Pu : Max Factored Allowable : Pn • Phi @ Design Ecc. M- critical Combined Eccentricity Magnification Factor Design Eccentricity Magnified Design Moment Po•.80 P : Balanced Ecc : Balanced LSlendemess ctual k Lu / [ACI Factors ACI 9-1 & 9 -2 DL AC19 -1 & 9 -2 LL ACI 9 -1 & 9 -2 ST ....seismic - ST • : r 34.409 Neutral Axis Distance Phi Max Limit kl/r Beta = M:sustained /M:max Cm El / 1000 Pc : pi ^2 E I / (k Lu) ^2 alpha: MaxPu / (.75 Pc) Delta Ecc: Ecc Loads + Moments Design Ecc = Ecc • Delta (per ACI, applied o umn - Dead Load 1.188k k k 356.58 k 142.04 k 6.274 in per ACI 318 Section 10.12 & 10.13 1.400 1.700 1.700 1.100 Rectangular Concrete Column c: \m t. omas c ,I,I.I psi Fy 60,000.0 psi Seismic Zone 3 LL & ST Loads Act Separately ACI 9 -1 4.21 k 63.04 k Live Load 1.500 k k k 3.44 k -ft 9.812 in 1.00 9.812 in 3.44 k -ft lastic Modulus ACI Eq. 9 -1 3,6950 in 0.7000 34.0000 0.3948 0.6000 1,362.66 933.95 0.0060 1.0000 9.8120 9.8120 internally to entered loads) ACI 9 -2 Group Factor ACI 9 -3 Dead Load Factor ACI 9 -3 Short Term Factor Title : Dsgnr: Description : Scope : Calculations are designed to ACI 318 -95 and 1997 UBC Requirements Short Term k 2.850 k k ACI 9 -2 1.66 k 62.79 k 1.36 k -ft 9.812 in 1.00 9.846 in 1.36 k -ft 356.58 k 142.04 k 6.274 in 3,122.0 ksi ACI Eq. 9 -2 3.6850 in 0.7000 34.0000 1.0000 1.0000 950.29 651.32 0.0034 1.0034 9.8120 9.8455 0.750 0.900 1.300 erg Unbraced Length Eff. Length Factor Column is BRACED Job # Date: 2:42PM. 15 JAN 01 Page 1 documents \• ro ects \misc. small • ro ects ACI 9-3 1.07 k 52.79 k 0.87 k -ft 9.812 in 1.00 9.834 in 0.88 k -ft 356.58 k 142.04 k 6.274 in Beta ACI Eq. 9 -3 3.6850 in 0.7000 34.0000 1.0000 1.0000 950.29 651.32 0.0022 1.0022 9.8120 in 9.8335 in UBC 1921.2.7 "1.4" Factor UBC 1921.2.7 "0.9" Factor 10.000 ft 1.000 Eccentricity 9.812 in Location 10.000 ft ft Column is OK 0.850 1.400 0.900 0 N Allowable Soil Bearing Concrete Weight Concrete fc Steel fy St. Thomas Concrete Column :3000 psf :148 pcf :3 ksi :60 ksi — Loads PtkJ Vx(k) DL r 4.56 LL L 1.5 EL j Service Soil Bearing Maximum Bearing 1359.19 psf DL +LL +EL Max/Allowable Ratio .34 (ABIF = 1.333) 1359.19 psf — Flexure Design Maximum MuXX Of 17.408 k -ft Maximum MuZZ 10 9.343 k -ft A D Vz (k) +Vz C 1■1■•■ ■11.••• •••••••••• 111..•1 ■1•••• ■ •1■■■P•■11■ ■ ■■UN •/ ■11■ •111111•1111111•111••• 1••••••••1111■ ■ ■1 ■ •••••••• 1 ■•■1 ••••■ •/ ■•1 •11■■•■ •1 ■■■•■••••••• 1■ •••••••1 ■■ jX Dir. Steel: 1.296 in (min) Z Dir. Steel: 1.296 in (min) IC — Maximum Shear Check Ratios (Vu 1% Vc) Two Way (Punching) Shear .123 ACI 9.1 One Way Shear, X dir. cut .205 ACI 9.3(E) One Way Shear, Z dir. cut .114 ACI 9.1 — Overturning Moment Safety Factors (OTM SF) OTM SF About X -X Axis 2.159 DL +LL +EL OTM SF About Z -Z Axis 14.008 DL +LL +EL Concrete Bearing (For Vertical Loads Only!) Maximum Bu /se 25.253 k ACI 9.1 Allowable Bc 689.217 k Mx (k -ft) 14.25 +Mx A -- 0 psf i Uplift ACI 9.3(E) ACI 9.1 Mz (k -ft) Overburden (psf) .971 100 1.225 (Reverse EL) +Over A D Company : I.L. Gross Structural Engineers Designer : JJE Job Number : St. Thomas Concrete Column Pb Geomet and Materials Length :5 ft Width :5 ft Thickness :12 in Height :12 in Loads DL LL EL rDL+LL DL+LL+WL DL +LL +WL DL +LL +EL DL +LL +EL P (k) 4.56 1.5 2.016 ft 4a N A B D . - C DL +LL QA: 597.61 psf QB: 597.61 psf QC: 386.794 psf QD: 386.794 psf DH DL +LL -EL eX :O in eZ :01n pX :11.625 in pZ :11.625 in DL +LL +WL DL +LL -WL DL +LL +EL 5 ft Vx (k) AIM A D DL +LL +WL QA: 597.61 psf QB: 597.61 psf QC: 386.794 psf QD: 386.794 psf RISAFoot Version 1.03 (Untitled.rft] B 17 44 x Allowable Soil Bearing : 3000 psf Concrete Weight :148 pcf Concrete fc :3 ksi Vz (k) D C Service Combination Results Description Load Sets Allowable (psf) DL +LL o r1 N � D C Mx (k -ft) 14.25 3000 3999 3999 3999 3999 DL +LL -WL QA: 597.61 psf QB: 597.61 psf QC: 386.794 psf QD: 386.794 psf a k- om fIVIx B A Max Bearing (psf) 597.61 (A) 59_7.61 (A) 597.61 (A) _ 1359.19 (BL 1359.19 (A) Mz (k-ft) 1.225 a li ff i v1z A . DL +LL +EL QA: 0 psf QB: 1359.19 psf QC: 1095.35 psf QD: 0 psf January 15, 2001 Checked By: Steel fy :60 ksi Minimum Steel :.0018 Rebar CL :3.51n Overburden_(psf) 100 1 (Reverse EL) +Over OTMSF X -X OTMSF Z -Z NA 1 14.008 NA 14.008 NA 14.008 2.159 — 14.008 2.159 14.008 DL +LL -EL QA: 1359.19 psf QB: 0 psf QC: 0 psf QD: 1095.35 psf Page 1 Flexure Des! Descri • tion ACI 9.1 ACI 9.2 W ACI 9.2 ACI 9.2 E ACI 9.2(E) ACI 9.3(W) ACI 9.3 W ACI 9.3(E) ACI 9.3(E) A D Company : I.L. Gross Structural Engineers Designer : JJE Job Number : Shear ear Check Results Descri tion ACI 9.1 ACI 9.2(W) ACI 9.2(W) ACI 9.2(E1 ACI 9.2(E) L ACI 9.3(W) ACI 9.3M ACI 9.4E1 ACI 9.3( ) ACI 9.1 B C n Results Load Sets and Factors 1.4DL +1.7LL 1.05DL +1.275LL +1.275WL 1.05DL +1.275LL- 1.275WL 1.05DL +1.275LL +1.4EL 1.05DL +1.275LL -1.4EL .9DL +1.3WL .9DL -1.3WL .9DL +1.43EL .91X- 1.43EL Note: Overburden and footing self weight are included in the DL load case. IT X Dir. Steel: 1.296 in 2 (min) Z Dir. Steel: 1.296 in (min) Two Way (Punching) Vc: 149.912 k One Way (X Dir. Cut) Vc 55.868 k Load Sets and Factors 1.4DL +1,7LL 1.05DL +1.275LL +1.275W. 1.05DL +1.275LL- 1.275WL 1.050L +1.275LL +1.4EL 1.05DL +1.275LL -1.4EL .9DL +1.3WL .9DL -1.3WL .9DL +1.43EL .9DL- 1.43EL Note: Overburden and footing self weight are included in the DL load case. Concrete Bearing Check Results Onl Vertical Loads Considered! Bearing Bc : 689.217 k Description Load Sets and Factors _ 1.4DL +1.7LL ACI 9.2(W) 1.05DL +1.275LL +1.275WL ACI 9.2(W) 1.05DL +1.275LL- 1.275WL ACI 9.2(E) 1.05DL +1.275LL +1.4EL ACI 9.2(E) 1.05DL +1.275LL -1.4EL ACI 9.3(W) .9DL +1.3WL ACI 9.3(W) .9DL -1.3WL ACI 9.3(E) t .9DL +1.43EL ACI 9.3(E) .9DL- 1.43EL RISAFoot Version 1.03 [Untitled.rft] St. Thomas Concrete Column Flt; Mu -XX (k -ft) 7.182 5.386 5.386 14.007 14.007 3.951 3.951 15.667 15.667 Punching X Dir. Cut Z Dir. Cut Vu(k) Vu/: .Vc 4.622 - .097 3.466 ; .073 3.466 .073 9.086 .191 1 2 .405 .097: 9.08 .191 8.63 .068 2.543 .054 8.63 , .068 , 2.543 } .054 9.725 .076 9.725 } .205 9.725 ; .076 9.725 1 .205 Vu(k) Vu / >-Vc 15.688 ` .123 11.766 .092 11.766 ; .092 12.405 .097 Bearing Bu (k) 17.677 13.258 13.258 13.258 13.258 9.725 9.725 9.725 9.725 Note: Overburden and footing self weight are included in the DL load case. 2 Dir As (in 1.296 1.296 1.296 1.296 1.296 1.296 1.296 1.296 1.296 Bearing Bu/. .037 .027 .027 .027 .027 .02 .02 .02 - -._ Mu -ZZ (k -ft) 8.409 6.307 6.307 6.324 6.324 4.262 4.262 4.265 4.265 January 15, 2001 Checked By: X Dir As (in 1.296 e ] 1.296 1.296 1.296 1.296 1.296 1.296 1.296 1.296 One Way (Z Dir. Cut) Vc: 55.868 k Vu(k) Vu /oVc 5.419 .114 4.065 .086 4.065 .086 4.076 .086 4.076 .086 2.745 .058 2.745 .058 2.747 .058 2.747 .058 Page 2 LiNTH , O 331�1N SHEET TITLE PROJECT CLIENT 130-O0ERI G IL 19.5 ps4.i (6 207 I/2 First Avenue South Suite 250 3q. ps .1?p1:f: � (.Y 4x f /1_ Chetk °chit 11)4 5T TI -icejA CiG1' 1125 Seattle, Washington 98104 i tto \}•) DESIGN CHECK I. L. GROSS STRUCTURAL ENGINEERS JOB NO DATE SHEET 1.'11( 2) = 5.Seii,3 tci) JA-N Q a (206) 623-0769 • (Fax) 623 -9081 PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER D01 -049 DATE: 07 -27 -01 PROJECT NAME: ST. THOMAS CHURCH SITE ADDRESS: 4415 S 140 ST SUITE NO: Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # X Revision # 1 AFTER Permit Is Issue DEPARTMENTS: Build : Q isi n UMW. 7 - 31 Public Works Fire Prevention Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Rr Incomplete Comments: TUES /THURS ROU NG: Please Route Structural Review Required APPROVALS OR CQRRECTIONS: (ten days) 7`4AUU1l tX . sn n n C Planning Division Permit Coordinator Not Applicable No further Review Required DUE DATE: 07-31 -01 C REVIEWER'S INITIALS: DATE: DUE DATE 08-29 -01 Approved t Approved with Conditions Not Approved (attach comments) REVIEWER'S INITIALS: DATE: CORRECTION DETERMINATION: DUE DATE Approved ri Approved with Conditions Not Approved (attach comments) REVIEWER'S INITIALS: DATE: ACTIVITY NUMBER D01 -049 DATE: 07 -27 -01 PROJECT NAME: ST. THOMAS CHURCH SITE ADDRESS: 4415 S 140 ST SUITE NO: Original Plan Submittal Response to Incomplete Letter if Response to Correction Letter # X Revision # 1 AFTER Permit Is Issued DEPARTMENTS: Building Division Public Works Complete E Comments: Approved {'AkuUq 1B1C vri PLAN REVIEW /ROUTING SLIP APPROVALS OR CORRECTIONS: (ten days) CORRECTION DETERMINATION: Fire Prevention Structural C Planning Division Permit Coordinator n DUE DATE: 07-31-01 0 Not Applicable l l DETERMINATION OF COMPLETENESS: (Tues. Incomplet `' a, hS ( tom..P KA. Stel.z.. ► TUES/THURS ROUTING: Please Route ri Structural Review Required REVIEWER'S INITIALS: Approved ' ' Approved vyx[h Conditions REVIEW R'S INITIALS: DATE: No further Review Required DATE: (7( 01 DUE DATE 08 -29 -01 Not Approved (attac co ments) DUE DATE Not Approved (attach comments) REVIEWER'S INITIALS: DATE: Approved with Conditions Revision submittals must be submitted in person at the Permit Center. Revisions will not he accepted through the mail, fax, etc. Date: 7 O Response to Incomplete Letter # O Response to Correction Letter # S Revision # after Permit is Issued Project Name: Summary of Revision: City of Tukwila Department of Community Development - Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 (206)431-3670 f . u. Project Address: it i • Contact Person: V7 (- L ( ri'fICEIVE(J Sheet Number(s): CITY OF "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: O Entered in Sierra on Plan Check/Permit Number: \ ) C ci d o / \ \A) )(t.1 t. c TS Phone Number: - (r, rk( j:\ ,ic , ‘ i 2 , PERMIT CENTER 08/30/00 PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D01 - 049 PROJECT NAME: ST THOMAS CHURCH SITE ADDRESS: 10625 EAST MARGINAL WY S SUITE NO: Original Plan Submittal Response to Correction Letter # DEPARTMENTS: Building ivision C Fire Prevention 7 1 Iet'lAC 5-2.-V/ 44o 0( Public Works Structural El u. �a.oi DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Incomplete LII Comments: TUES /THURS ROUTING: Please Route Approved v� auu I ixx Vl1 REVIEWER'S INITIALS: CORRECTION DETERMINATION: Structural Review Required ..•.® MM. APPROVALS OR CORRECTIONS: (ten days) Approved with Conditions Approved ri Approved with Conditions REVIEWER'S INITIALS: LI REVIEWER'S INITIALS: DATE: 3 -27 -01 X Response to Incomplete Letter # 1 Revision # After Permit Is Issued Plannin Division -{7 Permit Coordinator RE No further Review Required DUE DATE: 3 -29 -200 1 Not Applicable El n DATE: DUE DATE 4-26-2001 Not Approved (attach comments) DATE: DUE DATE Not Approved (attach comments) DATE: DEPARTMENTS: Building Division Public Works DETERMINATIO OF COMPLETENESS: (Tues., Thurs.) Complete Comments: TUES /THURS ROUTI Please Route REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: (ten days) Approved REVIEWER'S INITIALS: PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D01 -049 PROJECT NAME: ST THOMAS CHURCH SITE ADDRESS: 10625 EAST MARGINAL WY S SUITE NO: Original Plan Submittal X Response to Incomplete Letter # 1 Response to Correction Letter # n Incomplete Structura ' ev'ew Required Fire Prevention Structural n C CORRECTION DETERMINATION: Approved n Approved with Conditions REVIEWER'S INITIALS: DATE: 3 -27 -01 Revision # After Permit Is Issued Planning Division Permit Coordinator n n DUE DATE: 3-29 -2001 No further Review R DATE: r.5 Not Applicable n DUE DATE 4-26-2001 itions Not Approved (attach comments) n DATE: OZ— Z6101 DUE DATE Not Approved (attach comments) ri DATE: PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D01 -049 PROJECT NAME: ST THOMAS CHURCH SITE ADDRESS: 10625 EAST MARGINAL. WY S SUITE NO: Original Pian Submittal DEPARTMENTS: Building Division Public Works Complete E Comments: Response to Correction Letter It Revision rr After Permit Is Issued Fire Prevention Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) TUES/THURS ROUTING: Please Route n Structural Review Required X Response to Incomplete Letter # 1 • n n DATE: 3 -27 -01 Planning Division Permit Coordinator n n DUE DATE: 3- 29-2001 Incomplete t Not Applicable ri No further Review Required n REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: (ten days) Approv REVIEWER'S INITIALS: CORRECTION DETERMINATION: Approved Approved with Conditions REVIEWER'S INITIALS: Y1tRt,UhI IXK •■■ A DUE DATE 4 -26 -2001 ov-d ith Conditionsn Not Approved (attach comments) DATE: 1 t I 0 i 11 DUE DATE Not Approved (attach comments) 1 DATE: PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D01 -049 DATE: 3 -27 -01 PROJECT NAME: ST THOMAS CHURCH SITE ADDRESS: 10625 EAST MARGINAL WY S SUITE NO: Original Plan Submittal X Response to Incomplete Letter # 1 Response to Correction Letter # Revision # After Permit Is Issued DEPARTMENTS: Building Division Public Works Complete - C Comments: Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 3 -29 -2001 TUES /THURS ROUTING: Please Route n Structural Review Required REVIEWER'S INITIALS: DUE DATE 4 -26 -2001 Approved with Conditions n Not Approved (attach comments) I 1 DATE: APPROVALS OR CORRECTIONS: (ten days) Approved Approved vrntautt Dot' REVIEWER'S INITIALS: CORRECTION DETERMINATION: Fire Prevention Approved with Conditions C n Planning Division Permit Coordinator Incomplete n Not Applicable LI No further Review Required DATE: b C� DUE DATE Not Approved (attach comments) REVIEWER'S INITIALS: DATE: PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D01 -049 DATE: 3 -27 -01 PROJECT NAME: ST THOMAS CHURCH SITE ADDRESS: 10625 EAST MARGINAL WY S SUITE NO: Original Plan Submittal DEPARTMENTS: Building Division Public Works Complete E Comments: Response to Correction Letter If Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Incomplete LI TUES/THURS ROUTING: Please Route ri Structural Review Required APPROVALS OR CORRECTIONS: (ten days) Fire Prevention X Response to Incomplete Letter # j1 _ Revision it After Permit Is Issued n n n Planning Division Permit Coordinator n n DUE DATE: 3-29 -2001 Not Applicable No further Review Required REVIEWER'S INITIALS: DATE: DUE DATE 4- 26-2001 Approved ri Approved with Conditions n Not Approved (attach comments) REVIEWER'S INITIALS: DATE: CORRECTION DETERMINATION: DUE DATE Approved Approved with Conditions n Not Approved (attach comments) n REVIEWER'S INITIALS: DATE: Revision submittals must be submitted in person at the Permit Center. Revisions n'i!/ not be accepted through the mail, far, etc. Date: 3/2/7 I J Response to Incomplete Letter # ® Rcsponsc to Correction Letter # 1 C1 Revision 11 after Permit is Issued Project Name: ST. THOMAS CHURCH Project Address: 4415 South 140` Street Contact Person: Kevin Broderick Summary of Revision: � . 61tri ci cc J City of Tukwila Department of Community Development - Permit Center 6300 Southccntcr Blvd, Suite 100 Tukwila, WA 98188 (206)431 -3670 REVISION SUBMITTAL i oZ1v1 ous4 P.4 V1 1 rt ureAVA z&A Plan Check /Permit Number: D01-049 Phone Number: O& — 4912 — 7t 2t CITY OF TUKWILA Sheet Number(s): AO & M �7 "Cloud" or highlight a!! areas of revision including date of revision Received at the City of Tukwila Permit Center by: ra Entered in Sierra on 03/22/0 I rr BRODERICK ARCHITECTS Bob Benedicto Tukwila Building Division 6300 Southcenter Blvd. Tukwila, WA 98188 206.431.3670 March 27, 2001 RE: St. Thomas Church Development Permit Application Number D01 -049 With respect to your review comments regarding the above mentioned project, we have made the following modifications and responses: 1. A section through the new partition wall in the sanctuary has been added (11/A7). 2. Doors 3, 4 and 5 are existing doors that are non - latching, that is, the entire door functions as "panic hardware" in a crisis. A note to that effect has been added to the Sanctuary Plan Detail (1/A2) as well as to verify the existence of panic hardware (or provide new) on the existing exit door in the west wall of the Sanctuary. The panic hardware specification has been added to the Door Schedule (sheet A3) for doors 1 and 2 in the Gathering Space. 3. A note stating the need for special inspection of concrete, masonry, and welding work has been added to sheet A0. 4. All new windows are to be double -pane, wood framed units with a U -value of 0.65 or Tess. In our conversation with you on February 7, 2001, you stated that an improvement in energy efficiency over the existing conditions would be required (1 997 Washington State Energy Code 101.3.2 Exception 1). The components are listed on sheet A0, in the "Project Information," listed under "Energy Code Compliance." The existing heating system (central gas hot water system feeding remote radiators) will remain unchanged. We appreciate your help in getting this matter resolved. If you have any questions or comments, please don't hesitate to call. Sincerely, Kevin J. Broderick, AIA 55 S. Atlantic Street • Suite 301 • Seattle, WA 98134 • 206.682.7525 / Fax. 206.682.7529 March 22, 2001 Kevin Broderick 55 South Atlantic Street, #301 Seattle, WA 98134 RE: CORRECTION LETTER #1 Development Permit Application Number DO1 -049 St. Thomas Church 4415 South 140th Street Dear Mr. Broderick: 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. 1 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, C iltaik AV Brenda Holt Permit Coordinator encl xc: File No. D01 -049 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 ACTIVITY NUMBER: D01 -049 PROJECT NAME: ST THOMAS CH SITE ADDRESS: 4415 S 140 ST Original Plan Submittal Response to Correction Letter # DATE: 02 -22 -01 URCH SUITE NO: Response to Incomplete Letter # Revision # After Permit Is Issued DEPARTMENTS: ?Division I' l Publi Works - DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: TUES /THURS ROUT G: Please Route REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: (ten days) Approved ri REVIEWER'S INITIALS: CORRECTION DETERMINATION: Approved Vvl COCftD COPY PLAN REVIEW /ROUTING SLIP Incomplete n Structural Review Required Approved with Conditions I Approved with Conditions Fire Prevention w Structural C REVIEWER'S INITIALS: 3.22 -at Planning b'vision /-7,1-0( Permit Coordinator No further Review Required F<1 DUE DATE: 02 -27 -01 Not Applicable ri DATE: DUE DATE 03-27 -01 Not Approved (attach comments) TE: DUE DATE Not Approved (attach comments) ri DATE: bal z U O 0 O o � w O w w 0 W = D. a 1 w 0 w S2 Li-0 w p DEPARTMENTS: Building Division Public Works Complete Comments: TUES /THURS ROUTING: Please Route REVIEWER'S INITIALS: REVIEWER'S INITIALS: PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D01 -049 DATE: 02 -22 -01 PROJECT NAME: ST THOMAS CHURCH SITE ADDRESS: 4415 S 140 ST SUITE NO: Original Plan Submittal Response to Incomplete Letter it Response to Correction Letter # Revision # After Permit Is Issued Fire Prevention Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Incomplete Structural Review Required APPROVALS OR CORRECTIONS: (ten days) Approved n Approved with CORRECTION DETERMINATION: Approved ri Approved with Conditions n REVIEWER'S INITIALS: '410.01II I Ik M Yrl C Planning Division ri Permit Coordinator DUE DATE: 02-27-01 DATE: n n Not Applicable ri No further Review equire DUE DATE 03 -27-01 Not Approved (attach comments) 1 DATE: Ss' ZGO DUE DATE Not Approved (attach comments) DATE: BUILDING DIVISION REVIEW Date: March 9, 2001 Project Name: St. Thomas Church Application #: DO 1 -049 Plan Reviewer: Bob Benedicto 1. RE: Floor Plan on Sheet A -2: The South wall at the sanctuary is scheduled to receive a new 9' -O" wall. Provide construction details for this new wall. 2. Provide a hardware schedule that includes the panic hardware for all doors serving as exit access for the Sanctuary. 3. Note on the drawings the requirement for special inspection per UBC Chapter 17. Specifically list concrete, masonry and welding as work that must be observed by special inspection. 4. Specify the glazing requirements for all new windows per the Washington State Non - residential Energy Code. Note the proposed U -value of vertical glazing, and note the proposed type of heating to be used for the "Gathering Space ". End / Initial review comments. • Page 1 Tukwila Building. Division 6300 Southcenter Blvd. Tukwila, WA 98188 206 ! 431 -3670 DEPARTMENTS: Building Division Public Works Complete ElI Comments: Approved 51•Pt tIt[xX sr.. 1 1 PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D01 -049 DATE: 02 -22 -01 PROJECT NAME: ST THOMAS CHURCH SITE ADDRESS: 4415 S 140 ST SUITE NO: Original Plan Submittal Response to Incomplete Letter it Response to Correction Letter if Revision if After Permit Is Issued C REVIEWER'S INITIALS: 1� CORRECTION DETERMINATION: Fire Prevention Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Incomplete TUES /THURS ROUTING: Please Route Structural Review Required REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: (ten days) Approved with Conditions C n Planning Division Permit Coordinator DUE DATE: 02-27 -01 Not Applicable Lil No further Review Required DATE: DUE DATE 03-27-01 Approved T pproved with Conditions Not Approved (attach comments) DATE: 312\'x} DUE DATE Not Approved (attach comments) n C C I REVIEWER'S INITIALS: DATE: ACTIVITY NUMBER: D01 - 049 DATE: 02 - - PROJECT NAME: ST THOMAS CHURCH SITE ADDRESS: 4415 S 140 ST SUITE NO: Original Plan Submittal Response to Correction Letter . Revision . it i After Permit Is Issued Response to Incomplete Letter # DEPARTMENTS: Building Division Public Works DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete $1■ Comments: TUES /THURS ROUTING: Please Route n Structural Review Required n No further Review Required REVIEWER'S INITIALS: DATE: OR CORRECTIONS: (ten days) Approved n REVIEWER'S INITIALS: CORRECTION DETERMINATION: Approved VLRi na11 (XX' 'Oro PLAN REVIEW /ROUTING SLIP n n Fire Prevention Structural Approved with Conditions n Not Approved (attach comments) Approved with Conditions C REVIEWER'S INITIALS: Planning Division Permit Coordinator DUE DATE 03-27-01 DUE DATE: 02 -27 -01 Incomplete ❑ Not Applicable LI DATE: DUE DATE Not Approved (attach comments) n DATE: PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D01 -049 DATE: 02 -22 -01 PROJECT NAME: ST THOMAS CHURCH SITE ADDRESS: 4415 S 140 ST SUITE NO: Original Plan Submittal Response to Incomplete Letter 1! Response to Correction Letter It Revision 8- After Permit Is Issued DEPARTMENTS: Building Division Public Works Structural Fire Prevention Complete ri Comments: C D DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Incomplete C TUES /THURS ROUTING: Please Route LI Str tural Review Required n No further Review Required REVIEWER'S INITIALS: Dt2A zt ' DATE: v - -2 0/ APPROVALS OR CORRECTIONS: (ten days) Approved ri Approved with Conditions CORRECTION DETERMINATION: Approved wtuuutt txx REVIEWER'S INITIALS: Approved with Conditions C n Planning Division Permit Coordinator C DUE DATE: 02 -27-01 Not Applicable Lil DUE DATE 03-27-01 Not Approved (attach comments) n REVIEWER'S INITIALS: DATE: Not Approved (attach comments) 1! DATE: DUE DATE Revision No. Date Staff Date Staff ( Received Initials Issued Initials i Summary of Revision: Date Issued Received By: Revision No. Date Received Staff Initials Date Staff Issued Initials Date Issued 41111IIIIIIIF Summary of Revision: Received By: Received By: Revision No. Date Received Staff Initials Date Staff Issued 1 Initials Date Issued Summary of Revision: Ai Received By: Revision No. Date Received 1 Staff Initials - Date Issued Staff Initials Ai Summary of Revision: Received By: . l Summary of Revision: PROJECT NAME: 'Sr 7'4 ¢S C PERM NO :.. -1/ -1 yf Site Address: - Wt - 5 S /vo'" ��' - Original Issue Date: 6 dO U/ REVISION LOG Revision Date Staff No. j Received Initials Date Issued 12eie2m/V-a-467,tc.e.4,6dielteA-Gry - e9 ---1A-ola-64e: Received By: p i , se orin (please print) (please print) Staff Initials (please print) (please print) 1.. j u J i N ^, (u-- C7� co jet cD O Q D n. 6 Qi o o tu o o c ' t =o cn - CD o - ice to E Q. CD N 0 0 CD c Protect Nome ST. THOMAS PARISH SEATTLE w a J) m co 0 Z PANEL. TYPE: DS -2 - PYRAMID CORE: NON- CONDUCTNE GENERAL OETAIL.S: EXTERIOR SKIN: SMOOTH FINISH WITH GELCOAT- 10 WEATHER SURFACE. 0.093' THICK ............... COLOR- INTERIOR SKIN: EM8DSSFD FlMSH 0. 093' THt( yC ............................. _..................... COLOR: INTEGRAL FRP FASCIA-. ....... ....... COLOR- ALUMINUM ACCESSORIES: SLOPE OUTSIrlF CURB MEASUREMENT NKl.ilces APPROVED BY: THICKNESS- ? r} /4" U- VALUE• 4v GRID COLOR: STAN DID GRID' It x 9 Crystal White Rock FINISH: FINISH. 4:12 RN:SH' 24'..9" VERIFY J09 CONDmONS AND OIIEMSiON POINTS TO 9E AS SHOWN. CORRECT F DIFFERENT. NOTE TO INSTALLER: PROVIDE PROTECTIVE' COATING FOR PREVENTION OF ACTION AND CORROSION OF ALUt■INUM IN CONTACT WITH DISSf.At@AR METALS. DATE Appro ,s - rooted ( ) If choke, fabrication MAY be under- taken. A;.Y:ovr.J doc;, not authorize changes to or Cennast Sirrt unless ctatad in separate letter or Change C tor. if checkcJ below, fabrication MAY NOT be undert::: on. RoouJm :t corrected copies for rna cFcra �� .'. Co: rection shall be limited to � . w. kcz. _'. : :...- io. ubmlt ( ) 1 i r.7..pro✓ ( ) only for conformance with the con of tho project and coiplpfance tnf'xrrnatian given In the contract dcc::.. ^ntv. The contractor Is responsibio for di:ncnr:cns o be confirmed and correlated at tho site; for inf rrnation that pertains solely to tho fz:ortction rocessas or to the means, methods, tochniqu:.3, ;equances and procedures of con- struction; aid for coordination of tho work of all trades. The architocts app:ovcl cf a specific item does rot indicate approval cf an assembly of which t: ©m comperonL B •oderiCk Architects BY r Date 7' 4.'e>t Sheet No. 1 NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. O Q •o 3 Q N 0 0 w cV 6'4 1 /2" 24 . 9 " L air e neon, Ina. 22021 West Bastian Road Mika 131 Woodinville, WA 99072 Sill Frame Measurements (am') 24'•9u �T. 12' Project Nome ST. THOMAS PARISH SEATTLE, WA 6'-41 /2" DISTINCTIVE SKYLIGHTS 5068 DeCcrlo Avenue Richmond Co. 94001 510/235-5125 FAX 510/230 -5005 -0076 Sheet No. 2s NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. r' Q. Q N 0 CD 0 c 7 •• 7 Lil . , ino. 22021 WaitBastian Road X01 Woodinville, WA 00072 SECTION F 8 "hx5 "wx118 " sill frame (.shape) 7- 10 hx4- 112 "wx118'x16" splice angle • two per side Project Nome DISTINCTIVE SKYLIGHTS 5063 DeCorb A inua ST. THOMAS PARISH aknrnona Co. 94801 510/235-5125 • 800/430 -0076 SEATTLE. WA 5085 Shut No. 2si LL NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. It E •.• 3 Q. 0, N 0 0 CD N c 7 1 Ti Customer lair - Stenoonn, inc. 22021 West BAien Roof Suite B1 Woodinville, WA 98072 Splice Detail For Curb Angle O 0 0 0 rEr —_ 12" �.� q• —�. Curb angle splice shop welded on three sides and attached to each end of center section of curb angle. SECTION F Project Nome ST. THOMAS PARISH SEATTLE, WA Welded DISTINCTIVE SKYLIGHTS 5068 DeCodo Avenue Richmond Co. 94801 510/2.35-5125 • 8420/430-0078 FAX 510/235-5085 iShoot 10/23s— Shoot No. SPLIC NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. (D Q Iv E 3 tr o N 4%11 3/$ a ualom r sr- iw11nson, kio. 22021 West Basilan Raid Sate 81 Woodinville, WA aeon lillii iliiiil tisf11l ul Il tilii %': -�� , 111 i'1 111111 II 11111111 1 II1ind - �1suil �... �tltfl rr ttii II Ittt : ll tnt ff' Z inn11t1 /�':.s ' - -•.• •1111 •lllIUlIIIII I IIV ia---. it 1111111111 -IIIHIitl1'1111pIl11111 •:...._. .--. ►'� Iti1t1111 11it1!(ii11tiii11t �'a -"" `1./!1!$11 tlutuui �1/11fi11 /,' -r . 4sa■�eu ■sas �■..ari i 'a ■.ss. ► ,IIIff1E1l/IIf/ tt / Iit► .. i .wss . :1111t1111IIt �� / �' a ' � iiaai.'sa►I1111IIII1 /1I``'I1 -•,,��- - -� --- +assssot tAa:. ♦ 111!!1111i.<'JR --- a.aa... = 111 /t` ! aswad.as.■s a.wa..sssas�.: IItf�I�1�1�,: rswsaasww.■w a.ss. `•�i 1 1 as ssa.s �...a...ss. sswi'ii'.• Itt/' : ma'am aaasrisssa • _asss. use ■.ass •p _'aassaseaa:saa- �aar =iaiai''as 11ari�iia aaasi..i.i.a_i r im it& ' paaaiwia aa a ' e l s EQ aasawsaar".sa• 1��1i��°aaaa.aaa�a.a : II u 'jrt.-sr..`Ilfle/IIIi.'waas. aa.as .aa.. .. w 411 11111111!1 i� sas. wssss oaaa■ =s■sa•. /11 It1II1I / /1'til.'. asssa aswa.saaW 41111 llllll1111ilIIi .rsa.a...r• ;11111 t /IIllIIll11111tt,'Iasssa.• .iwss wsr: • •a..s., . ■sssa'�w� •tltt1 1111111111111 Inns n► .m ■ 1111- 111111111 • �a.aa.r: ' ■ �aaa .a 1.....• 1.111111111! 11111 11Iiaii/11.► vss .• 's"ss' 4i-It1111i11111 /111 11 .Itlftlt111 1111111111 1!!111 Iii 1/11i111tt 1/1► III, .... 111�'lllllillli II /111 111 t1t1 I1tIt1It1I1.'!�_' ■ r. i1111I-11l /f11111 I11Itt 1!!1111 t11hltlf I./uII1► .� ' /111111 it IIt1111f111 :7! .dope 4:12 Support Curb by Others Project Nome 24' 10 112" Panel 24' -9' Curb ST. THOMAS PARISH SEATTLE, WA DISTIKCrnE SKYLIGHTS 5068 DeCorlo Av.nw Richmond Ca. 94801 510/235 -5125 * 800/439 -0015 FAX 510/235 -5085 Sheet No. NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. 0 0 0 N c 9 Customer Ina 22021 Wait Bastian Road eutms e1 Woodinvills, WA 99072 SECTION A Project Nome ST. THOMAS PARISH SEATTLE. WA DIST1NCT1VE SKYUG'HTS 5068 DerCarlo Avenue Richmond Ca. 94801 510/235 -5125 • aoo 430 -0076 FAX 510/235—was NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT 1S DUE TO THE QUALITY OF THE DOCUMENT. ILO (o E a. O 0 0 N c D O z LP Z _ H UStomer Udr- lno. 22021 West Bastian Road &die 81 YNoodinv*I, WA inn SECTION B Project Nome ST. THOMAS PARISH DISTINCTIVE SKYLIGHTS 5068 OWCadlo Avenue Richmond Ca. 94801 510/235 • B0O/430 - 0076 FAX 510/235- 55Ca55 Shad No. 5R NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. • 2 iD A CD E i0 5 co � a ustomer -> non, . 22021 West Bodkin Road Suito 01 Woodinville, WA WW2 SECTION C Project Name ST. THOMAS PARISH SEATTLE. WA D ISTINCTIVE SKYLIGHTS 5068 OeCorfo Avenue Richmond Co. 94801 5 10/235 -5125 • 800/430-0078 FAX 510/235-5085 Shut No. 6R NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. 0 Q t Q N 0 0 cn N c 1 Lair - Ina. 22021 We Basilan Road Sae 61 Waodinvilis. WA s SECTION D Project Nome ST. THOMAS PARISH SEATTLE, WA DISTINCTIVE SKYUCHTS 5468 WCodo Avenue Richmond Co. 94801 510/235 -5125 • 800/430 -0076 FAX 510/ 235 - 33005855 Sheet No. 7R NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. 0_ 07 N O 0 PJ OD Q N 0 0 N L r Swsneon, k 22021 West Rostlan Road Suite e1 Woodir Alle, WA W1072 REV& 618/01 SECTION E Project Nome ST. THOMAS PARISH EATTLE, WA DISTINCTIVE 81(YUGHTS 5069 DeCodb Avenue Rkhmond Co. 84801 510/235 -5125 • 800/430 --078 rAx 510/235 Sheet No. 8R NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. c rt; DETAIL CODE 1 DISTINCTIVE SKYU^C►+TS TRANSLUCENT PANEL 2 INTEGRAL FRP CURB FLASHING 3 CURD SCREW: 110x2" S.S. HEX H3 WITH- DOUBLE WASHER 4 NEOPRENE SPACER 5 FOAM SEAL TAPE 8 CURB. COUNTER FLASHING BY OTHERS 7 #14 X 2 1/2" S. S. Hs Hd / dbI WASHER 12" O.C. 8 DS 180T TOP BATTEN 9 D5 1808 BOTTOM BATTEN 10 JOINT COVERS — PAINTED 11 #12 X 1 1/2" S.S. PNI HD 12 RIDGE CAP; 0.063 ALUMINUM 13 HIP FRAME SUPPORT 2 X 8 x 1/4 'TA TACK WELDED TOGETHER 14 COMPRESSION INC I; 3x3x1/8x9" TA 15 ANGLE CUP 1/4'; SECURE HIP TUBE TO CURB 16 SILL FRAME; 8"h x 5'w x 1/8" ALUMINUM 17 BACKUP PEAK PLATE ( FRP ) TO FIT 18 DS 10 BOTTOM HIP EXTRUSION / WITH GREY BUM SEAL 19 CHANNEL TUBE CLIP 1/4'; SECURE TA TC1 COMPRESSION RING MO HIP TUBE 20 1/4' TOP PLATE WELDED TO COMPRESSION RING 21 1/4" x LENGTH: BOLT 22 3/8" x LENGTH: BOLT 23 BOTTOM CLOSURE CAP 24 3/8" x 4" SCREWS — 2 AT CORNERS & 24' 0.C- N OUNO SILL FRAME g if1Mansan, In 22021 West Bowdon Road Me 131 Woodlnvllls, WA 99072 Project Name ST. THOMAS PARISH SEATTLE NOTE: DISTINCTIVE SKYLIGHTS 5068 OeCCrho Avenue RIct;mond Cc. 94601 510/235 -5125 • 800/430 -0076 FAX 510/235 -5085 VERIFY JOB CONDITIONS ANO DIMENSION POINTS TO BE AS SHOWN. CORRECT IF DIFFERENT. NOTE TO INSTALLER: PROVIDE PROTEC COATING FOR PREVENTION OF ELECTT20LYTIC ALMON ANO CORROSION OF ALUUINUM IN CONTACT MTH DISSM.LAR METALS. Sheet No. NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. Jun 26 01 01:33p Wi111am Gage FROM : 0 :NSTINCTIUE SKYLIGHTSS PHD'E P. : 510 235 5085 Client: Distinctive Skylights Project : St Thomas Perish Designed by : P. Chang Proiect St. Thomas Parish Seattle, WA Scope of Word: D eaian Load$: S A rQf�3119nces: VENOM 820 -0295 PPC Consultin • En • Ineers ivii/Strtacturat Since 1866 44577 Padomodav a., Fremont, ca MOO rd (StONa•1425 Fax 010 Job No.: 0106 - 007 Page : 1 of 7 Date : 0srl 8/01 Pyramid canopy skvliaht structure design lout. E 1) ICBO - Uniform Building Code 1997 2) AA • Specifications for Aluminum Stnictures 1994 3) A /SC - Steel Construction Manuel 9"' Edition 4) Skylight shop drawings oy Distinctive Skylights ( Job no. 0105-021) 1) Dead load - Panel weight = 2 psi 2) Live load - Snow load It 26 psf 3) Wind speed - 80 mph. Exposure B, Height = 15 b'., Canopy 4) Seismic load - UBC Seismic zone 3 1±eCtion8: To be limited to Lit 75 under fully loaded conditions Mtga: 1) Aluminum extrusions - Alum. Alloy 606345 (Unless otherwise noted) 2) Fasteners and others - See skylight drawings ,n. 26 2601 12:58PM P1 ....• JUN I 8 MI This design calculation covers the pyramid canopy members and connections provided by Distinctive Skylights as shown on next page end on shop drawings. The skylight panels and skylight support structures, new or existing. are not PPCs scope p.13 cc UO coo ow CO IL, w 0 gQ z �o w • 0 • u O — W U. O •. z = O 1- Jun 26 01 01:33p William Gabe FROM : DlN3T1NCTJUE SKYLIGHTSS PHONE NO. : 512 os seas Distinctive Skylights Project : 31 Thome* Porich Designed by : P. Chang {Ghent: Skvfightplan and elevation: De$ian wind pressures : Basic wind speed = 80 mph Stagnation wind pressure = 16.4 psf Importance factor 1= 1.0 Exposure 8, Height a 15 ft, Combined coat. C„ a 0.62 Pressure coal : Cl = 2.6 -0.8 = 1.8 Design wind pressures : F '1.0x0.62x1.8 =18ps1 canopy Date : 5--q 4 ' - rr �i�s~ Outward /upward Outward /upward 820-0295 PPC Consultina Engineers civimstfuctusof slruo 1956 44171 PW*i, cadvr. dr., Fremont, Ca. 54$79 tel.1llt0011.1426 Fat (a10162.14a1Q Job No.: 0106 - 007 Page: 2 of 7 06/18/01 Lateral seismic forces F • 4 CAN, Formula ( 32 -1), UBC Cpa0.38, 'pa 1.0, Wp 2psf Fpa4x0.38x 1.0x2a3psf TFp = 3 x ( 24.75 x 24.75) • 1838" Total lateral seismic force on the canopy 1. 26 aeoi 12:5?P1 P2 p. 14 Jun 28 01 01:34p William Gage FROM : DINSTINCT1vE 9:YLIGHTSS PHONE NO. : 510 235 sees rro)w t . St Thomas Parish Designed by : P. Chang A) Short as rs : Max. span = 4.91t. a) DL LL: W =(25 +2)x4.9 +2= 134pff V= 134x 4.9/2=329 M= 134x4.9 =402 h) nr t Wind upward . 820 -0295 PPC Con ultfn " En " ineers ChW3tructwe/ Sfnce 1956 44677 Parlowactow d, PnetcaM Ca. UM Tel. (S16)U44$ Far (1to)W234484 Client: Distinctive Skylights Job No.: 0106 - 007 n. 26 2801 12 :59P^t P3 Pa ge 3 of 7 Oat.: 08/18/01 Canopy member / connection . k i W = (2- 18)x4.9 = •78 o !f V =(- 78)x4.9/2a -192 M a( -78) x 4.9 /8 w -234 Try 3' x 2 alum. tube I 1.42 in SY = 0.949 in? A = 1 17 in Wt = 1. plf fb =402x 12/ 0.949= 5083 psi Allow. Fe = 9500 psi > 5083 psi o.k. f„ =329/(2x3 x0.125) =439ps1 101;3/0.125;r-24 < 44 Allow F„ 5500 psi > 439 psi o.k. Max. deflection = 5 x 134 x 4.9 x 12 /( 384 x 10x 10 x 1.42) = 0.12" D2 =0.12/(4.9x12) = 1/480 < 1/175 o.k. 1 •• - • • •:= .0 h1- : AM £L h• r aI• ws e onneatfon Max. shear in the screws = 329 / 2 = 185% Allow. shear = 335'/s > 165'1s o.k. Use 3"x 2" x ' /„ or larger alum tube for short rafters. Use the connection as s • ecified above p. 15 Jun 26 01 01:35p William Gage FROM : DINSTINCTIU, SK/1.IGF+TSS Client: Distinctive Skylights Project : St Thomas rmf >h Designed by : P. Chang 13) Long rafters Max. span = 9.8 ft. a) DL +LL. W=(25 +2)x 49+2=134 p/1 V= 134x9.8/2=658' M= 134x9.8 PHONE PI0. : 510 Z35 SF)E3 PPC Consulting Enalneers cir►lrstn,cwra( Since 19$e 44577PaAa►ad wDe, & e, Ca 9413l T& (310)46s1411 r(if WI Job No.: 0106 - 007 Page 4 of 7 Date : 08/16/01 b) DL + Wind upward : W=(2- 18)x4.9=- 78j3!f V= (78)x98/2= -384 M a ( -78) x 9.8 /8- -936` Try 5' x 2 "x '/e alum. tube I =5.08in`, S 2.03in3 A* 1.67in2 EM'= 1.96plf fb = 1809 x 12 / 2.03 a 9509 psi Allow. Fb = 9500 pal say o.k. 4 =858/(2x 5x0125) = 526psi lulu 5/0125= 40 c 44 Allow. F„ = 5500 psi > 528 psi o.k. Max. deflection = 5 x 134 x 9.8 x 12 / ( 384 x 10 x 10 x 5.08) = 0.55" D/L =0.55/(9.8x12) =1/215 < 1/175 o.k. 820 -0295 p.16 26 2031 12:5;P'1 P4 .� .tt. • t.•, • •..•st • - ail 1 /lit - 1.1, • c : ,t.. 1 :(:4 • ,�_•,• Max. shear In the screws = 658 / 4 = 185 /s Allow. shear in'12 screws = 335% > 165 "/s o.k. Allow. sheer in lag screws = 190'/s > 165' /s o.k. Use 5" x 2" x 1 / 1 " alum. tube for long rafters. Use the connection as specified /underlined above Jun 26 01 01:35p William Gage FROM : D1N3TIt:CTIUE SKYI_IGIT55 PHONE NO. : 5:0 235 5065 .n. 25 2001 0::0aPt P5 PPC Consulting Engineers civil/Structural Sind 1956 4 577 ParbvnadowDr., Fremont, Cs !ISM 74 (SMO SSl.tals Not (619)1274SN Client: Distinctive Skylights Job No.: 0106 - 007 Project : S't Thomas Parish Page : 5 of 7 Designed by : P. Chang C) Hi» bars L =24.5x(2) =34.68. h= 12.25x4/12 =4.0ft. a) DL +LL: w =(25 +2)x12.3/2 +4 =239p1f v =239x34.6/4 =2068' h= 2068x34.8 /(3x4.0) =5957' T =(v' +h =6305" m=0.1283 x 2066x 34.6/2 .7; 4586 b) DL + Wind upward : w = (2 - 18)x12.3/2 plf v= (- 139)x34.6/4= -1204' h =(- 120R)x346/(3x4.0)n -3471" T = -3619 m =0.1283x( - 1204)x34.6/2 = - 2672'" Data : 06/16/01 Try 8"x 2" x ''4" alum. tube I = 31,6 in S = 7.89 In? A s 4.68 W. r. = 2.6 in, VA = 5.5 pll 820 -0295 p.17 f, = 6305/ 4.68 = 1347 psi k1/r = 12.9 x 12 / 2.6 = 60 > 11 Allow. F, = 8900- 37x60 = 8697 psi f = 1347 / 8697 = 0.201 F„ = 3.14 x 10 x 10 (1.95 x 60 = 14059 psi 1 = 4588x 12/7.89 =6975psi Allow. Fa = 9500 psi f + 1b/F 1 = 0.201 + 6975/9500x (1 - 134 7 / 14059) = 1.01 say o.k. lr = 3619/4.88 n 773 psl Allow. F, a 9500 psi > 773 psi o.k. f 2066/(2x8x0.26)= 517 psi A/bw. F„ = 5500 psi > 517 psi o.k Max. 0 =0.01304x2066 x 17.3 10 =0.6• LUL = 0.6/(17.3x12)= 1/343 < 1 7175 o.k. Jun 26 01 01:36p William Gage FROM : D l NST I. C T I VE SKYI. I GHTS= PP Client: Distinctive Skylights Project : St Thomas Parish Designed by : P. Chang U 3" X 3" x '/ al um. tube as compression ring at apex. welded • I IL �• • •,,: (- v fl r, / • 1,...!.= Ii: I • • w PHONE NO. : 510 235 .5 5 Jn. 26 2021 91 :00P1 P6 Consul In • En . sneer Civilatnrclural Since 1955 44577 Parb+s dowDr.. &ww.n( Ca. M535 TA (ilP)41554t415 Fa (610)6234506 Job No.: 0108 - 007 Page : 6 of 7 Date : 06/1&01 / 820 -0295 p.18 r with II -}f" bolts fasten to the hia bar and use - 4* thr i- bolts fester thril the pomo,essioi ring Max, stresses in the compression ring : 4 = 5957 / (2 x 9 x 0.125 ) = 2648 psi Comp., < 9500 psi o.k. fl = 3471 / (2 x 9 x 0.125) = 1543 pal Tension, < 9600 psi o.k. Max. shear In X bolts = 3619 / 8 = 452'/b Allow. shear = 0.125 x 3 14 x 10000 = 490 a lb > 452'/b o.k. Max. tension in the 3 4 . thru -bolts = = 2 = 1736 % Allow. tension = 01875 x 3.14 x 20000 = 2209 > 1736 s ib o.k. Use 871 x fjlyx /alt alum. sill frame (.j shaoe ). mitered and welded gl comer Max. stresses in the tension ring • Max. tension - 5957 x 2 112 / ( 2 x 13 x 0.125 ) = 2592 psi < 9500 psi o.k. Max. comp. = 3471 x 2 / (2 x 13 x 0.125) a 1510 psi < 9500 psi o.k. Max. tension in the lag screws = 1204) / 2 = 602'/s Allow. tension = 252 x 3.5 = 882 "/s > 602 a /s o.k. Max. shear in the screws = 3619 / x 3 ) = 603'/s Allow. shear = 635 "/s > 603 /s o.k Usa 74fh x 4Ww x /it x 24" 10,1Q splice BttgieJeh min._ 9 - 34" screws or bolts gech sidef the pplrce fqr the sill f/eI1r.. et the center bap of each side of the AdatinswOkd Max. shear in the screws • ( 5957 - 5 x 290 ) / 9 = 501 'Is < 635 o k y '14 S476Ws R 12' o.c /*Xeen too and bottom battens and cust2 . row off III scree t 8' o.c. between bottom batty') and rafter ber or hip bat Max. tension in'14 screws = 18 x 4.9 = 88 s /s < 240'/s o.k. Mex. tension in * 12 screws = 18 x 4.9 x 1.6/2 = 66 "/s < 210 "/s o.k. Jun 26 01 01:36p William Gage FROM : D1NSTINCT1US 9<YLIGH7S5 PPC Consultlna Engineers Civinsfuctrirat Ince 1958 44177 P m * n x . r w n O r . , Mawr* Ca. s o n r c wepswists Pau pipo Wsa Client: Distinctive Skylights Project : St Thomas Perish Designed by : P. Chang 820 -0295 PHONE NO. : 510 235 5085 .1n. 26 2001 01:01PM P' Job No.: 0106 - 007 Page : 7 of 7 Date : 06/16/01 Use 8" x ?" x'/." alum. tube for all hip bars. Use the com pression ring, at ape a d tension ring at sled sill frame ) and use the connections as s i ecified / underlined on • a. e 6 of this calculation. p.19 LICENSE DETAIL INFORMATION Form STATE OF WASHINGTON DEPARTMENT OF LABOR AND INDUSTRIES Specialty Compliance Services Division P. O. Box 44000 Olympia, WA 98504 -4000 THE RESULT OF YOUR INQUIRY FOR LICENSE NUMBER SELECTED IS: LICENSE DETAIL INFORMATION Current Filter: None Registration# or License LZLCOI *085BA Name L Z L CONSTRUCTION INC Address 10604 EAST RIVERSIDE DR Address City BOTHELL State WA Zip 98011 Phone Number 4254853877 Effective Date 1/1/92 Expiration Date 4/1/02 Registration Status ACTIVE Type CONSTRUCTION CONTRACTOR Entity CORPORATION Specialty Code GENERAL Other Specialties UBI Number 601350498 'VIEW PRINCIPAL OWNER(S) FOR THIS LICENSE* * * 'VIEW *VIEW CONTRACTOR BOND /SAVINGS INFORMATION * * *CHECK INQUIRY FOR SUMMONS AND COMPLAINTS* * * * * * VIEW CONTRACTOR INSURANCE INFORMATION * * * * ** http: / /www.lni.wa.gov/ contractors /TF2Form .asp ?License= LZLCOI *085BA Page 1 of 1 New inquiry by CITY, NAME, PRINCIPAL OWNER NAME, NUMBER, UBI NUMBER or return to the L &I Constniction Compliance 1 -Tonle Page 5/30/01 p Ir BRODERICK ARCHITECTS Bob Benedicto Tukwila Building Division 6300 Southcenter Blvd. Tukwila, WA 98188 206.431.3670 Kevin J. Broderick, AIA 55 S. Atlantic Street • Suite 301 • Seattle, WA 98134 • 206.682.7525 / Fax. 206.682.7529 t` 252001 April 24, 2001 RE: St. Thomas Church Development Permit Application Number D01 -049 With respect to our telephone conversation last week pertaining to the above mentioned project, we have made the following modifications and responses: 1. Approved plastic materials: Please find attached the manufacturer's testing report indicating a material classification of CC1 as stated in UBC Standard 52 -4. 2. Deferred Submittal: Pursuant to our conversation we are requesting a deferred submittal per UBC Section 106.3.4.2 for the structural framing for the exterior skylight unit. The structural system is a bidder design unit which will comply with the 25 pound live load requirements as currently indicated on Sheet S1. We appreciate your help in getting this matter resolved. If you have any questions or comments, please don't hesitate to call. Sincerely, f ?R-2i-2101(TtJ I 15:1 Lair-Swaosol lac FROM : DINSTINCTIVE SKYLIGHTSS PHONE NO. : 510 235 5085 Apr. 24 2031 03:03PM PI • United States Testing Company, Inc. California Division rre "It CEO L1ENT: Cancel Corporation 49 Industrial Way Greenbrae, CA 94904 49s1 of 2 cl ( 1611 TIL1ORAPH ROAD r LOS MOWS. CALIPORNIA MOO • 111 7S11M REPORT OF TEST UBJECT: Rate of burning Evaluation of Cancel FRP Panels. REFERENCE: Client's Purchase Order No. 002796 dated March 27, 1984. SAMPLE DESCRZPT1ON: The Client submitted and ids:pified a sample of FRP paneling as follows: Type 300, Sample No. 32284.2A. Tested at • nominal thickness of 0.070 inches. TEST REQUEST AND METHOD: Rate of burning and/or extent and time of burning of self - supporting plastics in a horizontal position in accordance with the procedures outlined in ASTM Designation D -635 and UBC Standard 52 -4. A bar of the material to be tested is supported horizontally at one end. The free end is exposed to a specified gas flame far 30 seconds. The time and extent of burning are measured and reported if the specimen does not burn more than 4 inches. An average burning rate is reported for a material if it burns beyond the 4 inch mark from the ignited end. P. 002/0)3 NUM® LA 40555.2 4 -16 -64 SIGN QR THE COMPANY f /�,�. 11. • 0j�IgM! Patrick V. HcCullen Manager - Fire Technology BY XJ604-4. ROT Robert L. Oates •Test Technician - 41. , ..1 , 01104e1 its: New Yuck • Chicago • Ws Angeles • Tula • Memphis • alle riot • Richbnil YAIitY /111rr Ts/T111A mown IOC mows rev ttnt*t NOe /Ott 1011 taCLOOM q[ N TOO Cr ift TO WOG tail 0 � AA>•pOO1 AV ten A T f 111,141 s 10110mA L.l 00110 ■L Y1 sager &sr 0.10CY eon s M A /ltrtlt►a0 TO TN wean fw[aL Os 1,1. /11C 61 TwL ran or 'ammo gram 1g11A Yt •I 1.4 IC ar /la'L11 ?WIN LOY.Af1 file •/ its t COorrol ffi CM /lULi.t.0110 !1110• IFUfRA! /L /l1C A�0 Tru■ tOOrwri(.110■ 1,0 aAf 0 TOL gum To CO=1AISte I■ Owe atoN O►Allfta A01 •// ■iH11Ti 4l /l1 01111/ 1,O 104 /11NMSSr OA f LAYA1i 1MAllr.l0 x110 10 7110 tA111rtL101 Ti01L0 wOlOA /OSrLC1N7AS GAOL w it IS olrtr .i1[ i1f[IrItO fad stir ♦x0.00 1 Y w fed Silent aM4 lasts on O/ mra0t. nut /A[OTIsat N 11111LAII 1 /OOYr ANO OO•Nlali t11'N M, OS 0441110 10 111!41 ON W W1 1011 11111100 NAM /Lille& CAMIWAIlf. Inn. C000i11O9O wor f11AL111 c00/604, Noonan pm Tog WPM IS iffiNI 1,i . mor1.La a «..149!.•4. 1w ftr'ew[ ..1 .H.1Yf0 ► ration• t1I 111111 ran w11r/Cf10■ mil OA •at •OT 1a /ItAIIVL O• irO to or ta T Or tot �Y111 1 ILf O/ Tilt LOT 1,•N fa111C •+„ • APR- 11- 2O131(RIE) 15:11 la.i r-Naasoa lac PRO":: D I NST 1 NCT t UE SKYL I GHTSS PHC1NE ND. : S10 235 5085 • United States Testing Company, Inc CLJENY: Cemcel Corporation TEST RESULTS: Avg. Time of Burning Avg. Extent of Burnng Avg. Thickness Range of Time of Burning Values - Note: The sample maintained structural integrity throughout testing.' ONCLUSYON: The submitted sample material meets the requirements for a classification of CC1 es stated in UDC standard 52 -4. Page 2 (FA J 2532OJ?Q5 P 003,�OJ3 31 seconds 0;46 inches 0.069 inches min. 30 seconds max. 32 seconds 9. Apr. 24 2201 03: 03PM P2 Number LK 40555 -2 Balance Due: $ Need Current Contractor Registration Card: ❑ Yes Need to Enter Contractor Information in Sierra: ❑ Yes to tw' $_ IE ac - 25 c'r'y 6-3 Y1 >sc I fl U ✓ rri�'�irrrirrrr No Z W JU U UO co Ili J = H fn w 2 J LL Q co a / w Z = H 0 Z F- W 2 j U 0- 01- W W 1- U W f- -O Z w� O Z Z W ce 6 0 0 LLI W I W g Q CO i I -W z � 1- W • 0 O • - W H t I II W z co 0 z ram Lan F ry.. : row_ r.:, wok N 87 48' 55" W 659.82' EXISTING EASEMENT SITE PLAN 1" = 40' -0' i 73) O ; NI 3r ■ 1 0h NI z I 111111111 1 1 1 111 11 EXISTING BUILDING APPROX AREA OF EXI5TING BUILDING TO BE RENOVATED APPROX AREA OF EXISTING EXTERIOR WALKWAY TO BE INFILLED APPROX. AREA OF NEW EXTERic WALKWAY 5 87 48' 32" -E 331.16" ' 87 48' 32 "'E 120.00` I iN I ILL It n0 IN ,v— 'Z I ( LA55ROOM ANCrUARY! ARISH HALL COURTYARD RECTORY PARKING GENERAL NOTES 1. All General Notes given herein apply to all allied trades for the Project amended elsewhere to include isolated conditions. 2 The Drawings are intended to show the general arrangement, design and extent of the work and are partly diagrammatic. The are not intended to be scaled for rough -in dimensions, or to serve as shop drawings or portions thereof. 3 All details and sections shown on the Drawings are intended to be typical and shall be construed to apply to any similar situation elsewhere on the Project, except where a different detail is shown. 4. The Contractor and all Subcontractors shall verify all grades, lines, levels, conditions and dimensions at the job site and as shown on the Drawings. They shall report any errors or inconsistencies in the above to the Architect before commencing Work. The Contractor and Subcontractors shall out their Work from established reference points and be responsible for all Lines; elevations and measurements in connection with their own. 5. Protection: a The Contractor is responsible and shall comply with the requirements of the Building Code having jurisdiction and all local, state and federal laws. b. Provide all shoring and bracing as required for the proper execution of the work. Remove when Work is completed. c. Provide and maintain guard lights at all areas of the Work adjacent to public ways or spaces. Baricade and graphics by Landlord at Tenants expense. d. At all times, provide protection against weather (rain, wind; storms or heat) so as to maintain all work, materials, apparatus and fixtures free from damage. e. The Contractor shall pay for all damages to adjacent structures, sidewalks and to streets or other public property or to any public utilities. 1. G.C. must dust proof space prior to start of canstrudic:n. 6. Contractor agrees that he will hold the Owner, Arctcoct and/or any of their employees or agents harmless from any and all damage claims which may arise by reason of any negligence on part of Contractor, any of his Subcontractor's and/or Subcontractor's materials and equipment suppliers and /or any of their employees or agents, in performance of this Contract and, in case any action is brought before thereof against the Owner, Architect and/or any of their employees or agents, Contractor shall assume full responsibility for defense thereof, and upon his failure to do so on proper notice, Owner, Architect and /or any of their employees or agents reserve the right to defend such action and charge all costs thereof to Contractor. 7. If any errors or omissions appear in the Drawings, Specifications or other documents the Contractor shall ratify the Architect in writing of such omissions or errors prior to proceeding with any Work which appears in question. In the event of the Contractor's faring to give such notice, he shall be held responsible for the results of any such errors or omissions and the cost of rectifying the same. The contractor shall have all items or details dariffedwith the Architect prior to subnnitting a bid; otherwise the Architects mterpretafion shall be final. 8. The Contractor shall use the Structural Drawings together with the Architectural, Mechanical and Electrical Drawings to locate depressed slabs, slopes, drains, outlets, recesses, openings, lets, bolt setting, sleeves,'dimensions, etc. Potential conflicts shall be transmitted to the Architect before proceeding with the Work. 9. Ail nominal layout dimensions given in new construction are to FACE OF FINISH. 10. Some connections indicated on the Drawings are schematic. Secure all components rigidly to structure and each other. Use fasteners designed for each inservice connection. 11. Obtain clarification and interpretation of Drawings and Specifications. Include additional detail; directly from Architect. 12. Waste material and rubbish from demolition and alteration operations shall be removed from site as rapidly as possible and shall not be allowed to accumulate on premiss,.,, Disposal of materials will be at the discretion of the Contractor. Open fires will not be pernntted for disposal of waste. Contractor shall provide an exterior area to collect all demolished not to be reused_ This area shall be safe and unobstnlcting the buitdhg function and the Owner's daily business operations. 13. Existing utility fines indicated or noted on the Drawings are shown as obtainedit. ra exfstahg information and are probably incomplete and only approximate in Incatioh.:The Contractor shall take extreme caution to avoid damage to existing utility lines and/or harm to personnel engaged in working in the area SPECIAL INSPECTIONS ARE REQUIRED FOR THIS PROJECT PER U.B.C. CHAPTER 17. CONCRETE, MASONRY AND WELDING SHALL BE OBSERVED BY SPECIAL INSPECTION. submtlul documents for defined submittal items shall be sub- mitted =theat = engineer ofrecadeho sham¢ntew them and Sunward them to the bedding official with a notation indicat- ing thank dam= =bulbul dolls have been reviewed and that they have been fen= to be in general conformance =Eh the design of the bulldog. The deferred sal falhemsshallnotbe Metalled mtbl their design =ds .' doc®wa have been ap- proved by the hmh6og otfiaaL 01.4hcatT NRAMits clttoRYw D :tRato tertm peg. 11.1LL11 106.3.4.2. FILE COPY SEPARATE PERMIT REQUIRED FOR: ® (ELECTRICAL ['PLUMBING eGAS PIPING CITY OF TU. "'ILA BUtLD'NG DI :,StON r I understand that the Plan Check approvals are subject to errors and omissions and approval of I plans does not authorize the violation of any adopted code or ordinance- Receipt of con -. tractor's copy of approved plans acknowledged. REVISIONS C,ANEES SHALL BE MADE TO E CF WORK WITHOUT PRICK CF TUKWILA BUILDING DIVISr> '. ,LL A NEW PLAN PROJECT INFORMATION PROJECT NAME: PROJECT AND PROPERTY OWNER: PROJECT ADDRESS: ARCHITECT: STRUCTURAL ENGINEER: Low Density Residential 012303- 9113 -04 Those portions of NE t/4 of SW 1/4 of SE 1/4 of Sect. 15, Twp 23 N.R. 4 East W.M. as described in Instruments Recorded under Auditor's file No.'s 4533265, 4533266, & 4532706, Records of long County, WA CONSTRUCTION TYPE: IV ZONE: TAX ID NUMBER: LEGAL DESCRIPTION: OCCUPANCY GROUP: LOT AREA: 357,922 s.f. t BUILDING AREA: EXISTING RECTORY: 3792 at t EXISTING CLASSROOM BLDG: 4001 sf. t EXISTING CLASSROOM PORTABLE: 1909 sf. t EXISTING CHURCH BUILDING: 15,501 s.f. t NEW CHURCH BUILDING ADDITION: 454 sf. t NEW CHURCH BUILDING. ENTRY CANOPY: 1463 s.f. t APPLICABLE CODES: UNIFORM BUILDING CODE UNIFORM MECHANICAL CODE UNIFORM PLUMBING CODE NATIONAL ELECTRICAL CODE UNIFORM FIRE CODE WASHINGTON STATE ENERGY CODE AMERICANS WITH DISABILffIES ACT central gas hot water system feeding remote radiators Regarding the Gathering Space expansion (see 1/A3), the existing north wall is being replaced, approximately 12 feet to the north. The overall energy efficiency of the space will be increased in the following manner: HEATING TYPE: ENERGY CODE COMPLIANCE: St. Thomas Church Renovation and Addition St. Thomas Church 4415 S. 140th St. Tukwila, WA 98168 206.242.5501 phone St. Thomas Church 4415 5. 140th St Tukwila, WA 98168 Broderick Architects 55: S. Atlantic St., Suite 301 Seattle, WA 98134 206.6823525 phone 208.682.7529 fax I. L Gross Structural Engineers 207 -1/2 First Ave. 5, Suite 250 Seattle, WA 98104 206.623.0769 phone 206.623.9081 fax A2.1 existing wall insulation none ( full y g lazed ) proposed wall insulation: R -19 batt existing roof insulation: approx. R -5 proposed roof insulation: l 19 (more if space is available) existing windows: wood, single pane proposed w 65) indows: wood, double pane (U The heating system will remain unchanged. LIGHTING COMPLIANCE: see lighting power allowance form: interior lighting: analyzed by individual room exterior lighting: analyzed on whole building basis (main sanctuary building) TDfrO �F9 SHEET INDEX AO PROJECT NOTES, SITE PLAN, VICINITY MAP Al FLOOR PLAN A2 PARTIAL FLOOR PLAN A3 PARTIAL FLOOR PLAN, DOOR AND WINDOW SCHEDULES A4 ELEVATIONS A5 INTERIOR ELEVATIONS A6 INTERIOR ELEVATIONS A7 INTERIOR DETAILS A8 EXTERIOR DETAILS AS EXTERIOR DETAILS A10 PARTIAL ELECTRICAL 1 LIGHTING PLAN All PARTIAL ELECTRICAL / LIGHTING PLAN Si STRUCTURAL NOTES S2 FOOTING PLAN S3 ROOF FRAMING PLAN S4 STRUCTURAL DETAILS VICINITY MAP March 27, 2001 1 11 ID p. N 0 0 Plot Date 2.21.01 BRODERICK ARCHITECTS 55 SOUTH ATLANTIC STREET, SUITE 301 SEATTLE, WASHINGTON 98134 (206) 682 -7525 00.06 ST. THOMAS CHURCH RENOVATION AND ADDITION 4415 SOUTH 140TH STREET, TUKWILA, WASHINGTON 98168 REQIBTERED •••' ARCHITECT 1181 VRG OERIOK i 8TAT8 OF WASHINGTON 0 EXISTING EXISTING NON - LATCHING SIM. ENSTING NON - LATCHING ® . K 1 I REPLACE DOOR . RECITE: SEE 3 /A3 MODIFY 00 D 0 c 0 0 0 00 00 REMOVE WALLS (TM) PAINTED 5/8" GWB i AIM 0 BAPTISMAL - CO IN ACT 1 REPLACE DOOR // HARDWARE ND MODIFY RECITE: SEE 3/A3 Aft 11 I I 11 II II i1 PLANTER 0 se SANCTUARY ELEV. 00 - rt y y- - - -- — - — LIGHT VALENCE UNDER STATIONS OF THE CROSS. TYP. ��u u u u n li n Ir� n u u n II I� a =51 CENTER ALTAR j STRUCTURAL ON TURA GRIDUNE ABOVE S T �A v T — I\ yes / I I \ / I I •\ STEP LIGHTS I ALTAR 1 1 � F I � 1 ! I NEW BALDACHINO ;.*------ ABOVE: ORGAN t R 2 4.-4- 1 5F O' 5' O° I 3 -81 SPEAKERS &LIGHTS I ! 1 I STEP LIGHTS \ S ER t'cyT y ew RELOCA EXISTING PE TE O �NEW CHAIRS, TYP. HANDRAIL, 5EE AIX LECTOR CURB ELEV.. 1.0' REMOVE WALLS (fYP.) PAINTED 518° GWB MAPLE STEPS (EDGE CHERRY { EDGE.TYP \ / RAMP UP: RISE =1T'. RUN =1T -O° PIANO OR PARTIALLY DEMOLISH EXISTING PLATFORMS AND WALLS AS NEEDED FOR NEW LAYOUT N 3 $E=6 : � RISE =6; UP RUN =1fl 8 "x8" POST ELEV. CURB ELEV. 1.5' 8'k8 " POST ELEV. 3'. ELEV ELEV= ELEV = . 0.0 LOCATION OF SANCTUARY CANDLE LOCATION OF TABERNACLE ON BRICK BASE — \ o 0 FrxEr POST VERIFY EXISTENCE OF PANIC HARDWARE - OTHERWISE PROVIDE SARGENT8804MAL EXIT DEVICE RESURFAC EXISTING WALL 10' 0 0 0 UP BOWING I > II 1 • 1 1t IL m 1 EXISTING II it 11 II II 11 11 w / ENTRANCE TO DAILY MA55 CHAPEL RECONCILIATION CHAPEL 09 UI DEMOLISH EXISTING WALL WRAP EXISTING COLUMNS WITH 5/8 "— TYPE 'X' GWB EXISTING 4210 BEAM TO BEAR ON NEW BRICK PIERS'' DEMOLISH THESE.. (2) COLUMNS NEW 4X10 BEAM 1f EXIST NG INF OF I lNF OF FAST NEW ADDITION i X BUILDING REPLACE DOOR HARDWARE AND MODIFY RELITE: SEE 3/A3 NEW DOORS & WINDOWS - Y 1 M \Z.: \ GATHERING SPACE Tr SACRISTY PLAN DETAIL - SANCTUARY A2 1/4" =1 -0" PROVIDE DROPPED CEILING WI RECESSED CANS & NEW VENTILATION REMOVE WALLS PATCH & REPAIR WALL AS READ NEW 2x4 STUD WALL WI 5/8° TYPE 'X' GWB SEATING CALCULATION 15 STANDARD PEWS 0 15...225 10 MODIFIED PEWS 0 13.....130 6 MODIFIED PEWS @ 12.........72 18 INDIVIDUAL CHAIRS 19 ADDITIONAL CHAIRS 58 TOTAL SEATING....... ....504 CHOIR CHAIRS 40 TOTAL SEATING :... ....544 (INCLUDING CHOIR) PARISH HALL CD AMBULATORY NEW WALL TO +10' -6" (SEE 2/A5) BRICK COLUMN: SEE 5/A7 LINE OF NEW BEAM ABOVE EUCHARIST CHAPEL 33 EXISTING LIGHT ALCOVE ABOVE LOCATION OF CRUCIFIX ACID- ETCHED TEMPERED GLAZING (2 16x 70 IRON GA NEW WALL TO +10' - TO MATCH OPPOSITE (SEE 2/A5) RELOCATE EXISTING SINK SURD � MAY - 72001 AS NOtE2 _ I ■ 1� reb. 21, 2001 March 27, 2001 1 1 1 A2 0 • Hill IP. ALIGN WITH EXISTING ALIGN WITH_____ EXISTING ALIGN WITH EXISTING PLAN DETAIL - ENTRY 1/4" = T -0" FIELD MEASURE ROUGH OPENING 1/4" =1' -0" 11111 11111 WINDOW TYPES COMBINE (3) EXISTING VISION RELITES INTO (1 LARGE RELITE, NEW TEMPERED GLASS NEW DECORATIVE HARDWARE SEE 4/A3 EXISTING KICKPLATE DOOR DETAIL 1/4 "' =1' -0" REPLACE DOOR HARDWARE AND MODIFY RELTIE: SEE 3/A3 11 ALIGN WTH G EXISTM ALIGN W ITH___ EXIS FIELD MEASURE ROUGH OPENING 0 RE PLACE DOOR HARDWARE AND MODIFY - RELITE: SEE 3/A3 SANCTUARY GATHERING SPACE DEMOLISH C E)3511NG WALL NEW WINDOWS TO MATCH EXISTING SURFACE -MOUNT OWNER - PROVIDED WOOD Wo CARVINGS VISION LIGHT TO MATCH PROPORTIONS OF SANCTUARY DOORS m0 0 EXI511NG 4X10 BEAM TO BEAR ON NEW BRICK PIERS (SEE - STRUCTURAL) ��WRAP EXISTING OF TYPE COLUMNS 5/8" I LIFE SIZE STATUE OF 5T THOMAS RELOCATE EXISTING RADIATORS TO PERIMETER WALL NEW WALLS, DOORS, NEW WALL INFILL WINDOWS BETWEEN EXISTING COLUMNS / 11 FIELD MEASURE ROUGH OPENING - EXISTING EXISTING COVERED WALKWAY 1 1 0 MOL(SH THESE (2' COLUMNS `\N \!1' I 1 \ 11 � \ \\ m 1!1 , ' \ I• `v j� I I I \ \� i%26 III \ Ze -ii `N ALIGN WITH ALIGN WITH____ EXISTING ALIGN WITH ALIGN WITH EXISTING EXISTING DOWNSPOUT EXISTING LAWN AREA TO REMAN FIELD MEASURE ROUGH OPENING / / /R \\ i ' T �I HANG BEAMS IN "DIAMOND"�7 i \_GRNTRRUPFERC0LUMN5 11 \ I i I DECKING I J rti 1� « COLUMNS SUPPRTING ROOF LEVELS H III TRANSLUCENT PYRAMID CANOPY ABOVE MAIN CANOPY � `N 1 '1 ;y /ljl /// m I!I ‘ 1.1 ZD III LOWER ROOF UPPER ROOF FRAMING FRAMING Iji II EXISTING LANDSCAPE_ AREA TO REMAIN WINDOW SCHEDULE WINDOW A WIDTH ''HEIGHT.. AREA QUANTITY 9'-4 "± 6' -8"± 62 8'-4'± 6'-8 "± 27 4 TOTAL AREA 248 54 GLAZING CLR/AIR CLR/AIR STYLE FIXED FIXED FIXED FIXED FIXED FIXED MANUF. FRAME/ TYPE WOOD WOOD WOOD WOOD WOOD WOOD CLR/AIR CLR/AIR ACID ETCHED ACID ETCHED U -VALUE 8'-4 "t 4' -6 "± 3'-0 "± 6' -10 "t 6 -8 „ ± 8' - 10 "± 30 5.5 2 60 54 30 11 120 NOTES FIELD MEASURE ROUGH OPENING TO DETERMINE EXACT UNIT SIZE FIELD MEASURE ROUGH OPENING TO DETERMINE EXACT UNIT SIZE FIELD MEASURE ROUGH OPENING TO DETERMINE EXACT UNIT SIZE FIELD MEASURE ROUGH OPENING TO DETERMINE EXACT UNIT SIZE DECORATIVE REUTE WITH ACID ETCHED GLASS (INTERIOR) DECORATIVE RECITE WITH ACID ETCHED GLASS (INTERIOR) DOWNSPOUT NEW COVERED WALKWAY: MATCH EXISTING HEIGHT DOWNSPOUT I' NEW EDGE BEAMS PER STRUCTURAL EXISTING WALKWAY LINE OF NEW ENTRY CANOPY NEW BRICK AND WOOD COLUMNS, TYP. (2) NEW ALL -BRIK COLUMNS AT E TO WALKWAY DOOR PULL N.T.S. DOOR SCHEDULE DOOR MATERIAL WOOD DOOR 2 3 4 5 6 LOCATION / ROOM ENTRY / GATHERING FINISH WIDTH GATHERING / SANCTUARY GATHERING / CORRIDOR SANCTUARY / EUCHARIST (2) 1' -6" FINISH HEIGHT 7' -0” 7' -0" SANCTUARY /'EUCHARIST (2) 1' -6 7' -0" DOOR THICKNESS 1 3/4" ENTRY / GATHERING GATHERING / SANCTUARY GATHERING / SANCTUARY 3'-0" WOOD 1 3/4" DOOR FINISH CLEAR WOOD IRON CLEAR CLEAR IRON CLEAR FRAME IRON IRON FRAME FINISH CLEAR CLEAR CLEAR CLEAR RATING HARDWARE GROUP HW -1 11W-1 HW-2 HW-2 NOTES BY WINDOW MANUF- IN CONJUNCTION WITH WINDOW "B", SEE 2/A3. PROVIDE SARGENT 8804MAL PANIC HARDWARE. BY WIJDOW:MANUF- IN CONJUNCTION WITH WINDOW "0, SEE 2/A3- PROVE SARGENT 8804MAL PANIC HARDWARE. 130511NG NON- LATCHING: REPLACE DOOR HARDWARE AND MODIFY RECTE: SEE 3/A3 (2) EXISTING NON- LATCHNG: REPLACE DOOR HARDWARE AND MODIFY REIJRE: SEE 3/A3 EXISTING NON - LATCHING: REPLACE DOOR HARDWARE AND MODIFY RELETE: SEE 3/A3 (2) EXISTING: REPLACE DOOR HARDWARE AND MODIFYRELOE SEE 3/A3. ORNAMENTAL IRON GATES ORNAMENTAL IRON GATES ppnoVED MAy -7 29 AS WED ■ ■ A3 11Ei•EIVED Feb" 21 2001 e March 27, 200 i 3 n II ZEN 111111111111 J111 Plat Date 211.01 it s 2:2:2:2:2: 2:2:2:2::2:2:8::2 :::: :::::::::: 1111111 1111 1111 11 1111 1 55 SOUTH ATLANTIC STREET, SUITE 301 SEATTLE, WASHINGTON 98134 (206) 682 -7525 00.007 1 1 N O 1 N T BRODERICK ARCHITECTS 1- 11i•i1 i 1 i i'i1i1i1i1i'i1 ,2x.2.2. 2.::.2.2.2.2.2. .2.2.2.2x.2.2.2, 111111lli ��teih !i!i!i!i!i!i!i!ihhlib!ih!dil ST. THOMAS CHURCH RENOVATION AND ADDITION 4415 SOUTH 140TH STREET, TUKWILA, WASHINGTON 98168 4692 REGISTERED ARCHITECT KSVIN J. BR008RICK STATE OP WASHINGTON � tre EzE in Lk O INTERIOR ELEVATION A5 COPPER FASCIA, TIP. WOOD COLUMNS, TYP. COPPER. FASCIA, TYP. BRICK COLUMN BASE, TYP. EXISTING ROOF TO REMAIN EXISTING GLU -LAM BEAM EXISTING BRICK BEYOND EXISTING WINDOWS — TO REMAIN RESURFACE EXISTING WALL EXISTING MULTI - PURPOSE ROOM EXISTING WALL TO REMAIN TRANSLUCENT PYRAMID CANOP Y ABOVE MAIN CANOP EXISTING WINDOWS TO REMAIN EXISTING GLU -LAM / ARCHES INTERIOR ELEVATION = T -O" EXISTING COVERED WALKWAY TO REMAIN REPLACE DOOR HARDWARE & MODIFY RELITE, EXISTING PLASTER BEAM ABOVE NEW ACID ETCHED ( G LAZING, TYP. (2)1 70 N G ATES NEW BRICK COLUMN NEW CHOIR LANDINGS EXISTING ROOF TO REMAIN EXISTING GLUELAM BEAM EXISTING BRICK BEYOND EXISTING GLUELAM EXI51NG WINDOWS TO REMAIN EXISTING WALL TO REMAIN frO(/9 EXISTING COVERED WALKWAY TO REMAIN ■ r z � Q C.) 0 2 V 0 ▪ O I- Lit Ce Feb. 21, 2001 A5 CO fO A6) 1/4 =1 -0" BUILDING BEYOND EUCHARIST CHAPEL OPEN TO BEYOND INTERIOR ELEVATION EXISTING BEAM & COLUMN TO REMAIN NEW WALL & WINDOWS (WINDOWS TO MATCH EXISTING) EXISTING TO REMAIN EXISTING FOOTING TO REMAIN EXISTING ROOFS TO REMAIN EXISTING PLASTER WALL TO / REMAIN EXISTING GLAZING INTERIOR ELEVATION NEW WALL 1O'-6 NEW DECORATIVE BEAM FURR WALL OUT FLUSH WI COL. TO HEIGHT OF 5-O" NEW S "x8 POST NEW CHOIR LANDINGS EXISTING ROOF TO REMAIN \ - EXISTING GLUELAMS EXISTING BRICK WALL EXISTING WINDOWS TO REMAIN EXISTING WALL TO REMAIN EXISTING ROOF TO REMAIN REPLACE DOOR HARDWARE AND WINDOWS EXISTING WINDOWS TO IN I NEW BALDACHINO W/ SPEAKERS AND LIGHTS METAL FRAME W/ FABRIC DRAPING FROM FRAME COPPER W00 FASCIA, I11I 11 TYP. �TYP. PAINTING. SCULPTURE, OR OTHER TO BE DETERMINED REMOVE DOORS & INTERMEDIATE WALLS NEW PAINTED DRYWALL ON INTERIOR OF NICHE NEW BALDACHINO W/ SPEAKERS AND UGHTS METAL FRAME W/ FABRIC DRAPING FROM FRAME PAINTING, SCULPRE, OR OTHER TO BE DETERTUMINED REMOVE DOORS & INTERMEDIATE WALLS NEW PAINTED DRYWALL ON INTERIOR OF NICHE NEW µ CORATIVE NEW B"x POST NEW CHOIR LANDINGS EXISTING ROOF TO REMAIN EXISTING BRICK WALL EXISTING WINDOWS TO REMAIN EXISTING WALL TO REMAIN r NEW COVERED WALKWAY BEYOND: SEE ELEVATIONS RESURFACE EXISTIN WALL 10•-6° FURR WALL OUT FLUSH WI COL TO HEIGHT OF 5-O" NEW 1 1/2° HANDRAIL EXISTING ROOFS TO / REMAIN / EXISTING PLASTER WALL TO REMAIN EXISTING GLAZING - NEW DOOR & WINDOWS - - ti EXISTING FOOTING TO � _ _ J REMAIN EUCHARIST CHAPEL OPEN TO BEYOND EXISTING ICOOF TO REMAIN EXISTING BEAMS AND COLUMNS TO REMAIN (SEE PLAN) Feb. 21, 2001 A6 m -CO ED CO 0 L/) u) 2X WOOD TRIM 3 /4 " REVEAL (J-MOLD) 5/8' TYPE r GWB 2X WOOD TRIM 3/4' REVEAL (J -MOLD) TYPICAL SANCTUARY PARTITION WALL 5I8° TYPE 7C GWB 2X4 L� 16" O.C. STUD WALL 5I8° TYPE 'X GWB TYPICAL SANCTUARY PLATFORM CONSTRUCTION SEE 5/A7 EXISTING CONCRETE SLAB 0 BALDACHINO PLAN 1/4 = 1 • -0" BALDACHIN° SECTION 1/4" =1'-O" BALDACHIN° SECTION V4" =r-0" r 0 1 -1/2" TUBE STEEL SUPPORT HANDRAIL DETAIL 1/2-=1 11 /2" =1• -O- 1T-O" 2'0 ", MAPLE HANDRAIL 1" XI" WELDED TUBE STEEL FRAME, TYP. All A PLAN DETAIL r =r-o" STANDARD BRICK 1rCCNEER ELEVATION - NICHE ur = r-0" PLAN DETAIL - NICHE v2° _1 -0" BRICK PIER MAPLE TRIM OVER STEEL ANGLES (PER STRUCTURAL) PAINTING, SCULPTURE, OR OTHER TO BE DETERMINED EXIST. BRICK WALLS 518" PM GrPbUM BOARD ON 314" FURRING REMOVE WALLS MAPLE TRIM r . / r 3/4" FURRING 5/8" PM GYPSUM BOARD REMOVE WALLS I I I/ MAPLE TRIM 2X WOOD TRIM 3/4" REVEAL STANDARD BRICK VENEER TYPICAL SANCTUARY PLATFORM CONSTRUCTION CARPET 5/8" PLYWOOD SUBFLOOR 2X8 JOISTS @ 16" O.C. PONY WALLS: 2X4 STUDS e3 16" O.C. (WALLS 1O'-O" O.G. (MATCH EXISTING PLATFORM CONSTRUCTION) EXISTING CONCRETE SLAB WALL SECTION - NICHE 1/2" =1' -0" Nr\ I f\/9 March 27, 2001 0? Plot Date 2.21.01 ri !EN j , llllll l lll I ■ 17 3' -3 5/8" z c, �O F W =3 u0 Z xg gz z 00 00 BRODERICK ARCHITECTS 55 SOUTH ATLANTIC STREET, SUITE 301 SEATTLE, WASHINGTON 98134 (206) 682 -7525 00.067 ST. THOMAS CHURCH RENOVATION AND ADDITION 4415 SOUTH 140TH STREET, TUKWILA, WASHINGTON 98168 4592 REENTERED ARCHITECT KBWN 2. BRODERICK STATN OF WASKINOTON ROOF DETAIL r =1'-o" 5EE TYPICAL EXTERIOR WALKWAY CONSTRUCTION COPPER 2X BLLOOCK OVER 5TANDING SEAM COPPER FACING TO MATCH EXISTING, OYER 1/2" CDX PLYWOOD EDGE BEAM PER STRUCTURAL CONNECTIONS PER STRUCTURAL BEAM PER STRUCTURAL COLUMN PER STRUCTURAL 3° X1/4" PLATE WELDED TO 4"X4 °X1 /4 "ANCHOR PLATE (TOP AND BOTTOM, WHERE DOWNSPOUT OCCURS BRICK PIER (4) 1/4° LAG BOLTS POST AND CONNECTION PER STRUCTURAL 24° X 24" X4" CONCRETE CAP SLOTTED FOR PLATE, GROUT SOLIP ONE SOLDIER COURSE EXISTING CONCRETE SLAB NEW FOOTING AND REINFORCING PER STRUCTURAL 5EE TYPICAL EXTERIOR WALKWAY CONSTRUCTION STANDING SEAM COPPER FACING TO MATCH EXISTING OVER or CDX PLYWOOd BEAM PER STRUCTURAL 11 5/8" COPPER FLASHING MITRED 2X BLOCK Egan r V. ROOF DETAIL r =1' -0" PLAN DETAIL 1" =1' -O" STANDARD BRICK VENEER CONCRETE CORE AND REINFORCING PER STRUCTURAL PREFAB. TRANSLUCENT PYRAMID SKYLIGHT FLASHING BY SKYLIGHT MANUF. STANDING SEAM COPPER FACING TO MATCH EXISTING, OVER 1/2 CDX PLYWOOD • BEAM PER STRUCTURAL COLUMN BEYOND COPPER FLASHING STANDING SEAM COPPER FACING TO MATCH EXISTING, OVER 1/2" CDX PLYWOOD BEAM PER STRUCTURAL WPM ROOF DETAIL , " _ 1 -O ROOF DETAIL r= 1'0" PLAN DETAIL r =P-0" CORE ODD BRICK PIER r =r -o" 24"X24 "X4 "CONCRETE CAP ONE SOLDIER COURSE EXISTING CONCRETE SLAB NEW FOOTING AND REINFORCING PER STRUCTURAL PREFAB. TRANSLUCENT PYRAMID SKYLIGHT FLASHING BY SKYLIGHT MANUF. STANDING SEAM COPPER FACING TO MATCH EXISTING, OVER 1/2 CDX PLYWOOD BEAM PER STRUCTURAL COLUMN BEYOND SEE TYPICAL EXTERIOR WALKWAYCONSTRUCTTON 5/8" EXTERIOR GYPSUM SHEATHING COPPER FLASHING 2X4 STUD WALL: HEIGHT VARIES BEAM PER STRUCTURAL LETTERS METAL LATH AND PLASTER OVER 2l LAYER5 BUILDING PAPER R 5/8" CDX PLYWOOD LH I tRS 2X4 STUD WALL: HEIGHT VARIES BEAMS PER STRUCTURAL METAL LATH AND PLASTER OVER (21 LAYERS BUILDING PAPER OVER 5/8" CDX PLYWOOD CONCRETE CORE AND REINFORCING PER STRUCTURAL STANDARD BRICK VENEER G\ p FD MpV N yt\J ‘ 1 mF Feb. 21, 2001 A9 Th REGISTERED ARCHITECT 0 LI ii-11}-1111-4 Flat Date 2.21.01 0 BRODERICK ARCHITECTS 55 SOUTH ATLANTIC STREET, SUITE 301 SEATTLE, WASHINGTON 98134 (206) 682-7525 a 11 1 , 1 I 1 11 ST. THOMAS CHURCH RENOVATION AND ADDITION 441 5 SOUTH 1 40'TH STREET, TUKWILA, WASHINGTON 98168 4532 STATE OP WASHINGTON ELECTRICAL 1 LIGHTING LEGEND SYMBOL FIXTURE DESCRIPTION LAMP A LIGHTOUER RADIUS TRACK 91OOBK SERIES 1- CIRCUITIRACK N/A N B DISPLAY STRIP (2) 8W FLUOR. N C UGHTOUER 8201BK TRACK SPOT SOW HALOGEN PAR2O 0 D RECESSED CAN 32W FLUOR E SYSTEMALUX STEP LIGHT 7W FLUOR. (TWIN TUBE, NPF BALLAST) N F UGHTOLI 82690K W/ 61966 K CLA AD APTE CLAMP -ON SPOT 75W PAR3O :D G WALL SCONCE O H VAC D8O3O- 1FF24- 120-AL CEILING FIXTURE 24W FLUOR (DULUX F.4 PIN, 2010 BASE) SYSTEMALUX EXTERIOR SPOT 50W HALOGEN PAR20 0 K EXTERIOR SURFACE CAN 32W FLUOR 1°4 L STRIP UPLIGHT (2) 8W FLUOR. 0 M N/A EXISTING DOWNUGHT 32W FLUOR. 0 CEILING FAN N/A ® EXIT LIGHT y• WALL -PACK EMERGENCY LIGHT (E) N/A EXISTING FIXTURE N/A (R) N/A RELOCATED FIXTURE N/A 111. 11 ∎ ■II II IIII 1111 II II 11 It 11 ft 111 MEM" 1 1 111 I— Illl l lll — llll llll l +i i ✓ > +i ' ' ' = +' ' ' " +� AT CEILING 4V 0 O ELECTRICAL PLAN DETAIL - ENTRY 1/4" =1-O" SWITCH ALL EXTERIOR UGHTING VIA LIGHT SENSOR (MANUAL OVERRIDE AT PANEL) " \\ \\ i // \\ 1 // Do ( - o4q GiN p0 MpV Z?' NS IVO _ naVt°�b Feb. 21, 2001 A11 CO CO �L F 1;1111111 ' tj 1 t l 1 IRI 1 ;1; €1 d i il q 1 9_1 d tr44 1 itl!Ii dill 110 iiiii . 1 q ii 11 loll gg li 1 'kt 1 i I 6 1 1 I i 1 111 ii! i 1 1 1 ii 1 1 ;14 1 1 i i:i li II 1 11 i 1 0 1 1 ; Ol 1* Pg 011 ii F 1 1 4 1 ; 1; I 1 1 i g 11 4 i ll S ' i I 1 li 111 4� i t lip 1 gi 1 I ! 1 li 1 :II 1 ! - 1 i 11 g 1 ; - 1 ! m I) 1 li 1r 1 1 i i A l li li li 1111 1 11 1 ii nil 11 11 1 10 re !ill l t il _ a 1 1 1J 1 4% 1 IA i 11 i ill 1 1 1 ii il li Iiiii 1 ii 11 rt! 11 q 11 1 1 gp11 1 ; 1 ;1 11 il I i i i i I 0 1 b i 2 1: i g i° ) 14 ' ii it iiilg 1 li i 111 i 1 1 i 1 1� 1 t 1 q o l li p 0 ° mf 1 l t i t it RI 1 1 2 1 1 i! J ii : 1 ! ° l l • Pi r " ' o 1 ail i iii - i 11 ill '� 1 i ; ii II l i i i 14111 1 i til li : 1' 1 l 1 1 Iii: 2 I 1 i I .. { V S O. ]�' 'll Z 71 111 G 1�1 i b li P ii e ii1:... . P III - ' � c VV - _ SP . ggi 511 ! I:1 !igli ' $ iliZ .1 t i g!Fa IpA 11 P.; I ill ' . i 111 c l �F y Q -• ] Pbt Det..0, S1 1 GENERAL STRUCTURAL NOTES 'FEBRUARY 2, 2001 BRODERICK ARCHITECTS 55 SOUTH ATLANTIC STREET, SUITE 301 SEATTLE, WASHINGTON 98134 (206) 632.7525 ST. THOMAS RENOVATION AND ADDITION P L G , ,% ... 4415 SOUTH 140th STREET TUKWIEA, WASHINGTON 98188 /' I.L. GROSS p�a �w N. a"a) nn{ao aM Oes Hasa a/t eRooa �L F 1;1111111 ' tj 1 t l 1 IRI 1 ;1; €1 d i il q 1 9_1 d tr44 1 itl!Ii dill 110 iiiii . 1 q ii 11 loll gg li 1 'kt 1 i I 6 1 1 I i 1 111 ii! i 1 1 1 ii 1 1 ;14 1 1 i i:i li II 1 11 i 1 0 1 1 ; Ol 1* Pg 011 ii F 1 1 4 1 ; 1; I 1 1 i g 11 4 i ll S ' i I 1 li 111 4� i t lip 1 gi 1 I ! 1 li 1 :II 1 ! - 1 i 11 g 1 ; - 1 ! m I) 1 li 1r 1 1 i i A l li li li 1111 1 11 1 ii nil 11 11 1 10 re !ill l t il _ a 1 1 1J 1 4% 1 IA i 11 i ill 1 1 1 ii il li Iiiii 1 ii 11 rt! 11 q 11 1 1 gp11 1 ; 1 ;1 11 il I i i i i I 0 1 b i 2 1: i g i° ) 14 ' ii it iiilg 1 li i 111 i 1 1 i 1 1� 1 t 1 q o l li p 0 ° mf 1 l t i t it RI 1 1 2 1 1 i! J ii : 1 ! ° l l • Pi r " ' o 1 ail i iii - i 11 ill '� 1 i ; ii II l i i i 14111 1 i til li : 1' 1 l 1 1 Iii: 2 I 1 i I .. { V S O. ]�' 'll Z 71 111 G 1�1 i b li P ii e ii1:... . P III - ' � c VV - _ SP . ggi 511 ! I:1 !igli ' $ iliZ .1 t i g!Fa IpA 11 P.; I ill ' . i 111 c l �F y Q g L- r — — 2 6 6 WO.L109 AVM 11073 t's • 'R Plot Date .1.01 E•EiVED uKwaA =MIMI GOVERED WALKWAY - FOUNDATION PLAN a 'FEBRUARY 2, 2001 BRODERICK ARCHITECTS 55 SOUTH ATLANTIC STREET, SUITE 301 SEATTLE, WASHINGTON 98134 (208)682-7525 ST. THOMAS RENOVATION AND ADDITION 2Ih s: 2 4415 SOUTH 140th STREET IL GROSS TUKWILA, WASHINGTON 98168 Z"Mir:iltrio, R. on g L- r — — 2 6 6 WO.L109 AVM 11073 t's • • v - Plot Date 1,1,01 "' S3 1 COVERED WALKWAY. 1' ROOF FRAMING PAM m BRODERICK ARCHITECTS 55 SOUTH ATLANTIC STREET, SUITE 301 SEATTLE, WASHINGTON 8 34 (206)682-7525 ST THOMAS RENOVATION AND ADDITION ��; ' t sr kV a� v ow � i ��`� °' X41 SOUTH 140th STREET TUKWILA, WASHINGTON 98168 �.z, GROSS p „ r„ •e11z, ,nw�„e Aug * �i, �� m ,. Roo o IQ an 1i iu uA n�nn 1 ° b•e, @on1 -,�oai cxe lRE a/1 .J 114 3/8" E DIAGONAL BEAM PE/ PLAN - 1/4'x3 "x10" B EACH SIDE w /(2)3/4 "FMB. TYPICAL POST PER PLAN 1/4" E EA SIDE wl (2)3/4 MB. TYP. POST PER PLAN 7 11 12 1A 17 SECTION 1/2 "x4 "x1" EMBED e w/ (2) 3/4"4 x 6" HEADED STUDS EDGE GL BEAM PER PLAN 318 "x5 "xl" KERF 1E w/ (2)1/2". MB. I/2 x4 1/2 "x12" EMBED 12 w/ (2) 3/4 "0 x6" HEADED STUDS CONC. COLUMN PER PLAN PER ARCH'L POST PER PLAN III u 3/16 TTP m LI SHE4THN5 PER PLAN /DEC KING PER PAN rAtirs SECTION (Looking West) PLAN 1 CONC COLUMN PER FLAN 4 5/54 /f6 3/16 GL BEAM PER PLAN GL. BEAM PER PLAN GL BEAM 311 PER PLAN SKEWED BEAM PER FLAN 1/4" fE EACH SIDE m1 (2) 3/4 "i MB. 3/8" KEW D w/ (3) 3/4"4 MB. 13 1R SHEATHING PER PLAN DECKING PER PLAN GL BEAM PER PLAN EX TIMBER BEAM we EA. SIDE I" SWIM 4 GROUT NEW GIANT BRICK PIERS REINE. PER GENERAL STRUCTURAL NOTES SHEATHNG PER PLAN DECKING PER PLAN GL BEAM PER PLAN W1 6x25 w/ (3) 3/4"5 COLLSI4 THR1U BOLTS IN BEAM ■ PER BEAM AND (4) 3/4 "0 5 /466 BOLTS IN COLUMN II II O1,1ui 5 FOOTING 51'E PER SCHEDULE EDr_ BEAM PER PLATE SIMPSON LEG3 055E5 HANGER 11 5/8" SQUARE CONC. COLUMN w/ (4)'6 VERT 1 (3)'3x 0e6 "ocl /B '3 x © e 'roc e REMAINDER 10 5 0 1 m F � a eu Q EL Z CO O 0 F- M < aZ 1 � < _ O co � � 0 F W et FEBRUARY 2, 2001 TYPICAL DETAILS S4 __ RECEIVED