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HomeMy WebLinkAboutPermit D2000-143 - BON MARCHE - BUILD OUTThe BON MARCH E' 17750 Southcenter PY D2000-143 City of Tukwila Community Development / Public Works • 6300 Southcenter Boulevard, Suite 100 • Tukwila, Washington 98188 WARNING: IF CONSTRUCTION BEGIN'S BEFORE APPEAL PERIOD EXPIRES, APPLICANT IS PROCEEDING AT THEIR OWN RISK. Parcel No: 352304 -9005 Permit No: D2000 -143 Address: 17750 SOUTHCENTER PY Status: ISSUED Suite No: Issued: 06/06/2000 Location: Expires: 12/03/2000 Category: ARET Type: DEVPERM Zoning: Const Type: V -N Occupancy: STORE Gas /Elec.: UBC: 1997 Units: 001 Fire Protection: SPRINKLERED Setbacks: North: .0 South: .0 East: .0 West: .0 Water: TUKWILA Sewer: TUKWILA Wetlands: Slopes: N Streams: Contractor License No: OCCUPANT THE BON MARCHE Phone: 17750 SOUTHCENTER PY, TUKWILA, WA 98188 OWNER MBK NORTHWEST Phone: 206 575 -8090 C/O TRAMMEL CROW COMPANY, 17560 SOUTHCENTER PY, TUKWILA WA 98188 CONTACT ROBERT EBERT Phone: 206 -506 -7146 3rd. & PINE, SEATTLE, WA 98181 * * * *•k ***** ** ***• A kk k** A*** k• k*: t*** k** k• kk **kk *kk* l *k•k *kkk * Permit Description: TENANT IMPROVEMENT TO BUILD OUT AN ADDITIONAL 1,400 sf. • k k*• k* k• k**•k k**** k****• k• k• k• k k• k: k**• k****• k*** kk**k** k k**** k* k***• k • k•k *kk *** *•k**** * **kk* * * *** * Construction Valuation: $ 55,000.00 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 Public: N Storm Drainage: N Street Use: N Water Main Extension: N Private: N Public: N ***• k**************• k****** k*• k: k*• k• k*** k***• k k**• k*• kk**** k*• k: k * *:k ** *k* ***k *•k* * **•k* **A*k' TOTAL DEVELOPMENT PERMIT FEES: $ 1,124.44 **• k*******: k***** * * *k *•k*** ** * *kk**k **4 ** * *k ** * kkk ** k* kW* k'kk * *kk*k* *kkk****Akkk / _ Permit Center Authorized Signature: I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permi does not presume to give authority to violate or cancel the proviso of y ther state or local laws regulating construction or the perform; efj r� I am authorized to sign for and obtain this development p Signature: Print Name: 45E47 _ _, • - DEVELOPMENT PERMIT Date: 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. (206) 431 -3670 Date: 10 -. W U O+ 0 to W Cu W u_ a . mo H 1!J Z` Z1.- 1- 0 Z H; W uj U O : 0 ( O 1 - , W W ! I Vi • Z 0 I- Z Address: 17750 SOUTNCENTER PY Permit No D2000 -143 Suite: Tenant: Statute ISSUED Type: DEVPERf Applied: _;05/18/2000. Parcel ' # y52�t?4 9005 Issued ;06/06 /2000 * *kk * ** * * * *k**A ****** A* k* k*** k*** A**** kkk*•, lk k** kk *k * * *k *k•kkk•kkk * * * * *k * * *kk Permit Conditions: 1. No changes will be made to the plans unless approved by Engineer and the - Tukwi'la Building. Division. • All .permits, inspection records, and approved plans shall %be. available 'at' the job site prior to the start of any con- struction. These documents, are to' be maintained and avail- ablYeuntil 'final nsp`ection approval; is granted. Electrical permits__shal'l be obtained through the Washington Stat Division ;;of._Labor and', ind;stri and all electrical will' be inspected' by= that agency (248-6630). . _Plumbing 'permits, shall be `obtained 'through the Seattle -King County Depar tment Of Public' Health.' P 1 umb i ng will be inspected by `that agency including all gas, piping (296 - 4722), the All ' mechantca 1'; work shall be under separate permit issued by the C; •' of Tukwila. All construction' ,.to be done in conformance with approved plans :;.and requirements of the Uniform Bui'ld%ng (1997 Edition).,,: as amended,, Uniform Mechanical Code (1997 Edition) , an a Washington State'Energy Code (1997 Edition) • Va l i d i ty of, Permit. The .issuance of a permit or approval of plans, spaeif ications, and computations shall not be : con - strued to b'e a:, permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinance of the jurisdiction.. No permit presuming to give authority to violate or cancel the provisions of this code shall be valid. r e W U Cr v) w ; 9 _' LL' w O ga N = a. r- w Z _. ; Z W 2 j. Ua w w z . w U N z Description of work ∎te0 / /5- //✓f -<'p•-4 C Existing use: a Retail ❑ Restaurant ❑ Multi- family ❑ Warehouse Hospital ❑ Church ❑ Manufacturing ❑ Motel /Hotel ❑ Office ❑ School /College /University ❑ Other Proposed use: ,Retail ❑ Restaurant ❑ Multi- family ❑ Warehouse Hospital ❑ Church ❑ Manufacturing ❑ Motel /Hotel ❑ Office ❑ School /College /University ❑ Other Will there be a change of use ?' ❑ yes no no . If yes, extent of change: (Attach additional sheet if necessary) Will there be rack storage? ❑ yes ZI no Existing fire protection features: j2i sprinklers ❑ automatic fire alarm ❑ none ❑ other (specify) Building Square Feet: /Cne existing Area of Construction: (sq. ft.) /j Will there be storage of flammable /combustible hazardous material in the building? ❑ yes ❑ no Attach list of materials and storage location on separate 8 1/2 X 11 paper indicating quantities & Material Safety Data Sheets Project Name/Tenant: 7ffE f.',c/ /�J,e1,C Valf Construction: 55,E Tax Parcel Num 3 • 4- er: - -5'.05 Site Address: City State /Zip: /77/ 7 .Pc/,- At - ' Ta c o y <:f,be Property Owner: Phone: Street Address: City State /Zip: Fax #: Contractor: ` 4/46 Phone: Street Address: City State /Zip: Fax #: Architect: Phone: Street Address: / /2cv frs7 Aezei sG *7 ©/ City State /Zip: Fax #: Engineer: Phone: Street Address: City State /Zip: Fax #: Contact P rson: dEX7 3 Phone: 2mc., 5€: -7/ ¢6 Street Address: a 'm4 . . (; _ u %a l"Pe City State /Zip: Fax #: ..2 556 - 77k0 CITY OF TUK° Permit Center 6300 Southcenter Blvd., Suite 100, Tukwila, WA 98188 (206) 431 -3670 ❑ Channelization /Striping ❑ Curb cut/Access /Sidewalk ❑ Fire Loop /Hydrant (main to vault) #: Size(s): ❑ Land Altering 0 Cut cubic yds. 0 Fill cubic yds. ❑ Sanitary Side Sewer #: ❑ Sewer Main Extension ❑ Storm Drainage ❑ Street Use ❑ Water Main Extension ❑ Water Meter /Exempt #: Size(s): 0 Deduct ❑ Water Meter /Permanent # Size(s): ❑ Water Meter Temp # Size(s): ❑ Miscellaneous CTPERMIT.DOC 1/29/97 VIM SI tnt, y irol gil:?+arior a `i'd irv e,L Commercial / Multi - Family 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. PLICANT: REQUEST,FOR PUBLIC WORKS SITFJCIVIL PLAN'REVIEW OF THE FOLI;9, ING r ° ',(Additional, reviews maybe; deterrr► Ined: bytthe P.ublic'WorksDepartment) >c. r, » _ ❑ Flood Control Zone ❑ Landscape Irrigation 0 Private 0 Public 0 Private 0 Public 0 Water Only ❑ Hauling Est. quantity: gal Schedule: 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. Date ap do a pled: r� -- rY OL Date 1Pt!icalitn,Ires: cc App F_ ) n by: (Initials) PLEASE SIGN BACK OF APPLICATION FORM Z ~ W LLJ 0 0 to cnw J H w 2 u . = �w Z = ZI- w U � ON o t— w 2 t-- - IL w Z 0~ z L' 1 BUILDING OWNE - •R . - A i • AGENT: Signature: . Date: name 6. de" ��,�j Phone: one: 20& Fax Fax #: Address City /State /Zip ALL COMMERCIAUMULTI.F IL TENANT IMPROVEMENT /A PERMIT APPLICATIONS M BE SUBMITTED WITH THE FO OWING: ➢ 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 ❑ ❑ 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 : ❑ ❑ 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; proposed 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 Z those, identify by size and species which are to be removed and saved H w 10. Landscape plan with irrigation and existing trees to be saved by size and species (exterior changes or change ce 2 of use only) 0 11. Location and gross floor area of existing structure with dimensions and setback V O 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- w H 9) ' u) u_ w ❑ Floor plan: show location of tenant space with proposed use of each room labeled 2 ❑ ❑ Overall building floor plan with adjacent tenant use; identify tenant space use and location of storage of any hazardous materials; dimensions of proposed tenant space. co = d ❑ ❑ Vicinity Map showing location of site F- w zt- in ❑ Rack Storage: If adding new racks or altering existing rack storage, provide a floor plan identifying rack Z O layout and all exit doors. Show dimensions of aisles, include dimensions of height, length, and width of III uj rack. Structural calculations are required for rack storage eight feet and over. v a ❑ ❑ Indicate proposed construction of tenant space or addition and walls being demolished o 1- ❑ ❑ Construction details w w I- H ❑ ❑ Sprinkler details - details of sprinkler hangers, specifically penetrations in structure, i.e., roof; size of g_ p water supply to sprinkler vault with documentation from contractor stating supply line will meet or ui Z exceed sprinkler system design criteria as identified by the Fire Department. 2 O In ❑ ~ Washington State Non - Residential Energy Code Data shall be noted on the construction drawings. z ❑ ❑ 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 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 201 Smith Tower, 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 THff I HA,ILE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJUR Y T AWS OF THE STATE OF WASHINGTON, AND ! AM AUTHORIZED TO APPLY FOR THIS PERMIT. CTPERMIT.DOC 1/29/97 511111 anal This AccoUlni. ' Cods 000/322.100 000/345.830 0W0/?.86.904 x 77: h. , aT•`",.'4r;ur w f .. ; rMi i* J -s.:77:.'7 7.7,1 1" 44,.**A41*A*A.A***AA k:t•A*k•k*A.N **A k h: k :A,AAk*AN*YFkkA74 **5...tk.AAhhA CITY OF' 'TUt(WIf A . W 9 �- .'R(iNStt3:1' .NA.t•: A*A A kk:A***Arh :1.* rho k kk•-k A•*•t k A. 4; t: t•: 1••. 4h•. 1•khJkA *4,kd•A:k4!kfe*A•k* t R;'NSNIT R.9800286 1,124.44 05/48/00 15159 1 Melhed: CHECK Uttk7:�;,igh; THE now MARCHE 'fLB tiCnt D2000• -10 Tvaer, DEYPERM DEVELOPMENT PEUHI'f fair c 1 No ::35 S i e : Addea . 177t,0 SOU'fHGLI<T1=R PY Totill Fees:: 1,124.44 1,124 44 Tctaxt ALL Pints; 1.1. 4.44 nciliinceh .00 **•k*, * ** *k k**••h••*•k•kA**•**A•ic•hAYt*i *•1: k•k *k **k•*k,l*•A•1tit UU3:t..L~3:NG 7- NONRE:S PLAN CHECK t ONRES STATE BUILDING SURCHARGE v ".17. .; �'T�JTt-1.4 ?:717 7TCr *. w ot 2 c_ 7E1. 5. • 411.1.9 . 4 50 NI Age) 4445 05/19 9717 TOTAL 1124.44 _S' itid?fdt ?:.A:s6rk.0 y,.cy' •uL +sa'e.'..iiw'iky'ktssm3lLs :: N' z+€ cxWT.Y'Fl.�1AsJ:r4:l il Wi; 4i4.1 ∎•.J∎":;A.... 'MO (zs+ 'A S�si3:fliP,i�i MC:S,:YiflYirda,.imia:. : - <c , H.r...� »: WL rt O O U) 2 u_< W Z H Oi W i0 N 0 H; u — O . 'W Z1 V =. 0 Hj Z Project. ■71 b0 A \ Le, Type of Inspectiof s i: c 1 ) Address: I 1 i (.7 Date called: 0--1 8-00 Special instructions: ' I Date wanted. a.m. .\,)- e -no 44 2 1 , Requester: Phone: INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 . 1)Pcro-- )1/ 3 PERMIT NO. 2.06)4 pproved per applicable codes. 0 Corrections required.prior to approval. . COMMENTS: O IL -0 \ 4, • • A)cre Q yec S -11) v.- s --)9vvv‘i Wet,' e CtOnP 1A r.APC %Jr t \\ Oy■cc 1: Me V Actor v Pir vv. 1L4 2n0C) na5". Inspector: Date: 0:1 06 0 $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: • . oNagaiksit4 A$.4544a% 4.1ii:Jwt,Le*Ltigaed. VPS•Mik .4•44A4' ticAVX.;Limili..1■1•144*4 D U 0 u) a, w co u_ w 0 2 I =i ww Lo. a I— 0 Z 11J w 0 — 0 I-- t L I 5 . z 0 52 0 I— Project: A ,,, 10 Ittree4.46.4 Type of Inspec0,31: ilo--0 —Clerk% Address: 177 5e., ,5..c,iitA-, Date called: 7zi-cz) Date wanted: CS% 1 pm. ..--2." °C. . Special instructions: / Requester: Phon e zc.....766....e v c... ,-..., COMMENTS: itc4 ?7A/L( 1 10,ee-we-orAt-ib. AffP 100.1Jr • ccopir, (1- c - A Aalti oh1,ff to /44.tiaf,47 - _ 44Gr..,....._ .-- 40 __.•_.4, ...._ 4.., • / 4ef'. (24i /7 WCT - - A / 1 C - 5/ 4 - , 7267(6 t9i A44-- ,5cret 1 ; Insp : Date: • 'i/ . • INSPECTION RECORD 122 , ) Retain a copy with permit I PERMIT NO. INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 630 Southcenter Blvd, #100, Tukwila, WA 98188 A pproved per applicable codes. n Corrections required prior to approval. 0 $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: • I •o: 7&,:aili.i0i'Ll■i4aFla A:v.1.4 • 7 .1'1 , 160.tz.f.:0t6rit.:te z z iw It 00 • 0 p), U) w , g u. 12 'a W . I— 0' Z uj 2 D D C.) u i 0 OF— Ui rz I L" 0 1u 0 1- z Project Name 1/ /3c,A, /Yid c Address P7 7 S Retain current inspection schedule Needs shift inspection Approved without correction notice Approved with correction notice issued Sprinklers: Fire Alarm: / Hood & Duct: / Halon: Monitor: Pre-Fire: Permits: Authorized Signature • . City of Tukwila Fire Department TUKNILA..FIRE DEPARTMENT FINAL APPROVAL 'FORM 4 i/o C/2__ John W. Rants, Mayor Thomas P. Keefe, Rre Chief Permit No. / • / FINALAPP.FRM T.F.D. Form F.P. 85 Suite # Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 575 • Fax (206) 575-4439 STRUCTURAL CALCULATIONS FOR: Bon Marche Furniture Gallery REVISION NOI_L EXPIRES 9 / 5 / • SUBMITTED TO: William Polk Associates 1120 Post Alley Seattle, WA BY: CG ENGINEERING 111 MAIN STREET, SUITE 106 EDMONDS, WASHINGTON 98020 (425) 778 - 8500 zo i `l3 CG 00015.10 I understand that the Plan Check approvals are subject to errors and omi , •sions and approval of plans does not authori the violation of any adopted code or ordi nc. , Receipt of co y I- is copy of a , ov /plans a.:;:c 2/30)- It-13 Li7Y OF TUKWILA APPROVED AUG 1 0 2000 ti_v R JIL.DING DIVISION RECEIVED CITY OF TUKWILA AUG - 3 2000 PERMIT CENTER R.U,G 11►4CK AntAL4s15 —!► Lix to viol tSCK.tBS t, AGt -1 Artwl WEtbir = (e PsF) (4') (b') (z)' = 9b it u6 + Fit401 A RuGS /RRwt TOTAL watt 6.14+ a (96.* ) (30 g2•1s /RNLw.) 3 r��.A,► = ( ;,s') (ze80 *) Bon Marche Furniture Gallery CG Engineering 111 Main Street, Suite 106, Edmonds. WA 98020 7 o'41 u 10. k, FT (Genii ill t0t.V MN QCttsfl Vt C ALVES (3 TS CO1..0, -1)) N By: JG Chkd: r° z.2r' /tc zo H 2.Y A' sz,u ab° - t.s" Date: Date: RECEIVED CITY OF TUKWILA AUG — 3 2000 PERMIT CENTER 3 /t o /co Job No. 00015.10 Sheet 1.001 4x6 R SERIES ' SE F•STANDING DISPLAY Best Series Displays provide self- standing versatility' for hleavter goods. A sturdy, all -steel design bolts together easily. • Molle00/ R 4410 with 10 R 46 (3/4 ") arms and braces; Merle* R 46-20 with 20 R 46 (3/4 ") arms and braes.:! L m� Height: 73' Finish Color: Almond : • Op nag Rug Wings: WW -72 mesh - style for shaped rugs be mixed or. substituted. Priced separately!. klipt: Best N'1,A (3/4 ") on R46 arm. Best ti2W on WW -72 wing. Sold separately. See page 16. l 4 I • b WM SERIES LL- MOUNTED DISPLAY E: Best WN.1 Series w are For:: tins to load bearing or reinforced walls only le* consult with your building engineer or • ! ; • act before ordering. When installed, one third f tltre weight Is supported bye bar, while Fe two ttsFrds is .transferred to the vat bar WM 46 with 10 to 50 R 46 (3/41 arras and ' NINGE Blot es. Height: Finish Color: Almond • • p>ional Rug Wings: WW -72 mesh -style for shaped., gs can be mixed or substituted. Priced separate+ ' 4s: Best 02A (3/4 ") on R46 arm. Best 02W on WW -72 wing. ld Separately. See page 16. T 1M TN (for WIN and 109E displ y1), )4'i;+f14AF tAltt : ('Y 1/11.`f • hnta.° s p . WO T. 1 ....-^ xoD1 n-• v .w?r..f+++r!' pee Table) . TOTAL WIDTH (See Table) 6' -9" = ER OF ARMS 10 15 20 2S 301 i .35 40 INGE EAR WIDTH T6 3'9" S'0' 61" iS 10"17 11'3' 126 TAL WIDTH 91' 10'6 1 1'8' 130" 14'3` ' 15'6r 16'9' 18'0" 19'3' ' .a,wWI a AIKK Oi.10.4 MC • "1B00"344- 1Err 2 VA65 1 Pri toad Bus Ing W.n POI, Sit dip ktV-* F TUKWILA AUG - 3 2000 PERMIT CENTER 1 11 01 lttln'o.�.w f f z a w 00 N 0 W J w 0 . g Q�: Lo.. H W Z I- 0 Z I- ul U0: 0 — 0 H: = U. 0 w Z U 1" 1 z 4 Rufr R.At,V. ANALYSTS --ks 4x I WW1 SEK.LES • A R.w1 WEIt = ( ?SF) (b')(9') (Q) = a1 ' TOr1AL we=6Nr = 0 16 ( 70 A ftvrts /A,ALic = 15, 1 2 K P,.. A.4 = 15.1 w �.CWrn.. . (Q4t1 r v.NS 1E S7 Bon Marche Furniture Gallery CG Engineering 111 Main Street, Suite 106, Edmonds, WA 93020 Cl ■ 3 7 /8 nlw.r�ti = (15.1 11 " O _ G 0 . FT 113 er pdoyt y0 (4 rs ) By: JG Chkd: .j_ IS.I T = 15,1 =•Z = 16,,3 to µ° /6.3" sx.l zz' = G. i it Date: Date: 3 / lol0 Job Nit SIAM OF TUKMA AUG - 3 2000 PERMIT CENTER FEB-15-2000 14:03 4 c BE N • ; Best WM Series wall - mounted ..dis lain are for mounting to load ring or reinforced walls only. .Pie seIccon}ult with your building en: in r or architect before ordering. IV1/ en installed, one third'of the we is supported by the hinge bar, !wh le he remaining two thirds is :'tta sf rred to the pivot bar, which Oil the floor. WM 49 with 10 to SO R 69 (1' arcs and bra ' s. ; Un r Height: yin sh •'Color: A mond i OR Of ARMS 10' 15 20 25 30 1351. 40 45 50 _ 9ARIWIOTH 2'6 39 5'0' 6'3' 7'6' j 89 ' 10'0' TO AL WIDTH T1'4' 127" 13'10' 151' 164' ; 17??' 1810' :NU • 10. Y WIDTH Wm WM and 1031 displays' WILLIAM POLK ASSOCIATES OUrNTtD:;DISPL Optional R g:*ulgs: WW-95 mesh - style for shaped rugs can be mixed or substitutedf Pieced separately. • Klips: Best $1 on R 69 arm. Best 42W On WW - wing. Sold searaFely± See age 16. H Np um 4 —` 91 103.9 SERIES O1c - ?O- CE1LINC MOUNTED DISPLAY 11'7 176 20'1' 21'4' i NON LOAD nEA 1Nv W. 1 3 • Modell 1 03.0 woi* 10 to 50 R 69 (1 arms and braces. Ann Height 9U1■►' Finish Color: Almond Optional Rug Wings: WW -95 mesh -style for shapedrugi can be mixed or substituted. Priced separately. Klips: • Best #1;ort R 69 arm. Belt 0211 oil WW-95 wing. Sold separatelyI Set page 16. NO Best 103 -8 Series floor -to- cell gimounted displays are used wh n ou do not have an 8p • • riate load bearing wall, but wis t use, a wall mount -type dis • la See the section on i llatioti specifications and • - plans on page 17 for ad. tidnal details on dimensions, Spa e riquitements, and other b ' ons and information. A OS m ter slat sic c . ; . 'i• 1.800: -BEST . If J -s , 1 /J 71 P.05 Loft: 9earint Wall Hillis Sir Systems RECEIVED CITY OF TUKWILA AUG - 3 2000 PERMIT CENTER Vi e i I . o O'} ,reo,,• ..ma m wroVP,h+ xan+wwat acorn ASSWIJ SSWESwmrms........ U ; U G cn rA W w o d _ : z 1_; o z i— o 0 I— w w ' I V` z co 1= • o z ANALVsrs Izx9 Wr'l serzzEs Aa.v WE raeor = (2 PSF (IV) (q 2.) = 43R ro Tr L 1.4EZt,I4.T = ( 4 43 ;i) , ARrn. /ref, c, I' -to 3 a1.6'- P„ . 2-I.6 E IVIranY ) (7' ) = I5' I� •Fr (Le. ,1-01- ( u4u ■••••• 9-eStl r% � �L of A SOV e L 0.103 (3 TS ( , { „J•-NJ ) ) Bon Marche Furniture Gallery CG Engineering 111 Main Street, Suite 106. Edmonds, WA 98020 By: JG Chkd: v. 2.10. " N 1 4 , err- ;S° r = 21, ‘' /C or 35 _ a6 .4 1` I{ = Z6.4 sr-r4 is = IS. 1 K RECEIVED Cli"? OF TUKWILA AUG - 3 2000 PERMIT CENTER Date: Date: 3 /to 100 Job No. 00015.10 Sheet 1.005 I i . W N W of 1L Q `. uj W CI 2 .0 N + o 1-1 uJ Wi = of tL 0 • Z' U N pF •d• ••■••■•••• c3 iktv •N"6 i4.te-vb x I fAc-r-- DA11- \ SC:NS 9-1O,.\ AGX:117,4 Ir 6 r 324" NOTICE IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. . C2 / /C5 Sersr LeAO Fp r Ap Cu. r I + 3 tii Wp Rp hr Q s 2.5 5roz,aLe racv.S ON/E 6 TALL R = ti, o Ca = .0..3 ( Zon4E 3, ,1SSUm sort— s, ) , r = 1.0 ( nlonl - is tier.irtaL FA -LLtry ) ht - lu' Ifr = 25 if RA. Loc. WE F p Fr..,. / (. O L U r rJ F ALL. a N be" 1Zx I ZIr 0 9.7 "- 3.5 4 Z..1 k lax9 15. K 6•$" 1. t.0 tix to ;.86 w 1.3' O. 46 K 0.7M 4- FeLCE LoLAfeo pr 6 Aftove 5L46 (-emu... rata, Fr /I.N) ' rerµt. rseo Bon Marche Furniture Gallery CG Engineering 111 Main Street, Suite 106, Edmonds, WA 98020 (4o°lo l 0 6o A0 r Retttrdo Ar Nt.VbE By: JG Chkd: ( RECEIVED CITY OF TUKWILA AUG - 3 2000 PERMIT CENTER Date: /to /oo Date: Job No. 00015.10 Sheet 1 .001 our J � W 0 u- - w . Z _ 111 u v0' 10 -, Ui ?. U ti p , STEEL iru wnt-LS t SPAM t 2S t —o" PRersume = S PSF E* a it.tok • 6u s ru0S SPAN = re-o" PRESSusE = 20 p.rF 6 " Sru+! —A tNTett.aon. - N-Cxb I41 PQE)Sua : c.' t PSF E rE It tua. Bon Marche Furniture Gallery Sru usr, 20 Grtc.L / l 5 78" Fc"9"16. Cite "o.C..) 590 = tz' —o" P.4.5sua t' •topSF 4" tPuOS vSE CG Engineering 111 Main Street, Suite 106, Edmonds, WA 98020 ■ Use 20 G.ebG GS? e. 11.'' O. L. ! s I VS" F 1. A" C use SP"it gas Se.N Z.O GAG.te i sl6" Ft_Av.tG & C1,. "O. C. By: JG Chkd: (lb'to.C_. AUG - 3 2000 "-- PERMIT CENTER _ Date: 7 /co /00 Date: Job No. 00015.10 Sheet 1.00% RECEIVED CITY OFTUKWILA • • •. ..._ MEMBER SPAC- 0.C. (in.) WIND LOAD CODE GAGE 5 PSF 15 PSF 20 PSF 25 PSF 30 PSF 35 PSF 40 PSF DEFLECTION LIMIT L/240 L /360 1/600 L/240 L/360 L /600 L/240 L/360 L /600 L/240 L /360 L /600 L/240 L/360 L /600 L /240 L /360 1 /600 L/240 L /360 1 /600 ft. - In. ft. - In. ft. - In. ft. - In. ft. - in. ft. • In.. ft. - In. ft. - In. ft. - In. ft. - in. ft. - In. tt. - In. ft. - In. ft. • In. ft. - In. ft. - In. ft. • In. ft. - In. ft. - In. ft. - In. ft. - In. CWN 20 12 27 -7 24.1 20 -4 19.1 16.8 14.1 17.4 15.2 12.9 16.1 14.1 11 - 11 15.2 13.3 11.2 14.5 12.7 10.7 13.9 12.0 10.2 16 25.0 21.10 18.5 17 -4 15 -2 12.9 15.9 13.9 11 -7 14.8 12 -9 10.9 13.9 12.0 10.2 13.1 11.5 9.8 12.6 10 -11 9.3 24 21.10 19.1 16 -I 15.2 13 -3 11.2 13.9 12.0 10.2 12.9 11.2 9 -5 12.0 10.6 8 -10 11.4 10.0 8 -5 10.7 9 -7 8.1 CSJ 20 12 28 -9 25- I 21 -2 19.11 17.5 14 -0 18.1 15.10 13.4 16.10 14.0 12.5 15.10 13.10 11 .8 15.0 13.1 11.1 14.4 12.7 10.7 16 26 -1 22.10 19.3 18.1 15 -10 13.4 16.5 14.4 12 -I 15.3 13.4 11 -3 14.4 12.7 10.7 13.8 11.11 10.1 13 -1 11.5 9.7 24 22.10 19 -11 16.10 15.10 13.10 11 -8 14.4 12.7 10.7 13.4 11.8 9 -10 12 -7 11.0 9.3 11.11 10.5 8.9 11.4 10 -0 8.5 CSW 20 12 30.0 26.2 22 -1 20.9 18.2 15 -4 18.10 16.6 13.11 17.6 15 -4 12 -11 16.6 14.5 12 -2 15.8 13.8 11.6 15.0 13.1 11 16 27.3 23.9 20.1 18.10 16.6 13.11 17 -2 15.0 12.8 15.11 13.11 11.9 15.0 13.1 11 -0 14 -3 12.5 10.6 13 -7 I1 -11 10 24 23 -9 20.9 17.6 16.6 14 -5 12.2 15.0 13.1 11.0 13.11 12.2 10.3 13.1 11.5 9.8 12.4 10.10 9.2 11.7 10.5 8.9 CWN 18 12 29.11 26.2 22.0 20 -9 18 -1 15.3 18.10 16.6 13.11 17.6 15.3 12.11 16.6 14.5 12.2 15 -8 13.8 11.6 15.0 13.1 11.0 16 27.2 23.9 20.0 18.10 16.6 13.11 17.1 15.0 12.7 15 -II 13.11 11.9 15 -0 13.1 11.0 14 -3 12.5 10.6 13.7 11 -10 10.0 24 23.9 20.9 17.6 16 -6 14.5 12.2 15 -0 13.1 11.0 13.11 12.2 10 -3 13.1 11.5 9.8 12 -5 10.10 9.2 11.10 10 -4 8.9 CSJ 18 12 31.2 27.3 23.0 21.8 18 -11 15.11 19.8 17.2 14.6 18 -3 15 -11 13.5 17.2 15.0 12.8 16 -4 14.3 12 -0 15.7 13.8 11.6 16 28 -4 24.9 20.11 19.8 17.2 14.6 17.10 15.7 13.2 16 -7 14 -6 12.3 15.7 13.8 11.6 14.10 12.11 10.11 14.2 12.5 10.5 24 24 -9 21 -8 18.3 17.2 15.0 12.8 15 -7 13.8 11.6 14.6 12.8 10.8 13.8 11.11 10.0 12.11 11.4 9.6 12.5 10.10 9.1 CSW 18 12 32.9 28.7 24.2 22.9 19 -10 16.9 20.8 18.0 15.3 19.2 16.9 14.1 18.0 15.9 13 -3 17.2 15.0 12.7 16.5 14.4 12.1 16 29.9 26 -0 21 -11 20.8 18 -0 15.3 18.9 16.5 13 -10 17.5 15.3 12.10 16.5 14.4 12 -I 15.7 13.7 11.6 14.11 13.0 11 -0 24 26.0 22.9 19 -2 18.0 15.9 13.3 16 -5 14.4 12.1 15.3 13 -3 11.2 14.4 12.6 10.6 13.7 11.10 10.0 13.0 11.4 9.7 CWN 16 12 32.1 28.0 23.8 22.3 19 -5 16.5 20.3 17.8 14.11 18.9 16 -5 13.10 17.8 15.5 13.0 16 -9 14.8 12 -4 16 -0 14.0 11.10 16 29 -2 25.6 21.6 20.3 17 -8 14.11 18 -4 16.0 13.6 17 -I 14•II 12.7 16.0 14.0 11.10 15.3 13.4 11.3 14.7 12.9 10.9 24 25.6 22.3 18.9 17.8 15 -5 13.0 16.0 14.0 11.10 14.11 13.0 11 -0 14.0 12.3 10.4 13.4 11.8 9.10 12.9 11.1 9.5 CSJ 16 12 33.6 29 -3 24.8 23.3 20 -3 17.I 21 .1 18.5 15.6 19.7 17- I 14.5 18.5 16.1 13.7 17.6 15.3 12.11 16.9 14.7 12.4 16 30.5 26.7 22 -5 21.1 18 -5 15.6 19 -2 16.9 14 -I 17.9 15.6 13.1 16.9 14.7 12.4 15.11 13.11 11 -9 15 -3 13.3 11 .3 24 26.7 23.3 19.7 18.5 16 -1 13 -7 16.9 14.7 12.4 15.6 13.7 11.5 14.7 12.9 10.9 13.11 12.2 10 -3 13 -3 11.7 9.9 CSW 16 12 35 -2 30.9 25- 11 24.5 21 -4 18.0 22.2 19.4 16.4 20.7 18.0 15.2 19.4 16.11 14.3 18 -5 16.1 13.7 17.7 15.4 13.0 16 32.0 27.11 23.7 22.2 19 -4 16.4 20.2 17.7 14.10 18.8 16.4 13.9 17 -7 15.4 13.0 16.9 14.7 12.4 16 -0 14.0 11.9 24 27.11 24 .5 20.7 19.4 16• II 14 .3 17.7 I5.4 13 -0 10.4 1 -3 12.0 15 -4 13.5 II -4 14.7 12.9 10.9 14.0 12.2 10 CWN 14 12 34 .4 30.0 25.4 23.10 20.10 17.7 21.8 18.11 15.11 20 -I 17.7 14.10 18.11 16.6 13.11 18.0 15.8 13 -3 17.2 15 -0 12 16 31.3 27.3 23.0 21.8 18.11 15 -II 19.8 17.2 14.6 18.3 15.11 13 -5 17.2 15.0 12.8 16.4 14.3 12.0 15.7 13.8 11.6 24 27.3 23.10 20.1 18.11 16.6 13.11 17.2 15.0 12.8 15 - II 13.11 11 -9 15.0 13.1 11 • I 14.3 12.5 10 -6 13.8 11- 11 10.1 CSJ 14 12 35.11 31.4 26.5 24.11 21.9 18 -4 22.7 19.9 16.8 21.0 18.4 15.6 19.9 17.3 14.7 18.9 16.5 13.10 17.11 15.8 13.3 16 32.7 28.6 24.0 22.7 19.9 16.8 20.6 17 • 11 15.2 19.1 16.0 14 - I 17.11 15.8 13.3 17.0 14 - 11 12.7 16.4 14.3 12 • 0 24 20.6 24.11 21 .0 19.9 17.3 14.7 17.11 15.8 13.3 16.8 14.7 12.3 15 -8 13.8 11 .7 14.11 13.0 11 .0 14.3 12.5 10.6 CSW 14 12 37.9 33.0 27 . 10 26.2 22.10 19.3 23.9 20.9 17.6 22.1 19.3 16.3 20.9 18.2 15.4 19.9 17.3 14.6 18.10 16.6 13 • 11 16 34.3 29.11 25.3 23.9 20.9 17.6 21 -7 18.10 15.11 20 -I 17.6 14.9 18.10 16.6 13•II 17.11 15.8 13.2 17.2 15.0 12.8 24 2 9 . 1 1 26.2 22 • I 20.9 1 8 . 2 1 5 . 4 1 8 . 1 0 1 6 . 6 1 3 • I I 1 7 . 6 1 5 . 4 1 2 . 1 1 1 6 . 6 1 4 . 5 1 2 . 2 1 5 . 8 13.8 1 1 . 6 1 5 . 0 1 3 . 1 11 . 0 21 C 7 12 ' 12 39.11 34.10 29.5 27.8 24.2 20.5 25 - 2 21.11 18.6 23.4 20.5 17.2 21.11 19.2 16.2 20 . 10 18.3 15.4 19.11 17.5 14 • 8 16 36.3 31.8 26.8 25.2 21 .11 18.6 22.10 19.11 16.10 21.2 18.6 15.7 19- II 17.5 14.8 18.11 16.7 14.0 18.1 15- 10 13.4 24 31.8 27.8 23.4 21.11 19.2 16.2 19.11 17.5 14.8 18.6 16.2 13.8 17.5 15.3 12 -10 16.7 14.6 12.2 15.10 13.10 II - B ' aCSM 11 1 12 12 42.0 36.8 30.11 29.2 25 - 5 21 - 6 26.6 23 - I 19.6 2 - 7 21.6 18.1 23.1 20.2 17.0 22.0 19.2 16.2 21.0 18.4 15 • 6 16 38.2 33.4 28.1 26.6 23.1 19.6 24.0 21.0 17.9 22.4 19.6 16 - 5 21.0 18.4 15.6 19.11 17.5 14.8 19.1 16.8 14 • 1 24 33.4 29 - 2 24.7 23 . I 20.2 17.0 21.0 18.4 15 - 6 10.6 17.0 14 - A 111.4 16.0 13.6 17.5 15.3 12.10 16.8 14.7 12 . 3 C. 19 Height Limitation Tables For Wind Load -6" Studs • 01E: elgice Mild Load Nules page 16 C'1 Q A . tTrsr3*g :E "?'v ," • MEMBER WIND LOAD CODE GAGE 5 PSF I 15 PSF 1 20 PSF 25 PSF I 30 PSF I 35 PSF 40 PSF SPAC- DEFLECTION LIMIT ING O.C. L/240 L /360 L /600 L/240 L /360 L /600 L/240 L/360 L /600 L/240 L /360 L /600 L/240 L /360 L /600 L/240 L/360 L /600 L/240 L /360 L /600 (in.) ft. - In. H. - in. H. - In. ft. - In. H. - In. H. - In. ft. - In. ft. - In. H. - In. ft. - In. H. - In. H. - In. H. - In. H. - In. ft. - In. H. - In. H. - In. H. - In. H. - In. H. - In. ft. - In. CWN 12 18.6 16.2 13.8 12.10 11.3 9 -6 11.8 10.2 8.7 10.10 9 -6 8.0 10.2 8.11 7 -6 9 -8 8 -6 7.2 9.3 8.1 6.10 20 16 16.10 14.8 12 -5 11 -8 10.2 8.7 10.7 9.3 7.10 9.10 8.7 7.3 9.3 8.1 6.10 8 -9 7.8 6.6 8.5 7.4 6.2 24 14 -8 12.10 10.10 10.2 8.11 7.6 9.3 0. 1 6.10 8.7 7.6 6.4 6. 1 7.1 6.0 7.8 6.9 5.8 7.4 6.5 5.5 CSJ 20 12 19.5 16.11 14.3 13.5 11.9 9•11 12.3 10.8 9.0 11.4 9.11 8.4 10.8 9.4 7.10 10.2 8.10 7 -6 9.8 8 -6 7.2 16 17.7 15.5 13.0 12 -3 10.8 9.0 11.1 9.8 6.2 10.4 9.0 7.7 9.8 8.6 7.2 9.3 B -1 6.9 6 -10 7.8 6 -6 24 15 -5 13.5 11.4 10.8 9.4 7.10 9 -8 8.6 7 -2 9.0 7.10 6 -B 8 -6 7.5 6.3 8.1 7.0 5 -11 7.8 6 -9 5.8 CSW 20 12 20.4 17.9 15.0 14.1 12.4 10.5 12.10 II -2 9 -5 11 • I1 10.5 8.9 11 -2 9.9 8.3 10.7 9.3 7.10 10.2 8 -10 7.6 16 18 -6 16.1 13.7 12 -10 11.2 9.5 11.8 10.2 0.7 10.9 9.5 7.11 10.2 8 -10 7.6 9 -8 8.5 7.1 9.3 8.1 6.10 24 16 -1 14 -I 11 -11 11.2 9.9 8.3 10.2 8.10 7.6 9.5 8.3 6.11 8.10 7.9 6.6 8.5 7.4 6.3 8.1 7.0 5.11 CWN 18 12 20.1 17.6 14 -9 13 -11 12.2 10.3 12.8 11.0 9.4 11.9 10 -3 8.8 11.0 9.8 8.2 10.6 9.2 7.9 10.0 8.9 7 s, 16 18.3 15.11 13.5 12 -B 11.0 9.4 11.6 10 -0 0.6 10.8 9.4 7.10 10.0 8 -9 7.5 9.6 8 -4 7.0 9.1 8.0 24 15 . 11 13.11 11.9 11.0 9. 8 8. 2 10.0 8. 9 7. 5 9. 4 8. 2 6.10 8. 9 7. 8 6. 6 8. 4 7. 3 6. 2 8. 0 7. 0 5 - - 10 CSJ 18 12 21.0 18 -4 15.6 14.7 12.9 10.9 13 -3 11.7 9.9 12.4 10.9 9.1 11.7 10 -I 8.6 11.0 9.7 6.1 10.6 9.2 7.9 16 19.1 16 -8 14.1 13.3 11.7 9.9 12.0 10 -6 8.10 11 -2 9.9 8.3 10.6 9.2 7.9 10.0 B -9 7.4 9 -7 8.4 7.0 24 16.8 14.7 12 -4 11 -7 10.1 8 -6 10.6 9.2 7.9 9.9 8.6 7 - 9.2 8.0 6.9 8.9 7 -7 6.5 8.4 7.3 6. CSW 18 12 22.3 19.5 16.4 15.5 13.5 11.4 14.0 12.3 10.4 13 -0 11.4 9.7 12 -3 10 -B 9.0 11.7 10.2 8.7 11.1 9.8 8.2 16 20.2 17. 14.10 14 -0 12.3 10.4 12.9 11.1 9.4 11.10 10.4 8.8 11.1 9.8 8 -2 10.7 9.3 7.9 10.1 8.10 7.5 24 17.8 15.5 13.0 12 -3 10.8 9.0 11 -1 9.8 8.2 10.4 9.0 7.7 9.8 8.6 7.2 9.3 8 -1 6.9 8 -10 7 -8 6.6 CWN 16 12 21.6 18.9 15 -10 14.11 13.0 11.0 13 -6 11.10 10.0 12.7 11.0 9.3 11.10 10 -4 8.9 11.3 9.10 8.3 10.9 9.5 7.11 16 19.6 17 -I 14 -5 13.6 11.10 10.0 12.4 10.9 9.1 11.5 10.0 8.5 10.9 9.5 7.11 10.2 8.11 7.6 9.9 8.6 7.2 24 17.1 14.11 12.7 11 -10 10.4 8.9 10 -9 9.5 7.11 10.0 8.9 7.4 9.5 8.2 6.11 8.11 7.9 6.7 8 -6 7.5 6.3 CSJ 16 12 22 -6 19.8 16.7 15 -8 13.8 11.6 14.2 12.5 10.6 13 -2 11.6 9 -9 12.5 10.10 9.2 11.9 10.3 8.8 11.3 9.10 8.4 16 20.6 17.11 15 -1 14.2 12.5 10.6 12.1t 11.3 9.6 12.0 10.6 8.10 11.3 9.10 8.4 10.8 9.4 7 -11 10.3 8.11 7.6 24 17.11 15.8 13 -2 12 -5 10 -10 9.2 11.3 9.10 8.4 10.6 9.2 7.9 9.10 8.7 7.3 9.4 8.2 6.11 8 -11 7.10 6.7 CSW 16 12 23.10 20.10 17.7 16.6 14.5 12.2 15.0 13- I II.1 13.11 12.2 10.3 13.1 11.5 9.8 12.5 10.10 9.2 11.11 10.5 8 -9 16 21.8 10.11 15.11 15.0 13.1 11 -I 13 -8 11.11 10.0 12.8 11.1 9.4 11.11 10.5 8.9 11.4 9.11 8.4 10.10 9.5 8.0 24 18.11 16.6 13.11 13.1 11.5 9.8 11.11 10.5 8.9 11.1 9.8 8.2 10.5 9.1 7.8 9.11 8 -8 7 -3 9 -5 8 -3 7 -0 CWN 14 12 22 -II 20.1 16.11 15.11 13.11 11.9 14.6 12.8 10.8 13 -5 11.9 9.1I 12.8 11.0 9.4 12.0 10.6 8.10 11.6 10.0 8.5 16 20.10 18.3 15.4 1.1.6 12•B 10.8 13 -2 11 -6 9.8 12.2 10.0 9.0 11.6 10.0 6.5 10.11 9.6 8.0 10.5 9 -I 24 18.3 15 -II 13.5 12.8 II -0 9.4 11.6 10.0 8.5 10 -8 9.4 7.10 10.0 8.9 7.5 9.6 8.4 7.0 9.1 8.0 :1 CSJ 14 12 24 -I 21.1 17.9 16.9 14.7 12.4 15.2 13.3 11 -2 14.1 12.4 10.5 13 -3 11.7 9.9 12.7 11.0 9 -3 12.1 10.6 16 21.11 19.2 16 -2 15.2 13.3 11.2 13.10 12.1 10 -2 12 -10 11.2 9.5 12.1 10.6 8.11 11.5 10.0 8.5 10.11 9.7 8 -1 24 19.2 16.9 14.1 13 -3 11.7 9.9 12 -I 10.6 6.11 II -2 9.9 8.3 10.6 9.2 7.9 10.0 8.9 7.4 9.7 8.4 7.1 CSW 14 12 25.6 22.3 18 -9 17 -B 15.5 13.0 16 -I 14.0 11.10 14.11 13.0 11.0 14.0 12.3 10.4 13.4 11.8 9 -10 12.9 11.2 9 -5 16 23 -2 20.3 17.1 16.1 14.0 11.10 14.7 12.9 10.9 13.7 11.10 10.0 12.9 11.2 9.5 12.1 10.7 8.11 11.7 10.1 8.6 24 20.3 17.8 14.11 14.0 12.3 10.4 12.9 11.2 9.5 11.10 10.4 8.9 11.2 9.9 8.3 10.7 9.3 7.9 10.1 8.10 7.6 CSJ 12 12 26.8 23.4 19.8 18.6 16.2 13.8 16.10 14.8 12.5 15.7 13.8 11 • 6 14.8 12.10 10 . 10 13.11 12.2 10.3 13.4 11.8 9.10 16 24.3 21.2 17.10 16.10 14.8 12 -5 15.3 13.4 11.3 14.2 12.5 10.5 13.4 11.8 9.10 12 -B 11.1 9.4 12 -2 10.7 8.11 24 21.2 18.6 15.7 14.8 12.10 10.10 13.4 11.8 9.10 12.5 10.10 9.2 II.8 10.2 B -7 11.1 9.8 8.2 10.7 9.3 7.10 33 f CM° 1 1 12 12 28.3 24.9 20.10 19.7 17.2 14.5 17 -10 15.7 13-2 16.6 14.5 12 -2 15.7 13.7 11.6 14.9 12.11 10.11 14.2 12.4 10.5 16 25.8 22.5 18.11 17.10 15.7 13.2 16.2 14 .2 11.11 15.0 13 -2 11.1 14.2 12.4 10.5 13.5 11.9 9- 11 12.10 11.3 9 -6 24 22.5 19.7 16.6 15.7 13.7 11-6 14.2 12.4 10.5 13.2 11.6 9.8 12.4 10.9 9.1 11.9 10.3 8.8 11.3 9.10 8.3 IOTE. Il Wind luad Nules page 16. 18 I.-IOi Limitation Tables For Wind 1.( : -�� /f t" '. ��� I1 I: , • z ft ILI U U - -• - - -- V P CE-E N $ CO u. ui u_ =a F IJ1 o z U 0 O co ca 110 tu = U ' LL O . 111 2 . U N z • MEMBER SPAC- ING O.C. (In.) WIND LOAD CODE GAGE 5 PSF I 15 PSF I 20 PSF 25 PSF 30 PSF 35 PSF 40 PSF DEFLECTION LIMIT L/240 L /360 L /600 L/240 L /360 L /600 L /240 L /360 L /600 L/240 L /360 1/600 L /240 L /360 L /600 L/240 L /360 1/600 L/240 L/360 1/600 N. - In. h. - In. h. - In. ft. - In. h. - In. ft. - in. ft- - In. ft. • In. ft. - In. H. - In. ft. - In. ft. • In. ft. - In. ft. - In. h. - In. h. - In. N. - In. ft. - In. ft. - In. ft. - In. ft.- In. CWN 20 12 18.0 15.9 13.3 12-6 10.11 9.3 11.4 9.11 8.4 10 -6 9.3 7.9 9. 11 8 -8 7.4 9.5 8 -3 6.11 9.0 7.10 6.8 16 16.4 14 -4 12.1 11 -4 9.11 8.4 10.4 9.0 7.7 9.7 8.4 7.1 9.0 7.10 6 -8 8.7 7 -6 6 -4 8.2 7.2 6.0 24 14.4 12.6 10.6 9.11 8.8 7.4 9.0 7.10 6.8 8.4 7.4 6.2 7 -10 6.11 5.10 7.6 6.6 5.6 7.2 6.3 5.3 CSJ 20 12 18.11 16.6 13.11 13.1 11 -5 9 -8 I1 -I1 10.5 8.9 11.0 9.8 8.2 10.5 9 -1 7.8 9.10 8.7 7.3 9.5 8.3 6.11 16 17.2 15 -0 12.8 11.11 10.5 8 -9 10.10 9.5 8.0 10 -0 8 -9 7.5 9.5 8.3 6.11 9.0 7.10 6 -7 8.7 7.6 6.4 24 15.0 13 -1 11 .0 10 9. 1 7.8 9.5 8.3 6.11 8.9 7.8 6.6 8 -3 7 -2 6.1 7.10 6 -10 5.9 7.6 6.6 5.6 CWN 18 12 19.6 17.1 14.5 13-6 11 -10 10 -0 12.4 10 -9 9.1 11.5 10 -0 8.5 10.9 9 -5 7.11 10.3 8.11 7.6 9.9 8.6 7;.2 16 17.9 15.6 13 -1 12 -4 10.9 9- I 11.2 9.9 8.3 10.5 9- 1 7.8 9.9 8.6 7.2 9 - 3 8. 1 6.10 8.10 7 -9 _ 24 15 -6 13-6 11.5 10.9 9.5 7.11 9.9 8.6 7.2 9 -1 7.11 6.8 8.6 7 -5 6.3 8.1 7.1 6 -0 7.9 6 -9 CSJ 18 12 20 -6 17.11 15.1 14.2 12.5 10-6 12.11 11.3 9.6 12 -0 10 -6 8.10 11 -3 9 -10 8.4 10 -8 9.4 7.11 10.3 8 -11 7.6 16 18.7 16.3 13.8 12.11 11 -3 9 -6 11.9 10.3 8.8 10 -11 9.6 8 -0 10.3 8.11 7.6 9 -9 8.6 7.2 9.4 8.1 6.10 24 16.3 14.2 12 -0 11.3 9 -10 8.4 10.3 8.11 7.6 9.6 8.4 7.0 8.11 7.10 6.7 8.6 7.5 6 -3 8.1 7 -1 6.0 CWN 16 12 20.11 18.3 15 -5 14 -6 12 -8 10 -8 13.2 11.6 9.8 12.3 10 -8 9.0 11.6 10.1 8 -6 10.11 9 -6 8.1 10.5 9 -2 7.8 16 19.0 16.7 14 -0 13.2 11 -6 9.8 12.0 10.5 8.10 11.1 9 -8 8.2 10.5 9.2 7.8 9.11 8.8 7.4 9.6 8 -3 7 -0 24 16.7 14.6 12 -3 11.6 10.1 8.6 10.5 9 -2 7.8 9.8 8.6 7.2 9.2 8.0 6.9 8.8 7.7 6.5 8.3 7.3 6.1 CSJ 16 12 21.11 19.2 16.2 15.3 13.3 11 -2 13.10 12 -1 10.2 12.10 11.2 9.5 12.1 10.6 8.11 11.6 10.0 8.5 11.0 9.7 8.1 16 19.11 17 -5 14.8 13.10 12.1 10.2 12.7 11.0 9.3 11.8 10 -2 8.7 11.0 9.7 8.1 10.5 9 -1 7.8 10.0 8.8 7.4 24 17.5 15.3 12 -10 12.1 10.6 8.11 11.0 9.7 8.1 10.2 8 -11 7.6 9 -7 8.4 7.1 9.1 7.11 6 -8 8.8 7.7 6.5 CWN 14 12 22.4 19.6 16.5 15.6 13 -6 11.5 14 -1 12.3 10 -4 13 -1 11.5 9.7 12 -3 10.9 9.1 11.8 10.2 8.7 11.2 9.9 8 -3 16 20 -3 17 -9 14 -11 14 -I 12.3 10.4 12.9 11.2 9.5 11 -10 10.4 8.9 11 -2 9.9 8.3 10.7 9.3 7.10 10 -2 8.10 7.6 24 17.9 15.6 13 -1 12-3 10.9 9.1 11.2 9 -9 8.3 10 -4 9.1 7.8 9.9 8.6 7.2 9 -3 8.1 6.10 8.10 7 -9 6.6 CSJ 14 12 23.5 20 -6 17.3 16-3 14.3 12 -0 14.9 12.11 10.11 13.9 12.0 10.1 12 -11 11.3 9.6 12.3 10.9 9.0 11.9 10.3 8.8 16 21. 18.7 15 -8 14.9 12 -11 10.11 13.5 11.9 9.11 12.6 10 -11 9 -2 11.9 10.3 8.8 11.2 9.9 8 -3 10.8 9.4 7.10 24 18.7 16.3 13.9 12.11 11.3 9 -6 11.9 10.3 8.8 10.11 9.6 8.0 10.3 8 -11 7.7 9.9 8.6 7.2 9.4 8.2 6.10 CSJ 12 12 26.0 22.8 19.2 18.0 15.9 13.3 16.4 14 -3 12.1 15.2 13 -3 11.2 14.3 12.6 10.6 13.7 11.10 10.0 13.0 11 -4 9.7 16 23.7 20.7 17.5 16.4 14.3 12 -1 14.10 13 -0 10.11 13.10 12 -1 10.2 13.0 11.4 9 -7 12.4 10.9 9.1 11 -9 10 -4 8.8 24 20.7 18.0 15.2 14.3 12 -6 10.6 13.0 11.4 9.7 12.1 10 -6 8.11 11.4 9.11 8.4 10.9 9.5 7.11 10.4 9.0 7.7 J 17 NOTE: Beier nce Wind Load Notes page 16. • 1 jht. For VVii 1(-I I_(:);.Rcl - -•;3- I /:'" ;;Iuris MYreVir Z E U O to 0 W J N LL '; W ILL < N O ~ _ E D 2 0' V 0 N, 0 1-j W W ! H U - O • Z v Z MEMBER WIND LOAD CODE GAGE 5 PSF 15 PSF 20 PSF 25 PSF 30 PSF 35 PSF _j 40 PSF SPAC- ING O.C. (In.) DEFLECTION LIMIT L/240 L /360 1/600 L/240 L/360 L1600 L/240 L/360 L /600 L/240 L/360 L /600 L /240 L /360 L /600 L/240 L /350 L /600 L/240 L/360 L /600 ft. - in. ft. - In. ft. - In. ft. - In. ft. - In. ft. - In. ft. - In. ft. - In. ft. - In. ft. - In. ft. • In. ft. - In. ft. - In. ft. - In. ft. - In. ft. - In. ft. - In. ft. - In. ft. - in. ft. - In. ft. - In. CWN 12 13.11 12.2 10 -3 9.8 8.5 7.I 8.9 7.8 6.6 8 -2 7.1 6 -0 7.8 6 -8 5.8 7.3 6.4 5.4 7.0 6 -1 5.2 20 16 12.8 11.1 9.4 8.9 7.8 6.6 8 -0 7.0 5 -10 7.5 6.6 5.5 7.0 6.1 5.2 6.7 5.9 4.10 6 -4 5.6 4.8 24 11.1 9 -8 8.2 7.8 6.8 5.8 7.0 6.1 5 -2 6.6 5.8 4.9 6.1 5.4 4.6 5.9 5 -0 4.3 5.6 4 -10 4.1 CSJ 20 12 14.7 12 -9 10.9 10.2 8.10 7.6 9.2 8.0 6.9 8 -6 7.6 6.3 8.0 7.0 5.11 7.8 6.8 5 -7 7.4 6.5 5.5 16 13.3 11.7 9.9 9.2 8.0 6.9 8.4 7.4 6.2 7 -9 6.9 5 -9 7 -4 6.5 5 -5 6 -11 6.1 5.1 6 -8 5.10 4.11 24 11.7 10 -2 8.6 8 -0 7.0 5 -I1 7 -4 6.5 5.5 6.9 5.11 5 -0 6.5 5.7 4.8 6 -1 5.3 4.6 5.10 5 -1 4.3 CSW 20 12 15.4 13.5 11.3 10.7 9 -3 7.10 9.8 8 -5 7.1 9.0 7.10 6.7 8.5 7.4 6.3 8 -0 7.0 5.11 7.8 6.8 5.8 16 13.11 12.2 10 -3 9.8 8.5 7.1 8 -9 7 -8 6.6 8.2 7.1 6 -0 7 -8 6.8 5 -8 7.3 6.4 5.4 7.0 6 -1 5 -2 24 12.2 10.7 9.0 8.5 7 -4 6.3 7 -0 6.8 5 -8 7.1 6.3 5.3 6.8 5.10 4.11 6.4 5 -7 4 -8 6.1 5.4 4.6 CWN 18 12 15.1 13.2 11 • I 10.5 9. 1 7.8 9.6 8 -3 7 -0 0- 10 7 -8 6 -6 8.3 7.3 6- 1 7.10 6.11 5. 10 7.6 6.7 j'.. 16 13.8 12.0 10. 9.6 8 -3 7.0 8 -7 7.6 6.4 6.0 7.0 5.11 7.6 6.7 5 -7 7.2 6.3 5.3 6.10 6.0 � > ,.. ^ 24 12.0 10 -5 8.10 8.3 7 -3 6.1 7 -6 6.7 5 -7 7.0 6.1 5.2 6 -7 5.9 4.10 6.3 5.6 4.7 6.0 5.3 4.5 CSJ 18 12 15.10 13 -10 11.8 11.0 9 -7 8.1 10.0 8.9 7.4 9.3 8.1 6.10 8 -9 7.7 6.5 8.3 7.3 6 -1 7.11 6 -11 5.10 16 14.4 12 -7 10.7 10.0 8.9 7.4 9 -1 7 -11 6.8 8.5 7.4 6.2 7.11 6 -11 5.10 7.6 6 -7 5 -6 7.2 6 -3 5.3 24 12.7 11 -0 9.3 8.9 7.7 6.5 7 -11 6 -11 5 -10 7 -4 6.5 5.5 6.11 6 -0 5.1 6.7 5 -9 4.10 6 -3 5.6 4.8 CSW 18 12 16.9 14.7 12.4 11.7 10 -2 8.7 10.7 9.3 7.9 9 -9 8.7 7 -3 9.3 8 -1 6 -9 8.9 7.8 6.5 8.4 7 -4 6.2 16 15.3 13 -3 11.3 10.7 9 -3 7.9 9 -7 8.4 7.1 8 -11 7.9 6 -7 8 -4 7.4 6 -2 7.11 6.11 5.10 7.7 6.8 5 -7 24 13.3 11.7 9.9 9.3 8.1 6 -9 8.4 7 -4 6.2 7.9 6.9 5.9 7.4 6.5 5 -5 6.11 6.1 5.1 6.8 5 -10 4 -11 CWN 16 12 16.1 14 -1 11.10 11.2 9.9 8.3 10 -2 8 -10 7.6 9.5 8.3 6 -11 8 -10 7.9 6 -6 8.5 7.4 6 -2 8.1 7 -0 5.11 16 14.8 12 -9 10.9 10.2 8- 10 7.6 9 -3 8. 1 6.9 8.7 7.6 6 -4 8. 1 7.0 5.11 7 -8 6.8 5.8 7.4 6.5 5.5 24 12.9 11.2 9 -5 8.10 7.9 6.6 8 -1 7.0 5 -II 7.6 6.6 5.6 7.0 6.2 5.2 6 -8 5.10 4.11 6 -5 5.7 4.9 CSJ 16 12 16.11 14.9 12.6 11.9 10.3 8.8 10 -8 9.4 7.10 9.11 8.8 7.3 9 -4 8.2 6.10 6.10 7.9 6.6 8.6 7 -5 6.3 16 15.5 13.5 11.4 10.8 9.4 7.10 9.8 8.6 7.2 9 -0 7.10 6.8 8.6 7 -5 6 -3 8 .0 7.0 5.11 7 -8 6 -9 5.8 24 13.5 11.9 9 -11 9.4 8.2 6.10 8 -6 7 -5 6.3 7.10 6.10 5.9 7.5 6 -6 5.5 7.0 6 -2 5.2 6.9 5.10 4.11 CSW 16 12 17.11 15 -8 13.3 12.5 10 -10 9.2 11 -3 9.10 8.4 10 -6 9.2 7.9 9.10 8.7 7.3 9.4 8.2 6.11 9.0 7 -10 6.7 16 16.3 14.3 12.0 11 -3 9.10 8.4 10.3 9.0 7.7 9.6 8.4 7.0 9.0 7.10 6.7 8.6 7.5 6 -3 8.2 7.1 6.0 24 14.3 12 -5 10 -6 9.10 8 -7 7.3 9.0 7 -ID 6.7 8 -4 7.3 6 -2 7.10 6.10 5.9 7.5 6.6 5.6 7.1 6.3 5.3 CWN 14 12 17.2 15 -0 12 -8 11.11 10 -5 8.9 10.10 9.5 8.0 10 -0 8.9 7.5 9.5 0.3 7.0 9.0 7.10 6 -7 8.7 7 -6 6.4 ,. 16 15.7 13.7 II .6 10.10 9.5 8.0 9.10 0.7 7.3 9.1 8.0 6.9 8.7 7.6 6.4 8.2 7.1 6.0 7.10 6.10 24 13.7 11.11 10.0 9.5 8 -3 7.0 8.7 7 -6 6.4 0.0 7.0 5.10 7.6 6.7 5.6 7 -1 6 -3 5.3 6.10 5.11 5 . CSJ 14 12 18 -I 15.9 13.4 12.6 10 -11 9.3 11.5 9.11 8.5 10.7 9.3 7.9 9 -11 8.8 7.4 9.5 8.3 7.0 9.0 7.11 6.8 16 16.5 14.4 12 -I 11.5 9 -II 8.5 10.4 9.0 7.7 9 -7 8.5 7 -I 9.0 7•II 6.8 8.7 7.6 6 -4 8.3 7 -2 6.I 24 14.4 12.6 10.7 9.11 8.8 7.4 9.0 7.11 6.8 8.5 7.4 6.2 7.11 6 -II 5.10 7 -6 6.7 5.6 7.2 6.3 5.3 CSW 14 12 19.2 16.9 14.1 13.3 11 -7 9.9 12.1 10.6 11.11 11.3 9.9 8.3 10.6 9.3 7.0 10.0 8.9 7.5 9.7 8.4 7 -1 16 17.5 15.3 12.10 12.1 10.6 8.11 11.0 9.7 8.1 10.2 8.11 7.6 9.7 8.4 7.1 9.1 7.11 6.9 8.8 7 -7 6.5 24 15.3 13.3 11.3 10.6 9.3 7.9 9.7 8.4 7.1 8 -11 7.9 6.7 8.4 7.4 6.2 7.I1 6.11 5.10 7.7 6.8 5.7 0 w 16 Height Limitation Tables For Wind l._o;.icl - -- 1/:: NOTES: Ty )ical or all Wind Load Tables . Harts ar ased on properly attached sheathing on both flanges for the entire sled length. . Anallbwa Miess increase of 1/3 has been applied to allowable shears and Moments. . Procfdure*RISl and UBC 27 -9 has been used for stiffness calculations. t.o o 41=1 �M. My^ IW�RMW! Ih. M�MN:•;'.' M/. NfC '"M +nrw'[:Mn+rn 4. Web Crippling must be checked. 5. Fy =33 ksi has been used for all studs in all gages. Using a higher Fy will not increase allowable heights. 6. Web punchouls must be located a minimum of 10' away from the stud end. • FIRE WAtL oestL N STU (6.15 Ls./ ) ( , s' ( 7,5 ") C I5') = 20 t 4 / trv» (rY P Oebrbio rot {.ATk,LAL. fp Bonl friPtzt.h4E aP C. It ( I 3 h.% ) W p t zoestr 131t0 1a., ALL j c Sot 1- Sp CASSvr.,r0) Root - eiser17 h taC..t4t7 y 4r7r+C C ,E;O0(- LtU l O. 4 ) 104 A cO r/Vt P6 C , " c. CG CG Engineering 111 Main Street, Suite 106, Edmonds, WA 98020 • F P n /00 t. 0 Bv: Chkd (.S PsF /znJ ) to. 75 "J . ( 1'33 (15 = 75 / Sruo tPPCE / "6-E i Pro r-.) l').) LCrLCP S , 'tTG. 32,6 ,_3 / Sruo (1V" o,c.. ) JG Date �rZS RECEIVED CITY OF TUKWII A Job No. i ,o a Sheet . S o 1.b TO P ? t3C +TO.w A CGcalc.xls Zn‘ci...sosd tr4 _ 0 %4 4 Plia S1/ rnAt. cf4E Fb (rdtvr) = (s Fr.4-13)( 12) (3.0 (33 :n tl.IS) (I ) z . S o LS I 3' CG Engineering 111 Main Street, Suite 106, Edmonds, WA 98020 WT tO. ZS )(1.5,"1(1.5") tIG = (4 trqt.t., el t•J zotvr 5$1 z 5 o c.a)(S I 1)0 4 1 ez.s r F .tc6 psp,) ( ( 53') Si (tr. c. 156!.1 Prry■L■ %NM C.-. 4 Gz(Loe t fta _ z _zoTs Y: Chkd 1 - • • - . • _ , - • • • • • • _ ■•••••--•—• Dace Sheet ISI •6CAN'% (4A ICo) F (e> = (14, t, Ic, .r) (.st ) (135. ins) ( 1,15 1.01.■vo z 1(95' L6 /l.33') + (50 LS /401 (2a') F b C Nl le SwL' 364 @.x Fy ('.trtlz) 1 t,rer) 02, o.,(3) 035,1 Z• (t.i5 ) 1 4,2.o sa.,ir) (0.,no0 ) (13.8 ∎„ 2 0' (z Psc 4 .Psrl.) (S (20') 2 = 19,9 k, s:r 9 1; a PS: (5)1 (2.0 02) 389 ( 1100 %sr.) (to3 N in" II 39) Pss 9, I S`l3 Pit O 14. a`{, 0,.7 ( t /sob ) S=,4Lle REnrn 2 S v.telL srrLb 4e0 L0L,►re NEW ae 4.44 RBwwtcN E tSr.. '1 ci; 'S RECEIVED CITY OF TUKWILA AUG - 3 2000 PERMIT CENTER o 15 D U , U o Cool ca Wk U. W 0 ; J ! i Z D t. LULu 0 i W ` Oy ;A Z: U N ' O H Z Rt?V %S80 12-Ac . /}N ''( SZ S —* HA FL002 — TO — (,, LLN Flom I, 001 Pwi411 , 8$ M»+i►* 10.1 N1.% FT I�L NGE <S AA. = 7'_ SPACE VEpLrrGAL S ,Pt'oLTS Q a S _ (o" O. G, i t (2. 57,5') ( 2,$$" = 0.c1UI" 111 cwroom.r ( 1 /?. S) l 10. Se :LAI (Ftom 1.0 GOLvmN ANALASLS 12.5' ENT=g.0 ser at. Q.oGS .. Fr) = 3,5/ 14•Fr P= 0,615 (o.q0") /1.41 = O.31 SE Apt At-11 S_ S 0,4 %* 0.31 / y �� '1 t It.S Bon Marche Furniture Gallery CG Engineering 111 Main Street, Suite 106, Edmonds, WA 98020 By: JG Date: to la / a o Chkd: Date: _ RECEIVED Job No. 00015.10 Sheet AII(; foRtafl1f PERMIT CENTER CG Engineering 111 Main Street, Ste 106 Edmonds, WA 98020 425- 778 -8500 Rev: 510300 User. KW-0503330, Ver 5.1.3, 22Jum1999, WIn32 (t) 190349 ENERCALC Steel Column Page 1 c:\ winnt\profiles\staft\desktop\ruq rack revs Description General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section Column Height 12.500 ft End Fixity Pin -Pin Live & Short Term Loads Combined Loads U Axial Load... Dead Load Live Load Short Term Load Point lateral Loads... Along Y -Y (strong axis moments) Along X -X (y moments ) S um m ary i Section : TS3X3X3116, Height = 12.50ft, Axial Loads: Unbraced Lengths: X -X = 12.50ft, Y -Y = 12.50ft Combined Stress Ratios Dead AISC Formula H1 -1 AISC Formula H1 - 2 AISC Formula H1 - 3 0.3928 Allowable & Actual Stresses Fa : Allowable fa : Actual Fb:xx : Allow (F3.1] fb : xx Actual Fb:yy : Allow (F3.1] fb : yy Actual F'ex : DL +LL F'ey : DL +LL F'ex : DL +LL +ST F'ey : DL +LL +ST Max X -X Axis Deflection 4x6 RUG RACK (30" O.C.) TS3X3X3116 0.96 k k k 8,543 psi 8,543 psi 11,362 psi 11,362 psi -0.723 in at Fy Duration Factor Elastic Modulus X -X Unbraced Y -Y Unbraced DL 0.480 30.36 ksi 0.00 ksi Title : Dsgnr: Description : Scope : 46.00 ksi 1.330 29,000.00 ksi 12.500 ft 12.500 ft Ecc. for X -X Axis Moments Ecc. for Y -Y Axis Moments Live LL ST 0.310 k k X -X Sidesway : Y -Y Sidesway : Kxx Kyy Job # Date: 10:04AM, 27 JUN 00 in in Height 7.000 ft ft Restrained Restrained 1.000 1.000 Column Design OK DL = 0.96, LL = 0.00, ST = 0.00k, Ecc. = 0.000in XX Axis : Fa calc'd per 1.5 -2, K "Ur > Cc YY Axis : Fa calc'd per 1.5 -2,. K "Ur > Cc Stresses r DL + LL DL + Short 8.54 ksi 11.36 ksi 0.48 ksi 0.48 ksi Dead Live 8.54 ksi 0.00 ksi 0.48 ksi 0.00 ksi 30.36 ksi 0.00 ksi 10.24 ksi 0.00 ksi 0.00 ksi 0.00 ksi Cm:x DL +LL Cm:y DL +LL Cm:x DL +LL +ST Cm:y DL +LL +ST 6.500 ft Max Y -Y Axis Deflection DL + LL DL + ST + (LL if Chosen) 0.3928 30.36 ksi 10.24 ksi 30.36 ksi 0.00 ksi 0.4590 40.38 ksi 16.85 ksi 40.38 ksi 0.00 ksi Analysis Values U 1.00 Cb:x DL +LL 1.00 0.60 Cb:y DL +LL 1.75 1.00 Cb:x DL +LL +ST 1.00 0.60 Cb:y DL +LL +ST 1.75 0.000 in at 0.000 ft RECEIVED CITY OF TUKWIU% AUG - 3 2000 PERMIT CENTER I ()17 CG Engineering 111 Main Street, Ste 106 Edmonds, WA 98020 425 - 778 -8500 Description 4x6 RUG RACK (30" O.C.) Depth Width Thickness 3.00 in 3.000 in 0.188 in Weight Area Title : Dsgnr: Description : Scope : 6.86 # /ft 2.02 in2 Rev: 510300 User. KW-0053330, Ver 5.1.3, 22-Jun-1999, W1n32 (c) 195399 ENERCALC Steel Column Page 2 c: lwinntlprofileslstamldesktoplrug rack revi Section Properties TS3X3X3116 I -roc I -yy • S-xx S -yy r -roc r -yy Job # Date: 10:04AM, 27 JUN 00 2.60 in4 2.60 in4 1.733 in3 1.733 in3 1.135 in 1.135 in RECEIVED CITY OF TUKWILA AUG - 3 2000 PERMIT CENTER y CG Engineering 111 Main Street, Ste 106 Edmonds, WA 98020 425 -778 -8500 Rev: 510300 User. NW.0003330, Ve, 5.1.3, 22Jun•1999, W)n32 (c) 195399 ENERCALC Steel Beam Design Page 1 c:lwinntlprofileslstaf ldesktoplrug rack revi Description General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements 1 Steel Section : TS3X3X3116 Center Span Left Cant. Right Cant Lu : Unbraced Length Point Loads Dead Load Live Load Short Term Location #1 Summary 0.480 0.310 0.250 Using: TS3X3X3 /16 section, Span = 12.50ft, Fy = 46.0ksi End Fixity = Pinned - Pinned, Lu = 12.50ft, LDF = 1.330 Actual Allowable Moment 2.214 k -ft 5.832 k -ft fb : Bending Stress 15.329 ksi 40.379 ksi fb / Fb 0.380: 1 Shear 0.469 k 13.766 k fv : Shear Stress 0.417 ksi 24.472 ksi fv /Fv 0.017:1 Force & Stress Summary «- These columns are Dead + Live Load placed as noted -» DL LL LL +ST LL LL +ST Maximum Only (@ Center ae Center (' Cants (a Cants Max. M + 2.21 k -ft 0.08 0.12 k -ft Max. M - -1.29 -2.21 k -ft Max. M @ Left k -ft Max. M @ Right k -ft Shear @ Left Shear @ Right Center Defl, Left Cant Defl Right Cant Defl Depth Width Thickness Area 4x6 RUG RACK BEAM (30" O.C.) ..13=2211151 0.47 k 0.38 k 0.629 in 0.000 in 0.000 in Reaction @ Left 0.47 Reaction @ Rt -0.38 Fa calc'd per 1.5 -2, K'LJr > Cc 12,50 ft 0.00 ft 0.00 ft 12.50 ft #2 3.000 in 3.000in 0.188 in -0.480 -0.310 7.000 0.30 0.22 0.363 0.000 0.000 ...Query Deft @ 0.000 ft 0.000 0.30 -0.22 Weight I -xx I S -)cx 2.02 in2 S -yy Pinned - Pinned Bm Wt. Added to Loads LL & ST Act Together #3 0.000 0.000 0.000 0.000 #4 Title : Dsgnr: Description : Scope : 0.47 0.38 0.629 0.000 0.000 0.000 0.47 -0.38 6.86 #/ft 2.60 in4 2.60 in4 1.733 in3 1.733 in3 #5 Fy 46.00ksi Load Duration Factor 1.33 Elastic Modulus 29,000.0 ksi #6 Beam OK Short Term Load Case Governs Stress Max. Deflection Length /DL Defl Length /(DL +LL Defl) 0.000 0.000 0.000 r -xx r -yy Job # Date: 10:05AM, 27 JUN 00 #7 k k k ft k k 0.000 in 0.000 in 0.000 in 0.000 0.000 in k k 0.629 in 413.4: 1 238.3 : 1 , I Section Properties TS3X3X3/16 1.135 in 1.135 in riedEllirED CITY OF TUKWIL A AUG - 3 2000 r'EFIMIT CENTER Z _' V: 0 O : .N WW a uj u Q _ ° w H = ZH 1- a Z 1 UJ 313 w W t32i►c.a Sof9oal LeP (4*kp RNLL' EQ.I►c (45°) V Et'* .Ly% L. 3 RwC-E 1,0u- Bon Marche Furniture Gallery P,,,ar = 1,4 MMpt= I.Z51c.FT Seto C I. LS (12) 00.66\ (.yb 1t )s� KB E ' S 14. 3 : X 3 /i (e � w. ay = !p ()Se TS 3'1ait Viz. x 3 1'6 CG Engineering 111 Main Street, Suite 106, Edmonds, WA 98020 0.s. 0.s. o.s" o.s"- � 1i0 1v 1�0 w.n* ■ 1, OIL ryYN i.0 I L.02, i — do, S KSS (ou./Ly By: JG Chkd: NCW pQl►rN, Sheet 11111iT� 0.S n vSd TS 3 x 3 X 3 /it o bCi D Date: CITY Orr3lJt6116l1A Date: 4.1.44 Job No soo6TY` 2_ Co La CO Wf CO u • W O; 2 J : = 0 , u.v. H O�' Z H; uj 2 0 u ji O— 0 I- ;W u I o Z ' W N i. O H� Z • ' ^ NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN OF THE DOCUMENT. 6EAw► L. /Malin 1! 1 MG 4 I Ina lei "MUM ►.71 I, oµ' ni.ft = P_b . ►, o ( a ' Vi•AA -4 = 1, 0 " ( g ) = 0.15 k ' 1.5 L F o f li g IL. Wt t wi a pci 0.--1 1 P -• Bon Marche Furniture Gallery CG Engineering 111 Main Street, Suite 106, Edmonds, WA 98020 By: JG Date: Date: Chkd: Job No. Ng 00015 ` L i,oaz Sheet 'LJa•. • -1 OF TU PERMIT CENTER CG Engineering 111 Main Street, Ste 106 Edmonds, WA 98020 425- 778 -8500 Rev: 510300 User. NW0e00050. Vet 5.1.3, 22Jun•1999, WIn02 (e) 198349 ENERCALC Single Span Beam Analysis Page 1 c: Iwinnt■profiieslstaffIdesktoplrug rack revi Description BEAM 5 [General Information Center Span Left Cantilever Right Cantilever 8.00 ft ft ft Moment of Inertia Elastic Modulus Beam End Fixity Point Loads r Magnitude Location [Query Values Center Location Moment Shear Deflection Summary Moments... Max + @ Center Max - @ Center @ Left Cant @ Right Cant Maximum = 1.000 k 2.000 ft k ft 1.50 k -ft at 2.00 ft 0.00 k -ft at 0.00 ft 0.00 k -ft 0.00 k -ft 1.50 k -ft 0.000 ft 0.00 k -ft 0.75 k 0.00000 in Left Cant Shears... @ Left @ Right Maximum Deflections... @ Center @ Left Cant. @ Right Cant Title : Dsgnr: Description : Scope : 1,000.000 in4 29,000 ksi Pin -Pin k ft 0.000 ft 0.00 k -ft 0.00 k 0.00000 in 0.75 k 0.25 k 0.75 k k ft Right Cant Reactions... @ Left @ Right -0.000 in at 3.53 ft 0.000 in at 0.00 ft 0.000 in at 0.00 ft Job # Date: 2:41 PM, 10 JUL 00 k ft 0.000 ft 0.00 k -ft 0.00 k 0.00000 in 0.75 k 0.25 k RECEIVED err OF TUKWILA AUG - 3 2000 PERMIT CENTER 4 2tv nso% Rr<ck ANALYSIS - 4/' 6x9 Pi-oon.- ro- ae =�x.K1 F tt.o v LOO P.nn� = IS.1I mYhAf = X00. u I4tnit,e BAS. wprN = (7' —(0" PAC VEIZT =C.PI_ SuepuaTs a, P Soeitog -T v 1 1U9pps.T COI.vw,N Ar+1 � (15'.1 1 = iz.Z /11,5' ((a O.LI Ia, 0.9 O. Vt Se o f RA).tsS — a ll O. G c 7.G I,, rr SetSw,rc. (FRow, ,,uri P = O,yS ( t.qo ") 1. Bon Marche Furniture Gallery CG Engineering 111 Main Street, Suite 106, Edmonds, WA 98020 O. 6 I 1` GEAw A -IAL b . S 0.S0 + O. 61 I` `I. 5' By: JG Chkd: Date: R�1E�i1 Dater Job1 G -3( ma Sheet I 011 PERMIT CENTER 1 General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements 1 CG Engineering 111 Main Street, Ste 106 Edmonds, WA 98020 425 - 778 -8500 Rev: 510300 User, M.0003330, Ver 5.1.3. 22,1un•1999, WIn32 (c) 1953.99 ENERCALC Description 6x9 RUG RACK (26" O.C.) Steel Section Combined Stress Ratios AISC Formula H1 - 1 AISC Formula H1 - 2 AISC Formula H1 - 3 Allowable & Actual Stresses Fa : Allowable fa : Actual Fb:xx : Allow (F3.1] fb : xx Actual Fb:yy : Allow (F3.1] fb : yy Actual [Analysis Values F'ex : DL +LL Fey : DL +LL F'ex : DL +LL +ST F'ey : DL +LL +ST Max X -X Axis Deflection TS3X3X3/16 Column Height 12.500 ft End Fixity Pin -Pin Live & Short Term Loads Combined Loads Axial Load... Dead Load Live Load Short Term Load Point lateral Loads... Along Y -Y (strong axis moments) Along X -X ( y moments ) Summary 1 1.90 k k k XX Axis : Fa calc'd per 1.5 -2, K "Ur > Cc YY Axis : Fa calc'd per 1.5 -2, K *L/r > Cc Stresses 8,543 psi 8,543 psi 11,362 psi 11,362 psi -0.762 in at Fy Duration Factor Elastic Modulus X -X Unbraced Y -Y Unbraced Cm:x DL +LL Cm:y DL +LL Cm:x DL +LL +ST Cm:y DL +LL +ST Title : Dsgnr: Description : Scope : Steel Column 46.00 ksi 1,330 29,000.00 ksi 12.500 ft 12.500 ft w Ecc. for X -X Axis Moments Ecc. for Y -Y Axis Moments DL LL ST 0.800 0.610 k k Section : TS3X3X3/16, Height = 12.50ft, Axial Loads: DL = 1.90, LL = 0.00, ST = 0.00k, Unbraced Lengths: X -X = 12.50ft, Y -Y = 12.50ft Dead Live DL + LL 0.4750 0.4750 Dead Live 8.54 ksi 0.00 ksi 0.94 ksi 0.00 ksi 30.36 ksi 0.00 ksi 11.08 ksi 0.00 ksi 30.36 ksi 0.00 ksi 0.00 ksi 0.00 ksi 1.00 0.60 1.00 0.60 7.083 ft Max Y -Y Axis Deflection X -X Sidesway : Y -Y Sidesway : Kxx Kyy DL + LL 8.54 ksi 0.94 ksi 30.36 ksi 11.08 ksi 30.36 ksi 0.00 ksi Job # Date: 11:01AM, 7 JUL 00 Page 1 c: lwinnl 1profileslstaft\desktoplrug rack rev Cb:x DL +LL Cb:y DL +LL Cb:x DL +LL +ST Cb:y DL +LL +ST 0.000 in at in in Height 10.000 ft ft Column Design OK Ecc. = 0.000in DL + ST + (LL if Chosen) 0.5663 DL + Short 11.36 ksi 0.94 ksi 40.38 ksi 19.52 ksi 40.38 ksi Restrained Restrained 0.00 ksi 1.000 1.000 1.00 1.75 1.00 1.75 0.000 ft RECEIVED CITY OF TUKWILA AUG - 3 2000 PERMIT CENTER re W UO to 0 ` = N LL W 0 g : J , u.. I-- w z0 W W 2 0 U 0; 0 N 0 I - ° W 0 � ui Z CG Engineering 111 Main Street, Ste 106 Edmonds, WA 98020 425 - 778 -8500 Depth Width Thickness 3.00 in 3.000 In 0.188 in Rev: 5t0300 User. KW.O 83330, Ver 5.1.3, 22Jun•1999, Wln32 (e) 1913-99 ENERCALC Steel Column Page 2 c:l winntlprofiles(.statt'desktop\rua rack revi Description 6x9 RUG RACK (26" O.C.) Section Properties TS3X3X3/16 1 Weight Area Title : Dsgnr: Description : Scope : 6.86 #/ft 2.02 in2 1-)dc I -yy S-xx S -yy r -roc r -yy Job # Date: 11:01AM, 7 JUL 00 2.60 in4 2.60 in4 1.733in3 1.733 in3 1.135 in 1.135 in RECEIVED CITY OF TUKWILA AUG - 3 2000 PERMIT CENTER CG Engineering 111 Main Street, Ste 106 Edmonds, WA 98020 425 - 778 -8500 Description Steel Section : TS3X3X3116 Center Span Left Cant. Right Cant Lu : Unbraced Length #1 #2 Dead Load 0.800 -0.800 Live Load Short Term 0.610 -0.610 Location 0.250 10.000 Summary Shear fv : Shear Stress fv I Fv •_ Force & Stress Summary Max. M + Max. M - Max. M @ Left Max. M @ Right Shear @ Left Shear @ Right Center Defl. Left Cant Defl Right Cant Defl ...Query Defl @ Reaction @ Left Reaction @ Rt Fa calc'd per 1.5 -2, Depth Width Thickness Area 6x9 RUG RACK BEAM (26" O.C.) 0.640 in 0.000 in 0.000 in 0.000 ft 0.000 1.14 -1.06 K•Ur> Cc 3.000 in 3.000 in 0.188 in 12.50 ft 0.00 ft 0.00 ft 12.50 ft 1.143 k 1.016 ksi 0.042 : 1 0.342 0.000 0.000 0.67 -0.58 #3 Weight I -xx I -yy S -xx 2.02 in2 S -yy Pinned - Pinned Bm Wt. Added to Loads LL & ST Act Together 0.000 0.000 0.000 0.000 #4 Title : Dsgnr: Description : Scope : . Using: TS3X3X3 /16 section, Span = 12.50ft, Fy = 46.0ksi End Fixity = Pinned - Pinned, Lu = 12.50ft, LDF = 1.330 Actual Allowable Moment 2.664 k -ft 5.832 k -ft fb : Bending Stress 18.441 ksi 40.379 ksi fblFb 0.457:1 13.766 k 24.472 ksi 0.640 0.000 0.000 0.000 1,14 -1.06 6.86 #/ft 2.60 in4 2,60 in4 1.733 in3 1.733 in3 #5 Fy Load Duration Factor Elastic Modulus #6 0.000 0.000 0.000 Max. Deflection Length /DL Defl Length /(DL +LL Defl) 0.000 Job # Date: 11:06AM, 7 JUL 00 Rev: 510300 User. KW43e03330, Ver 5.1.3, 22•un•1999. Mn32 (e1 196109 ENERCALC Steel Beam Design Page 1 c:l winnt \profileslslaftldesktoplrug rack revi [General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements 46.00 ksi 1.33 29,000.0 ksi [Point Loads 1 #7 k k k ft Beam OK Short Term Load Case Governs Stress «- These columns are Dead + Live Load placed as noted -» DL LL LL +ST LL LL +ST Maximum Only (off Center e Center e Cants (a7 Cants 2.66 k -ft 0.17 0.29 k -ft -1.47 -2.66 k -ft k -ft k -ft 1.14 k 0.67 1.14 k 1.06 k 0.58 1.06 k 0.000 in 0.000 in 0.000 in 0.000 in k k 0.640 in 438.4: 1 234.5 : 1 Section Properties TS3X3X3116 1.135 in 1.135 in I RECEIVED CITY OF TUKWILA AUG 3 2000 PERMIT CENTER I n1; O O in WW NIL.;: W O = al Lu 1- O, Z !-< W D Q' O N . , , Q I- I- - Z le i UN 0 • (LH (12,H) LO. 4A, Crsilept r- I. 1 .14 "/ 1,4 rA t (415°) saP(E Bon Marche Marche Furniture Gallery O. `B KS= 3.75 1 " CG Engineering 111 Main Street, Suite 106, Edmonds, WA 98020 2,6S Tme.r 1.40 Ics= r- (LI 14 ) Z Z.42_ = t.I 16 z•6 Z. 2." z.tz.' 2.(.0 By: JG Chkd: Date: 6 $= 1./5 A T. I. Lla 1%1 h. 7 /0 0 Date: Job No. Sheet o VarNI.UPOWca...„ w 0 gL u. 4, ca — a LU Z Z UJ tu; , 111 Z I LU 0- 1 0 (,14scle. 6EAweS /44 N at-ran rp (JzabowA.L 1312.4GGS lox9 Rn, . VEM11 L. Lo PeNZNT a 2• t - 2.to S Lee 'iL•eVLOUS PPba T-°0. LewDS' Seam 0 Bert w1 r1 —3.9 t,. 01,.as = IT. 2 Ic.F.• V ,4,11.E 1 1 4.1 L1w.nv = 0.1°7 (' / (00) 6.100 k • F Vw.�v Z.Z IL 6•K = 0.2.5 B eA m 4.3 2 to Pea...►T • O V T Rtt -4.zv•' Bon Marche Furniture Gallery W (IO Psr)(V) = 4:.o Pe-F v .W.II . •E ■ :sue j N.LS ,t 44.L5' J W= Sc PLF \ z CG Engineering 111 Main Street, Suite 106, Edmonds, WA 98020 CZeR**1.. ORovtau Rfre) . LS' EXLSr. 44 It• -4 MMI.L ` I5. Id Fr 50 4 " 14 ° (0 emelt- S'*YESSEO SCSI Li 0- TC I;Qf+ � tH y F Mr.% (See 1%.0 - % Chkd: . I. rhicermss >< 7 ST. V >< 110 o V.1 — see A ri 0.1 E 14y= -1.1 Amf /6.t it. Fr (oKv - pea. By: JG TO Qtpw+ I Date: - 7 / AtGENED Date: CITY OF TUKWI Job No. Sheet 0001 I.d PERMIT CENTER t°.'osiolwavtautrlilSk4a... i61�±Wa 14e dPabv aR%y P d4 xaS;t'IMWS,74X.mi'td' „kS.�a)fa ALCSu. r 4{ tti'ua 1' Ay W C) Q N CO W ` 11.1 O ! v 1- W Z p rL O ,. W a U O H? W W I U ; . — Z 5 U N O : c a p m m g ° CID Ln N c 0 ___ C == -J NOTICE IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. C) EXIST. WALL IELSTUI \G WALL WALL __1 I_I NOTICE IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. AlIAOHLD 10 CLII TYE r (,eAw� Q3 (SQP.Y1 ® 16-1 Ft = 1 4.1 Z Bon Marche Furniture Gallery 1,12.* 2.65 1 1,S 1 0.1•! / A / CG Engineering 111 Main Street, Suite 106, Edmonds, WA 98020 Ix) 0 Per , 40 By: JG Chkd: "CI 0 ° RECEIVED Date: Date: Job No. 4)friLe Sheet fiu_G PERMIT CENTER .1' CG Engineering 111 Main Street, Ste 106 Edmonds, WA 98020 425- 778 -8500 Rev: 510300 User. NW.0e03330, Ver 5.1.3. 22Jun•1999. WIn32 (e) 1903.99 ENERCALC Single Span Beam Analysis Page 1 c:\winnt \profileslstaff desktoplrug rack revs Description General Information Center Span Left Cantilever Right Cantilever Uniform Loads U On Center Span... # 1 0.080 k/ft [point Loads I Magnitude Location LQ uery Values Center Location 0.000 ft Moment 0.00 k -ft Shear -3.92 k Deflection 0.00000 in Sum Moments... Max + @ Center Max - @ Center @ Left Cant @ Right Cant Maximum = BEAM 1 20.00 ft ft ft -2.120 k 1.700 ft 17.19 k -ft Moment of Inertia Elastic Modulus Beam End Fixity On Left Cantilever... #1 -2.120 k 6.000 ft 0.00 k -ft at 20.00 ft -17.19 k -ft at 10.22 ft 0.00 k -ft 0.00 k -ft Title : Dsgnr: Description : Scope : 1,034.000 in4 1,600 ksi Pin -Pin -2.650 k 10.250 ft k/ft Left Cant 0.000 ft 0.00 k -ft 0.00 k 0.00000 in Shears... @ Left @ Right Maximum Deflections... @ Center @ Left Cant. @ Right Cant k ft Reactions... 3.92 k ©. Left 1.37 k @ Right 4.05 k 0.675 in at 9,50 ft 0.000 in at 0.00 ft 0.000 in at 0.00 ft Job # Date: 2:41 PM, 10 JUL 00 On Right Cantilever... # 1 k/ft k ft Right Cant 0.000 ft 0.00 k -ft 0.00 k 0.00000 in -3.92 k -1.37 k RECEIVED CITY OF TUKWILA AUG - 3 2000 PERMIT CENTER R sserceMN'rN1u CG Engineering 111 Main Street, Ste 106 Edmonds, WA 98020 425 - 778 -8500 Rev: 510300 User. XW.0E03330, Vet 5.1.3. 22Jun•1999, WIn32 (t) 199349 ENERCALC Single Span Beam Analysis Page 1 c: Iwinntlprofileslstaffldesktoptrue rack revs Description General Information Center Span Left Cantilever Right Cantilever Uniform Loads On Center Span... # 1 0.080 k/ft Point Loads Magnitude Location Query Values i Center Location Moment Shear Deflection Summary Moments... Max + @ Center Max - @ Center @ Left Cant @ Right Cant Maximum = BEAM 2 20.00 ft -2.650 k 3.500 ft Moment of Inertia ft Elastic Modulus ft Beam End Fixity 6.60 k -ft 0.000 ft 0.00 k -ft -1.75 k 0.00000 in -2.650 k 17.250 ft 0.00 k -ft at 20.00 ft -6.60 k -ft at 3.53 ft 0.00 k -ft 0.00 k -ft On Left Cantilever... #1 Left Cant Shears... @ Left @ Right Maximum Scope : Deflections... @ Center @ Left Cant. @ Right Cant Title : Dsgnr: Description : 1,034.000 in4 1,600 ksi Pin -Pin k/ft k ft 0.000 ft 0.00 k -ft 0.00 k 0.00000 in On Right Cantilever... # 1 k ft Right Cant Reactions... 1.75 k @ Left 1.95 k @ Right 2.17 k 0.244 in at 9.74 ft 0.000 in at 0.00 ft 0.000 in at 0.00 ft Job # Date: 2:41 PM, 10 JUL 00 k ft k/ft 0.000 ft 0.00 k -ft 0.00 k 0.00000 in -1.75 k -1.95 k RECEIVED erre OF TUKWILA AUG - 3 2000 PERMIT CENTER 1 t W! Q V; N u ( ( W ` W } 0 g u._'. N Chi I . z �' W w• n p : ON D t— w w U' t . . z U z CG Engineering 111 Main Street, Ste 106 Edmonds, WA 98020 425- 778 -8500 Rev: 510300 User. KW- 0603330, Ver 5.1.3. 22Jun4 999, W1n32 _ (t) 1053419ENERCALC Single Span Beam Analysis Page 1 c:\ winnt \profiles\staffldesktop \ruq rack revi Description General Information Center Span Left Cantilever Right Cantilever Uniform Loads On Center Span... # 1 0.080 k/ft Point Loads Magnitude Location Center Location Moment Shear Deflection Summary Moments... Max + @ Center Max - @ Center @ Left Cant @ Right Cant Maximum = BEAM 3 20.00 ft ft ft -2.120 k 1.000 ft 16.18 k -ft 0.000 ft 0.00 k -ft -4.17 k 0.00000 in Moment of Inertia Elastic Modulus Beam End Fixity On Left Cantilever... # 1 -2.120 k 5.250 ft 0.00 k -ft at 20.00 ft -16.18 k -ft at 9.50 ft 0.00 k -ft 0.00 k -ft Left Cant Scope : -2.650 k 9.500 ft Shears... @ Left @ Right Maximum Deflections... @ Center @ Left Cant. @ Right Cant Title : Dsgnr: Description : 1,034.000 in4 1,600 ksi Pin -Pin k/ft 0.000 ft 0.00 k -ft 0.00 k 0.00000 in Job # Date: 2:41PM, 10 JUL 00 On Right Cantilever... # 1 k/ft k ft Query Values Right Cant Reactions... 4.17 k @ Left 1.12 k @ Right 4.25 k 0.608 in at 9.34 ft 0.000 in at 0.00 ft 0.000 in at 0.00 ft k ft 0.000 ft 0.00 k -ft 0.00 k 0.00000 in -4.17 k -1.12 k RECEIVED OITY OF TUKWILA AUG - 3 2000 PERMIT CENTER I.0 3S coo: WW N LL; W O g J` N W:. Z 0, W uJ; gyp; 0 Ny 0 H WW. - Z • 111 0 : 0 ` CG Engineering 111 Main Street, Ste 106 Edmonds, WA 98020 425- 778 -8500 Rev: 510300 User. KW-0601330, We C1,3, 22-Jun-1999, WIn31 (c) 19E199 ENERCALC Single Span Beam Analysis Page 1 c: \winnt \profiles\stamdesktop\ruq rack revi Description General Information Center Span Left Cantilever Right Cantilever Point Loads Magnitude Location Query Values Summary Moments... Max + @ Center Max - @ Center @ Left Cant @ Right Cant Maximum = BEAM 4 20.00 ft ft ft 2.120 k 1.700 ft 21.19 k -ft Moment of Inertia Elastic Modulus Beam End Fixity 2.120 k 6.000 ft 21.19 k -ft at 10.22 ft 0.00 k -ft at 20.00 ft 0.00 k -ft 0.00 k -ft 2.650 k 10.250 ft Center Location 0.000 ft Left Cant 0.000 ft Moment 0.00 k -ft 0.00 k -ft Shear 4.72 k 0.00 k Deflection 0.00000 in 0.00000 in Shears... @ Left @ Right Maximum Deflections... @ Center @ Left Cant. @ Right Cant Title : Dsgnr: Description : Scope : 738.000 in4 1,800 ksi Pin -Pin 4.72 k 2.17 k 4.72 k k ft Reactions... @ Left @ Right -1.056 in at 9.58 ft 0.000 in at 0.00 ft 0.000 in at 0.00 ft Job # Date: 2:41 PM, 10 JUL 00 k ft Right Cant 0.000 ft 0.00 k -ft 0.00 k 0.00000 in 4.72 k 2.17 k RECEIVED CITY OF TUKWILA AUG - 3 2000 PERMIT CENTER 1 -v4rba (Z-rVu. Av4AL`4 otS 12.. 1( 9 FLOOa. -TO - Ge tL.trzG F Qom 1.0055 rAvAt+v - 151 , ‘c. • F. r F4tN612 CAa_ c..tamiErt14 a I2. -b S PA(,E VLR.i C.AL SU /Pot.TS Q, I' - b PcoIJoRr = ( 1. ' SI /IZ. S') ( Z1, O = d.6 Vv1s„avdtir = ( (►SI.Z k.. Fr) = IS. 1 I`, Fr Sexsw%tc. (FaoAn 1.011) P= 0, '.15 ( a. —) /l,y = O.4`al CALu»+ ANALYSIS z. 6 " t ENrsae se-1- o f ZiGS 1.91•+ 0.154` 1 0.94 Bon Marche Furniture Gallery CG Engineering 111 Main Street, Suite 106, Edmonds, WA 98020 13EAm AN AL..? ST. I.s' By: JG Chkd: Date: b Date: )(MLA Job No. AUG .00915 an r I Sheet PERMIT CENTER W ; D V U . erg W, W 01 2 d : Ui t-' w W'.. U 0 co 0 —i O I-i W i d Z 0 N . E" Z( 0 Z . CG Engineering 111 Main Street, Ste 106 Edmonds, WA 98020 425- 778 -8500 Rev: 510300 User. KW.0e03330. Vet 5.1.3, 224un.1999, WIn32 (e) 1903.99 ENERCAI.c Steel Column Page 1 c: \winntlprofiles.staffldesktoplrug rack revs General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements ` Description L Stresses Steel Section Column Height 12.500 ft End Fixity Pin -Pin Live & Short Term Loads Combined _ Loads I Axial Load... Dead Load Live Load Short Term Load Point lateral Loads... Along Y -Y (strong axis moments) Along X -X ( y moments ) Summary Section : TS3.5X3.5X3/16, Unbraced Lengths: X -X = Combined Stress Ratios AISC Formula H1 -1 AISC Formula H1 - 2 AISC Formula H1 - 3 XX Axis : Fa calc'd per 1.5 -2, K *LJr > Cc YY Axis : Fa calc'd per 1.5 -2, K *L/r > Cc Allowable & Actual Stresses Fa : Allowable fa : Actual Fb:xx : Allow (F3.11 fb : )x Actual Fb:yy : Allow (F3.1] fb : yy Actual F'ex : DL +LL Fey : DL +LL F'ex : DL +LL +ST F'ey : DL +LL +ST Max X -X Axis Deflection 12x9 RUG RACK (18" O.C.) TS3.5X3.5X3116 2.60 k k k Height = 12.50ft, Axial Loads: 12.50ft, Y -Y = 12.50ft Dead 11,913 psi 11,913 psi 15,845 psi 15,845 psi -0.900 in Fy Duration Factor Elastic Modulus X -X Unbraced Y -Y Unbraced DL 0.7072 1.910 Dead 11.91 ksi 1.09 ksi Title : Dsgnr: Description : Scope : 46.00 ksi 1.330 29,000.00 ksi 12.500 ft 12.500 ft Ecc. for X -X Axis Moments Ecc. for Y -Y Axis Moments LL DL = 2.60, LL = 0.00, ST = Live DL + LL Live 0.00 ksi 0.00 ksi 30.36 ksi 0.00 ksi 18.70 ksi 0.00 ksi 30.36 ksi 0.00 ksi 0.00 ksi 0.00 ksi 0.7072 Cm:x DL +LL 1.00 Cm:y DL +LL 0.60 Cm:x DL +LL +ST 1.00 Cm:y DL +LL +ST 0.60 at 7.083 ft Max Y -Y Axis Deflection ST 0.840 k k X -X Sidesway : Y -Y Sidesway : Kxx Kyy DL + LL 11.91 ksi 1.09 ksi 30.36 ksi 18.70 ksi 30.36 ksi 0.00 ksi Job # Date: 8:58AM, 27 JUN 00 in in Cb:x DL +LL Cb:y DL +LL Cb:x DL +LL +ST Cb:y DL +LL +ST 0.000 in at Height 10.000 ft ft DL + ST + (LL if Chosen) 0.7354 DL + Short 15.84 ksi 1.09 ksi 40.38 ksi 26.92 ksi Restrained Restrained 40.38 ksi 0.00 ksi 1.000 1.000 Column Design OK 0.00k, Ecc. = 0.000in Analysis Values I 1.00 1.75 1.00 1.75 0.000 ft RECED CITY OF TU KKWILA AUG - 3 2000 PERMIT CENTER ow ra CG Engineering 111 Main Street, Ste 106 Edmonds, WA 98020 425 - 778 -8500 Rw: 510300 User KW- 0003330. V„ 5.1.5.22Jun•1999. WIn52 (c) 190540 ENERCALC Steel Column Page 2 c:twinnt profileslstaff\desktop\mq rack revi Description 12x9 RUG RACK (18" O.C.) [Section Properties TS3.5X3.5X3116 U Depth Width Thickness 3.50 in 3.500 in 0.188 in Weight Area Title : Dsgnr: Description : Scope : 8.12 #/ft 2.39 in2 I -)oc I • S -)oc S -yy r -roc r -yy Job # Date: 8:58AM, 27 JUN 00 4.29 in4 4.29 in4 2.451 in3 2.451 in3 1.340 in 1.340 in RECEIVED CITY OFTUKWIIA AUG - 3 2000 PERMIT CENTER I nZ c1 rYiltfra. a fiA" u\SJY,r ;'air.4 e,SM::al , ri c.) . W W J u. WO IL Q e d Z .. W W' 9 cot Cpl.: Oi- W W • ' .`. V N 0 Z CG Engineering 111 Main Street, Ste 106 Edmonds, WA 98020 425 - 778 -8500 Rev 510300 User. K•0903330. Ver 5.1.3. 22Jun•1990. WIn32 (e) 1993.99 ENERCALC Steel Beam Design Page 1 c:lwinnt\prorileslstatr desktopkrug rack reel Description General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section : TS3.5X3.5X3/16 Center Span Left Cant. Right Cant Lu : Unbraced Length Point Loads 1 Dead Load Live Load Short Term Location Summary Using: TS3.5X3.5X3/16 section, Span = 12.50ft, Fy = 46.0ksi End Fixity = Pinned - Pinned, Lu = 12.50ft, LDF = 1.330 Actual Allowable Moment 5.261 k -ft 8.249 k -ft fb : Bending Stress 25.753 ksi 40.379 ksi fb / Fb 0.638: 1 Area Shear fv : Shear Stress fv / Fv Force & Stress Summary 1 Max. M + Max. M - Max. M @ Left Max. M @ Right Shear © Left Shear © Right Center Defl. Left Cant Defl Right Cant Defl ...Query Deft @ Reaction © Left Reaction @ Rt Maximum 5.26 k -ft 0.779 in 0.000 in 0.000 in 0.000 ft 2.20 -2.09 Fa calc'd per 1.5 -2, K'.../r> Cc Depth Width Thickness 12x9 RUG RACK BEAM (18" O.C.) #1 #2 #3 #4 #5 #6 #7 1.910 -1.910 k k 0.840 -0.840 k 0.250 10.000 ft 12.50 ft 0.00 ft 0.00 ft 12.50 ft 2.196 k 1.673 ksi 0.068 : 1 «- These columns are Dead + Live Load placed as noted -» DL LL LL +ST LL LL +ST Only 0 Center e Center (off Cants Cad Cants 0.38 0.55 k -ft -3.62 -5.26 k -ft k -ft k -ft 2.20 k 1.54 2.20 k 2.09 k 1.44 2.09 k 0.530 0.000 0.000 0.000 1.54 -1.44 Pinned - Pinned Bm Wt. Added to Loads LL & ST Act Together 0.000 0.000 0.000 0.000 Title : Dsgnr: Description : Scope : 16.060 k 24.472 ksi 414+0. 0.779 0.000 0.000 0.000 2.20 -2.09 3.500 in Weight 8.12 #/ft 3.500in 1 -)x 4.29 in4 0.188 in I -yy 4.29 in4 S -xx 2.451 in3 2.39 in2 S -yy 2.451 in3 Fy 46.00 ksi Load Duration Factor 1.33 Elastic Modulus 29,000.0 ksi Beam OK Short Term Load Case Governs Stress Max. Deflection Length /DL Defl Length /(DL +LL Defl) 0.000 0.000 0.000 moc r -yy Job # Date: 8:59AM, 27 JUN 00 0.000 in 0.000 in 0.000 in 0.000 0.000 in k k 0.779 in 282.9 : 1 192.6:1 Section Properties TS3.5X3.5X3/16 1.340 in 1.340 in RECEIVED CITY OF TUKWILA AUG PERMIT CENTER rs iw�++as r1dRrARf�nne.eti _. UJ r 6 g C.) 0 N0 : t WW n UJ W0 co 3 1- 0 Z W W' CI 0 - 0l , W W 1--V U. z , V U) NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT DUE TO THE QUALITY, OF THE DOCUMENT. NOTICE: IF. THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT. IS DUE TO THE QUALITY OF THE DOCUMENT. Ce441 s C o.vN6.c.T g 0 P =5. 5 M ' Jr Mwd►� = PL = (S.S (1C 'I ti a = PL3 = cs,s") (i40 ") tia 4a (rboo,r.tix)(.,s./•;ay) `1 W1ww a 21, 0 v. I F'r ro rz yt. o *As P 3• /I = 0.3 1 " (.k/ LW.) CG Engineering 111 Main Street, Suite 106, Edmonds, WA 98020 21 S µ. , f r r4.1 s'/ 1S " c. L. s c 1 19 " CL/z.02. S. 5" IA 5 1t IL 64.4 $ 12.1 iA r _ 7J41 P.. Bon Marche Furniture Gallery ( n- 4,7." By: JG Chkd: RECEIVED CITY OF TUKWILA AUG - 3 2000 PERMIT CENTER I Date: Co( zke 100 Date: Job No. 00015.10 Sheet I , O "-15 NW' 9, W 0 } ` g J, u. 4; = 0` H z H. w w v 10 NS oI W • Z' V 2? Z STRUCTURAL CALCULATIONS The Bon Marche Furniture Gallery Submitted To: William Polk Associates 1120 Post Alley Seattle, WA Project No. 0015.10 Designed By [EXPIRES 7/ 6 / %Q. O , C � O ENGINEERING 111 MAIN STREET, SUITE 106 EDMONDS. WA 93030 PHONE: (425) 773 -3600 FAX: (425) 773 -5536 For CID( OF LA MN';! 1 2 2000 PERMIT CENTER zccol 43 "W.09•jrc4 _prulect$Projecn•1 10 Dun.Iuchc Cu■cr dec rc.u. Cr RMCK ANAL4StS -- P 4x L ■14 sertteS Ps :) (y') (6 (2) = 46 Z_.. Qub + FtA;t;E t gue,sprzwi TOTAL WGzfrwr G ( 9C0 l SO AQ "S Az -) 3.5 ;.14 c.14 A RwI WEta MT IC.1 k' Fr (Cd1 ... Et: :!'t '/L e d;••■fl Vr' -v '25 (: ri ) iz z S. Bon Marche Furniture Gallery CG Engineering 1 1 1 Main Street. Suite 106. Edmonds. OVA 9S0 =0 Date: Date: '/t 0 /e. By: JG Chkd: Job No. 00015.10 Sheet 1.001 CG Engineering 111 Main Street, Ste 106 Edmonds, WA 98020 425-778-8500 MM' 310300 Or 4WL403330. V.t 3.I J. ;:•:un I000 YhnJ: cc) I 3.x ENE:CALC Description 4x6 RUG RACK General Information Steel Section TS6X4X1 /4 Column Height 12.000 ft End Fixity Pin -Pin Live & Short Term Loads Combined Loads I Axial Load... Dead Load Live Load Short Term Load Point lateral Loads... Along Y -Y (strong axis moments) Along X -X (y moments ) Summary Section : TS6X4X1 /4, Height = 12.00ft, Axial Loads: DL = Unbraced Lengths: X -X = 12.00ft, Y -Y = 12.00ft Combined Stress Ratios Dea AISC Formula H1 - 1 AISC Formula H1 - 2 AISC Formula H1 •3 XX Axis : Fa calc'd per 1.5 - 1, K < Cc YY Axis : Fa calc'd per 1.5 -1. K'L/r < Cc Stresses Allowable & Actual Stresses Fa : Allowable fa : Actual Fb:xx : Allow (F3.11 fb : xx Actual Fb:yy : Allow (F3.11 fb : yy Actual Analysis Values F'ex : DL+LL _ V F'ey : DL +LL F'ex : DL +LL +ST F'ey : DL +LL +ST Max X -X Axis Deflection MiltfirMaltleivelltVoiation 1.44 k k k 34,674 psi 18,357 psi 46,117 psi 24,15 psi -0.130 in Calculations are designed to AISC 9th Edition ASO and 1997 UBC Requirements Fy Duration Factor Elastic Modulus X -X Unbraced Y -Y Unbraced DL 0.650 0.1514 Dead 14.18 ksi 0.31 ksi 23.76 ksi 3.07 ksi 23.76 ksi 0.00 ksi Title : Dsgnr: Description : Scope : Steel Column 36.00 ksi 1.330 29,000.00 ksi 12.000 ft 12.000 ft Ecc. for X -X Axis Moments Ecc. for Y -Y Axis Moments LL ive Live 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi ST 0.740 k k 0.1514 Cm:x DL +LL 1.00 Cm:y DL +LL 0.60 Cm:x DL +LL +ST 1.00 Cm:y DL +LL +ST 0.50 at 6.320 ft Max Y -Y Axis Deflection Page 1 C:lwirnr\crctriesls X -X Sidesway : Y -Y Sidesway : Kxx Kyy DL .L 14.18 ksi 0.31 ksi 23.76 ksi 3.07 ksi 23.76 ksi 0.00 ksi Job II Date: 2:05PM, 10 MAR 00 in in Heicht 7.000 ft ft DL L DL ST + (LL if Chosen) 0.2244 + Short 18.86 ksi 0.31 ksi Restrained Restrained Column Design OK 1.44, LL = 0.00, ST = 0.00k, Ecc. = 0.000in 31.60 ksi 6.57 ksi 31.60 ksi 0.00 ksi 1.000 1.000 Cb:x DL +LL 1.00 Cb:y DL +LL 1.75 Cb:x DL +LL +ST 1.00 Cb:y DL +LL +ST 1.75 0.000 in at 0.000 ft CG Engineering 111 Main Street, Ste 106 Edmonds, WA 98020 425.778.8500 Rev: 510300 User KW.O 03330. vet 5.1.3.22•JU,1000. W'42 (C) 106100 ENERCALC Description 4x6 RUG RACK Section Properties TS6X4X1 /4 Depth Width Thickness 6.00 in 4.000 in 0.250 in Weight Area Title : Dsgnr: Description : Scope : Steel Column 15.59 it/ft 4.59 in2 Job # Date: 2:05PM, 10 MAR 00 Page 2 1 c:\ winnt\ orOfiles \ staff \ Cesktco \ rua rack.?cw• I -xx 22.10 in4 I -yy 11.70 in4 S -xx 7.367 in3 S -yy 5.850 in3 r•xx 2.194 in r•yy 1.597 in CG Engineering 111 Main Street, Ste 106 Edmonds, WA 98020 425 -778 -8500 Rev 510300 Use''Wates330. veq 5.13. 22J1.$1.1007. Wn32 (CI I83.20 5NEfCALC Description 4x6 RUG RACK BEAM [ General Information Steel Section : TS6X4X1 /4 Center Span Left Cant. Right Cant Lu : Unbraced Length [point Loads Oead Load Live Load Short Term Location Max. M + Max. M - Max.�vt ' Left Max. M C Right Shear © Left Shear © Right Center Dell. Left Cant Deft Right Cant Dell ...Query Oef I Reaction © Left Reaction © Rt Section Properties Depth Width Thickness Area #1 0.650 0.250 Using: TS6X4X1 /4 section, Span = End Fixity = Pinned - Pinned, Lu = 1 Moment fb : Bending Stress fb / Fb Shear fv : Shear Stres: fv /Fv Force & Stress Summary Maximum 5.91 k -ft 0.37 k 0.19 k 0.703 in 0.000 in 0.000 in 0.000 ft 0.37 -0.19 Fa calc'd per 1.5 -2, K'L/r > Cc 4.59 in2 25.00 ft 0.00 ft 0.00 ft 18.00 ft TS6X4X1 /4 6.000 in 4.000 in 0.250 in #2 • •0.650 -0.740 7.000 7.000 25.00ft, Fy = 36.0ksi 8.00ft, LDF = 1.330 Actual Allowable 19.399 k -ft 31.601 ksi 5.906 k -ft 9.621 ksi 0.304 : 1 0.370 k 0.123 ksi 0.006 : 1 « -- These columns are Dead + Live Load placed as noted - -» OL LL LL +ST LL LL +ST Only © Center 9 Center Chi Cants a Cants 0.08 -2.18 0.37 0.02 0.209 0.000 0.000 0.000 0.37 0.02 Steel Beam Design Calculations are designed to AISC 9th Edition ASO and 1997 USC Requirements ; Pinned - Pinned Bm Wt. Added to Loads LL & ST Act Together #3 Weight l -xx 1 -r/ S -xx S- r/ 0.000 0.000 0.000 0.000 Title : Dsgnr: Description : Scope : #4 28.728 k 19.152 ksi -5.91 0.16 0.19 0.703 0.000 0.000 0.000 -0.16 -0.19 15.59 # /ft 22.10 in4 11.70 in4 7.367 in3 5.850 in3 #5 Page 1 r : t winnf t crafilest Stcff t deskfCot ruG rrck.4c'.v Fy 36.00 ksi Load Duration Factor 1.33 Elastic Modulus 29,000.0 ksi Beam OK Short Term Load Case Governs Stress Max. Deflection Length/DL Deft Length /(DL +LL Defl) r -xx r -yy # 6 0.000 0.000 0.000 0.000 Job # Date: 2:05PM, 10 MAR 00 #7 k k k ft 0.703 in 1,432.2: 1 426.7 : 1 k -ft k -ft k -ft k -ft k k 0.000 in 0.000 in 0.000 in 0.000 in k k 2.194 in 1.597 in U Q I N U CO W W 2 g 1L W W, F ; H Z 2 U 0 :. O N ca W I H U ! rf U. V co Z tJ 4 x6 R SERIES ELF - STANDING DISPLAY t Seiies Displays provide self - standing versatility , f ' heavier goods. A sturdy. all-steel design bolts ; t)gether easily. R 46 with 10 It 46 (3/47 arms and braces., R 46 with 20 R 46 (3/4 ") arms and braces. nit Height: 7'3' Finis. Color: Almond ptional Rug Wings: WW-72 mesh -style for shaped gsican be mixed or substituted. Priced Separately. ps: Best 02A (3/4 ") on R46 arm. Best M2W on WW -72 wing. Sold. separately. See page 16. NOTE: Best W7`.4 Senses W . • • . .• ys axe for- mounting to load bearing or reinforced walls ocly: Blew consult with your building engineer or ; architect before ordering. When installed, one third I f the wei: ht is su • • -tied by the • : bar. while the , . m ng two tart- tra :red to e pivot bar, which tens on the Boor. 1Q WM 46 with 10 to 50 E? 46 (3/4') arms and ' traces. Unit Height:, 2"r' Finish Color: Almond Jp ptional Rug Wings: WW - mesh -style for shaped tugs can be mixed or substituted. Priced separately. Ps: Best #2A (3/4 ") on R46 arrz. Best 02W on WW -72 wing. Id Separately. See page 16. MUMBER OF ARMS 10 15 HINGE BAR WIOTr1 Z6' 3'9' /TOTAL WIDTH 91' 10'5 T W1CTN (Tor WM ar+d 1031 displays) HINGE BM 4 5 -9' 15 .uri>••w Mee Tabie) TOTAL WIDTH (See Table) 20 25 ( 30 .) .35 40 5'0' 6'3' 89' 10'7 111 121' 11'6 13'0' 14'3" 169- 18'0' 197 3 .F.v.mvlo.wk.rar tat •t 1- 11.00.3448EST 50 ().A61.5 fgg7 FreaM - ,2-5tqD Load Qwrinp Wet ttingr `r Through Belt disPlaY bsYstew z re � � 00 to o: N LL w 0 gQ a O . z uj U O 0 N 0 I- W W` Um — Z • w H I . z R .& AmALYSZS Alm WEIE.47 = Ca tSF) (V)(9 (z) _ atr TOrpL --Is (vz Wn1 SOIL: -ES ;11, ) 70 R4is /RA ) = IS. 12 k C l '— i1 10 F m/�v : 15.1 "I'v">.ti (IS. 1 k ) ( 4.0 _ 0.4 • C3r ( �. r�iiAl C'..��.r•n 3 Ii;;S .ST 11: 1iriCVC: Vrrorc. 44 rs tF 1.5 .!"1(.: r.: L:" - Ib.. µ (4,1 By: JG Chkd: Date: Date: 3 Bon Marche Furniture Gallery CG Engineering 111 Main Street. Suite 106. Edmonds. WA 9S020 Job No. 00015.10 Sheet 1.0 c +o ILI • O, 0 0 rn W W • 0 g , J ; • CJ; W Z o' Z ui D0 W W; U. O tl Z CG Engineering 111 Main Street, Ste 106 • Edmonds, WA 98020 425 -778 -8500 Use 310700 usa: 4VfoC3.12 ; 'et 5.1 ].::vun•l000, •NN2 (c) 1g53 44 EY.7C. =LC Steel Column Page 1 c\ winnt\ cronies\ stcff Cesktoo\ ruc rcck ecw• Description [General Information Calculations are designed to AISC 9th Edition ASO and 1997 UBC Requirements [ads Steel Section 6x9 RUG RACK '•XS8X4X1 /4 Column Height 15.000 ft End Fixity Pin -Pin Live & Short Term Loads Combined Fy Duration Factor Elastic Modulus X -X Unbraced Y•Y Unbraced Title : Osgnr: Description : Scope : 36.00 ksi 1.330 29,000.00 ksi 15.000 ft 15.000 ft X -X Sidesway : Y -Y Sidesway : Kxx Kyy Job s Date: 2:27PM, 10 MAR 00 Axial Load... Dead Load 5.03 k Ecc. for X -X Axis Moments in Live Load k Ecc. for Y -Y Axis Moments in Short Term Load k Point lateral Loads... OL _LL._ ST Height Along Y -Y (strong axis moments) 2.033 1.000 k 10.000 ft Along X -X (y moments) k ft Column Design OK Section : TS8X4X1 /4, Height = 15.00ft, Axial Loads: DL = 5,03, LL = 0.00, ST = 0.00k, Ecc. = 0.000in Unbraced Lengths: X•X = 15.00ft, Y -Y = 15.00ft Combined Stress Ratios Dead Live DL y LL DL + ST + fLL if Chosen) AISC Formula H1 • 1 AISC Formula H1 - 2 AISC Formula H1 - 3 0.3796 XX Axis : Fa calc'd per 1.5 -1, K'ir < Cc YY Axis : Fa calc'd per 1.5 -1. K'LJr < Cc 0.3796 0.3977 Restrained Restrained 1.000 1.000 Stresses Allowable & Actual Stresses Dead Live DL . LL DL .- Short Fa F Allowable 11.83 ksi 0.00 ksi 11.83 ksi 15.74 ksi fa : Actual 0.90 ksi 0.00 ksi 0.9p ksi 0.90 ksi Fb:xx : Allow (F3.1] fb : xx Actual Fb:yy : Allow (F3.11 fb : yy Actual Analysis Values Fox : OL,-LL F'ey : DL +LL F'ex : OL +LL +ST F'ey : DULL +ST Max X -X Axis Deflection 37,185 psi 12,615 psi 49,456 psi 16,778 psi -0.242 in at 23.76 ksi 0.00 ksi 23.76 ksi 31.60 ksi 7.21 ksi 0.00 ksi 7.21 ksi 10.76 ksi 23.76 ksi 0.00 ksi 23.76 ksi 31.60 ksi 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Cm:x DL .LL 1.00 Cm:y DL +LL 0.60 Cm:x DL +LUST 1.00 Cm:y DL +LL.ST 0.60 8.200 ft Max Y -Y Axis Deflection Cb:x DL +LL Cb:y DL +LL Cb:x DL +LL +ST Cb:y DL +LL +ST 0.000 in at 1.00 1.75 1.00 1.75 0.000 ft ..y3 »wr!,,m + ,,,,Nwr a r=,m titY7 MA'.lah9*% » :K1g?Art n> &±cPORoye.o. «, i j = -J CO u_ W 0 QQ LLQ 0 I- 0 Z W � 0! 0 Ni I- �: W W ? IV s 1 : 1L � 0 : • Z co 0 CG Engineering 111 Main Street, Ste 106 Edmonds, WA 98020 425-778-8500 R«: 5 :0100 Ufir. MNC. 0.31.10. VW 5.1.3.22•Jun1900, WN2 (e) 1053.99 ENERCALC Description 6x9 RUG RACK Depth Width Thickness 8.00 in Weight 4.000 in Area 0.250 in Title : Dsgnr: Description : Scope : Steel Column 18.99 */ft 5.59 in2 Job * Date: 2:27PM, 10 MAR 00 Page 2 I c : \ winnrt ore les\stcffl deskto rcck.ecw• Section Properties TS8X4X1 /4 I 1 -xx 45.10 in4 I -yy 15.30 in4 S -xx 11.275 in3 S-yy 7.650 in3 r -xx 2.840 in r -yy 1.654 in CG Engineering 111 Main Street, Ste 106 'Edmonds, WA 98020 425.778 -8500 L riev 5IC300 Us.r• iw.0003330. yr 5.1 3. 22. n.l000, w03z (C) 10E3.73 :NE•'iC. Steel Beam Design Page 1 c:\winnrt crcfiles1 stcff' desI tC ‘ ruc rock.ecw•' Description General Information Steel Section : TS8X4X1 /4 Center Span Left Cant. Right Cant Lu : Unbraced Length [Point Loads #1 Dead Load 2.033 Live Load Short Term Location 0.250 Summary 4 Using: TS8X4X1 /4 section, Span = End Fixity = Pinned - Pinned, Lu = 1 Moment lb : Bending Stress fb /Fb Shear fv : Shear Stress fv / Fv Force & Stress Summary Max. M + Max. M - Max. WV Left Max. M @ Right Shear it Left Shear @ Right Center Dell. Left Cant Dell Right Cant Defl ...Query Dell Reaction ® Left Reaction 01 Rt Fa calc'd per 1.5 -2, K > Cc Depth Width Thickness Area 6x9 RUG RACK BEAM Maximum 16.47 k -ft 1.03 k 0.96 k 1.083 in 0.000 in 0.000 in 0.000 ft 1.03 -0.96 8.000 in 4.000 in 0.250 in 5.59 in2 25.00 ft 0.00 It 0.00 It 15.00 ft #2 #3 -2.033 -1.000 10.000 10.000 1.030 k 0.258 ksi 0.013 : 1 1.03 0.56 0.675 0.000 0.000 0.000 1.03 -0.56 Title : Dsgnr: Description : Scope: Job # Date: 2:27PM, 10 MAR 00 Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements I Pinned - Pinned Bm Wt. Added to Loads LL & ST Act Together 25.00ft, Fy = 36.0ksi 5.00ft, LDF = 1.330 Actual Allowable 16.469 k -ft 29.692 k -ft 17.528 ksi 31.601 ksi 0.555 : 1 « -- These columns are Dead + Live Load placed as noted - -» DL LL LL +ST LL LL +ST Only @ Canter A Center 0 Cants @ Cants 0.21 0.09 k -10.47 -16.47 k-ft k -ft k -ft k k Weight I -xx I -yy S -xx S -y'/ 0.000 0.000 0.000 0.000 #4 38.304 k 19.152 ksi 0.43 0.96 1.083 0.000 0.000 0.000 0.43 -0.96 18.99 4 /ft 45.10 in4 15.30 in4 11.275 in3 7.650 in3 #5 Fy 36.00 ksi Load Duration Factor 1.33 Elastic Modulus 29,000.0 ksi #6 Beam OK Short Term Load Case Governs Stress Max. Deflection Length /DL Dell length /(DL +LL Dell) 0.000 0.000 0.000 0.000 #7 k k k ft 0.000 in 0.000 in 0.000 in 0.000 in k k 1.083 in 444.2 : 1 277.0 : 1 Section Properties TS8X4X1 /4 r -xx r - yy 2.840 in 1.654 in U O° . 0, (ow W 0 g Q (A D ` 1 Lu C.) O -i 0 t- ILI L u LL. � ' O � LL Z '. co 0 - ' Z Fc8 -i -2.000 14: .. '•1'/'.I =.51 ES Y ' N Best WM Series wall- rrounted : dis lays are for mounting to load ring or reinforced walls only. •Ple seiconsult with your building en sneer or architect before ordering. jW en installed, one third of the we hi is supported by the hinge bar, h le the reznairing two thirds is :tta sferred:to the pivot bar. which oh the floor. ellt WM 69 with 10 to SO R 69 (1'; acs and braces. ; Un t Heigt:t; ` Finish Color. Almond . 1 DISPLAY WIDTH IS., WM sod 1038 displays) :NUMBER Of ARMS 10 15 20 •Hp��GE;9Ar�';WI0TH 2's` 31' S'0' T.7 AL! WIDTH 11•4' 127' 1390' WILLIAM FCLK ASSOCIATES L- Ni 0UNTz DISP I�,?�. Optional Rug WW.95 mesh - style for shaped rugs can be mixed or substituted! Priced separately. Klios: Best *•1`.on R 69 arm. Best 429V On WW-95 wing. Sold separarely See page 16. BAR 25 X 6'3' 7'6' 1,51' 16'4' 135 . 40 '6. 91 1 03 -3 SERI5 7i TC- CE1LJNC; MOUAi i BD D!S°LAY :=©' NO1N LOAD B! ;PIN G WALLS ; NOTE:i Best 1034 Series floer•co- ceu ngi mounted displays are used when you do not have an appeopriate load bearing wall, but wish to use a wall mount -type displau- See the section on tn� 1Lition spedficattons and Fledr plans on page 17 for additional details on dimensions, Spate requirements, and other O> ono and inform-anon. Cd -%` • • /, • • wtO T N Ibes Table) 1. AS 50 Sr; 10'0 117 176' tin 1810' 201' 21'4' Loss/ Elearing Will Mingo gar ^1 P.05 Model# 103-0 wish 10 to SO R 69 (1 ") arms and braces. • Ann Heighr. 9'10x' Finish Color: Almond Optional Rug Wings: W' - crash -srfle for shaped rugs cars be mixed or substituted. Paced separately. ; 1CLps: Best $ I.on: R 69 arm. Best e2W on 1 .W'W.95 win. Sold separately ; See page 16. S• •► 15 120 � 1.0 1 rs Zv1C11.7 :CMS +'YT 1 iD0 K 1-800-344-BEST 7 .r jp"" J J ste A• .,,, K M t rroonnnwmnp3rvon1 #('^•rawlsMKRvomr t.n.vnamen.K otn!M lltrfo K ! HA rPf0.14 M.MOW1014M w t.) 0 co 0 W w W =; J 1 - W O Nom' 0 W ; Z0 0 0 ` .0 DH w r- LL 0 ti z . O z.... FsU.G RPC.. \L ANPLVSr$ x9 Wr''1 Se2te5 At_n1 iv= L Gr+r = (= rsF)(Ia')(9')(z) 43,x ro 1.4 c=4-1 +r = y'sJ (50 Aa Ibis ,4C.1.) al. ( l 7' t I Y (7' It " I 4.GP 4. = 11 1. l itds :%. ' le. Ca Au•v= C 11.a /i1 (j TS I = b.v" S_.d :S' = Is. 1 Bon Marche Furniture Gallery CG Engineering 11 l Main Street. Suite 106. Edmonds. «'A 9S020 By: JG Chkd: Date: 3 /t0 loo Date: Job No. 00015.10 Sheet 1.0 I I I �d.R?'W::li.�f:a•,11'L�.M .i� �x �:r }yj �o w> W o 2 g J; Q ; I— Ili O i WWi 0 u y 0 Hi W W _ 0! U (0 CG Engineering 111 Main Street, Ste 106 ' Edmonds, WA 98020 425 - 778 -8500 Row 5103C0 Ufi V.v. Ao3.3 o: Vier S. 13. 22. ;un• Win.)2 (c) ie&1. o EHErCM.0 Steel Column Page 1 c: winnH crofiles\ stcrf \ desktco \ rue rock sew. Description General Information 12x9 RUG RACK Steel Section TS1OX6X5/16' Column Height 15.000 ft End Fixity Pin -Pin Live & Short Term Loads Combined Loads y Axial Load... Dead Load 10.80 k Live Load k Short Term Load k Point lateral Loads... Along Y -Y (strong axis moments) Along X -X (y moments ) Column Design OK Section : TS10X6X5/16, Height = 15.00ft, Axial Loads: DL = 10.80, LL = 0.00, ST = 0.00k, Ecc. = 0.000in Unbraced Lengths: X -X = 15.00ft, Y -Y = 15.00ft Combined Stress Ratios Dead Live DL y LL DL + ST + (LL if Chosen) AISC Formula H1 - 1 AISC Formula H1 -2 AISC Formula H1 -3 0.5835 XX Axis : Fa calc'd per 1.5 -1, K'L/r < Cc YY Axis : Fa calc'd per 1.5 -1. K'L/r < Cc [Stresses Allowable & Actual Stresses Fa : Allowable fa : Actual Fb:xx : Allow (F3.1I fb : xx Actual Fb:yy : Allow (F3.11 fb : yy Actual I Analysis Values F'ex : DL +LL Fey : DL +LL F'ex : DL +LL +ST F'ey : DL +LL +ST Max X -X Axis Deflection 61,552 psi 27,821 psi 81,864 psi 37,002 psi -0.280 in Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements 1 Fy 36.00 ksi Duration Factor 1.330 Elastic Modulus 29,000.00 ksi X -X Unbraced 15.000 ft Y -Y Unbraced 15.000 ft DL 7.600 Dead 16.09 ksi 1.15 ksi Title : Dsgnr: Description : Scope : Ecc. for X -X Axis Moments Ecc. for Y -Y Axis Moments L_ 23.76 ksi 0.00 ksi 12.16 ksi 0.00 ksi 23.76 ksi 0.00 ksi 0.00 ksi 0.00 ksi 0.5835 Cm:x DULL 1.00 Cm :y DL +LL 0.60 Cm:x DULL +ST 1.00 Cm:y DL-LL +ST 0.60 at 8.200 ft Max Y -Y Axis Deflection ST 2.100 k k X -X Sidesway : Y -Y Sidesway : Kxx Kyy 23.76 ksi 12.16 ksi 23.76 ksi 0.00 ksi Job # Date: 2:32PM, 10 MAR 00 in in 0.5451 Height 10.000 ft ft ive DL + L OL • Short 0.00 ksi 16.09 ksi 21.40 ksi 0.00 ksi 1.15 ksi 1.15 ksi 31.60 ksi 15.52 ksi 31.60 ksi Restrained Restrained 0.00 ksi 1.000 1.000 Cb:x 0L,.LL 1.00 Cb:y DL +LL 1.75 Cb:x DL +LL +ST 1.00 Cb:y OL +LL +ST 1.75 0.000 in at 0.000 ft I.C CG Engineering 111 Main Street, Ste 106 Edmonds, WA 98020 425 -778 -8500 L Use. W44403330. VIM 00 5.1,3, 22•lun•I0• WW2 CC) 1963.00 ENERCALC Description 12x9 RUG RACK Section Properties TS10X6X5/16 Depth 10.00 in Width 6.000 in Thickness 0.313 in Weight Area Title : Dsgnr: Description : Scope : Steel Column 31.79 #/ft 9.36 in2 Job # Date: 2:32PM, 10 MAR 00 Page 2 c: wtnnt1crofltes' staff \desktoo1rua rcck ec.v I -xx I -yy S -xx S -yy r -xx r -yy 125.00 in4 56.50 in4 25.000 in3 18.833 in3 3.654 in 2.457 in CG Engineering 111 Main Street, Ste 106 Edmonds, WA 98020 425-778-8500 Lew v* s1 rv- toc:1�0. ver 5.1.:.:2•.un- 1904.'N4'02 10S1•00 ENEaCM.0 Steel Beam Design Page 1 c:\ winnticrotites1start \cesktoo'rue I Description {General Information Steel Section : TS1 0X6X5/1 6 Canter Span Left Cant. Right Cant Lu : Unbraced Length L Point Loads j #1 Dead Load 7.600 Live Load Short Term 12x9 RUG RACK BEAM Location 0.250 10.000 10.000 Summary Using: TS10X6X5 /16 section, Span = 25.00ft, Fy = 36.0ksi End Fixity = Pinned - Pinned, Lu = 15.00ft, LDF = 1.330 Actual Allowable Moment 42.076 k -ft 49.500 k -ft fb : Bending Stress 20.196 ksi 23.760 ksi fb / Fb 0.850: 1 Area Shear fv : Shear Stress fv /Fv I Force & Stress Summary Max. M + Max. M - Max. M C Left Max. M C Right Shear ® Left Shear C Right Center Dell. Left Cant Dell Right Cant Dell Depth Width Thickness Maximum 54.63 k -ft 3.36 k 3.41 k 1.315 in 0.000 in 0.000 in ...Query Defl 0.000 ft Reaction © Left 3.36 Reaction d Rt -3.41 Fa calc'd per 1.5 -2, K - L/r > Cc Section Properties TS10X6X5/16 10.000 in 6.000 in 0.313 in 25.00 ft 0.00 ft 0.00 ft 15.00 ft #2 9.36 in2 -7.600 3.407 k 0.545 ksi 0.038 : 1 «•- These columns are Dead + Live Load placed as noted • -» DL LL LL +ST LL LL +ST Center © Canter C Cants C Cants 0.67 0.42 -42.08 -54.68 3.36 2.57 3.36 -2.57 Pinnee- Pinned Bm Wt. Added to Loads LL & ST Act Together #3 -2.100 Weight I -xx I -yy S -xx S -yy #4 Title : Dsgnr: Description : Scope : Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements I Fy 36.00 ksi Load Duration Factor 1.33 Elastic Modulus 29,000.0 ksi 45.000 k 14.400 ksi 2.10 3.41 2.10 -3.41 31.79 4/ft 125.00 in4 56.50 in4 25.000 in3 18.833 in3 #5 Max. Deflection Length /DL Defl Length /(DL +LL Deft) r•xx r-yy # Job # Date: 2:32PM, 10 MAR 00 # 7 k k k ft Beam OK Static Load Case Governs Stress k -ft k -ft k -ft k -ft k k 1.006 0.000 1.315 0.000 0.000 in 0.000 0.000 0.000 0.000 0.000 in 0.000 0.000 0.000 0.000 0.000 in 0.000 0.000 0,000 0.000 0.000 in k k 1.315 in 298.4 : 1 228.2 : 1 3.654 in 2.457 in r i c W : 8' O W tr; to LL, W O g J tL<: N 3 ` I-- W ., i kil 13 o - O t- W W `. Z - 0 ii z co 0 z U) re..„ coo 0 r N A: \ S Slia" AR Ac 32 4" IT 6 P- X NOTICE IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. C.:2/VAL (Los' f' R w1 N1 • `:l I._ t ; . L l \ 1 1 . 1 .I., W IS.IVIZ..S = I.ZI Ici_ M.v.Av u L L = ( i .cJ (. L. 2 !) 9 s:.• -n. • S w L •4 L: it.A L4 see s (woasr c,,SE) rvt,n4v /Ft, = ( x.9 1 s.. Fr) (02?) r ti • ; 5 -. w x1.1 Y ; hie 5 = Z .) i n' a G. all II ( —45 = 5.91 K. 3.3 ;n Bon Marche Furniture Gallery By: JG Chkd: CG Engineering 111 Main Street. Suite 106. Edmonds. WA 9S0 =0 Date: 3 /ro /cc Date: Job No. 00015.10 Sheet 1.0 IL.- s el c L. Fp q s 2.5 (L n ti, 0 C.G. a 0,33 re = 1.0 �r = 25 o1 P C,, L' Rf 5 rorc ILL t ILr2c.1LS Ova it G 7At.L ('ZO R.ALvt W a 12.x 1 21. 6 G x 9 191:4 / /.w) A TOTF{. I + 3 114 0,45" w� hr ._.�. /.tSSV M a SCi1.. Sp (LION - Cfl ssmr4T2Al. F,4 C. LLLty F `i . 7 " E.$' Fe cc.f LA I A 5LA F/. /ae<o...1 ( p^ I.c.,lU :ti Me: ti :),St/ lir N:.. ( /I:' ) Bon Marche Furniture Gallery I By: JG Chkd: CG Engineering 1 1 1 Main Street. Suite 106. Edmonds. WA 9S020 Date: ;/r c /oO Date: Job No. 0001:.10 Sheet 1.017 GJLU.., TS to b T,T,, TS i'4 TS i> t(, •'I d 144 �b = 1.3 33 C i-e ( I.3;. .a :z = "777. 17" so d = .. z. 5 5.4 Fri Z.1 71. Z. S AT 1.1 gr z. 0.1 F? z • //pr. E Pt- A? lb >< 1L - I. F'' l: " X 14 = 0.11 pTL E."( K LC K 13 to' T i A F.rG 57 FT1 Z., cT 2.'f F T'- Z.o t:r= I + I+ z 1 Bun Marche Furniture Gallery CG Engineering 1M/fain Street. Suite 106. Edmunds. WA 93020 Date: 3 /lo / e Date: By: JG Chkd: Job No. 00015.10 Sheet 1.0 I S � OC J. IL <C. u) CJ;: 0. O N I V V N O 0 1, • CG Engineering 111 Main Street, Ste 106 Edmonds, WA 98020 425-778-8500 u 'tev :• 3X13 w r;,. 003330. vet 5.1.3.22• :un.lQ °. W 32 iNiRCALC Steel Column Base Plate Page 1 c:\winnt\crofIes \stO f\desicroo\ ccctc.ecw Description General Information Loads Axial Load 5.03 k X•X Axis Moment 0.00 k-ft Plate Dimensions Plate Length 8.000 in Plate Width 15.000 in Plate Thickness 0.125 in Support Pier Size Pier Length 60.000 in Pier Width 60.000 in Summary Concrete Bearing Stress Actual Bearing Stress Allow per ACI 10.15 Allow per AISC J9 Plate Bending Stress Actual fb Max Allow Plate Fb Tension Bolt Force Actual Tension Allowable 6x9 CENTER COLUMN Thickness OK 41.9 psi 3,570.0 psi 2,100.0 psi Bearing Stress OK 9,496.6 psi 27,000.0 psi Bolt Tension OK 0.000 k 5.500 k Title : Dsgnr: Description : Scope : Job # Date: 3:31 PM, 10 MAR 00 Calculations are designed to AISC 9th Edition ASO and 1997 UBC Requirements I Steel Section TS8x4x1 /4 Section Length 8.000 in Section Width 4.000 in Flange Thickness 0.250 in Web Thickness 0.250 in Allowable Stresses Concrete f'c 3,000.0 psi Base Plate Fy 36.00 ksi Load Duration Factor 1.000 Anchor Bolt Data Dist. from Plate Edge 2.000 in Bolt Count per Side 2 Tension Capacity 5.500 k Bolt Area 0.442 in2 Baseplate OK Full Bearing : No Bolt Tension ce �Vs U8 co co w N LL' W 0 }} g 77 t1 < ( .2 � ; H= Z 0 U -0 N W wj 0 ; Z V Ni 0 ' Z. CG Engineering 111 Main Street, Ste 106 'Edmonds, WA 98020 425 -778 -8500 General Information Loads Axial Load X•X Axis Moment Plate Dimensions Plate Length Plate Width Plate Thickness Support Pier Size Pier Length Pier Width Summary Concrete Bearing Stress Actual Bearing Stress Allow per ACI 10.15 Allow per AISC J9 Plate Bending Stress Actual fb Max Allow Plate Fb Tension Bolt Farce Actual Tension Allowable 10.80 k 0.00 k•ft 22.500 in 17.000 in 0.375 in 60.000 in 60.000 in Thickness OK 28.2 psi 3,570.0 psi 2,100.0 psi Bearing Stress OK 25,449.4 psi 27,000.0 psi Bolt Tension OK 0.000 k 5.500 k Title : Dsgnr: Description : Scope : pw: 510300 u,«: nv450.33:A. Vet 5.1.5.a:•:ui + l00o.WW2 Steel Column Base Plate (c) 1063.10 ENE3CAIC Description 12x9 CENTER COLUMN Calculations are designed to AISC 9th Edition ASO and 1997 UBC Requirements 1 Steel Section Section Length Section Width Flange Thickness Web Thickness Allowable Stresses Concrete f'c Base Plate Fy Load Duration Factor Anchor Bolt Data Dist. from Plate Edge Bolt Count per Side Tension Capacity Bolt Area Jab # Date: 3:32PM, 10 MAR 00 Page 1 c:\ winnf \crohles\ \G'estcco\rue rcc .ecw• TS10x6x1/4 10.000 in 6.000 in 0.250 in 0.250 in 3,000.0 psi 36.00 ksi 1.000 2.000 in 2 5.500 k 0.442 in2 Baseplate OK Full Bearing : No Bolt Tension OC W 0 0'• N 0 W W I J 11.1 0 ; J` fn '" Cy Z W. H O z I— uj W V O 0 1- ui Z 0 ; . . Z u) 0 z Sreef. GTu wAI.LS tn+ * es wR t SPA", 2$ I _ ti PRe•SurtE • S Pii= ( W SJ s r u O S ExtettOa. SPAN = IZ`-o" Messy: E = Zo 9I E.. - E tea. Sr: r : n1 _ f3 Use ZO Croo,E CS? € 1 �'' O• L. 4 I • /a° F:,..PN6 " Jru.f —1 USE shwa .41 3,Soq tm,aiL:erL AC:6111' PREISc/ c: ; VSt tr'S (Ib t7,G.. • Sr 'J05 VSE 2. G.' L , 1 S /9 Fr iar's ( /Lt "o. 4" i` •— V)E ZO 6. 1 I•t1 '-I 1 sl " � `I� NI G n ( ( c " . ( . ' • Bon Marche Furniture Gallery CG Engineering 111 Main Street. Suite 106. Edmonds. WA 93020 By: JG Chkd: Date: T /J O /0 Date: Job No. 00015.10 Sheet 1.0:4 N u.i W ° t ULQ � mss id :z::-:0'i.'1. 0 ', 6 0 Z' V N 0` MEMBER ._...... CODE .....___ GAGE SPAC• 1NG 0.0 . (In.) WIND LOAD 1/240 II. • in. 5 PSF 15 PSF I 20 PSF 25 PSF 30 PSF I 35 PSF j 40 PSF • 1/600 II. • In. DEF L/240 II. • In. .ECTION 1/360 LIMIT L/360 U. • In. 1/600 II. - In. 1/240 II. - In. 1/360 11 • In. 1/600 II. - In. 1/240 II. • In. L/360 II. • In 1/600 1/240 L/360 1/600 L/240 L/360 1/600 L/240 1/360 II. - in. 1/600 II. - In. II. • In. II. • In. II. • In. II. - In. II. - In. II. • In. II. - In. II. • In. II. - In. 12 21 • 1 24 - 1 20 • 4 19 • 1 15 - 2 12 - 9 Iti • I II - II 15 • 2 13 - 3 II • 2 14 • 5 12-7 10 • 7 13 - 9 12.0 10.2 CWN 20 16 25 - 0 21 • 10 III • 5 17 • .1 I CI I •...1 — 1'1 Iu 13 • 9 11.7 14 • 0 C ; 10 • 9 I3. 9 12 • 0 I0•2 13.1 11 • 5 9 - 8 I26 10.11 9 • 3 24 2 1 - 10 19 - 1 16 • 1 15 • 2 12-0 10 2 12 • 9 9 • 5 12•0 10-0 8 - 10 II • 4 10.0 tl• 5 III.? 9 • 7 ll• I 12 211_-_9 25 • I 21 • 2 19 • 11 17.5 11_111_1 15 • 111 13 iti • 10 1.1 -II 12 - 5 15 • 10 13 - 10 11 -11 15 - 0 13 - 1 II • 1 14 • 4 • 7 10.7 CSJ 20 16 20 • 1 22 • 10 15 • 3 10.1 15 • I1T _14 13 - ..i 16.5 14 - 4 12 - 1 15 - 3 13.4 11-3 14 • 4 12 • 7 10.7 13 • 8 II • II 10 • 1 13 - 1 . 12 11-5 9 • 7 24 22 • 10 19 - II 16 • 10 15 • 10 13 - 10 II • 11 14 - 4 12.7 10- 7 13 - 4 II • II 9 - 10 12-7 II - 0 9 • 3 II • II 10.5 a - 9 II • 4 10.0 8 - 5 12 30 0 20 • :! 22:I 20:9 111• 2 15•4 11110 16 0 13 11 -0 12 • II 16 • 6 15 • II 13 - 0 II • 6 13 - I II • • . CSW 20 2/ 3 23_ • 1__ 16 13 11 1/ .2 .... 15; 0 12:11 . 15 • II • 9 lb - 0 I - I • I C I • - - ! i•171 12 • 5 - 10 -I I — II - II - . 16 24 23 9 :0 • 9 . 20 I / • 0 I i i - ii 1 . 1 • i ' i 1 2 • 2 15- 11 1 1 • 1 11 • 0 1 3 • 1 1 ... _ .. 10 • 3 . ._. 1 3 I 12 - 4 10 • 10 9 - 2 10.5 12 29 • 1 1 20 • 2 22 - 0 ' 2 0 • 9 111 - I 15.1 I I I • 10 16 • 6 13 • I I 1 / - 6 lb 3 12 - I I 16 • 6 14 • 5 12 - 2 15 • 11 13 • II II • 6 15 • 0 13 • I 11.0 CWN 10 16 2/ 2 23 9 20 • I0•1 13 11 17-I 16 •0 12 -7 11i - 11 13 11.9 : 0 1:1.1 11 -11_ 14 - 3 12 - 5 10. 13 • 7 II • 10 10.0 24 23 U :II . 9 1 / • 6 . 111 I I I • 13 1 . 1 • 5 .• 12 - 2 15 • 0 13 I I I • I I 1 : - I • i I 12.2 10 - 3 . 15 13-I 11.5 9 12 • 5 10 • 10 0 - 2 II • 10 10 • 4 8 • 9 12 3 1 • 2 . 2/ • 3 . __.... 2 ' 1 - l i ......... 2 1 • I I . . .. .... . 15 • 1 1 19 • It . 11•10 11•2 14 l i I I I 3 11i - 1 . 1 13 5 17 • 2 15.0 12 • If 16.4 14 • 3 12 • 0 13 • 8 11.6 ' TJ • 11 14 • 10 12 • II 12.5 CSJ 18 16 _ .._ 'Ai 4 . . .. .. 24 • 9 . ....._. 2 1 1 - 1 1 ....__.. 19 • I I .. _..._ CI; • I :••• : 11 ..._ . 1!) • / . ._ . 13 : 2 . . III? ...... .. 1 . 1 . 6 . __.. E. 'J ..._ _ 15 - 7 II • 0 10 • 11 - I . 10.5 10 • 10 24 2.1 U 2 1 • 11 III • 3 1 7 2 12 • 1 1 15 • / 1 : 1 . 1 1 1 1 t i 14 • 0 1 2 • 11 10 - 11 1 3 • 11 I I • 1 1 10 • 0 1 2 • I I I I - 4 11 • 6 9 - 1 12 :12 • 9 211 - 7 22 • 9 19 • 10 16 • 9 211 • 0 111 • 0 16 9 111 • 0 _ ._ 15-9 ..._ _ 13 - 3 .. ._._ 1/ • 2 ___. 15 • 0 ....__ 12 • 7 ._._._ 16 5 ...._ 14 • 4 .. __. 12 • 1 .. .._. CSW 18 16 29 • 9 20 • 11 = • 20 • 1 1 I I I • 0 15 3 111 • 9 l i i - 5 15 - 3 I l i - 6 14 • 4 12 • 1 1 5 • 7 13 - 7 .10 1 1 .11 1 4 • I I 13 • 0 1 1 0 24 20 • il 22 • 9 111 • (I . 15 : 9 I : 1 • :1 16 • 5 14 • 4 13 1 4 - 4 12 - 6 16 •ti 13.7 I I • 1 - 0 13 -0 1 1 • 4 5 • 7 12 211 • 0 2:1 - 11 22 • 3 I : 1 - 5 10 • :I 20 • 3 1 7 - II 1 . 1 • I I 111 • tl 10 - 6 17 • 11 13 - 0 16.9 1.19 12-4 16 • 0 14 • 0 II • 10 CWN 16 IG . .. 2Ii • 6 . .._. 21 • li . _ . 20 • 3 ..... .. 11 • 11 . __. . 14 • II . 10 • 4 . .. ... 111 • 11 . ... _ 13 • 0 ._ . 17 • 1 ...._ _ 1.1 • 11 ._._ 7 I I • :4 16 • 0 I 2 II - 10 15 • 3 13 • 4 II • 3 14 • 7 12 - 9 10.9 13-4 12 -9 24 22 • 3 11.1 • 9 17 • 11 15.5 13 • 0 Ili • 0 14 0 II • 10 1.1 - II 13 • 0 14 . 0 10 • 4 II • 8 9.10 II- 1 9 - 5 1 2 .. . ._ 3 3 • 6 ..._ . 29 • 3 2.1 • 11 23 • 3 1 7 • 1 2 1 - 1 Ill - 5 1 9 • 7 1 7 - 1 1 4 - 5 16 - 5 16 • 1 1 3 • 7 1 7 • G 15-3 12 • 1 1 16 • 9 14 • 7 - 6 • 7 15 - II 13 • 11 II - 9 15-3 13 • 3 ! I I • - • - ! CSJ 16 16 :In - fl 20 • 7 '22 - 5 2 1 • 1 1 5 • li 19.2 10 • 9 17-9 11-I • 914 12-4 24 26-7 23-3 19-7 18 • 5 13 7 16 - 9 14 . i 15- . 15 13-7 ii - . 4 . 16 n - i 12 • 9 III - 9 1 3 - I I 12-2 10-3 1 3 • 3 1 1 - 7 12 :15 - 2 30-9 25 - I I 21-4 111-0 22-2 19 - 4 16 4 20-7 111 - 0 15-2 Ill-li 14 • 3 18 • 5 16 • 1 13-7 17-7 15-4 13 • 0 CSW 16 16 ... 32 • 0 ... . 27 • II . ._ 23-7 , :7•1 • 19 • 4 _ Ili • 4 20-7 11- 7 14 • 10 III • 11 16 • .1 13 . 9 I 7 ••• r•-• 15-4 13 • 0 16 • 9 14-7 12 • 4 16-0 14 • 0 II • 9 24 2/ - II 24 • ti 20 • 1 Ili • II 14 • 3 17 - / 15 • 4 13 -11 lli - 4 14 • 3 12 - 0 13 • 5 11-4 14 • 7 12 - 9 10 • 9 14 • 0 12 • 2 10 • . 12 34 - :10 • ll 23 • 10 20 • 10 11 -1 21 11 ill-li 15 • 11 20 • I I? - 7 14 - It1 18 • II 10-6 13 - II 16-0 15 • 8 13 - 3 17-2 15-0 12 - II CWN 14 16 3i-3 21-3 i 21-0 in- li 15 • II 19 - 0 17-2 14 .6 III• 3 15 - II 13 - 5 17-2 15-0 12-6 16-4 14 • 3 12-0 15-7 13 • 8 11-6 -- 2-I - ..iiTi 757iTi 1 la • ti 16 - 6 13 • 11 17-2 15 • 0 12 • 11 15 - II 13 • 11 11 - 9 111 • 0 13 - 1 11 • 1 14 3 12 • 5 10-6 13 - 8 II • 11 10 • 1 12 31 - 4 26 • 5 24 • II 21-9 10 - 4 22-7 19 • 9 16 - 11 21-0 10 - 4 15 - 6 17 • 3 14 • 7 18 - 9 16 • 5 13 • 10 li-li 15 • II 13 - 3 CSJ 14 16 • ;74 20- 24 - 0 22-7 19 - 9 16 • ll 20-6 17 • II 19-2 19 - 1 16 - 9 14 • 1 I rs 15 -II 13-3 17-0 14 - II 12-7 16-4 14 • 3 12-0 24 24 • 11 21 - 6 19 • 9 17 - 3 14 • 7 17 • 11 15 - 11 F.1 • :i iti • 5 1.1 • I 12-3 13 • 11 II-? 14 • II 13.0 11 -0 14-3 12 • 5 ID-ti 12 33- 27 - 10 26-2 22 • 10 • 3 20 27 - I :0 • 9 16-2 19 • 9 11-3 14 - 6 18 - 10 16 • 6 13 • 11 CSW 14 16 - 29 - 11 25-3 23 • 9 70•6 . 19 1/-6 C •••• C`a Td - To I ult .. __ 2(1-I I 1 • '•• : • , I I ; III • 10 16 • 6 1= 17 • II 15 - 0 13-2 17-2 15 • 0 12-B 24 26 • 2 22 - 1 20 • 9 16-2 1 5 • 4 10 - 6 17-6 Ill-ti 14 - 5 15 • 8 13 - 6 II • 6 15-0 13 • 1 11-0 12 :19 11 II 29 .. 5 2/ II :•I : : :II • I. 29-2 :I I I III li 2(1 5 21 11 16-2 -10 11i - 4 ..._ ._ 14 -11 ... ....... CSJ 12 16 III :I 11 II :11 ll :11 2 .. _ :I • II ..._._ Ill-li . . 22 III . _ . 19 • 11 ... 10 Ill 10 6 . . . ... 19 II . . .. 1.1 - 11 III • II • I 14 • 0 I = • C l — 13-4 ._. ._ 12-2 24 31 • II 27 -11 2:1 - 4 21 • 11 19-2 111 - 2 19 • 11 11 - 5 1.1 • 11 Ili - 2 17 - 5 12 • 10 16-7 II • 11 12 -12-0 36 • II 30 • II 29-2 21 - 6 211 • 6 2:1 • I 19 li :I • Ii III • 1 23 • I I/ - (I 22 - 0 19-2 16-2 21 • 0 111 - 4 15 - IS CSW 12 i 6 311 - 2 :n • •t 211 - i 'Jo • 1.1 1- 1 .1 •r1 • I 111 • 6 2.1 - 0 21 • 0 1/ II It) li 16 • 5 21 11 17I=. IS-li IV • 11 11 • 5 14 .11 19 • 1 16-U 14 • 1 12 • -I 24 33 • 4 29-2 24 • 7 23 - 1 17 -11 21 - 0 1)1-4 15 - ti 11 - 0 1.1 . 4 111..1 13-6 17 - 5 15 • 3 12 • 10 16 • 11 14 • 7 19 I loic III Li rni Ici on - fable 1 Wind L.c.):1(.1 Sli 1(1111 Item -sict: Wind I ....l til lb . ••*.Vfir uI ' 0 V) 0 1 21 LL uj 0, lallE 2 MEMBER WIND LOAD 5 PSF 1 15 PSF 1 20 PSF 25 PSF PSF 35 PSF I 40 PSF CODE GAGE SPAC• DEFLECTION L /240 11. - In. LIMIT L /360 II. - In. L /600 11. • In. L1240 I1. - In. L1360 L /600 11. - In. LI240 11. In. L /360 II. - In. L /600 Il. • In. L/240 11. - In. L /360 II. - In. J./600 I600 It. - In. O.C. ING (10.) L /240 11. - in. L / II. • In. _ L /600 It In. L /240 II. - In. L /360 II. • In. LI600 II. - in. L/240 11. - In. L /360 II In. L /600 I1. - In. II. - In. CWN 20 12 16 24 111.6_ Ili•10 11 • 11 _16.2 14.8 12.10 13.11 12.5 Ill • 10 12.• 10 II.3 9•G 'II .11 10.7 )•:1 111•_2 !1• :1 11 1_ II.7 111. 111 'J•9 U - U 10.2 8• II 7.6 9.8 0.6 7. J -3 11.5 7.4 U• I 7.4 6.10 6.2 II.11 10 • 2 10.2 8 11 0.7 %•f 7 • 10 Y f - 10 0•I0 11.7 8.7 7.11 7.3 G•4 _9.3 11.1 6.10 8.9 7.0 6•G _8. 7•I 6 -0 7.11 6.9 5.11 6.5 5.5 CSJ 20 12 IG 24 19•ti 11.7 15.5 16•II I5 13.5 1•I - :l 13.11 11••1 13.5 12.3 10 • 6 10.0 II.9 10.11 11••1 4 9 9.11 11.11 /•111 12.3 11.1 0. • tt 11 111- 11 9•0 II.2 7.2 II••I Ill••I 9 9• .0 9 9•II 0.4 10.8 9.4 7 -I) 111.2 0.10 7.6 9.8 - 8_10 7.0 8.6 7.0 7.2 G`G_ 5.11 9.11 !1•li 11.0 7.19 - 7:7 0.11 J • U 11•6 0•G 7.5 7.2 0.3 11.1 U•1 7.0 - fi•9 5.11 G -3 6.9 CSW 20 12 16 20 -•t III •6 16.1 17.9 15.11 13.7 1•I. 1 12.10 12••1 10.5 9.5 12'• Ill 11.8 II •2 9.5 II • II 10.5 9.5 0.9 _II •2 9.9 U -3 10.7 9.3 7.10 10.2 9.3 8. 10 7.6 6.10 5.111... 7`. 6.1 5.111 7.9 16.1 II.2 10.2 11.7 7.6 10.9 !1.5 7.11 6.11 10.2 8.10 7.6 9.8 8.5 7.1 8.1 7.9 6.6 U•5 7.4 6.3 8•I • 10•() - '9.1 0.0 7.0 0.9 24 1.1•I II•II II.2 9.9 11.3 10.2 11.10 0.3 Il•10 12•8 -It• _ 6 1 100 • 00 II •l) • lu 0 _._.._.... 11.9 9.4 •- 0li .._ 7.5 II •9 10.11 9 • 10.3 -- 074 --- 7:16 - 11.1 8.0 • R 10 ll II •0 10• 0 • J 9.8 8.0 7.11 11.2 - _7 .5 - 6•G 10•fi 9.2 7.9 7 • 0 . 6.2 CWN 10 12 -_ - 16 24 I .20.-__I 2'0•_ o • Ilt l •......_.._.... 15.11 17.6 15.11 13. I1 14.9 t 5 1 I1 I •!1 9 I3• II 12•ll ..._.__..._._ 11.0 12.2 it 0 -__. 9.11 111.3 11 - I -- _._._ 8.2 - 'J • 6 0.4 - 0 4 7.3 0.0 7.0 13•:1 II.7 10 • 6 9. _11•!1 11.11) 7• '9 12_•_•1 II.2 9.0 10.9 9.9 8-6 9.1 8.3 7.2 II.7 10.6 10•I • 11.6 7.9 I1•0 _9.7 8.9 0•I 7. 4 10.6 9.2 CSJ 18 12 16 24 21.11 19.1 16•U _IU•4 16.0 15.6 1.1.7 1 :t•3 12.9 111.9 9.9 9.7 8.4 7.0 14 -I 12••1 11.7 10.I 12.0 9.2 10.0 9.2 8.0 6.9 0.9 7.7 6-5 8.4 7.3 6.2 1.1.7 11.7 11.6 10.6 CSW 18 _ 12 - 16 _ 24 22 .3 20.2 17.11 19.5 17.0 16••1 14.11) I :1 0 15.5 14.0 12.3 13.5_ 12.3 II••I 10 - 4 9.0 1.1.0 12.9 II•I 12• :1 II • 1 Il)•.I - '1 - 4 - 11.2 I :l•ll 1I I() l0 • 4 11••1 10.4 9.7 11 • 8_ 7.7 12• :l 10.8 9.0 11.7 10.2 0.7 II.1 9.8 8.2 11.1 0.11 9 • 0 11.2 7.2 10.7 J • 3 7 • 9 1011 11 -Ill 8. 10 7 • 5 15.5 10.11 9.11 - '1.0 11.6 0.3 0•I 6.9 7.8 6.6 CWN 16 12 __ I6 - 24 21• 19.6 I /•I 18. 17 - I - _ - 14.11 15•III 1.1. 12•'/ 14 .11 _13.6 II.10 1 :t•0 II • 10 II•1) 10.0 8.0 I 3 •6 12.4 10 • 9 II.10 10.9 9.5 III. 11 0. 1 1. 11 I2 -/ II - 5 1(1 • 0 II. 1) I(1 -11 11.9 9• :1 11_1 7•.1 II•It) 10 - • !1.5 10••1 11.9 7_11 - 6•II II•:1 9.10 _8• II 7.9 U • :1 10•'J 9.9 11.6 J•:, 7 • II 7.2 6.3 _9.5 10_2_ fi•II 7. 6 11.6 7.5 10.4 8.2 li•7 CSJ 16 I2 16 24 22 -li 20.6 I'9.8 17.11 16-/ I5- I 16.11 14.2 12.5 13.8 II - ti 10.6 9.2 _1.1.2_ 12• II II - :l 12-!, II - :l 111 6 '9.6 8.4 1:1 -2 1'2.0 11.6 10.6 _9.9 0. 10 12.5 11 .3 10.10 9.10 9.2 II.9 10.3 II•11 11.3 10.3 9.1)1 8.11 8.4 7.6 11 .4 7.3 10_8 9.4 - 9.4 7• It 6 -II 12.5 7.10 6.7 I7•II 15.8 13.2 10.10 9.10 10.6 9.2 7.9 9.10 11.7 U -2 8.11 CSW 16 12 16 24 23•It) 21.8 III •II 29.10 1/. 16.6 14.5 12.2 II•I 15.0 13•I II•II 1l•1 10.0 I :1•It 12.2 II.1 9.0 10.3 9••I 13 -I II.5 10.5 9.0 12.5 I11 •10 9.2 11.11 10.10 9.5 10.5 8.9 II•II 11.9 II•4 9.11 11 -•I 7.3 9.5 0•U 1l1•II 15•II 13•II 15.0 13.1 13.0 12 -(1 II - I - 0.3 7.0 16.6 13.I II•5 9.11 II•II 10.5 ll -J 8.2 10.5 9.1 7.8 9 -II 0.0 I5. 11 I.1.6 12•I) 1 :1. 11 12.11 II - I- II 9 10 -U - 9 II -. 1•I-f, 13.2 II •II 12•ll II •6 Ill -I) 19 II 0.9 I:1 -!i 12.2 11 -!1 10 -11 9. 11 u•0 7• IO 12 -U II -6 I1 -(1 10.11 ll -9 9.4 ll • 5_ 7.5 12_(1 10• II 10-li 9.6 - 11_10 11.0 11.6_ lu•5 I0_ll 9• I _ U•'- 7 6. CWN 14 12 16 22 • 11 20.10 111.3 :0. 1 IU•:1 Ili II 1___ 5 4 13.5 _ -f, Ill•11 9• •I -- Iu•0 9.6 8.4 7.0 9.1 0.0 24 15• II 8.11 :8.1 7.1 Ili -9 15.2 13.3 14.7 12.4 - II••2 1!i -2 13.10 12.1 1:1 -3 12•I 10.6 II.2 10. 0 -I1 II - Ill 10 • 9 14 .1 12.10 12.4 11. 9.0 10.5 J -5 0.3 13.3 - 12.1 II.7 9.9 12.7 II•0 9.3 12.1 10 -II 9.7 IU -6 CSJ 14 12 24 -I 21. 11 21.1 19.2 16.9 17•:1 16 • t0. 8•II 7.9 II.5 10.0 8.9 0.5 0.7 13.3 16 24 10.6 9.2 10•U 7.4 8.4 19.2 14 •I II.7 9.0 11.2 1•)•11 1 :1.1I II•ll 1(1 • 0 I.1•ll 12.3 1(1.4 13.4 1 2 • I II•II 9 -It) 12.0 I I • 7 10 -I r71717 NI=Ic II.2 10 - t 9.5 CSW 14 12 16 24 '25.6 23.2 22.3 IU•9 17.8 15.5 13.0 I I 16•I 1 . 1 . 7 - 1.1 -(1_1 1 2 . 9 11.2 1 3 . 7 i• 1 • •I•I • 1 - I -!-- . . . 1 I I - 10 1 2 . 9 I I • 2 9 • 5 1 0 . 7 8 . 1 1 8. 6 2(1.3 1 7 • I 1 6 . 1 1 4 . 0 10.7 9.3 7.9 • •1 - t ! 0.10 7.6 14.0 12.3 10 -•I 12.9 1 1 1=1 1 : 71 1 =,..11 = 8.9 II.2 9•9 8.3 20.3 14 •II II•li - ____ I l l _ 5 1.1.11 -_ -_ 13_4_ II -it 12.111 _ I I • 8 10.2 10.111 13•II -- 12.11 II -I 12.2 I I_I- 9.0 II•U 9•I() • - 1 1 • I 8 7.10 CSJ 12 12 16 24 2'li•8 24.3 21.2 1'9.8 1 7 . 1 0 15.7 III .6 1 6 . 1 0 14•11 16.2 13.8 12.5_ Ili• Ill 1 5 . 3 I : t•4 1.1.11 1 : 1 • 4 - - II 11 9 _ I 0 0.7 10.7 9.3 1 . - tl 12.10 III•6 10.10 9.2 CSW 12 12 _ 16 2(1•:I 25.11 22 2.1•!1 22.5 1!1.7 2(1.111 ill II 16.6 19•/ 17.10 15.7 I7 14.5 - 2 Il - Il 1(- I!i•/ 11.2 1.1.2 II - II 10.5 l0 6 IS -0 1:1.2 I•I -b_ 13.2 II -li 12.-2 II_I Il -It IS - / 13.7 12.4 II_li 10.5 14.11 13.5 (2•II II •9 10.11 9• II 1•I -_ 12.10 12.4 II •3 111.5 9.6 14.2 12.4 15.7 13.7 13 II•li 14 • 2 12-•I 01.11 0.1 II.11 10•:1 11.0 11.3 9.10 11 .3 24 I I ( ' ! i t I I It lithlos For W i n d 11); )1 I ..... ; ..`. )!; t" 111)11 Ilcicicucr MA I u,ul IliiIu $. 1r Ili • m Irernr.. + ... MEMBER GAGE SPAC- O C. INC. (In.) WIND LOAD CODE 5 PSF I 15 PSF I I 20 P_SF I 25 PSF 30 PSF 35 PSF I 40 PSF DEFLECTION LIMIT L/240 L1360 1/600 L/240 L /360 L /600 L /240 L /360 L /600 L/240 L /360 L /600 L/240 L/360 L /600 L/240 L/360 L /600 L/240 L/360 L /600 II. - In. II. • in. II. • in. II. - in. II. - In. II. - in. II. - in. II. - In. II. - in. 11. - In. II. •in. II. •in. Il. - In. 11. -in. II. - In. II. - In. It.•In. II. - In. 11. -In, II. - In. II. • In. CWN 20 12 16 iii .0 15.9 13.3 12.6 10.11 9.3 II •4 9. 11 8.4 10.11 9.3 7.9 9. 11 8.8 7.4 9.5 8.3 6. 11 9.0 7. 10 6. 16.4 14. 12.1 11.4 9•II 8.4 10.4 9-0 9.0 7.10 7.7 9.7 8.4 7.1 9.0 7.10 6.8 8.7 7.6 6.4 8.2 7.2 6.0 24 14.4 12.6 10-6 9.11 8.8 7.4 11.8 8.4 7 -4 6.2 7.10 6 -II 5.10 7.6 6.6 5.6 7.2 6.3 5.3 CSJ 20 12 � - 16 24 111.11 -• 1 7 . 2 I6• G_ •• 1 5 . 0 13. 13•II 12-U - _ - II•0 13.1 II.5 111. 9•1l 11 _ - 9 _II_•II _ 1 1 1 . 111 J•5 10.5 _ J • 5 - 0.3 _ II-J 11.0 _ fl -II 11 -U - 1(1.0 0.9 9•11 8 • J _ Il -'2 7 • 5 111.5 9.1 7 -U 6 • 1 1 9.10 8.7 7.10 7.3 9.5 6.3 6 •II 6 • 4 I t • l i 10. 9 • 5 8 • 3 9 • 0 6 . 7 0 • 7 7 • 6 15.0 9.1 7.11 7.8 6.6 8.3 7.2 6.1 7.10 6.10 5.9 7.6 6.6 5.6.,, CWN 16 12 - 16 - 24 19.11 - 1 % 9 - 15.6 17 15.6 _14.5_ 13 -I 13.6 12. 10.9 • 11.10 1(1 .9 9.5 111•(1 1'2••I 11•'2 0. 9 _1(1.9 9. 9� 8.6 _92 I 11 •:l 7.2 _ II•S 10.0 9.1 7. 11 .5 0 7. IC 10.9 9.5 0•G 7.5 7•II 10.3 11.11 7.6 9.9 li • 6 7i 9.1 7. 11 Ill• 9. 1 9.9 0.6 7.2 9. 8.1 6.10 0.10 7.9 7.9 6 -ti 5.9 13.6 II•5 6.6 6.3 8•I 7.1 6.0 6.9 CSJ 18 12 2(1. 17.11 15•I 14.2 12.5 10.6 12.11 II•3 9-6 12.0 _10 - II 9.6 10.6 0.10 _8.0_ 7•(1 11.3 9.10 8.4 10.0 9.4 7.11 10.3 8•II 7.6 16 111•7 16:3 _ 16.3 14.2 13.11 12.0 12 II 11.3 9 - 6 11 .9 10.3 10.3 II• II _11.8 7 • 6 _ U - •I 10.3 8• II 8• II 7.6 9.9 8.6 7.2 6.3 9.4 8.1 6.10 6.0 24 11.3 9.1(1 8.4 7.10 6.7 0 •6 7.5 0.1 7.1 CWN 16 12 16 24 211. I1 _19 .0 16.7 III • :1 16. W -6 15.5 14 • 0 12.3 1.1 6 13.2 12•II II.6 $0.I I0•ll J•8 1 :1 2 12.0_ 10. II•li 10_-_5 .. 9.2 9.I1 8.1(1 /•11 y 12.3 1I_ I 9• Il 1(1.11 _9 6 0.6 9.11 8.2 7. 11•U 10.5 10.1 U•U 7.0 111. I1 9•G 0.8 U•1 7.4 10.5 9. I s " r 1 " 9. 9•II 9.6 8.3 11.6 0.6 9.2 8.0 6.9 0.8 7.7 6.5 U -3 7.3 CSJ 16 12 16 24 2 1 . 1 1 _ I9II _ 1% _ 5 _ I G - _ 2 _ 14.0 12 • 10 15 - 3 _ 13 • Ill 1'2.1 13.3 1 1 - 2 111.2 8. I1 13 • 111 12 -/_ 12 • 1 11- 0 -_ 9.3 9. 7 10.2 12.10 11.0 10.2 II _ • _ 2 _ 10.2 _ 9 • 5 8.7` 1 2 . 1 II -0 1 0 . 6 9.7 0 • I I 1 1 . 6 10.5 10.0 8 • 5 I I .0 9 • 7 0 - I _ 19.2 I / • S _ 15. 12.1 0.1 9.1 7.8 10.0 8.8 7.4 10•6 11.0 11• 1 8- I1 7. 6 9. 7 6• 4 7. 1 9• I 7.11 6-8 8. 8 7. 7 6. 5 CWN 14 12 16 .-- 24 2'2••1 211.3 17.9 _19.6 17 -U 15.6 16.5 1•I.11 15.6 13.6 11•S_l 10.4 -I•I 12.9 11.2 12•:1 11.2 - . 9 -Tate! o:a — 1 I 13.I II.5 10.4 9.7 0.9 7 . 0 12.3 10.9 9 -I 11.8 10.2 8.7 11.2 9.9 8. 14.I 12.3 11.1t1 10.4 11.2 0.9 8.3 10.7 9.3 7.10 10.2 8.10 7.6 13.1 12.3 10.9 9 • I 9 • I 9 • 9 8. 6 7 • 2 9. 3 8 . 1 6.10 8. 10 7 • 0 6. 6 CSJ 14 12 16 23.5 21.4 18.7 2(1.6 10.7 17.3 15•U 16.3 14.3 12•U 10.11 14.9 13.5 1'2.11 11.0 10.11 9.11 13•9 12_.6 12.0 10•II 10.1 12.11 11.3 9.6 12.3 1(1.9 9.0 11.9 10.3 8. 14.9 12•II 9.2 11.9 10.3 U•8 11.2 9.9 8.3 10.8 9.4 7.10 24 16.3 13.9 12.11 11.3 9.6 11.9 10.3 11 .8 10 -II 0.6 0.0 10.3 8.11 7.7 9.9 8.6 7.2 9.4 8.2 6.10 CSJ 12 12 26.0 22.8 19.2 18 -0 15 -9 13.3 16-4 14.3 12•I 15.2 13.3 11•'2 14.3 12.6 10.6 13.7 II- 10 10-0 13.0 11-4 9.7 16 24 23.7 20. 20.7 10.0 17.5 16.4 14.3 12• 1(1.6 14.10_ 13.0 - 13•(1 ^ 11 7 4 - 10.11 _ - 0.7 •- 13. 12.1 12.1 10.2 13.0 11.4 9.7 12.4 10.9 9• I 11.9 10.4 0.8.. 15.2 14 -3 12.6 10.6 0• II 11.4 9• II 8 - 4 10.9 0.5 7.I1 _ 10. 0.0 7 17 i t o i ( I I II I ( I I ; I I . 0 1 1 I i t 1 1 ( ” ; I :i ) i • VVii I I - ( i ; 1 ( I i - I /:'" '. ;Ii i(I: 11011' Ilelel 1¢e Wnul load Mies pile 16. . a- 'A.M.ekl��im7'-�wr'M1f�tL T�•fwwn.n..ta� . • • ' M,,,,, yp '*.fiYtAY•1!h,,m,k'XSi:Y,Y',v vvr,.'?Yi.i3,,,pow tarowssok• o..RtMNIM3rorol waver eavvrMM'Atowamw.'Mtm.y we CODE SPAC- ING O.C. (lot.) WIND LOAD GAGE 5 PSF 15 PSF I 20 PSF I 25 PSF 30 PSF 35 PSF I 40 PSF DEFLECTION LIMIT 1/240_ 11. • In L /360 I1. • In. 1 /600 L / 1 /360 L /600_ 11. - In. . 1/240 11. • In. L /360 11. • In. L /600 - I1. - In. L /240 L/360 U. - In. L /600 L/240 I1. - In. L /360 L /600 L/240 II. - In. L /360 11. • In. 1/600 It. - In. L/240 I1. - In. L/360 L /600 11. - In. 11. - In. 11. - In. It. - i11. 11. • In. 11. - In. II. - In. 11. - In. 11. - In. 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I 7•I 6.0 7.8 6.11 5.6 7.3 6.4 5 -4 7.0 6.1 5•. ?- f 8.5 fi -11 G -3 5.3 (i -8 5. 10 4• II 6.4 5.7 4.0 6• I 5.4 CWN 18 12 16 24 15.1 13.2 II • I 10.5 9.1 7.8 9.6 0.7 U -3 7 -li 6.7 7.0 0.1(1 7•U (1 -U U•3 7.3 6 -I 7.10 6.11 5 -I0 7.6 6.7 5. 13 .0_ 12.0 10.1 0.10 9.6_ 8.3 _ 0.3 7.3 7 0 li - I 6.4 II•U 7.0 7 -U _ 6 -I fl - II_ 5.2 7.6 6.7 6.7 5.7 7.2 6.3 5.3 6.10 6-0 5.0 4.5 _12.0 10.5 7.6 5.7 5.9 4.10 6.3 5.6 4.7 6. 5.3 CSJ 18 12 15 -1U 13.10 II - B 11.0 9.7 8.1 10 -U 9•I 8.9 7.11 7 - •I 9.3 8.1 6.10 8.9 7.7 6.5 8.3 7.3 6•I 7.I1 6•II 5•IU 16 14.4 12.7 10. 10.0 8.9 7.4 6.0 8.5 7 -4 6.2 7•II 6 -11 5.10 7.6 6.7 5.9 5.6 4.10 7.2 6.3 5.3 24 12.7 1I.0 9.3 8.9 7.7 11.5 7 -II 6 -II 5.10 7.4 6 -5 5.5 6.I1 6.0 5•I 6.7 6.3 5.6 4• B CSW 18 12 16.9 14.7 12.4 II •7 10.2 10.7 9.7 9.3 7.9 7•I 9.9 8.7 7.3 9.3 8.I 6.9 0.9 7.8 6.5 8••I 7.4 G•2 16 15 .3 13.3 11.3 10.7 9.3 ll -4 7.4 9•II 7.9 6.7 5.9 8.4 7.4 6.2 7•II 6•II 5.10 7.7 6-6 5.7 24 13.3 11.7 9.9 9.3 8•I 11. 6.2 7.9 6.9 7.4 6.5 5.5 6•II 6•I 5.1 6.8 5.10 4.I1 CWN 16 12 16 2-I Ili•I 1.1.11 12.9 1.1•I 12•U� 11 2 II•IU - 1679 9.5 .2 9.9 8 -Ill 7.9 II • 3 /•li fi - 6 111.2 9 -:l ti 1 II•Ill Il -1 7.11 /•li 6.9 5.11 9•li 11.7 U -3 / - _G 6.6 6.11 6.4 8•I0_ II•I 7.0 7.9 6.6 U•5 7•II 6•1l 7.4 6.2 5.8 8. 7• U 6.5 I 61 Z1 cf: 1 - _II 10. - 0.10 7.0 5•II 6.0 7.4 6.5 7•fi 5.6 6.2 5.2 5•IU •1•II 5.7 CSJ 16 12 16 24 16.11 IS.5_ 1:1.5 I•I.9 13.5 12.6 II•9 10.8 9.4 10.3 4 II • 8 7.111 (1- III 10.8 9.0 11 .6 9••I 8.0 7.10 9.11 0 -Il ' Ii V 1 9 -•I 0.2 6.10 8 -Ill 0.0 l -9 7.0 6.6 (1.6 7.5 11.4 9• II 7 • 2 9 -0 7. 111 7.10 6- Ill 0.6 7 -5 6.3 fl - II 7.0 6.9 ' 11 - 8.2 7.5 6 -:I 7.5 6.6 fi -5 7•U 6.2 5.2 (i•9 5.10 ' CSW 16 12 11 -II 15.8 13.3 12.5 11.3 10•IU 9.2 0.4 1 . 3 11.3 9.10 9.0 7 - I l l 8.4 10.6 9.2 7.9 9.10 8.7 7.3 9.4 0.2 f - II 9.0 7•1U - 16 21__.. 16.3 14 I 14.3 1 - 5 12 -0 I l l • f i 9.10 8 . 7 10.3 9 . 1 1 7.7 9 -G 1 1 . 4 8.4 7.0 9.0 7.10 7.10 6.7 8.6 7.5 6.3 8.2 7•I 9 - I l l f i - 7 7 . 3 G•2 6•Ill 5.9 7.5 6.6 5•li 7.1 6.3 CWN 14 12 1/•2 I5•ll 12.11 II•II Ill -5 11 .9 8.0 IU -111 9.5 U -0 10.0 9. 1 - 0- U_ - ll•U 8.0 - 7.0 1.5 9.5 8.3 1 9-0 7.1U 6.7 8.7 7•G 16 15.7_ 13.7 13.7 II.6 10.10 9.5 9.5 9- Ill 8.7 (1.7 7 -G _7.3_ 6.4 6 -9 ll•7 7. 6 7.6 6 -•I 5.6 11.2 7. 1 6.0 7.10 6.1U 6.10 24 11 -II 10.0 0.3 7.0 5•IU 6.7 7.1 6.3 5.3 5•II CSJ 14 12 � 16 Il) 24_ Ill•I - 5 - 14••1 15.9 13.4 12 -I Il)•7 12.6 11.5 Ill•I1 9 -II 9.3 1) ll 7.4 II.S 111.4 - 0.0 9.11 - 9 - -0 7•II 11.5 7 -/_ fi -II 11)•7 9 7 9.3 7.9 7I 9•II 9 -U Il•Il 7•II 6• II 7••I fi -Il 9.5 0.3 7.0 9.0 11.3 _ 7.I1 7.2 6.0 6.1 1.1 4 - 12•li (1 .5 11.7 7.6 G•4 9•II 8.8 8.5 7 -•I 6.2 7•II 5•Il) 7.6 6.7 5.6 7.2 6.3 5.3 CSW 14 12 19.2 17.5 15 -:l 16.9 15. 1.1.1 13.3 11.7 9.9 10•li 11 •II 9.9 (1•3 10 -ti 9.3 7.9 10.0 8.9 7.5 9.7 11.0 8.4 7 -I 16 - i4 -- 12.10 11.3 12.1 10.6 10.6 0•II 7.9 G 1 n 1� 9.7 0.4 8•I 7 .1 l y = G ; C 0•II 7 -9 7 -G 6.7 9.7 8.4 7.1 9.1 7•II 6.9 7.7 G -5 _ MEMBER I3.3 0.3 0.4 7.4 6.2 7.11 6.11 5 -lU 7 -7 6•8 5.7 16 ( sic I II l_ilnil I-cJr WiLic.I I (0;1(1 ;)• I /;`" Ali 11 I!; -It ) I I.:. ;: Iyl1iC;Il Il)r ;III WiiitI Load . I ;IIIIw.w.; . Ileighls are based on prom erly attached sheathing on both flanges for the entire stud length. 2. An allowable stress increase 01 1/3 has been applied to allowable shears and 1111e 3. Procedure 1 ul AISI and UK 27 -0 has been used tor stillness calculations. S 4. Web Crippling 1111161 lie checked. 5. Iy =3 :1 ksi has been used lui all sloths ill 1111 gages. Using a higher fy will not increase allowable heights. 6. Well I111II1:IIUIIIs 111(151 be located a minimum of I0 away hula the stud end. 1 a l' fdl411_rrIl • • e.:mx..w1,4",...prev ... uK. m.., xy, ,.,.rs•erAms.1•v.xvmn.•.av; ivel.V N,N +4nNn.>muscar� =7 1 024 171x:1;vc:eiW4wl Pti4 b.ertVg+ +1 FL4Elv�t� oeltt.r/ wt_t,i+r STVOS (r4 F t DeS:t N r LA 1611tl ) 4. L0.25 Le /s�+ (. t•S ") ( S.5 ") (15') = 20 r.6 / irv0 S Ps / rN) 1 ") ( ). 33' (is') = F - aCw I I I + 3 \- ) W p (9,419: W P N.` .s1 • •SCrt•:ML t -F(,. Y - C.'4 ) t IF L 4 ) ; :. r e ? '_ M Cc.wl ^ PSO 6,43 e 75 LB / S*va tP'ca 95 b / ° o t4V -. 1. L G�C C s , G'rd. . 1 1 F = /co LC ( 3 j fn a q- (.14 CG Engineering 111 Main Street. Suite 106. Edmonds, WA 93020 S By: Chkd Date /L.F /co 'Date Joe `o. Cr C lc. t o Sheet X Cl) ga W O?. _J u. Q W' ' 'I— 0 Z F- D, [ U N . 'W W Zi U Nf. Z ca<ai�.a, y o 63 NCt:+ t: L.J O: +'I +:l.+:. ..• Lrtc..t. otc i.J ]o 01 w:0 - ( 5o LIi 7 (: 1 c0 6- L. 4 Fb (e.:: - ) = (5.7._ P = 156'i Ps= (3.o ; 1 )t1.,5)( 1 +S) CO G V•IG G:,t t 4� s / . ?` - G F (.H j 01 - (c; rsc t� •�J(L')l o') = 5z u fr. • 3 I^ r P Z.ON CG Engineering 111 Main Street. Suite 106. Edmonds. WA 98020 71 Lb 50 to Ct•n95 C..l Z. By: S r� Chkd -`- Date `iz.S Date Job No. cc? i= 1,. sheet ex -; Alteration Exceptions ■ No changes are being made to the lighting (check appropriate box) Allowed x Area Less than 60% of the fixtures are new, and installed lighting wattage is not being increased • Location (floor /room no.) _ Occupancy Description Allowed Watts per ft2" Area in ft Allowed x Area Retail Space. Retail Space 1.50 16247.0 24370.5 57.3 Sprinkler Room 0.50 36.0 18.0 118.7 General Storage 0.50 109.0 54.5 Elec Tele /Elec Closet 0.50 108.0 54.0 -- From Table 15 - (over) - document all exceptions on form LTG -LPA Total Allowed Watts 24497.0 p g Location Number of Watts/ Watts (floor /room no.) Fixture Description Fixtures Fixture Proposed Retail Space: Type A Fixture 199 90.0 17910.0 Type C Fixture 23 92.0 2116.0 Type D Fixture 8 184.0 1472.0 Type D1 Fixture 2 92.0 184.0 57.3 /Sprinkler Type Dl Fixture 1 92.0 92.0 118.7 /Storage Type D Fixture 2 184.0 368.0 Elec Type D Fixture 1 92.0 92.0 Total Proposed Watts may not exceed Total Allowed Watts for Interior Total Proposed Watts 22234.0 Allowed watts Area in ft` Allowed watts Location Description per ft or per If (or If for perimeter) x ft (or x If) Covered Parking 0.2 W /ft Open Parking 0.2 W /ft Outdoor Areas NO OUTDOOR LIGHTING 0.2 W /ft Bldg. (by facade) 0.25 W /ft Bldg. (by perim) 7.5 W /If Note: for building exterior, choose either the facade area or the perimeter method, but not both) Total Allowed Watts Lighting Summary LTG -SUM 1997 Washington State Nonresidential Energy Code Compliance Forms Project Info Project Address Applicant Name: 1997 Vt lington State Nonresidential Energy Code Co The Bon Marche Tukwila, QA 36 SBM Southcenter Pars..., William Polk Associates Applicant Address: 1120 Post Alley, Seattle, WA 98101 Applicant Phone: 206.622.8443 Project Description 1 0 New Building ❑ Addition O Alteration Compliance Option o Prescriptive ® Lighting Power Allowance 0 Systems Analysis (See Qualification Checklist (over). Indicate Prescriptive & LPA spaces clearly on plans.) Maximum Allowed Lighting Wattage (Interior Pro osed Lighting Watta (Interior w ed Lighting Watta (Exterior Proposed Lighting Wattage (Exterior) . T2 1JSI6' 4 GC.'AOWOWSSI Vpnr ; ww m= girtrilmm4m*R cuml, cc:v ,, ,,- ,„,.,, ..:,_ (May not exceed Total Allowed Watts for Interior) (May not exceed Total Allowed Watts for Exterior) Location Fixture Description NO OUTDOOR LIGHTING Number of Fixtures Watts/ Fixture Watts Proposed Lance Form First Edition • June, 1998 05/10/2000 ^apartment Use RECEIVED CITY OF TUKWILA MAY 1 2 7.000 PFRMIT CENTER oco. -1 yy,«. .' r +,�.^~,�wraunw•:.swa^v^: art- xc: 9w.. r�Xe4�' LY. K'•:! �f' �`< 3 1NiF.`kX�CFiwneYt+a�v..- ., 6 C.) 0 N CO ILI H CO LL w O u_ a co n = w t- O Z I--; tu 0 • - 1•- W • IL - ~ W O H Z Allowed watts Area in ft` Allowed watts Location Description per ft or per If (or If for perimeter) x ft (or x If) Covered Parking 0.2 W /ft Open Parking 0.2 W /ft Outdoor Areas NO OUTDOOR LIGHTING 0.2 W /ft Bldg. (by facade) 0.25 W /ft Bldg. (by perim) 7.5 W /If Note: for building exterior, choose either the facade area or the perimeter method, but not both) Total Allowed Watts Lighting Summary LTG -SUM 1997 Washington State Nonresidential Energy Code Compliance Forms Project Info Project Address Applicant Name: 1997 Vt lington State Nonresidential Energy Code Co The Bon Marche Tukwila, QA 36 SBM Southcenter Pars..., William Polk Associates Applicant Address: 1120 Post Alley, Seattle, WA 98101 Applicant Phone: 206.622.8443 Project Description 1 0 New Building ❑ Addition O Alteration Compliance Option o Prescriptive ® Lighting Power Allowance 0 Systems Analysis (See Qualification Checklist (over). Indicate Prescriptive & LPA spaces clearly on plans.) Maximum Allowed Lighting Wattage (Interior Pro osed Lighting Watta (Interior w ed Lighting Watta (Exterior Proposed Lighting Wattage (Exterior) . T2 1JSI6' 4 GC.'AOWOWSSI Vpnr ; ww m= girtrilmm4m*R cuml, cc:v ,, ,,- ,„,.,, ..:,_ (May not exceed Total Allowed Watts for Interior) (May not exceed Total Allowed Watts for Exterior) Location Fixture Description NO OUTDOOR LIGHTING Number of Fixtures Watts/ Fixture Watts Proposed Lance Form First Edition • June, 1998 05/10/2000 ^apartment Use RECEIVED CITY OF TUKWILA MAY 1 2 7.000 PFRMIT CENTER oco. -1 yy,«. .' r +,�.^~,�wraunw•:.swa^v^: art- xc: 9w.. r�Xe4�' LY. K'•:! �f' �`< 3 1NiF.`kX�CFiwneYt+a�v..- ., 6 C.) 0 N CO ILI H CO LL w O u_ a co n = w t- O Z I--; tu 0 • - 1•- W • IL - ~ W O H Z Lighting Summary LTG -SUM 1997 Washington State Nonresidential Energy Code Compliance Forms Project Info Project Address Applicant Name: 1997 Vt lington State Nonresidential Energy Code Co The Bon Marche Tukwila, QA 36 SBM Southcenter Pars..., William Polk Associates Applicant Address: 1120 Post Alley, Seattle, WA 98101 Applicant Phone: 206.622.8443 Project Description 1 0 New Building ❑ Addition O Alteration Compliance Option o Prescriptive ® Lighting Power Allowance 0 Systems Analysis (See Qualification Checklist (over). Indicate Prescriptive & LPA spaces clearly on plans.) Maximum Allowed Lighting Wattage (Interior Pro osed Lighting Watta (Interior w ed Lighting Watta (Exterior Proposed Lighting Wattage (Exterior) . T2 1JSI6' 4 GC.'AOWOWSSI Vpnr ; ww m= girtrilmm4m*R cuml, cc:v ,, ,,- ,„,.,, ..:,_ (May not exceed Total Allowed Watts for Interior) (May not exceed Total Allowed Watts for Exterior) Location Fixture Description NO OUTDOOR LIGHTING Number of Fixtures Watts/ Fixture Watts Proposed Lance Form First Edition • June, 1998 05/10/2000 ^apartment Use RECEIVED CITY OF TUKWILA MAY 1 2 7.000 PFRMIT CENTER oco. -1 yy,«. .' r +,�.^~,�wraunw•:.swa^v^: art- xc: 9w.. r�Xe4�' LY. K'•:! �f' �`< 3 1NiF.`kX�CFiwneYt+a�v..- ., 6 C.) 0 N CO ILI H CO LL w O u_ a co n = w t- O Z I--; tu 0 • - 1•- W • IL - ~ W O H Z ACTIVITY NUMBER: D2000 - 143 PROJECT NAME: THE BON MARCHE SITE ADDRESS: 17750 SOUTHCENTER PY XX Original Plan Submittal DATE: 5 -18 -2000 Response to Incomplete Letter # Response to Correction Letter # Revision # After Permit Is Issued DEPARTMENTS: At Im B iIdiing Division 5-*)-0) Public Works 1n kill 4-2A DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: TUES /THURS ROUTING: Please Route REVIEWER'S INITIALS: PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP Incomplete n Structural Review Required APPROVALS OR CORRECTIONS: (ten days) Y srr■ Fie !evention G51.5 Structural n Approved n Approved with Conditions REVIEWER'S INITIALS: CORRECTION DETERMINATION: Approved n Approved with Conditions n REVIEWER'S INITIALS: L Planning Division _ 5-2?,-00 Permit Coordinator DUE DATE: 5 -23 -2000 Not Applicable n No further Review Required U DATE: DUE DATE 6-20-2000 Not Approved (attach comments) n DATE: DUE DATE Not Approved (attach comments) F1 DATE: r.• 00 N 0 � j_ w O gQ w d' z o 2 ui U 0 O i CI I- w w' Z L I O . 0 N ' O z ACTIVITY NUMBER: D2000 -143 DATE: 8 -3 -2000 PROJECT NAME: BON MARCHE FURNITURE GALLERY SITE ADDRESS: 17750 SOUTHCENTER PARKWAY Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # XX Revision # 1 After Permit Is Issued DEPARTMENTS: B it ing Divis' n Public Works Complete Comments: PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP Structural DETERMINATI OF COMPLETENESS: (Tues., Thurs.) Incomplete n TUES /THURS ROUT G: Please Route Structural Review Required REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: (ten days) DUE DATE: 9- 5-2000 Approved I I Approved with Conditions n Not Approved (attach comments) REVIEWER'S INITIALS: DATE: CORRECTION DETERMINATION: DUE DATE Approved n Approved with Conditions n Not Approved (attach comments) REVIEWER'S INITIALS: DATE: \PRROUTE.DOC 5/99 �l'Z ention Planning Division .8 - 4b n Permit Coordinator No further Review Required + NIa+ SIIt' �adRtB' Ci TYPtA'+ A' m�! tnue' FLSTS'.' 7'• rcro!, am'T TS''' Fr9i.,: ry. rg�,i. ��+ u�r. rur..> ��z• m s. �w+ r• r. ... wwmror ttMmn... rv: M� v> i++ n� r. Tw K ewmaauae�g + si e ��YfwwAR 4 +RMxMMney n rny�RU ■ DUE DATE: 8-8-2000 Not Applicable n DATE: Revision No. Date Received Staff Initials Staff Initials Staff Initials Date Issued Summary of Revision: Staff ... Initials I I I I Summary of Revision: Summary of. Revision: • Received By: Received By: " Revision No.. ' .. Date Received Staff Initials Date Issued Staff Initials I I I Summary of Revision: • Received By: Revision No. Date Received Staff Initials Date Issued Staff Initials Date - Issued . Staff Initials Summary of Revision: I I Summary of Revision: Received By: PROJECT NAME: G• t 1 Y Site Address: 1n15) < Mild° ex- Revision • _ Date No.. Received REVISION LOG Staff Initials Received By: PERMI . NO:.. D? ono - 1q3 Original Issue Date: (p -(o-OQ <, Date Issued 44-1 I -00 1 WETZ . b -21-CO Summary of Revision: (SU b� roa rae.g. b r Cuv. ase print) please print please prin 'Staff Initials i ant tan rnertor P Rt'rmfs5rwb orim'rFufMrps WPF4rWrinwr0WIPoml. n+srrxNnrwrtcw*egve Ymft?r4HVtlxWV Vtre?!,. ,,.. z u� co 0 cn u. w O 2 u. co 3 J z ; H z I` U 0: O N' 0 I— UJ = U 0 w z U to I- z Revision No. Date Staff Received I Initials Date - Issued . Staff Initials a I I I I Summary of Revision: Received By: PROJECT NAME: G• t 1 Y Site Address: 1n15) < Mild° ex- Revision • _ Date No.. Received REVISION LOG Staff Initials Received By: PERMI . NO:.. D? ono - 1q3 Original Issue Date: (p -(o-OQ <, Date Issued 44-1 I -00 1 WETZ . b -21-CO Summary of Revision: (SU b� roa rae.g. b r Cuv. ase print) please print please prin 'Staff Initials i ant tan rnertor P Rt'rmfs5rwb orim'rFufMrps WPF4rWrinwr0WIPoml. n+srrxNnrwrtcw*egve Ymft?r4HVtlxWV Vtre?!,. ,,.. z u� co 0 cn u. w O 2 u. co 3 J z ; H z I` U 0: O N' 0 I— UJ = U 0 w z U to I- z Date: Z City of Tukwila Department of Community Development Steve Lancaster, Director Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Plan Check/Permit Number: 1200/43 O Response to Incomplete Letter # O Response to Correction Letter # [] Revision # / after Permit is Issued Project Name: �He ,CN /9 odtc mac" Project Address: 7750 - c7, ! pw4`J Contact Person: �mBE7 Phone Number -6 7 4. Summary of Revision: 6e/Qo7 /rer7C/) ,Q/C/ C7t'4'2S , ,ee,e Gv.s7er, t , Sheet Number(s): "Cloud" or highlight all areas of revision including date of revisio <I( Received at the City of Tukwila Permit Center by: i L - Entered in Sierra on John W. Rants, Mayor CITY OF TUKWILA AUG - 3 2000 PFRMIT (:FNTFR 06/29/99 g iw..w..l (.# _a Sh ' Yd$1 88 d. .∎ 'w» R.;h'!MMa Pag IZO: Ciiy of Tukwila Fire Department Thomas P. Keefe, Fire Chief Fire Department Review Control #D2000 -143 (512) May 25, 2000 Re: The Bon Marche - 17750 Southcenter Parkway Steven M. Mullet, Mayor Dear Sir: The attached set of building plans have been reviewed by The Fire Prevention Bureau and are acceptable with the following concerns: 1. Maintain fire extinguisher coverage throughout. Clear access to fire extinguishers is required at all times. They may not be hidden or obstructed. (NFPA 10, 1 -6.5) 2. Exit doors shall be openable from the inside without the use of a key or any special knowledge or effort. Exit doors shall not be locked, chained, bolted, barred, latched or otherwise rendered unusable. All locking devices shall be of an approved type. (UFC 1207.3) Obstructions, including storage, shall not be placed in the required width of an exit, except projections as permitted by the Building Code. Exits shall not be obstructed in any manner and shall remain free of any material or matter where its presence would obstruct or render the exit hazardous. (UFC 1203) Dead bolts are not allowed on auxiliary exit doors unless the dead bolt is automatically retracted when the door handle is engaged from inside the tenant space. (UFC 1207.3) Exit hardware and marking shall meet the requirements of the Uniform Fire Code. (UFC 1207 -1212) Internally illuminated exit signs shall have both Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: 206 - 575.4404 • Fax: 206 - 575.4439 City of Tukwila Fire Department Page number 2 Steven'M. Mullet, Mayor Thomas P Keefe, Fire Chief bulbs working at all times. (UBC 1003.2.8.4) When two or more exits from a story are required, exit signs shall be installed at the ezibs and -- where otherwise necessary to clearly indicate the direction of egress. (UBC 1003.2.8.2) The color and design of lettering, arrows and other symbols on exit signs shall be in high contrast with their background. Words on the sign shall be block letters 6 inches in height with a stroke of not less than 3/4 inch. (UBC 1003.2.8.3) Aisles leading to required exits shall be provided from all portions of buildings. Aisles located within an accessible route of travel shall also comply with the Building Code requirements for accessibility. (UFC 1204.1) Exits shall be illuminated any time the building is occupied with light having an intensity of not less than 1 foot candle at floor level. Fixtures required for exit illumination shall be supplied from separate sources of power for Group I, Divisions 1.1 and 1.2 occupancies and for all other occupancies where the exiting system serves an occupant load of 100 or more. (UBC 1003.2.9, 1003.2.9.2) When exit signs are required by The Building Code (see U.B.C. section 3314(A)), additional approved low exit signs which are internally or externally illuminated, or self- luminous shall be provided in all interior exit corridors serving guest rooms of hotels in Group R, Division 1 occupancies. The bottom of the sign shall not be less than 6 inches or more than 8 inches above the floor level. For exit doors, the sign shall be on the door or adjacent to the door with the closest edge of the sign within 4 inches of the door frame. (UFC 1212.6) Exit doors serving exit enclosures and exit Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: 206-575-4404 • Fax: 206-575-4439 City of Tukwila Steven M. Mullet, Mayor Fire Department Thomas P. Keefe, Fire Chief Page number 3 passageways shall be maintained self - closing or shall be automatic closing by actuation of a smoke detector. All hold open devices shall be listed for the intended purpose and shall close or release thg ffYer assembly- to the closed position in the event of a power failure. (UBC 1005.3.3.5, 1005.3.4.4) Exits shall not pass through kitchens, storerooms, restrooms, closets or spaces used for similar purposes. (UBC 1004.2.2) When two or more exits from a story are required and when two or more exits froma room or an area are required, exit signs shall be illuminated. (UBC 1003.2.8.4) The power supply for means of egress illumination shall normally be provided by the premises' electrical supply. In the event of it's failure, illumination shall be automatically provided from an emergency system for Group I, Divisions 1.1 and 1.2 occupancies and for all other occupancies where the means of egress system serves an occupant load of 100 or more. Such emergency systems shall be installed in accordance with the electrical code. (UBC 1003.9.2) Combustible material shall not be stored in exits or exit enclosures. (UFC 1103.3.2.3) All exit signs shall be illuminated at all times. To ensure continued illumination for a duration of not less than 1 1/2 hours in case of primary power loss, the exit signs shall also be connected to an emergency electrical system provided from storage batteries, unit equipment or an on site generator set, and the system shall be installed in accordance with the electrical code. (UBC 1003.2.8.5) Exit doors shall be maintained in accordance with Section 1207. Exit doors shall be maintained in an Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: 206 - 575.4404 • Fax: 206. 5754439 z U U O 0 ` u- w o' LL Q a ' I w z � p ` O W w ` Z U IL 1 Z ui CO 01- City of Tukwila Fire Department Thomas P. Keefe, Fire Chief Page number 4 operable condition. Doors installed as part of required fire assemblies shall be maintained in accordance with Section 1112.2. (UFC 1207.1) 3. Maintain sprinkler coverage per N.F.P.A. 13. Addition /relocation of walls, closets or partitions may require relocating and /or adding sprinkler heads. All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of the W.S.R.B., Factory Mutual, Industrial Risk Insurers, Kemper or any other representative designated and /or recognized by The City of Tukwila, prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance #1742) Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (UFC 10.503) (City Ordinance #1742) 4. All electrical work and equipment shall conform strictly to the standards of The National Electrical Code. (NFPA 70) 5. Required fire resistive construction, including occupancy separations, area separation walls, exterior walls due to location on property, fire resistive requirements based on type of construction, draft stop partitions and roof coverings shall be maintained as specified in the Building Code and Fire Code and shall be properly repaired, restored or replaced when damaged, altered, breached, penetrated, removed or improperly installed. (UFC 1111.1) The maximum flame spread class of finish materials used on interior walls and ceilings shall not exceed Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: 206 - 575.4404 • Fax: 206 -575 -4439 virr m.... *. +vrw.:ViTMA o....v+.r:m ».t.."Ta or.R.tA?C*M00. 04 rnpFC'0001ittIONAWN.x Steven M. Mullet, Mayor C4 U1 UO w w ; N � w 0 : g:3 = d � o z F- LU in D p U O N 0 = V u. O Z . U N. O z Guy of Tukwila Steven M. Mullet, Mayor Fire Department Thomas P Keefe, Fire Chief Page number 5 that set forth in Table No. 8 -B of The Uniform Building Code. (UBC 804.1) When fire resistive floor or floor ceiIi1ig`as<3emblies are required to prevent the vertical and horizontal spread of fire and smoke, the assembly shall be maintained. (UBC 710.2) This review limited to speculative tenant space only - special fire permits may be necessary depending on detailed description of intended use. Any overlooked hazardous condition and /or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. Yours truly, The Tukwila Fire Prev agi cc: TFD file ncd Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: 206-575-4404 • Fax: 206-575-4439 Kind of Fixture Fixture Units No. al Fixtures Total Fixture Units Public Private Public Private Bathtubs and /or shower 4 2 Dental units 1 1 Dishwasher 4 2 / .. Drinking fountain (each head) 1 1 / / Hose bibb (interior) 5 3 Clotheswasher or laundry tub 4 2 Sink, bar or lavatory 2 1 c 7 Sink, clinic, flushing 10 10 Sink, kitchen _ 4 2 / Sink, other 4 2 Sink wash, circle spray 4 4 Urinal, flush tank 3 3 Urinal, wall or stall 5 5 / 5 Water closet, tank 5 3 4 0 3v Water closet, flush valve 10 6 Non- r- sidential Sewer Use Certi - Thation (To be completed for all new sewer connections, reconnections or change of use of existing connections. This form does not apply to repairs or replacements of existing sewer connections within five years of disconnect.) Vii# Pursuant to King County Ordinance No. 11034, all sewer customers who establish a new service which uses metropolitan sewage facilities after February 1, 1990 shall be subject to a capacity charge. The amount of the charge is established annually by the King County Council but is limited by state law to $10.50 per month per residential customer or residential customer equivalent for a period of fifteen years. The purpose of the charge is to recover costs of providing sewage treatment capacity for new sewer customers. The charge is collected semi - annually. All future billings can be prepaid at a discounted amount. Questions regarding the capacity charge or this form should be (206) 684-1740. (Please print or type) Owner's Name / /''jf% �4,7CgO Property Legal Address: (Last, + rst, Middle Initial) p'#riat✓ 0.0344" o/" t Subdivision Name d Lo # Subdiv. # /"''/P 3, 0 ' 4 °'E7 Block # Property Street Address 20 City, State, Zip Td ru ✓/LA• , k,/ 910/ Owner's Phone Number ( 4 7 A ) ' - 4 ' 7 Owner's Mailing Address (if different from above) A. Fixture Units Fixture Units x Number of Fixtures = Total Fixture Units Residential Customer Equivalent (RCE) 20 fixture units equal 1.0 RCE Total No. of Fixture Units Total Fixture Units ZZ5 RCE For King County use Account # Monthly Rate Six Month Due referred to King County's Wastewater Treatment Division at 14 Property Tax ID # 2G Z 7 - , //e) Building Name (if applicable) 114R0 _ Party to be Billed (if different from owner) Party's Mailing Address: or Property Contact Phone # ( 7 1Jlo City or Sewer District Date of Connection Side Sewer Permit # Demolition of pre - existing building? ❑ Yes ❑ No Demolition Permit # B. Other Wastewater Flow (in addition to Fixture Units identified in Section A) Type of Facility /Process: /VA Estimated Wastewater Discharge: 144 Gallons /days Residential Customer Equivalents (RCE): 187 gallon per day equals 1.0 RCE Total Discharge (gal /day) _ 187 C. Total Residential Customer Equivalents: (add A & B) A B I certify that the information given is correct. I understand that the capacity charge levied will be based on this information and any deviation will require resubmission of corrected data for determination of a revised capacity charge. 1)/t/i Print Name of Owner/ n'' Representative D ID VA P-- •-) Signature of Owner/ Representative RCE Date 5/171 C— D RCE 1058 (nev. 2 /00) White — King County Yellow — Local Sewer Agendy `Pink — Sewer Customer 1 „,"pg{.q +. 1 tittym A ottoe kA' .414ThN'm. +.'...... iPMT w. ^:v /te»utMno- .,— ..—........ •a...,lw.w ;m ,...?Yrx +e+aT.*rY` ........ ,,,,. ri9 ,d+. n^'G Vttw '•'M.....,.N....aoPm...h'i7M�MN ,. . v I Z 1Z . re W 6 0 0 N O W N W ;. W O u- a` N a w ' UJ ZI 0 0 1- W uj Z I— u. O ! 1 .. Z ' 0 — 0 H O z STATE OF WASHINGTON COUNTY OF KING AFFCONT 1/13/00 CITY OF TL - `WILA Permit Center 6300 Southcenter Boulevard, Suite 100, Tukwila, WA 98188 Telephone: (206) 431 -3670 AFFIDAVIT IN LIEU OF CONTRACTOR REGISTRATION ) ss. t)AV 1D M. VA R-o N) , states as follows: 1. I have made application for a building permit from the City of Tukwila, Washington. 2. I understand that state law requires that all building construction contractors be registered with the State of Washington. The exceptions to this requirement are stated under Section 18.27.090 of the Revised Code Washington, a copy of which is printed on the reverse side of this Affidavit. I have read or am familiar with RCW 18.27.090. 3. I understand that prior to issuance of a building permit for work which is to be done by any contractor, the City of Tukwila must verify either that the contractor is registered by the State of Washington, or that one of the exemptions stated under RCW 18.27.090 applies. order- te- pievide- ver4fioation to- the- C-ity-of- kw #a -ef-my eemp4i ement -I-h►ereb3 attest that after reading the exemptions from the registration requirement of RCW 18.27.090, I consider the work authorized under this building permit to be exempt under No.D24: , and will therefore not be performed by a registered contractor. I understand that I may be waiving certain rights that I might otherwise have under state law in any decision to engage an unregistered contractor to perform construction work. residing at Dz000- Signed and sworn to before me this l� day of I"'Av/ H -4 ,200 . NOTARY PUBLIC- and for the State of Washington, County. Name as com mis on ed: 1/6(-1 To (5, My commission expires: 0 4 ao&c) '11 w ~' D o `. 0 114 0 1 w W' u � o : z , 0 - . 01 z 8.27.090 Exemptions. This chapter shall not apply to: An authorized representative of the United States Government, the State of Washington, or any incorporated city, town, county, township, irrigation district, reclamation district, or other municipal or political corporation or subdivision of this state; Officers of a court when they are acting within the scope of their office; Public utilities operating under,the.rgulations of the utilities a nd1airsportation com in construction, raintenance, or'development work incidental to their own business; I.. Any construction, repair, or operation incidental to the discovering or producing of petroleum or gas, or the drilling, testing, abandoning, or other operation of any petroleum or gas well or any surface or underground mine or mineral deposit when performed by an owner or lessee; The sale or installation of any finished products, materials, or articles of merchandise which are not actually fabricated into and do not become a permanent.fixed part of a structure; ;. Any construction, alteration, improvement, or repair of personal property, except this chapter shall apply to all mobile /manufactured housing. A mobile /manufactured home may be installed, set up, or repaired by the registered or legal owner, by a contractor licensed under this chapter, or by a mobile /manufactured home retail dealer or manufacturer licensed under chapter 46.70 RCW; '. Any construction, alteration, improvement, or repair carried on within the limits and boundaries of any site or reservation under the legal jurisdiction of the federal government; 3. Any person who only furnished materials, supplies, or equipment without fabricating them into, or consuming them in the performance of, the work of the contractor; ). Any work or operation on one undertaking or project by one or more contracts, the aggregate contract price of which for labor and materials and all other items is less than $500, such work, or operations being considered as of a casual, minor, or inconsequential nature. The exemption prescribed in this subsection does not apply in any instance wherein the work or construction is only a part of a larger or major operation, whether undertaken by the same or a different contractor, or in which a division 4FFCONT 1/13/00 of the operation is made into contracts of amounts less than $500 for the purpose of evasion of this chapter or otherwise. The exemption prescribed in this subsection does not apply to a person who advertises or puts out any sign or card or other device which might indicate to the public that he is a contractor, or that he is qualified to engage in the business of contractor; 10. Any construction or operation incidental to the construction and repair of irrigation and drainage ditches of regularly constituted irrigation districts or reclamation districts; or to farming, dairying, agriculture, viticulture, horticulture, or stock or poultry raising; or to clearing or other work upon land in rural districts for fire prevention purposes; except when any of the above work is performed by a registered contractor; 11. An owner who contracts for a project with a registered contractor; 12. Any person working on his own property, whether occupied by him or not, and any person working on his residence, whether owned by him or not but this exemption shall not apply to any person otherwise covered by this chapter who constructs an improvement on his own property with the intention and for the purpose of selling the improved property; 13. Owners of commercial properties who use their own employees to do maintenance, repair, and alteration work in or upon their own properties; 14. A licensed architect or civil or professional engineer acting solely in his professional capacity, an electrician licensed under the laws of the state of Washington, or a plumber licensed under the laws of the state of Washington while operating within the boundaries of such political subdivision. The exemption provided in this subsection is applicable only when the licensee is operating within the scope of his license; 15. Any person who engages in the activities herein regulated as an employee of a registered contractor with wages as his sole compensation; 16. Contractors on highway projects who have been prequalified as required by chapter 13 of the Laws of 1961, RCW 47.28.070 with the department of transportation to perform highway construction, reconstruction, or maintenance work. . nPNVnwI..• i. 1Y..a+ms.`nW^:�N/. . .. z ur J U co w J uw gQ � I— III I z �:. F— O z � W U � ! :O N ; 0 I—' S U w z co : 0 z NOTES VICINITY MAP // \l NORTH // \\ NORTH tiS ITE ST KEY PLAN /SCOPE OF WORK WA THE PARKWAY SUPERCENTER AREA OF WOR SCOPE OF WORK ir g NORTH o N 0 R21-1 ARROW ELEVdtILNS IOD ROOM � D, J 1 li 6 d LEGEND OF SYMBOLS SAYE 5:E. NTEROR ELEVATIONS H DOOR MAR( E ' WALL TYPE RENNIN N D2000 ILO STRUCTURAL CG ENGRffERNG ELECTRICAL AE ASSOCIATES EIGINE"ER III MAN STREET S06 FNGIA¢ R IIIB POST ALLEY E MODS.. 98000 SEATTLE. 99101 CAA AC, Cd,FE. DULLER CONTACT: EDWARD DAVID TEL:(4251Ti8 -8300 TEL: (30619034300 FAX:(425111B -5536 FAX: (12K1903 -1901 PROJECT DIRECTORY CUPIETL THE EON MARC. ARCHITECT: WLLIAM POLK A56OCIATES TFNANi: THIRD AVE.. PRE ST. IQ0 POST ALLEY SEATTLE? 99181 SEATTLE, WA 98101 CRRA, : ROBERT EBERT LOITAG, KB., GROOMS 1, MN, 506 -116 TEL, (206`622 -8543 FAX: (2061506 -7140 FA%: Rm6)622-0031 YEEDIANICAL NerDONALD- MILLER EFGNEER TIN DETROIT SW SEATTLE UTA 081064303 COITACT: GREG NELSON TEL: (2061168 -419 FAX: ROSY 168 -4113 INDEX OF DRAWINGS 0 -1 COVER .EET ARLFIITECTURAL 0 -.1 CODE NFOR'IATION -0 PHASING FLAN - DEMOLITION PLAN -1 I PLAN -2 COLOR MATERIAL PLAN -4 CONSTRICTION PLAN AND DOOR S.IEDULE -4.! ENLAR O WASHR00119, ELEVATIONS, SECTIONS 1 DETAILS -42 WALL TYPES. SECTIONS R DETAILS REFLECTED CEILING PLAN FLOOR L0,311'S PLAY -8.1 FLOOR COVER. DETAILS -20 EXTERIOR ELEVATIONS 21 NTERIOR ELEVATIONS 22 CASA., FLAN ELEVATIONS, SECTIONS, AND DETAILS 23 LOOSE FIXTURES. FLANS, ELEVATIONS SECTIONS, AND DETAILS MECHANICAL -I MECH ^ ICAO AN M -1.1 FIE SPRINKLER PLAN P -I P =MG - AN R DU FLECTRIL.AI_ , L ADDITIONAL DRAIIPG E0 -1 LIGMING PLAN 1 SCHEDULES E. LIGHTING DETAILS N SCHEDULES EI - POWER AND SIGNAL PLAN AUCTURAL 5 -10 5Tu VIRAL 01E5, AN AND DETAILS RETAI 5 -12 DETAILS SEPARATE PERMIT REQUIRED FOR: ECHANI LECTRI LUME 0 C,AC PIPNG CIT'A OF TU' 1 0 , OUILO INGG ADDITIONAL ORdWNG -' 6Y iV l�eovn l s :.ru 1_pP,o•+61 of 6i K 4 A K K REVISIONS 4 41 41 0 -1 4144 pEP FILE NAME: 360 -1 SCALE: AS NOTED DRAWN BY: KCG DATE: 4/11/00 ER 9h eBONfr%AR(ll t SOUTHCENTER FURNITURE GALLERY EXPANSION 17750 SOUTHCENTER PARKWAY, TUKWILA, WA 98188 -3722 GENERAL L ALL COISTRCTON SWELL COPY WMTFE FOLLOW. CODES (LATEST EDITORS'. INFORM BOLIN. CODE NATIONAL E.O _ CODE MEOW F%.'£ CODE BULLETIN 43 INFORM FEGRNACAL CCM AND LOCAL CODES AND ORDNANCES WHICH A4£ YORE STR.B..T. 2. CONRRACTORS SHALL INSPECT SITE AND VERIFY AL COND.. AND DIMENSIONS BEFORE STARING WORK DO NOT SCALE DRAW., iFE CONTRACTOR SHALL USE DIMENSIONS SHOW ON THE DRAWN. ANA ACTLL, FED `EASUREME1t5. NOTIFY STORE FLAMING F ANY DISCREPANCIES ARE FOUND. 3. CON'TRACTOR'S DIMES SNAIL RYT.IDE: A PROVIDE AND PAT FOR L LABOR MATERIALS, ND EOIIRE T. 2 TOOLS AND MADAME,. 3.ODER FACILITIES AND SER✓.5 NECESSARY FOR PROPER IDEOZ NCN AND COMPLETION CF THE WORK INTER THE CCNRACE SEOIc AND PAY FOR ALL PERMS, LIME. AND F.S. C. PAY ALL REQUIRED TAXES A70 LABOR D. GIVE WRITTEN NOTICE OF CNAYES OR SUBSTFUT10. N ADV.. FOR APPROVAL E ALL DESYf.' CHANGES TO BE APPROVED BY STORE PLANNG LL1O@K INTROIT WRITTEN APPROVAL NAY DE ASKED TO BE 0.14.ED AT NO E%P85E TO THE OWER 4, CEERAL CONTRACTOR IS RESPONSES. FOR TIE PROPER COORONATION OF WORK ON Al TRADES ND TO NSUE THAT ALL 0.00RAG, WALLS, OPBRCS, LKdRNG, VENTS, GRILLES, °SER.LERS CONDUITS, AND Pr. ARE PRONGED FOR AD PROPERLY INSTALLED AND PROPERLY LOCATED. S. ...EVER FEASIBLE, CONCEAL Al ELECTRON_ ARID tffQNANICAL DENS N N. CONSTRUCTION. COOTANATE Al EXPOSED HEMS LLIIH STORE PLAN. 6_ VBRFI' DEPDR AD LOCATIONS 6IXISTPG O, BLOC.. AS CH S L PA TCHA 1 REPAIR WORK i0 FRATNG. PROVIDE A M HATCH IXISTPG ADJACENT SJEACES. PATCHE HOLES LEFT D Y TIE IR OR DEL OF E I BT 61ORC UDB2lN15 CONTRACT: N I. ALL L HDLES IE%BY E Era✓AL OF IXSTNG DENTS OR FAIIFTETT. FINISH ALL EXPOSED SURFACES CES. WffTE WALLS ARE VOTED TO BE REMOVED, PATCH ALL ADJACENT ...ACES, GALS CEILING, AND FLOC. AS RECURRED FER FINISµ SCHEDULE S. CONTRACTOR TO FRONDE DUST BARRIER DLR. DEMOLITION AND CLWARIICTKN 3 CINIRALCR S RESPOGIBLE FOR THE DAILY CLEAN IP ARID R.10VAL ON DEBRIS BEFORE LEAVNG XIS SIZE CONTRACTORS ARE TO BEM 'A5- BUILT' DRAA.S CF ALL MOD%CAUCNS TO HVAC, YECHANCAL, ELECTRICAL, SPRPKLERS, AND PARTITIONS TO THE BON MAR. STCTE RANMG DEPARTY.R IRON COMPLETION OF TN. JOB. IL CONTRACTOR TO PROVIDE (3/ THEE SA',. OF EACH PANT AND FN. MATERIALS AS AS SFECFIED. ALL SAM. TO BE REVELLED AND AFPROV. EY STORE ELAVN z D. AL CONTRACTORS TO COMPLY WITH DE BON MARCIE.0. PITT POLICES. D. DEN'S SECNED CN THIS PROJECT SHALL BE ORDERED WINN TWO MIMEOS OF THE BID AWARD TO MEET CONSTRUCTION SEDW.FS. ANY EXPENSE Dff TO IMfELT DELAYS AND SELECTION OF ALTERUTES SHALL NOT 0E TO THE OUNER K ALL DESIGN CHANGES TO BE REVELLED AND AFFROVID BY STORE PLAN. ANT WORK PERFORMED WiHLTR APPROVAL MAY BE AWED TO BE CHAGBD AT NO.PENSE TO Maa. THE INTENT CF THE DRALRGS 15 TO SHOLGBERAL SCOPE OF TALE WORK `ErDDS AND MAtERIALS NOT E%FLICITLY ROLLED AE MELDED TO BE CONIFACTOR DE5IGTFD OF ` N SP MATERIALS AND FROCEEDLES SLEJTITim TO OYMER PRIORI TO STARE ON WORK MSF£LFIL THE AREA MANDATORY CLEANING REQUIREMENTS THE CONTRACTOR IS E` RNSIBLE TO MAINTAIN THE CLEANEST POSSIBLE JOB SITE DUST BARRIE. ARE TO BE PROVIDED DAM DEMOLITION AND CONSTRICTION THE JOB SIZE IS TO BE BJEPf NID LR VAOIAtED AT lE EID CF EACH il4^fK SHPT Br EACH TRADE. M ADDITION TO ALL %LFS � DISCAFDm PJIILDNG MATERIALS. DEBRIS AND REBUSµ ETC, AE TO BE REMOVED FROM THE SITE DAILY VACIA`1 SANDERS ARE TO BE USED ON SEEIR CK WOW A '''''11 JOB SRE 15 A SEROJ5155UE M A DEPARR'ENT STCE A OMRACTORS p LETT A BID MINE WORK WTH RE BLN nN T A MILL BE M JEOPARDY F THE LETTER AND MTENIONiN15 ..11.1 15 NOT ADHERED 70. MARCHE THE BON NI STORE PLA NNING THIRD & PINE, 7N FLOOR SEATTLE, WA 98181 206- 506 -7201 WILLIA.LY1 ASSOCIATES 9�9M, AND �� Te b 1 e�_N4, .:TI�RI — CODE DATA EXITING Z% - A'I//%J%z z`�/�Is ✓/iO PROPOSED 8,1¢5 S0 FT. t u ri ° CODE DATA PROJECT TYPE: PROJECT DESCRIPTION: BUILDING DATA BUILDING CODE: BOLDING AREA: EXISTING NEW: TOTAL: BUILDING HEIGHT: NUMBER OF STORIES: TYPE OF CONSTRUCTION: BUILDING. OCCUPANCY" TYPE: ZONING CLASSIFICATION: OCCUPANCY LOAD: RETAIL: ALLOWABLE AREAS: EXITING fREQUIREMENTS PER TABLES I0 -A AND IS-B EXITS REQUIRED /PROVIDED: EXITS WIDTH REQUIRED /PROVIDED: MAXIMUM TRAVEL DISTANCE: SPACE'S DIAGONAL DISTANCE: EXIT SEPARATION DISTANCE: TENANT IMPROVEMENT 1991 UBC 40,000 SO. FT, 8,165 SO., 48,165 SO. FT. NO CHANGE I (NO CHANGE) V - NONRATED : FULLY SPRINKLED TUC - DISTRICT 42 ,000 SO. FT s I/30 1,400 PLUMBING FIXTUFRE IREQUIfREMENTS PER TABLE A -29 -A OCCUPANT LOAD 042,000/200): MEN'S WATER CLOSETS REQUIRED /PROVIDED: MEN'S URINALS REQUIRED/PROVIDED: WOMEN'S WATER CLOSETS REQUIRED /PROVIDED: MEN'S LAVATORIES REQUIRED /PROVIDED: WOMEN'S LAVATORIES REQUIRED /PROVIDED: D2CW 143 TENANT IMPROVEMENT 'TO EXISTING 40,000 5Q FT, FLOOR' AREA WITH ADDITION OF 8,165 ADDITIONAL SO. FT., ALL WITHIN PRE APPROYED BUILDING EMTLOPE TENANT IMPROVEMENT 15 WITHIN PRE APPROVED BUILDING ENVELOPE WITH UNLIMITED ALLOWABLE AREA 4/5 250"/288" 215' (ALLOWABLE PER 10042.5.1) 341' 196' (ALLOWABLE PER 10042.523) 210 3/2 (W/ I URINAL PROVIDED) 0/1 2/2 2/2 THE BON MARCHE STORE PLANNING THIRD & PINE, 7th FLOOR SEATTLE, WA 98181 208- 506 -7201 WILLIAM PO /. 1 ASSOCIATES ,. se,TO�. . ,�PFa °�z °al ,zz_ °„s E� I� °a, zr.„ EG �/J 5 AIILEL OF wASMI�I.�7 a 2 REVISIONS z J C a W CO x CO co d ©C PERMIT CarrER FILE NAME: 360 -LI SCALE: AS NOTED DRAWN SY: KCG DATE: 4 /11/00 0 -1.1 Q 4, �w } = W J 3 : N rT 0 J 0 cc W a Y 3 d ��// Y. Q V t- a O Z LL 26' -33/6° ADD BLOCKING AT 9'-6" FOR RUG RAIL SEE DETAIL P ON DWG. 1 -21 ADD BLONG A 9'-OW RAIL SEE DET AL CKI P CN T DII6" L'+ 1 FR R 21 BEDDING 3A — ADD BLOCKING AT 9'-6" FOR R. RAIL. SEE EXTENT CF — \ DETAIL F ON DWG-.1 -21 BUL KNEAD 5.. I -S FLOOR COVERINGS ELEC. METER ROOTT r PATG WALL WR3Z 4g- j 91e KNAVE PAT LCSF WALLS F!AVE BEBN MALL N.A.9 BEEN R13 TTP BALES SUPPORT OFFICE RELOCATE EXIST. CLOSET REUSE EXISTING DOORS AND SHELVING FURNITURE RELOCATED EXISTMG- COUNTER FURNITURE SALES SUPPORT OFFICE DOOR SCI- IEDULE NOTE: ALL DOOR HARDWARE TO BE ADA COMPLIANT. IS -K -SIN -626 BEST LOCKS, SK SERIES: 93K- 1- D- 15 -K -9TK - 626 I- IARDUJARE SCI-IEDULE 52 1 DOOR' DOOR SIZE 3' -0° x 3' 0' x 6' -6'• SLO '' x 6 .. 8 .. x SLEW DOOR TYFE REFER TO SHT 1 -2 REFER TO 5NT 1 -2 A HC FK HO SC DOOR FINISH REFER TO SHT I.2 REFER TO SHT 1 -2 REEFER TO 5HT 1 -2 REFER TO 6HT 1 -2 REFER TO 51-17 1 -2 REFER TO 5HT I -2 FRAME TYPE FRAME FINISH REFER TO SHT 1 -2 REFER TO SHT 1 -2 REFER TO 51-17 1 -2 REFER TO SW 1 -2 REFER TO 5H7 1 -2 REFER TO ENT 1 -2 REFER TO REFER TO BHT 1 -2 HARDWARE SET DETAIL REMARKS W. CLOSER TYPE DESCRIPTION DESCRIPTION BEST LOCKS. 9K SERIES REMARKS KEYLESS PASSAGE LOCK., STOREROOM CYLINDRICAL LODKSET I I SFTR 1 RISE I, Alb A UXJOD O LOUVERED O 'G /JAMBMEADER TYPE DETAILS D2_000 1 43 58 O 0 0 CONSTRUCTION PLAN SCALE. 1/8 " =1' -0" THE BON MARCHE STORE PLANNING THIRD R PINE, 7111 FLOOR SEATTLE, WA 98181 206 -606 -7201 11��1��3 I j„�T1JA�� 1 OUK ASSOCIATES �HS�N�,Y�w ao D. s T<�5�,zo„ a�E_e�T�dmT � oo; �z Ll 5 GI STERED ' � n 1 T�E L of wxoi x REVISIONS 444 . w >- = cc S......" W y J pol J a W 0 cc CO I- V Z (•••■ o at z O 5 V m 2 N a z H W 11! ~ m 2 IL. z M a n i 0 1 -4 FILE NAME: 361 -4 SCALE: AS NOTED DRAWN BY: KCG DATE: 3/13/00 44 PEKti It I , ' (i) ELEVATION r,) ELEVATION SCALE: 1/T,-, (g) ELEVATION 5CALE: MIRROR (T. 1._EVATION1 SEE DETAIL 42° GRAB EAR 26" GRAB BAR r; ELEVATION \t% SCALE: a ELEVATION SCALE: 1/2 A ELEVATION SCALE: 1/2".1 (5) ELEVATION SCALE: 1/2”.1 TT:1 -ILING TOILET ACCESSORY SCHEDULE ITEM NO. ITEM MANuFAcTuRE AND MODEL REMARKS WA -1 WA-2 WA-2 114-4 214-5 WA-10 WA-I2 WA-12 WA-I4 WA-15 1I14-16 URINAL SURFACE-MOUNTED SOAp DiSpENSER SCoTT MoDEL • 9255 SINK MIRROR UNIT CUSTOM RECESSED NAPKIN/TAt1PON VENDOR ISOBIRCK MODEL • 13-25.22 RECESSED PAPER TOWEL DISPENSER AND WASTE RECEPTACLE BOBRICK MODEL • 15-2.261 SURFACE-MOUNTED BABY C.1-146.E .17 KOALA BEAR CARE WA-6 ROBE HOOK GLOBAL STEEL PRODUCT, CORIP WA-5 SUFFACE MOUNTED TOILET TISSUE DISFENSER WA-e Bo" STAINLESS STEEL GRAB 15AR SCOTT MODEL • S561 BOBR1CK MODEL • 13-62456 1114-1 42" STAINLESS STEEL GRAB ISAR BoBRICK MODEL • 12-6206 SURFACE MOUNTEDYOILET-SEAT-COvER DISPENSER pART1TION-MOUNTED SANITARY NAIAKIN DISPOSAL SURFACE-MOUNTED MULTI-ROLL TOILET TISSUE DISPENSER SINGLE-COMPARTMENT PARTITICH-MoUNTED SAVA TART NAPKIN DISPOSAL LAVATORY LAVATOR FAUcET WA-I1 WATER CLOSET REUSE EXISTING JANITOR SI•K FINISHES TIBD BY BON SCOTT MODEL 1 ,511 BOBRo< mODEL • 12-254 BOBRIcK MODEL • 5-2885 BOBRICK MODEL 0 254 KOHLER °CAXTON • K-2211 KOHLER "CORALAIS • K-55.22 WA-IS WALL MIRROR UN, WA-262 TOILET PARTMONS BOBRICK MODEL 0 5-220 GLoEAL STEEL FRODUCT, CORP. KoHLER 'FRESHMAN" • K-492YeT 1114-123 WATER CLOSET KOHLER IIIELLCOMME • K-4.0 KoHLER "1-11C.44CLIF, • K-4360 ,,,ovioED By OWNER, INSTALLED BY CONTP,CTOR FRAMELESS J-STYLE, FIN To FIN REMARKS SURFACE MOUNTED, HoR1ZONTAL DESIGN REMARKS SEE DETAIL 8/1-4.2, PROVIDED PARTITIONS REMARKS FROvIDED BY OUREIR, INSTALLED BY CONTRACTOR REMARKS FIRCAIDED R, INSTALLED BY CONTRACTOR REMARKS REMARKS REmARKS REMARKS REMARKS REMARK, WY LUSTRE SEAT KOHLER • K.. .10 -C LW LUSTRE SEAT KOHLER • K-4610-C OLO-GARD POWDER COATED STEEL, FLR SUPPORTED, 1,14.0.4„ ADA LEVER LATCH ALL D00126 ELEVATiO44 r ELEVATION C4E b2'- - 1)2 TOLET LAZO._ T1, 0 WALL TILE DETAIL 71 WA-4 WA-1 / WA-6 MEN'S eP64 FrY71 IVA-12 WA - 20 5/8" -IS HALL g THE BON MARCHE STORE PLANNING THIRD H PINE, 7111 FLOOR SEATTLE, WA 98181 206-506-7201 WilliAM POLK ASSOCIATES a a = te 2 ij REVISIONS +4 <11 FILE NA. SCALE: AS NOTED DRAWN SY: K. PATE: /17/00 1-4.1 PARKWAY PLAZA 17760 SOUTCENTER PARKWAY, TUKWILA, WA 98188 Aft ' PURROR 1 N A . / 1 ,„/ , '1 9 33V ..46 , ;, AP 5FLA..4 It I , ' (i) ELEVATION r,) ELEVATION SCALE: 1/T,-, (g) ELEVATION 5CALE: MIRROR (T. 1._EVATION1 SEE DETAIL 42° GRAB EAR 26" GRAB BAR r; ELEVATION \t% SCALE: a ELEVATION SCALE: 1/2 A ELEVATION SCALE: 1/2".1 (5) ELEVATION SCALE: 1/2”.1 TT:1 -ILING TOILET ACCESSORY SCHEDULE ITEM NO. ITEM MANuFAcTuRE AND MODEL REMARKS WA -1 WA-2 WA-2 114-4 214-5 WA-10 WA-I2 WA-12 WA-I4 WA-15 1I14-16 URINAL SURFACE-MOUNTED SOAp DiSpENSER SCoTT MoDEL • 9255 SINK MIRROR UNIT CUSTOM RECESSED NAPKIN/TAt1PON VENDOR ISOBIRCK MODEL • 13-25.22 RECESSED PAPER TOWEL DISPENSER AND WASTE RECEPTACLE BOBRICK MODEL • 15-2.261 SURFACE-MOUNTED BABY C.1-146.E .17 KOALA BEAR CARE WA-6 ROBE HOOK GLOBAL STEEL PRODUCT, CORIP WA-5 SUFFACE MOUNTED TOILET TISSUE DISFENSER WA-e Bo" STAINLESS STEEL GRAB 15AR SCOTT MODEL • S561 BOBR1CK MODEL • 13-62456 1114-1 42" STAINLESS STEEL GRAB ISAR BoBRICK MODEL • 12-6206 SURFACE MOUNTEDYOILET-SEAT-COvER DISPENSER pART1TION-MOUNTED SANITARY NAIAKIN DISPOSAL SURFACE-MOUNTED MULTI-ROLL TOILET TISSUE DISPENSER SINGLE-COMPARTMENT PARTITICH-MoUNTED SAVA TART NAPKIN DISPOSAL LAVATORY LAVATOR FAUcET WA-I1 WATER CLOSET REUSE EXISTING JANITOR SI•K FINISHES TIBD BY BON SCOTT MODEL 1 ,511 BOBRo< mODEL • 12-254 BOBRIcK MODEL • 5-2885 BOBRICK MODEL 0 254 KOHLER °CAXTON • K-2211 KOHLER "CORALAIS • K-55.22 WA-IS WALL MIRROR UN, WA-262 TOILET PARTMONS BOBRICK MODEL 0 5-220 GLoEAL STEEL FRODUCT, CORP. KoHLER 'FRESHMAN" • K-492YeT 1114-123 WATER CLOSET KOHLER IIIELLCOMME • K-4.0 KoHLER "1-11C.44CLIF, • K-4360 ,,,ovioED By OWNER, INSTALLED BY CONTP,CTOR FRAMELESS J-STYLE, FIN To FIN REMARKS SURFACE MOUNTED, HoR1ZONTAL DESIGN REMARKS SEE DETAIL 8/1-4.2, PROVIDED PARTITIONS REMARKS FROvIDED BY OUREIR, INSTALLED BY CONTRACTOR REMARKS FIRCAIDED R, INSTALLED BY CONTRACTOR REMARKS REMARKS REmARKS REMARKS REMARKS REMARK, WY LUSTRE SEAT KOHLER • K.. .10 -C LW LUSTRE SEAT KOHLER • K-4610-C OLO-GARD POWDER COATED STEEL, FLR SUPPORTED, 1,14.0.4„ ADA LEVER LATCH ALL D00126 ELEVATiO44 r ELEVATION C4E b2'- - 1)2 TOLET LAZO._ T1, 0 WALL TILE DETAIL 71 WA-4 WA-1 / WA-6 MEN'S eP64 FrY71 IVA-12 WA - 20 5/8" -IS HALL g THE BON MARCHE STORE PLANNING THIRD H PINE, 7111 FLOOR SEATTLE, WA 98181 206-506-7201 WilliAM POLK ASSOCIATES a a = te 2 ij REVISIONS +4 <11 FILE NA. SCALE: AS NOTED DRAWN SY: K. PATE: /17/00 1-4.1 PARKWAY PLAZA 17760 SOUTCENTER PARKWAY, TUKWILA, WA 98188 A VEr Eh I / il-MWSM 011MMEMIErial 1 I/ioJ : mmamimir m � _ I 1 ' + 1 _l_1_I is i ■r DEG —mININI_I_,_III__ ! !i " Th ® �a II =MEN LFiM__11•IIfdINEWmeismsmi_ _ _��7_@_ ��►I W O ILMG T � _-_T_® =MIIMMIllikMMINIIIIIIIMIIII•Mia NM= A MEM _�IIIN _ �__M►�___I `� III,IIII1. N 11.1 •I IIII._II,IIII�IIIIIIII/� ®11•11•IIIIIIMII a II _II — I I-H ff --= _II ��l IMMO IG' -1038' ,I 1 I 5 10 38" 5YSTE1Y AT D W/O _ — • iT �� , ■ :o ,, IL • ® ICI; ∎z, u • • ■ s l Nil J II 11 11 11 N111111 SOFFIT AT 1' -0" AFF. SEE 3/1 -5 L - - !I SCPFIT AT T -0" APP. SEE 311 -5 RELOCATE EXISTING- 2z4 FLUORESCEIN FIXTU�S. 1 a REVISIONS 4d© FILE NAME: 36I -5 SCALE: AS NOTED DRAWN BY: KCG DATE: AIN00 1 -5 71 3 NRJS IN 1�1(t" TYP. j 0 R GA VERT. W. r1N5ER IN COMFRE551GN TU. LEVEL CEILI GRID PRIM TO SETTING CCNDII T u d:!, 1R II II PERMETER MEMEER AT s'ARTER WALLS TYP. CEILING BRACING SCALE NTS SUSPENDED CEILING EIT-0 AFF. - 0 "J - G-GE S:MC.2 ugtc,<EA CAT PLUS WIFE AS WIRED �. rumru1 PXTURES I CLEARANCE �.-L — BRAT AS REOIIRED SEE 9TRICTRAL I — 5. STRUCTURAL �-- BLOCKING. BRIDGTG AVD 5TR4PPING AE REWIRED z7 IXI$TING ] x4 CEILING 25'-0' H- APR WHI T-BAR SY STEM UIT NOUi CEILIN3 TILES • -� WALL E —C ca txT TO BE TS., wG. G21, Ab STRICT. ABC,. TI INSTAL BO' TO .C.A. O.v .3-, ISAA" MIN WALL ELEC. SCYLTOIT ISSLOT • EN.., TOE, OVER MAIN OE_ • CC EA DR. HOL_ 1N5sA:„ I. BOLT AID' K ,. NUT I� 111 11 11 011 11 4T OPPOSITE WA1L5 58° GYP. WALL BD. ON EACH SIDE METAL EDGES T T ALL EXPOSED CORNERS. PAINT PER ROOT FINISH SCHEDULE O SECTION THROUGH BULKHEAD CONTE.. DEFLECTION TRACK BRACING AS REWIRED SEE STRCCRRAL 4° MIL. T SUD a IS" " SEE STRUCRRAL 5'. N. AF FLOCKING, ERIDGING NND STRAPPING AS REWIRED SUSPENDED MILS. WALL CUT 10 — TETAL EDGES ON ALL EXPOSED CORERS. MUD AND TAPE CORNERS, ITP. EXISTING WALL 0' - N- APP. MTL. STUD • MI OL. SEE STRUCTURAL CORER5 TTP. 58" GYP. WALL BD. METAL EWES ON ALL EXPOSE CORNERS. MUD AND TAPE ExISTMG 2 .a LEILMCs 1,) C O SECTION THROUGH BULKHEAD 2 SCALE: I " CCNTIN CS5 DEFLECTION TRACK 4" MIL STN. • WI OL. SEE STRUCTURAL BLOCO ., BRWIWS AND STRAPPING A5 REQUIRED. SEE STRUCTURAL DON OX: a 5T531 B1111 ARMSTISCSE,IEG EA< TI-E, N INTTE AT 19'-0° APR x-5/8° GYP. BALL ED. <` ML. STUDS 16` Oa ON EACH SIDE, PAINT PER c' W/ 5A5` GYP. WALLED. ROOt EMISU °SCHFDW-E _ 5. STRKMAL 1 AFF. SEED CEILING •. 10'-0` J- APE. METAL EDGES CN ALL EXPOSED CGRJF% MUD AND TAPE U 4 T ' 41CaS 3'. —K - G T 2z4MRL STUD 24. OL 8'-0° J- AFF 58" G1P.WALL ED. �plG, PETAL EDGES ON ALL IDTPOSED CORE. ° SECTION THROUGH SOFFIT SCALE: �2 J -fl D REFLECTED CEILING PLAN SCALE: 1/8 " =1' -0" NORTH 0 THE BON MARCHE STORE PLANNING THIRD & PINE, 7th FLOOR SEATTLE, WA 98181 206 - 506 -7201 WIAT+I/JETTry�TII ABM 1 OLL 1 ASSOCIATES .wclrTacTU-Ie ResEAE rece�Ir� i�1iAe :a e..� T leoe, ezz eoe: EGIST CH stn wwsx W-4 Y = w m 0 1 a N a; a ' Z W >- ' a aY O Y s c : N 0 LL O WEST ELEVATIO SCALE: I/8 " =i' -0" EAST ELEVATION SCALE: I /8" =I' -O" O NEW BRICK SURFACE MATCH EXISTING BRICK SUEWACE TO COLUMN COLOR: MATCH EXISTING SEE WALL TYPE 10/42 , -NEW GLASS STOREFRONT MATCH EXISTING GLASS SEE WALL TYPE 11/42 EXISTING 05165 Stll&ACE - i'. EXISTING SURFACE 8" SMOOTHED FACE CMU COLOR: MATCH EXISTING SEE WALL TTPE 8/42 1)7 666' / THE BON MARCHE STORE PLANNING THIRD & PINE, 7th FLOOR SEATTLE, WA 98181 206 -506 -7201 WILLIAM 1 O ■ 1 ASSOCIATES S S S REVISIONS 44 } = PIC v W I �� J N r 7 1 C7 J 0. W > O � a a z 7 LL FILE NAME: 361 -20 SCALE: AS NOTED DRAWN BY: KCS DATE: 4/11100 1 -20 444 FE. URE WALLS - Bede 1, FRG, WITA EM-FR SIDE - \--E1 L0 , O-RE COL LOW AFE1,5.1 ASO, 43 TOP CAP ( WALL AT COLUMN (TT.) - Bedding 0 WALL - Bedding BACK WALL - Lamos Furniture 0 WINDOW AT FEATURE WALL 0 WINDOUJ AT FEATURE WALL, OPP. VoT,ET Z.tttf4r P P-3 0 SECTION AT BACK WALL FEATURE - Bedding USE EDG£5,NUD AND TAPE FOR FINISHED Dwru.._ DRYWALL EIDGE, TT, INNER FRAME TO BF PANT GRADE 13000, 7TP. I P-3 I ygg; TT, PANT P-4 F4 ac'Z" 9 Z.a=7 r 0.2,0 00 00,0, /AV 0,0,0,00 /00,000 1 kW, RUG/ RAF, ▪ E L .A*5 •,5 %BOLE START FFJ-I =-2 \ FC1,3100,1FR3-1,, SECTION AT PILLAR r- WALL 06,0 BE PANT I F-4 1/4:Wo PANT TO MATO. 11Al- 0 STANDARD WINDOW DETAIL 0 WALL CAP DETAIL AT L WALL RERAN GMB. 11.1.1 Ai sloes MO TOP CF ALL ILLA115,10 LL EXG WALL FACE RETURNS 411 1-11G1-1 TO LOW WALLS - Bedding- _ 4 WALL, RUG RAIL BLOCK. N WALL I ! A5 REQUIRED RUG IBT BON IT T I% OR EQUAIJ PAINT GRADE lx4 I PANT GRADE lx2 P-2 I 0 SECTION AT RUG RAIL ON WALL - Floor Covering THE BON MARCHE STORE PLANNING THIRD & PINE, 7th FLOOR SEATTLE, WA 98181 206-506-7201 iErall71,11. 5-1-00 3-11-Co REVISIONS >- = w cs, a N ; 0 ast CL w ›- ; O g rc g • CC CO et 2 'S 2 z crc 36533 1-21 ScALF IG3 . I -0 PRA. BY: TIG DATE: 3-6 -00 1-21 MAIN LEVEL ELEvATIONS 1 ( 2 H , , ,_, - r J � • ME / FE. URE WALLS - Bede 1, FRG, WITA EM-FR SIDE - \--E1 L0 , O-RE COL LOW AFE1,5.1 ASO, 43 TOP CAP ( WALL AT COLUMN (TT.) - Bedding 0 WALL - Bedding BACK WALL - Lamos Furniture 0 WINDOW AT FEATURE WALL 0 WINDOUJ AT FEATURE WALL, OPP. VoT,ET Z.tttf4r P P-3 0 SECTION AT BACK WALL FEATURE - Bedding USE EDG£5,NUD AND TAPE FOR FINISHED Dwru.._ DRYWALL EIDGE, TT, INNER FRAME TO BF PANT GRADE 13000, 7TP. I P-3 I ygg; TT, PANT P-4 F4 ac'Z" 9 Z.a=7 r 0.2,0 00 00,0, /AV 0,0,0,00 /00,000 1 kW, RUG/ RAF, ▪ E L .A*5 •,5 %BOLE START FFJ-I =-2 \ FC1,3100,1FR3-1,, SECTION AT PILLAR r- WALL 06,0 BE PANT I F-4 1/4:Wo PANT TO MATO. 11Al- 0 STANDARD WINDOW DETAIL 0 WALL CAP DETAIL AT L WALL RERAN GMB. 11.1.1 Ai sloes MO TOP CF ALL ILLA115,10 LL EXG WALL FACE RETURNS 411 1-11G1-1 TO LOW WALLS - Bedding- _ 4 WALL, RUG RAIL BLOCK. N WALL I ! A5 REQUIRED RUG IBT BON IT T I% OR EQUAIJ PAINT GRADE lx4 I PANT GRADE lx2 P-2 I 0 SECTION AT RUG RAIL ON WALL - Floor Covering THE BON MARCHE STORE PLANNING THIRD & PINE, 7th FLOOR SEATTLE, WA 98181 206-506-7201 iErall71,11. 5-1-00 3-11-Co REVISIONS >- = w cs, a N ; 0 ast CL w ›- ; O g rc g • CC CO et 2 'S 2 z crc 36533 1-21 ScALF IG3 . I -0 PRA. BY: TIG DATE: 3-6 -00 1-21 MAIN LEVEL ELEvATIONS / ,_, - r • ME :1011 MB , No, a ' , J 1 FE. URE WALLS - Bede 1, FRG, WITA EM-FR SIDE - \--E1 L0 , O-RE COL LOW AFE1,5.1 ASO, 43 TOP CAP ( WALL AT COLUMN (TT.) - Bedding 0 WALL - Bedding BACK WALL - Lamos Furniture 0 WINDOW AT FEATURE WALL 0 WINDOUJ AT FEATURE WALL, OPP. VoT,ET Z.tttf4r P P-3 0 SECTION AT BACK WALL FEATURE - Bedding USE EDG£5,NUD AND TAPE FOR FINISHED Dwru.._ DRYWALL EIDGE, TT, INNER FRAME TO BF PANT GRADE 13000, 7TP. I P-3 I ygg; TT, PANT P-4 F4 ac'Z" 9 Z.a=7 r 0.2,0 00 00,0, /AV 0,0,0,00 /00,000 1 kW, RUG/ RAF, ▪ E L .A*5 •,5 %BOLE START FFJ-I =-2 \ FC1,3100,1FR3-1,, SECTION AT PILLAR r- WALL 06,0 BE PANT I F-4 1/4:Wo PANT TO MATO. 11Al- 0 STANDARD WINDOW DETAIL 0 WALL CAP DETAIL AT L WALL RERAN GMB. 11.1.1 Ai sloes MO TOP CF ALL ILLA115,10 LL EXG WALL FACE RETURNS 411 1-11G1-1 TO LOW WALLS - Bedding- _ 4 WALL, RUG RAIL BLOCK. N WALL I ! A5 REQUIRED RUG IBT BON IT T I% OR EQUAIJ PAINT GRADE lx4 I PANT GRADE lx2 P-2 I 0 SECTION AT RUG RAIL ON WALL - Floor Covering THE BON MARCHE STORE PLANNING THIRD & PINE, 7th FLOOR SEATTLE, WA 98181 206-506-7201 iErall71,11. 5-1-00 3-11-Co REVISIONS >- = w cs, a N ; 0 ast CL w ›- ; O g rc g • CC CO et 2 'S 2 z crc 36533 1-21 ScALF IG3 . I -0 PRA. BY: TIG DATE: 3-6 -00 1-21 MAIN LEVEL ELEvATIONS II_IIU. i III L i CING L STRUCTURAL NOTES (THESE NOTES ARE TYPICAL UNLESS NOTED OR DETNLLO O LEERNISE ON DRAWNGS)_ CODE ALL MATERIALS, WORKMANSHIP, DESIGN AND CONSTRUCTION SHALL CONFORM TO THE DRAANGS, SPECIFICATIONS AND ORE UNIFORM BUILDING CODE (ORE), 199? EDITION. SPECIFICATIONS AND STANDARDS NAiERE REFERENCED ON THE DRAWINGS ARE TO BE THE LATEST EDITION. DESIGN LOADS LIVE LOADS: ROOF (SNOW LOAD) 25 PSE (LIVE LOADS ARE REDUCED WHERE PERAIISS16LE PER UBC SECTION 1607). EARTHQUAKE LOADS INTERIOR PAR itilONS 5 PSF LATERAL W = TOTAL SEISMIC DEAD LOAD AS DEFINED LEO UBC SECTION 2630.1. AM1'D LOADS: BASIC AND SPEED EXPOSURE IMPORTANCE FACTOR FOUNDATIONS SOILS REPORT EVALUATION: NOT AVAILABLE FOR THIS DESIGN. 80 MPH B 7.0 SEE PLANS FOR ADOITIONAL DESIGN LOADS. SPECIAL INSPECTION' SPECIAL INSPECTION IN ACCORDANCE MATH SECTION 7 01 OF THE UBC IS REOOIRED FOR THE FOLLOANG: 1. STRUCTURAL STEEL 2. MELDING 3. ANCHOF 60L r5 - - - - r.� eE aJNt 61 A wAo "0 CERTIFIED TESTING AGENCY DESIGNATED BY S55 0MIALR SHE ARCHITECT AND STRUCTURAL ENGINEER SHALL BE FURNISHED ATH COPIES OF ALL TEST RESULTS. SHOP DRAWINGS SHOP DRAANGS FOR STRUCTURAL STEEL MEMBERS SHALL 6E SUBMITTED TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR REVEW PRIOR TO THE FABRICATION OF THESE ITEMS SUBMITTAL SHALL CONSIST OF THREE COPIES MATH ENGINEER'S REAEW STAMP PRIOR TO FABRICATION. ENGINEER'S SHOP DRAWING REVIEW IS FOR GENERAL CONFORMANCE ATH THE DESIGN CONCEPT AND CONTRACT DOCUMENTS. MARKINGS OR COMMENTS SHALL NOT BE CONSTRUED AS RELIEVING THE CONTRACTOR FROM COMPLIANCE ATH THE PROJECT PLANS AND SPECIFICATIONS. THE CONTRACTOR REMAINS RESPONSIBLE FOR DETAILS AND ACCURACY, FOR CONFORMING AND CORRELATING ALL OUANTITIES AND DIMENSIONS, FOR SELECTING FABRICATION PROCESSES, FOR TECHNIOOES OF ASSEMBLY AND FOR PERFORMING THE WORK IN A SAFE MANNER. ENGINEER'S SHOP DRAANG REVIEW OF STRUCTURAL COMPONENTS DESIGNED BY OTHERS IS FOR LOADS IMPOSED ON THE BASIC STRUCTURE. THE COMPONENT DESIGNER IS RESPONSIBLE FOR CODE CONFORMANCE AND ALL CONNECTTONS TO THE BASIC STRUCTURE. SHOP DRAANGS SHALL INDICATE MAGNITUDE AND DIRECTTON OF THE LOADS IMPOSED ON THE BASIC STRUCTUFE. SHOP DRAANGS SHALL BE REVIEWED AND STAMPED BY THE CONTRACTOR PRIOR TO REVIEW BY THE ENGINEER. ALLOWABLE SOIL PRESSURE: 2000 PSF NON- SHRINK GROUT NON- SHRINK GROUT SHALL BE CEMENT -BASED BATH A MINIMUM COMPRESSIVE STRENGTH OF 5000 PSI WHEN TESTED IN ACCORDANCE BITE ASTM C -109. GROUT SHALL BE MIXED AND PLACED IN STRICT ACCORDANCE BATH THE MANUFACTURER'S RECOMMENDATIONS. STRUCTURAL STEEL STRUCTURAL STEEL DESIGN, FABRICATION AND ERECTION SHALL BE IN ACCORDANCE ATH THE RISC "SPECIFICATION FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS ", LATEST EDN10N. PLATES, SHAPES, ANGLES AND RODS SHALL CONFORM TO ASTM A36, Fy = 36 KSI, ANCHOR BOLTS SHALL CONFORM TO ASTM A300. STRUCTURAL TUBING SHALL CONFORM TO ASTM A500 GRADE B, Fy = 46 KSI. BOLTS CONNECTING STEEL MEMBERS SHALT_ CONFORM TO ASTM A307, BOLTS SHALL BE 3/4"9 MINIMUM, U.N.O. CONTRACTOR SHALL PROVIDE CONNECTION ADJUSTMENT TOLERANCES TO SATISFY THE REQUIREMENTS OF AISC MANUAL OF STEEL CONSTRUCTION. WELDING WELDING SHALL. CONFORM TO ONES 01.1 1996 EDUION, ALL WELDING SHALL BE DONE NTH 70 KSI LOW HYDROGEN ELECTRODES. WHERE NOT CALLED OUT, MINIMUM FILLET WELD SIZE SHALL BE PER TABLE 5.8 IN ABS "STRUCTURAL WELDING CODE ". 1996 EDITION. ALL WELDING SHALL BE DONE BY WASHINGTON ASSOCIATION OF BUILDING OFFICIALS (WABO) CERTIFIED WELDERS. UGHT GAGE METAL STUDS NON -LOAD BEARING STEEL SECTIONS SHALL CONFORM TO ASTM A 645. LOAD BEARING STEEL STUDS SHALL CONFORM TO ASTM C 955. DESIGN, MANUFACTURE AND FABRICATION TO BE IN ACCORDANCE BETH 6151 SPECIFICATTONS, LATEST EDITION. STUD WALLS SHALL BE 20 GAGE, 3 1/2 ", 6 OR B" x 1 1/4" STEEL STUDS AS i6" O.C. ATH MIN. (2) -STUDS AT EA. WALL END U.N.O. ALL STUD WALLS SHALL HAVE HORIZONTAL BLOCKING AT A MAXIMUM VERTICAL SPACING OF 4' -0" O.C. OR BE SHEATHED BOTH SIDES TOP AND BOTTOM TRACK SHALL BE 20 GAGE, 1 1/2" FLANGE U.N.O. TRACK SHALL BE CONTINUOUS WHERE POSSIBLE. ADHESIVE ANCHORS BASE ANCHOR MINIMUM ALLOWABLE ALLOWABLE MATERIAL SIZE EMBEDMENT TENSION SHEAR CONE. I/O" ROD 4 1/2" 2,725 1,935 CONE. 5/B" ROD 5 5 /B" 4,355 3,025 CONE 3/4" ROD 6 3/4" 4,655 4,355 CONC. //4 BAR 6" 3,410 2,600 CONE. ##5 BAR 7 1/2" 5,625 4,400 CONE. M6 BAR 5" 7,105 6,300 1) THE ABOVE VALUES ARE BASED ON THE HILT HIT HY 150 INJECTION ADHESIVE ANCHORING SYSTEM. CONTRACTOR MAY USE ENGINEER APPROVED EQUAL. 2) ROD STEEL IS 536, Fy=36 kV Fu =58ks1 3 REBAR STEEL IS A615, Fy =60ksi Fu =50ksi 4) ALLOWABLE SHEAR AND TENSION LOADS ARE THE LESSER OF THE BOND STRENGTH OR THE STEEL STRENGTH. GENERAL STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION ATH ARCHITECTURAL, ELECTRICAL, AND MECHANICAL DRAWINGS FOR BIDDING AND CONSTRUCTION, CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS FOR COMPATIBILITY BEFORE PROCEEDING. ANY DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT BEFORE PROCEEDING. VERIFY POTENTIAL CONFLICTS OF EXISTING FEATURES, PIPING, HVAC ETC. MATH NEW WORK TO BE INSTALLED. CONTRACTOR TO SEE ARCHITECPJRAL, ELECTRICAL AND MECHANICAL DRAANGS FOR SIZE AND LOCATION OF PIPE, VENT, DUCT AND OTHER OPENINGS AND DETAILS NOT SHOWN ON THESE DRAWINGS. CONTRACTOR SHALL BE RESPONSIBLE FOR ERECTION STABILITY AND TEMPORARY SHORING AS NECESSARY UNTIL PERMANENT SUPPORT AND STIFFENING ARE INSTALLED. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTON. WHERE CONDITIONS ARE NOT SPECIFICALLY INDICATED BUT ARE OF A SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED, SUBJECT TO RE A W AND APP! BY THE ARCHITECT AND THE STRUCTURAL ENGINE 5 i/6 x 13 1/2 GLB (A LOC+DONS) W/ SIMPSON MEG 5 W/0 TLP FLANGE EA. END. .4x6 HF °2 BLOCI(HiG TYP, W /(2) SIMPSON ti5 CL�SEA END —_ r_f/� ATTACH 4z4 HF TO BOTTOM OF E%IST 4x16 / ALONG LENGTH MEMBER BETYIEN GRIDS D AND' SISTER M MBEBS TOGESHER ATMM M /2 N 8" LAG CREWS WI 12" MC 6x8. HF_ j2 MLOCKING -W/ (2_SIMPSON A35_CaJPS_ EA. AND. _ 51/B . 12 GLB.PERP. TO_ ANGLE BRACES. PROVIDE ' SIMPSON EGS,SKEWED 45. - W /o TOP - EA. ART. BAR HF 42 W/ - SMPSON TM. A MAX_ EA_ END. �J t N=TE: I FO? CORNER RACK CONNECTION AND FRAMING INEORMATON REFER TO NORTHWEST CORNER RACK. O CONTRACTOR SHALL VERIFY AUG RACK DIMENSIONS WITH MFR. PRIOR TO STEEL ERECTION. CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFICATION OF EXIST. DIMENSIONS AND MEMBER SIZES SHOWN ON PLANS. STRUCTURAL ENGINEER SHALL BE NOTIFIED IF DISCREPENCIES EXIST. H[xaxE scalL a�IwsR: WIF: REVISIONS 444 44A111 E'31_O AS NOTED 6/22/00 5 1/8 x 12 GLB BETWEEN EXIST. 5 1/6 x 2T GLB ALONG GRIDS D THRU G. PRONDE SIMPSON MEGS W/0 TOP FLANGE EA. END. 0 LAG SCREW LAG SCREWS SHALL BE INSERTED IN LEAD HOLES BORED AS FOLLOWS (USE WHERE APPUCMBLE): 1. THE CLEARANCE HOLE FOR THE SHANK SHALL HAVE THE SAME DIAMETER AS THE SHANK, AND THE SAME DEPTH OF PENETRATION AS THE LENGTH OF THE UNTHREADED SHANK. 2. THE LEAD HOLE FOR THE THREADED PORTION SHALL HAVE A DIAMETER EQUAL TO 75 PERCENT OF THE SHANKDIAMETER AND A LENGTH EQUAL TO AT LEAST THE LENGTH OF THE THREADED PORTION. 4x22 HF i BEAM W EA SPAN 0 SUPPIXBT SMOKE CURTAIN MMARD- PROPOSED SMOKE CURTAIN. REFER TO SAVER Sit / EXIST. 2x4 J015T ANT EXIST. $ HEATHING 5 1/6 X 12" GEM. REFER TO PLAN.; NOTE AT NM. SECRON TO-. COL IS ROTATED 45" W/ RESPECT TO BEAM CAM 'TAP PLATE TOP PL 3/8 N 5 x MB" W/ W/ (2) -3/4 "9 x 5 LAG SCREWS J NOTE MT SARI. SECTION COL IS TS 3 1/2 x 3 1/2 x 3/16 AND FLOOR PLATE ASSEMBLY SYSTEM INSERT IS IS 3 z 3 x 3/16. BASE PLATE ANT ANCHORS REMAIN THE SAME SLAB SECTION 5 SCALE 1 1/2" = ELEV. C.^ O ELEVATION 2 BRACE PER PLAN. & ELEVATION ® ELEV. 12' -6" T.O. COL LEVEUP G GROUT TS COL. PER SECTION FLOOR PLATE ASSEMBLY SYSTEM BY BEST DISPLAY SYSTEMS. USE 3/8" BASE PLATE. 3/4 (2) -5/B "9 BOLTS EPDXIED USING HILT HIT HY150 ADHESIVE ANCHOR SYSTEM W/ 4" EMBED. EXIST. 4x16 PURLIN EXIST 2x4 J015T AND EXIST. SHEATHING - 00150. BEAM PER PLAN SICE PL. i/4 x 7" x 0' -5" � W/ (2) -3/4 "9 x 3 1/2" LAG SCREAM I E V V I O 3 SIDES, TIP. 3 TS 3 1/2 x 3 1/2 x 3/16 CONT UPRIGHT EXTENSION BY BEST DISPLAY SYSTEMS F T.S. T.S. " —CONE. SLAB ON GRADE D2000- NOTE: 1. ANGLE BRACES NOT SHOWN FOR CLARITY. REFER TO SECTION. 2. CONTRACTOR SHALL COORDINATE EXACT ELEVATION OF HORIZONTAL TUBE STEEL ARM ATTACHMENTS WITH MANUFACTURER. PL 1/4 x 6" x 1' -O" EA. SIDE 3/16 NOTE: 1. REFER TO ELEVATION ANT SECTIONS FOR MEMBER SIZES, 2. REFER TO OFT. 5 FOR DIM. SECTION INFO. j:/Ss ',I'I'J» TS 3 x 2 x 3/16 HINGE BAR W/ 1/2 "9 THRU BOLTS THE BON MBACNE STONE PLANNING rNlRS s PINE. nn Rssa sEaTTLEwa ss1sl zss- s6sasDl WILLIAM 1 oIx ASSOCIATES �c �oas T®.�eolre (saej ea' -eus rss (zae) e ="ease � I EGISIEAEll� or iw Iwxan 1 1111110 1/5/Agl I ®NGiNEERING 111 MAIN STREET, SURE 106 EOMONDS, WASHINGTON 98020 PHONE (421) 778 -8500 FAX (425) 778- 5538 '. HECENEO cm oFTUNWItA 550 - S 2050 PEFMITCENTEB MINIMUM CMU ((ALL REINFORCING THICKNESS VERT. REINF. HORIZ. REINF. 6" I (1) - #5 N 32" 0.0. (2) -#5 N 48" 0.C. O SECTION SCALE: 1/2" = 1' -O" SECTION SCALE: 1 1 2 n EIFV 12' -6" V'IO. COL V ELEV. 0.0 O ELEVON 6 SCALE ATI 1/4" NO7E: VERIFY LOCATION OF EXIST. REBAR BY NON - DESTRUCTIVE_ METHODS. (2) 38 FAIR A MEN T DETAIL SCALE 1 1/2" = 1' -0 1' -6 5/16" TYP. 12 COL T.S. EXIST 8" CONC. SPANDREL BEAM CS T S. \ `CONC. SLAB ON GRADE s aEH_ D_D 0 Lk SECTION SCALE 1/4` = f` -0" ✓1 ELEVATION C TS NOTE' 1. ANGLE BRACES NOT SHOWN FOR CLARITY. 2. REFER TO DET 3/51.0 FOR FRAME SECTION. REFER TO DET. 4 & 5 ON THIS SHEET FOR CONN. TO ROOF. 3. CONTRACTOR SHALL COORDINATE EXACT ELEVATOR OF HORIZONTAL TUBE STEEL ARM ATTACHMENTS WITH MANUFACTURER. CIS. \-CONC. SLAB ON GRADE BRACE PER PLAN & ELEVATION MASONRY INBLL NOTES 5 1/8 x 12 GLB. BLOCKING PER PLAN SIDE PL 1/4 x 7" x 0' -9" W/ (2) -3/4 "0 x 4" LAG SCREWS CONCRETE MASONRY UNITS SHALL BE ASTM C90, MEDIUM WT, TYPE I MORTER SHALL CONFORM TO ASTM C 270 TYPE S. GROUT SHALL CONFORM TO ASTM C 476 TOP PL 3/8 x 5° x 0' -9" W/ (2) -3/4 "0 x 6" LAG SCREWS f'rn = 1500 PSI fc = 2000 PSI 1. GROUT SOLID ALL CELLS CONTAINING REINFORCING IN LIFTS NOT EXCEEDING 4' -0" 2. PROVIDE 3/4 "0 x 12" STEEL DOWELS AT 48" 0.C. MAX. BETWEEN EXISTING WALL AND INFILL MASONRY WALL. 3. FILL ALL CELLS CONTAINING REINFORCING OR EMBEDDED ITEMS AND ALL CELLS BELOW GRADE WITH GROUT. PROVIDE CLEANOUT HOLES AT BOTTOM OF ALL CELLS CONTAINING REINFORCING. 4. UNLESS OTHERWISE NOTED, LAP ALL REINFORCING 40 BAR DIAMETERS MINIMUM. DoO 0 - I L RECENED CRV OFTUNWILA HUT 0. , PERMIT CENTER a THE BON MARCHE STORE PLANNING 1HIRO 6 PINE. 7th FLOOR SEATTLE. WA 98101 206 - 506 -7201 WILLIAM 1 OLuL l ASSOCIATES e'�osr �N N�ec®oMCron re�eonN Izoxl Nzi -%EMS iex Izoe7 ezz -arot ENGINEERING 111 MAIN STREET, SURE 106 EDMONDS, WASHINGTON 98020 PHONE (425) 778 -8500 FAX (425) 778 - 5536 N N REVISIONS I GISIERED cHGlQ L/J LL1WI M.M. P wMVnwiw EWES: 9/1 /NS1 I RENAME Ef -51_O SOIL A5 N017E0 RAMEY RER E R 6/22/00 S 3 1/2 ", 20 GAGE TOE TRACK W/ (1) #io SCREW E=_ COG OF STUD EXIST. 2x4 PURUNS 0 24" O.C. './4" FLANGE, 20 GAGE STEEL STUDS 0 1ti : -C w/ 5/8" GIP ONE SIDE DROP CEILING I/2 20 GAGE soi TRACK W/ (t) ,yto scREw Ea. 9DE OF STUD EXIST. 4x16 REAM WA—A" O.C (2) 6" x 1 1/4" FLANGE, 20 GAGE STEEL STUDS CONNECTED BACK TO BACK W/ #8 SCREWS 0 12" O.C. 0.83 SPACE BRACES ® 4 -0" O.C. O SMOKE CURTAIN BOARD SECTION SCALE: 1/2" = 1 -0" LAG SCREW PER GET. 2/01.2 O SECTION 5 SCALE: 1 1/2" = I' -0" EXIST. ROOF EXIST. 5 1/8" x 21" GL BEAM (2) - #10 SCREWS x 3" EA. SIDE OF GLB. SEAM SIMPSON HUS410 FACE MOUNT HANGER. INSTALL PER MFR. 12 HF # BEAM 2" MAX TIP. NOTE: GYP. WALL BOARD NOT SHOWN FOR CLARITY. CONTRACTOR TO PROVIDE DRYWALL SCREWS INTO ALB. BEAM AND STEEL STUDS 3/8 "0 x 5" LAG SCREWS 0 16 O.C. INTO BEAM. LOCATE WITHIN 2" OF EACH VERT. STUD EXIST 2x4 JOISTS EXIST. ROOF LAG SCREW PER DET. 2/51.2, SIM. 5/8" GIB. 'RE RE-A _ R - REG'. .RE` TO ARCH. 4x12 ".-F EE -M STtt_L ST G GOODY NOTt AT SIM. ScCT ;A 005 IGE Ct OLECTTON INTO EXIST. 5 1/8 x 21 € AM TIP. 2" MAX TYP A I (4) - 110 SCREWS 5/8" GIB. 3 O DETAIL SCALE 1 1/2 = NOTE 1- SIP_ WALL BOARD NOT SHOWN EGO CLARITY. 2. REFER TO DEC 1 FOR SIM. SECTON RIOT DET_ 2 & 4 FOR NM. CONN- DC ROOF. EXIST. 4x16 PURLIN NOTE: AT SIM. SECTION PROVIDE CONNECTOR INTO 4812 HF #2 BEAM. REFS° TO PIAN rOR BEAM CALL -OUT SIMPSON L30 CUP ANGLE FRONT SIDE 8 L50 CLIP ANGLE BACKSIDE. INSTALL INTO BRACE PER MFR. AND INTO EXIST. BEAM W/ 1/8 "0 LAG SCREWS ID EACH HOLE. TRIM SISTERED MEMBER ON REVERSE SIDE DETAIL SCALE 1 1 2" = 1 -0 Da0O 0 A 4 REC [:NED cmoPTUKwIIA AIIG - 3 ?DWI PERMIT CENTER THE BON MARCHE STORE PLANNING THIRD 6 PINE 7th HER SEATTLE. WA H AI 2116 - 5116 -7201 WILLIAM WI LLIAM tOLLK ASSOCIATES ,ga t� f m1 CF,C1zoe1 i: -a.F MAMIE wx w..r l(j r �K7N^ 6NGINEERANG 111 MAIN STREET, SUITE 108 EDMONDS. WASHINGTON 98020 PHONE (425) 778 -8500 FAX (425) 778 -5538 FUME B RLR 6/22/00 Q 5 Lv d W SCALE AS NOT7 =D S1.2 A