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HomeMy WebLinkAboutPermit D97-0096 - SOUTHCENTER BP - CAR WASH BUILDINGCity of Tukwila ( Community Development / Public Works • 6300 Southcenter Boulevard, Suite 100 • Tukwila, Washington 98188 DEVELOPMENT PERMIT WARNING: IF CONSTRUCTION BEGINS BEFORE APPEAL PERIOD EXPIRES, APPLICANT IS PROCEEDING AT THEIR OWN RISK. Parcel No: 000580 -0038 Address: 16200 WEST VALLEY HY Suite No: Location: Category: ACOM Type: DEVPERM Zoning: Const Type: V -N Gas /Elec.: Units: 001 Setbacks: North: Water: TUKWILA Wetlands: Contractor License No: ARMSTC- 373N0 Occupancy: PUBLIC BUILDING UBC: 1994 Fire Protection: NONE .0 South: .0 East: .0 West: .0 Sewer: TUKWILA Slopes: Y Streams: OCCUPANT SOUTHCENTER BP- CARWASH 16200 WEST VALLEY HY, TUKWILA, WA 98188 OWNER TUKWILA STATION LLC 16200 WEST VALLEY HY, TUKWILA WA 98168 CONTACT ROGER OLLENBURG Phone: 206 451 -1232 515 116TH AVENUE NE #202, BELLEVUE, WA 98004 PLANNER MICHAEL JENKINS Phone: 206. 431 -3670 6300 SOUTHCENTER BL, TUKWILA WA 98188 CONTRACTOR ARMSTRONG CONSTRUCTION CO INC 2709 AUBURN WAY NORTH, AUBURN, WA 98002 **************************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Permit Description: CONSTRUCTION OF NEW 3,217 S.F. CARWARSH BUILDING. **************************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Construction Valuation: $ 225,897.74 PUBLIC WORKS PERMITS: *(Water Meter Permits Listed. Separate) Eng. Appr: JJS 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 Tinie: 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 **************************************************** * * * * * ** * * * * * * * * * * * **** * ** * * * * ** TOTAL DEVELOPMENT PERMIT FEES: $ 20,471.11 **************************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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 permit does not presume to give authority to violate or cancel the provision of any other state or local laws regulating construction or the performance of work. I am authorized to sign for and obtain this development pe, it. Signature:_ Print Name:_ �lL,eNJy1LL Permit No: Status: Issued: Expires: (206) 431 -3670 D97 -0096 ISSUED 11/03/1997 05/02/1998 Date: _ , F7 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. Address: 16200'WET 'VALLEY HY Suite Tenant', l;u`pe: OEVPERW .. .Parcel: # :`.00058( 0038 Permit Pao: D91-0096 Status: ISSUED A p p l i e d : :03/25/1997:: . Issued:. 1110311997. *lc ' kk k:' k k• k' ek kk• k° k: k*• k' k** k'*• k• kkk• k ***•k*kkkA•k:kkk•k.kkk'kk'kkkk t"k CITY OF ; TUf(W.[tA Permit . Conditions: 1 No chases will be made to the plans unless approved by the Architect or Engineer and the Tuiwi la.,B.uilding.Division. . Numbing permits shall b.e ob#'raind througirt -the Seattle-King County Department tofu PubTi c. Health. P l umbin : :wi;l l be Anspected ;. by that - agency, incl'.udingall gas' Piping, (296 - .4722) El ectri ca l permits shall + be. obtained through the Washington State. Di vi ion 0f Industr ,i es' and all , ectr ica l work will be inspected by that agency:'(248 -6630) Ali mechani'cal`work'sha l'l be , ,under separate permit `,. issued =.by. the Ci t:jr. ;of Tui�wi la.. ;, All permits,. inspection rec and, approved plans shall available at;:� tine :job s3te prior to the start of any con - truct:i on= These 'documents are: be maintained and avai able until 'final :inspection approval : is granted. Any n'ew ceiling' grid and' light fixture, installation i required to meet laterals. braCi'ng`: requirements for Seismic Zo ne i . Partition walls'attac.h:ed ' tor.ce3.linq:,g must be laterally brc3 ed .:it o..ver eight (8) •:_tee':t.. in ;ler gth All- str�uctu �el',concrete'shal;1.'be 'special` inspected (UBC Sec. .t''306(a)=1 ) A l.l.str' . ctcturja1 welding shall be `done 'by W.A`.B. certifi welderYs and special inspected (UBC- Sec 10, When s inspection is required e. then. the, owner , architec cat e ngineer shall notify' the. Tukwila inspection prior' t tire first building ;inspection." Copies of 'al l `special inspection r•ep `or,t, s shall be submitted : :to• gin, Division a timely manner. Reports shall =`contain; addr'es's', project name -, permit number: and type of. inspection being performed 11. The special i.nspe=ctor shall ;submi:t .a:,final signed repor�t stating whether;:th work requirtng special nspection was, to the best of the 'i i knowledge, i.n .conformance with approved plans 'and ;specif ication.s. and the'-applicable workmanship provisions • the UBC 12., A11 construction to be done in conformance with approved plans and requirements of the Uniform Building Code ( 1994 Edition) as amended, Uniform Mechanical Code (1994 Edition), and Washington State Energy Code (1994 Edition) . 13. Any exposed insulations backing material shall have a Flame Spread Rating of 25 or less, and material shall bear identi- fication showing the fire performance rating thereof. 14. V a l i d i t y of Permit. The issuance of a permit or approval of plans, specifications, and computations shall not be con -. :trued to be 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. 15. Notify the City of Tukwila Building Division lr for to •^",; ..�..:. .. _ .. pirvin`g ar�y, conrr ete This pr oc ;edu,re' is' in a idition to an r e.quir ements fo:r s" p ial' inspection � Th;er sha,l 1 be . rio c upencv of the bu z 1 d rigts•) it•i l the final ; ?1'► pect•ion. has been •conip:leted b.v the •'.Tukwi is Bu,� l�iin Inspector Te ;mpor�ar y erosi ;cont measures sha`11 "•`be implemented a s . ': :the first .or Lier ot.. busi ness =,to: pr.e.vent: sedimentation oft si : or: , i nto e x.ist irg.:storn i :'Ura inag`e. f.aci :e The site ,h l L``hay.e 'p:er;manent e rosion:' control `:.meas rr es in place. as :.soon as possible after,. f l nel grading ham been rlmple:i ed,,:anci prior to the Fina 'Ins pec�t`ion • ;DEFER, TO. BP-'CONVENIENCE ,STORE • PERMIT # 'D9740.95 FOR ALL 'PUBLIC WORKS PERMIT ACTIVITIES '@ SOLITIIGENTE • BP S ITE. DURING •SOUTHCENTER.` BP, .CONSTRUCTION : NCr= :HEAVY ;EQUIPMENT IS ALLOWED ON. .SEATTLE: :PUBL•IC UTILITIES R;IGHT''.OF WAY. T HE. CONTRACTOR IS :NOT L,L,O AWED •.TO ;ZUSE,; THE7°ABOrVE "RIGHT.: OF:. WAY; FOR ACCESS,` S1'AGIN.G.�i. TGRNAh.OUNGS t EOUIpMEIVT r P,4Rh ETC r Oh IN ANY OTHER MANNEfi r ; . ` • '.•.. DEVELOPER S.HALt -NOTIFY' : CITY; OF SEATTLE MIN .• 48 '1-10.0R.•$::.:;'1 N ADVANCE OF ' ANY,OF THE CONSTRUCTION ACTIVITIES P'UPN ' THE BP PROPERTY ;iTHAT SEATTLE 'FIIBLIC „IiTI MAY y INITIATE: GEP P1:OYMENT,OF• APPROPk7ATE .AND" NECESSARY r IN'SPECTOR ' T BE *ti'LOCA- TEG UN'; SITE T(1 „ THE CONSTRUCTION :PROCESS THAT MAY t,J OPARGI.SEVANGfOh4 COMPROMISE. TIDE`? TN OF . SEATTTLE PUBLI ' . U1' :ILIT'I£'� 60 PIPELINE PERSON: TO NOTIFY' I MR DENNIS.: , R ICH ,r9SON';@ 425 2.55 44,2 i r Appl i antr, �h l•l suhmi t .a r evi,`sed street' lighting plan= < Y{ - • to: Pibr1 iG , 'orF ;stfor'review and' approval :prior si':de�wa;l!op�rttr`,uc.t`ion ori.'Wes,t +Voll Hw y' .: r• =r�' I .c ri Jf ua Project Name/Tenant: ,f e42 to Valu of Construction: 0 - ►j'3, o2q • Site Address: ,., State /Zip: l M 1t -S7 M.6L� /1gt'4r14 , W /av(4. tU 81143 Tax Parcel Number: asoS0o • 6938 •o¢ Property Owner: /14 (t41 3t4T104) G.G.C. Phone: Za.623 .85/7 Street Address: City State /Zip: * &VAN V t•00(.41-5 1 avo cv&sreowmum , ,$647r km) 96/09 Fax #: 4O6 • loZ1.4S6S Contractor: Phone: Street Address: City State /Zip: Fax #: Architect: /496x4, crCL4N/SU Phone: lob '45' /•/ Street Address: City State /Zip: 5/5•//6 t`At &Ai&Azot g (,1--vub, Igoe) 4- Fax #: Z44 4S /• *4 / Engineer. /1P4/110 4SfociA 7 Phone: t 6 • Sze • 0 084. Street Address: City State /Zip: g 1 -,9 • /lteaVtt WA/ P6' .2 624 9f /6 S Fax #: 2a & • S2.2 • 65 S4- Contact Person: /04 Fd tOG te/t)l!L/L6. Phone: •45/i/32 Street Address: City State /Zip: C/5 7/6 t' 4 - •4'Z62 66(.1-6 06 (.lrA 9f40� Fax #: -L .4s ^/ • /S 4. Description of work to be done: CoN. LUCZ/ 0 E fit- !' 4- 10>d/ &'/ u /X.ic. • Existing use: ❑ Retail ❑ Restaurant ❑ Multi- family ❑ Warehouse ❑Hospital ❑ Church ❑ Manufacturing ❑ Motel /Hotel ❑ Office ❑ School /College /University ❑ Other ProposQd use: C4 Retail ❑ Restaurant ❑ Multi- family ' ❑ Warehouse ❑Hospital ❑ Motel /Hotel ❑ Office ❑ Other ❑ Church ❑ Manufacturing ❑ School/College/University Will there be a change of use? CI yes tg no I If yes, extent of change: Existing fire protection features: ❑ sprinklers ❑ automatic fire alarm gl none ❑ other (specify) Building Square Feet: existing t,1 i l new Area of Construction: Will there be storage of flammable /combustible hazardous material in the building? Attach list of materials and storage location on separate 8 1/2 X 11 paper indicating ❑ yes ® no quantities & Material Safety Data Sheets CITY OF TU'WILA Permit Center 6300 Southcenter Blvd., Suite 100, Tukwila, WA 98188 (206) 431 -3670 New Commercial / Addition / Multi - Family 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. ❑ Channelization /Striping ❑ Curb cut/Access /Sidewalk ❑ Fire Loop /Hydrant (main to vault) #: Size(s): El Flood Control Zone ❑ Hauling ❑ Land Altering 0 Cut cubic yds. 0 Fill cubic yds. ❑ Moving an Oversized Load: Start Time: End Time: ❑ Sanitary Side Sewer #: ❑ Sewer Main Extension 0 Private 0 Public ❑ Storm Drainage El Street Use ❑ Water Main Extension 0 Private 0 Public ❑ Water Meter /Exempt #: Size(s): 0 Deduct 0 Water Only ❑ Water Meter /Permanent # Size(s): ❑ Water Meter Temp # Size(s): Est. quantity: gal Schedule: ❑ Miscellaneous 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 application accepted: NCPERMIT.DOC 1/29/97 APPLICANT REQUEST FOR PUBLIC WORKS SITE/CIVIL PLAN REVIEW OF THE FOLLOWING: (Additional reviews may be determined by the Public Works Department) Date application expires: C 5 Applicatjon fakyt► by: (Initials) PLEASE SIGN BACK OF APPLICATION FORM BUILDING OWN R OR AUTIZED AGENT: Signature: q'CZ,L (, j/'( (/ . Date: g .71 S • 7 .1 Print name: az/ ,4 ( ' L / /./L i '/ <'/ ` . ' 4.ci. Fax # ? ( . 6 , 4 •" • /2 3 Z Address: j, /f • M;. t.11114 /(Z' / c -2, City /State /Zip:/1,2 wz5 VUL OA lJ''' - ' ALL NEW COMMERCIAL/ADDITION /Mt' I- FAMILY PERMIT APPLICATIONS MU E SUBMITTED WITH THE FOLLOWING: • 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 ❑ El Copy of recorded Legal Description from King County ❑ ❑ Certificate of water /fire flow availability (Form H -11a). Contact the Public Works Department (206) 433- 0179 for servicing district. ❑ ❑ Certificate of sewer availability (Form H -11). Contact the Public Works Department (206) 433-0179 for servicing district. ❑ ❑ 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). Five (5) sets of working drawings, which include : ❑ ❑ Site Plan 1 North arrow and scale. 2. Existing and proposed utilities and existing hydrant location(s). 3. Property lines, dimensions, setbacks, names of adjacent roads, any proposed or existing easements. 4. Parking Analysis of existing and proposed capacity; proposed stalls with dimensions. 5. Location of driveways, parking, loading & service areas, with parking calculations & location & type of dump - ster recycling screening. 6. Location and screening of outdoor storage. 7. Limits of clearing /grading with existing & proposed topography at 2' intervals extending 5' beyond property's boundaries, erosion control measures & three buffer protection measures. 8. Identify location of sensitive areas slopes 20% or greater, wetlands, watercourses and their buffers (TMC 18.45.040). 9. Identify location and size of existing trees, note by size and species those to be maintained and those to be removed. 10. Landscape plan with irrigation: Existing trees to be saved by size and species. Proposed: Include size, species, location and spacing. Location of service areas and vault with proposed screening. 11. Location of high water mark of the Green /Duwamish River if site is located within 200' of the high water mark. 12. Lowest finished floor elevation (if flood control zone permit required). 13. Civil plans to include size of water supply to sprinkler vault with documentation from contractor stating supply line will meet or exceed sprinkler system design criteria as identified by the Fire Department. 14. See Public Works Checklist for detailed civil /site plan information required for Public Works Review (Form H -9). ❑ ❑ Vicinity Map showing location of site ❑ ❑ Building Elevations (Include dimensions of all building facades and major architectural elements) ❑ ❑ Mechanical Drawings ❑ ❑ Structural Drawings (detail of sprinkler hangers, pipe, duct & vent penetrations in structure) ❑ ❑ Architectural drawings ❑ El Specifications (if separate document) ❑ ❑ Structural Calculations ❑ ❑ Sprinkler structural calculations indicating load of water - filled sprinkler piping ❑ ❑ Height Analysis ❑ ❑ Soils Report stamped by Washington State licensed Geotechnical Engineer ❑ ❑ Topographical and Boundary Survey ❑ ❑ Tree Coverage Analysis (Multifamily only ) ❑ El Washington State Energy Code Data and Non - Residential Energy Code Compliance Form H -7 ❑ Completed Land Use Applications if not previously submitted (i.e. SEPA, BAR, Variance, Shoreline or Tree permit) ❑ ❑ Attach plans, reports or other documentation required to comply with Sensitive Area Ordinance or other land use or SEPA decisions ❑ ❑ Food service establishments require two (2) sets of stamped approved plans by the Seattle -King County Department of Public Health prior to submitting for building permit application. The Department of Pub- lic 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 THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. NCI) I:IZMIT.DOC 1/29/97 hAhA *k ,• kkk,• k• k: h•kA7t• * *•!r:k k **kkA•khAk**k ^* CITY OF 3.UKWILA WA. r *kk*.•Akk' *:h FstA.*4:•k *.A t'kk** **A NicirA TRANSMIT:' Number 89700672 ;,Amount: Payment Method: Notation: This Payment A* **k kA*4.4•k*AF*kA 1 ANSMI.T kk* itkik.A.F**Akk•AkAA** 1,521.75 1.1/03/9.7 15:15 Snit:. Permit : No:,. 197• -0091• Type: I?E'VPERM DEVELOPMENT PERMIT Parcel Nn: .000590 -41038 . .. Site : Address: ' 16200 WEST VALLEY HY Total Fees: 2 0,471.11 1,521.75 Total ALL Pmts: 2,507.96 Balance: 17,963.15 A** 11k3 1•**** k4 k *AL,kfihkl1kA• ?4A•k•A•k0 Air A ***1.14ivAfi**A•k .A** kfi1. *•k*A *0.* Account Code D e s c r i p t i o n Amount 000/322.100 I U]:LU]:MG Nt3NRES 1,517.25 000/386..904 STATE BUILDING SURCHARGE 4.50 ` ?704 1,1/04 1 717 TOTAL, 152175 ************ • **i**It******k*****Iiit** ii********************* — . CITY OF WA (n9 TRANSMIT **;*,******************* ** * **7171* Ale***It*******-4*****4ieiri****** NuMbert' R9700556 Amount: 986.21 03/25/97 1.0:220 PEvment Method: CHECK Notation: ZX ENTERPRISES Init: SLB Permit No: D97-0096 Type: DEVPERM DEVELOPMENT PERMIT Parcel No: 000580-0038 Site Address: 16200 WEST VALLEY HY Total Fees: 2.507. • This Payment 986.21 Total ALL Pmts: 98EJ.1 1.521. **************************A*****A********Ii** Account Code Description Amount 000/345.830 PLAN CHECK - NUNRES 986.21 8873 03/26 /717 TOTAL 215548 -INSPECTION NO CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 COMME INSPECTION RECO Retain a copy with permit Approved '•er applicable,codes. U Corrections required prior to approval. • $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Date: Receipt No: , Project:.,' • al , , prwcts Type of Infmtion:r n 0 Address: t tid Valk I t iqy Date called: f.,:_ /... 51 -, ,,,,.... Special instructions: Irate wanted:5 Requester ZiPa tirltitylisitzi Phone: Phone: 2- 1 " - , . • CITY OF tuicwikA BUILDING DIVISION .6300 Blvd, #100, TukWila, WA 98188 Approved per applicable codes. INSPECTION RECORD Retain a copy with permit DI 7-00740 PERMIT i■10. . . , (206)431-3670 Corrections required prior to approval COMMENTS: 7/n -t° r Jer Inspector: 6 V Date: 67 $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Date: Receipt No: • Project: , 1uK is l3Pcarwas of Inspection: di n Address: v 162o0 k' alle t Date called: 5 - 2q 9 Special instructions: Date wanted: 5- 5....110 p.m. Requester :^ 161 Armslr �/� Phone: 2 „J Zqs— 9 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Approved per applicable codes. INSPECTION RECO Retain a copy with perm) -- D q7 -oo % . PERMIT NO. (206)431 -3¢70 COMMENTS: .572 )7 5'9 /2ec r Z yc it a,t,,rt . A Corre ions required prior to approval. Inspector: 6J Date: 514n $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: I Date: Project: - p , . eg 4 A 4 4 Type of Inspation: F-In Addrg , 1 i i i Ito<OU Date called: Special.instruct(ons: ',..`' 4 ''' .. Date Wanted: c 9 a m . . Requester ' 2 sgst Ph° — ew INSPECTION RECD I Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter B vd, #100, Tukwila, WA 98188 p97--x% PERMIT NO. (206)431-3670 U Approved per applicable codes. orrections required prior to approval. COMMENTS: ii In Dtp, Ej $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: ; • Project :' 1uwila BP rctx Type of Inspectio h I yx i Address: 1 6 200 W Val leyWY Date called: �7 + 5 Special instructions: Date wan d Z L 4 -9q a.m. Reque er: Cra.0 w � rrns -fr i J Phi) e: 204 _ 1 .45) INSPECTION REC OI►.. 1 Retain a copy with permit INSPECTION NO: CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188. 'Approved per applicable codes. COMMENTS: la 5 Inspector: Dg7 : 00% PERMIT 'O. 06)431 -3670 Corrections required prior to approval. AS 7 ( AA." c/2 l 6 rL A .4 6 V Date: 3/2'5 71 11 $47.00 REINSPECTION EEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Date: Receipt No: City of Tukwila Fire Department TURWILA FIRE DEPARTMENT FINAL APPROVAL FORM John W. Rants, Mayor Thomas P. Keefe, Ftre Chief Prod ect Name SO GA 7/•1 t &AttL'K . / /e 1.4.09 11 Address. / 2..0 0 Gvtrsi Suite # Retain current inspection schedule Needs shift inspection Approved without correction notice Approved with correction notice issued Sprinklers: Fire Alarm: f- 477 rr1.P/ !' /. / Fr/c Hood & Duct: i` j Halon: Ai Monitor: 41,4 n c 7,/ XIV(. Pre -Fire: A' Permits: Authorized Signature FINALAPP.FRM Rev. 2/19/98 Date T.F.D. Form F.P. 85 Headquarters Station: 444 Andover Park P je t: ' j -- 0 4 Ty a of Inspection: let k vi; A c. . VI roc Address: (t 2-D f Oeoff V 4 —4-j fiwit Date ca ed: 1 ' ( q 9 Special instructions: D anted; a.m. * 7 ( 1,1 ir't p.m. Requ}e ter: _ . ve..e — pc.-vv t t-� '..... Phone: 24".2 - 15 '1 1 INSPECTION NO ,CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Approved per applicable codes. COMMENTS: Inspector: c r El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: INSPECTION RECOC., Retain a copy with permit Date: P.17. QbTh PERMIT NO. (206)431 -3670 Corrections required priorr to approval. Date: o6,9 11 1 COMMENTS: TYPe n ectior /4677/4. f .; ,,,, 5 •ei a . 5e±- - -id /44: V\ Address: W. vet 11 # w Date called: S/ 1 1 F19 Special instructions: Date wanted: ,. .m� � la rip,. P.m. Requester o „ . _ /I » t 4/t ;v 7 - S /ef 4 M 0 , r /i_of u ' 5/64 A 64 1/U - !N kJ--5. ) /l�, ' v J I/4ile, y 01N. ST7Ze;5T L .4 ( _4 , W S•/T /� V /C -�L- C "f/Lj ( /Ls4T�;.,. /rl• C A-rt 5 - h i/ x_ - - ' _ ., . 6 GA.I C. 4 / f� l� / f c : . I11. V! _ i, a(�(�(X7{� J TYPe n ectior ' I Address: W. vet 11 # w Date called: S/ 1 1 F19 Special instructions: Date wanted: ,. .m� � la rip,. P.m. Requester , f A o oi, - q - 9 El Approved per applicable codes. INSPECTION RECORD. Retain: a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Date: PERMIT NO. (206)431 -3670 Corrections required prior to approval. Inspector: 6i Date: 5 n $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: : .... /1,4 zi-P• Type Inspe tion: ... i Date Iled: i( Special instructions: • . , D te wanted: D a.m. Requester: Phone: • .,(. INSPECTION REC Retain, a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. (206)431-3670 Approved per applicable codes. 0 Corrections required prior to approval. COMMENTS: Inspe • $47. REINSPECTION FEE REQUIRED. Prior to insp ction, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspect ion. • Projeg Type of Invection: laii - Address: VIV+ Date called: Lgq• 9 p cial instructions: ( Date wantri P.m. Reqter: Phone: r2aR r Lq5 - - ? 9.fl • INSPECTION NO: CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Approved per applicable codes. / %re INSPECTION RECORD Retain a copy with permit (206)431-3670 Corrections required prior to" approval. COMMENTS. j $47 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: I Date: Pro_ jest: Typ nl ection: _ 7 C k jw I fre W 4. : v Date called: L 7 (f' Special instructions. Date ward. 2 r I 7 .m: Requester• ff( Phone: 2,b in Z , l INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300.Southc #100, Tukwila, WA 98188 / f q & PERMIT NO. (206)431 -3670 COMMENTS: CA/ �►�,✓ -15 Receipt No: Date: Approved per applicable codes. 9 C, $47.00 REINSPECTION F.J'REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Corrections required prior to approval. ; COMMENTS: i -.1 `I' r • 4 ' 7 ; 1 f fi9 r2 i se, / , ,, biefog (O ce,kvei ...... D . ua 1 11/4 1 %44 ` 1 V 1/4.S ; . Z /!7 / � X47 S r *,_ c-4_'U // c.f.-It d ,-0/ /7 S,. l' 4V' (?- ) h" , In I Project (Z Ad ss• Special instructions: INSPECTION RECORD Retain a copy with permit INSPECTION NO. C CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Type of Inspect Date wanted: Request PERMIT NO. (206)431 - 3670„x, - Pro t: Type of I �ction• �` / e o Date ca led: • :$pecial. instructions: Date anted;r (17 a.m. Requester. Phone: Inspector. Approved per applicable codes. Receipt No: INSPECTION RECO Retain a copy with pe INSPECTION NO. •CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 7 1)11,e-009 PERMIT NO. (206)431 -3670 Corrections required prior to approval. COMMENTS: // sw �,, f , set 1 c'. /lam/ r-• ! ,,/[j� -41 / e'- /4 4 J-Leei 4,60 ;77 e . G 4;4 /Led al f r9 J& 5 40.... f'7 / Date: .. /.ditaia $47.00 REINSPECTI ! � FIE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Date: INSP'rION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100; Tukwila, WA 98188 Pr P ,nod li U > Special instructions:.. Approved per applicable ,codes. COMMENTS: INSPECTION RED Retain a copy with mit I Typ ,•f Date called: l Phone ctio : Yci PERMIT NO. (206) 431 -3670 Date wanted:q , 1 fq' Requester t 2_< q "1 • n p. • Corrections required prior to approval. Inspector: Date: ri $42 0 INSPEC ON EE REQUIRED. Prior to inspection, fee ust be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: INSPECTION REC Retain a copy with it INSPEONO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila WA 98188 Prnjr 4 0\ Q, ti.).Ualtc Special instructions: d /1 Phon Type of inspection: Date called: , Date wanted: ,� J a.m.. Requester. Inspector: PERMIT NO. (206) 431 -3670 COMMENTS: Approved per applicable codes. Corrections required prior to approval. Date: F -1 $42.00 INSPECTIO FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. -.Receipt No.: Date; Pr° � !�- rc r NO S I'l Ty p .of in[1s ection: e(M�f �e _ ' l �ln 2c)a w V� C� Ai Dateclle l Special instructions: _ ( 0\ ( (.1 (i -^.. r. , i, r 0 1 . •. ‘:� ■' G,'i to) Date wante-Z y ( a.m. Requpst P No.' � �/ aV 9` , / INSPECTION REC Retain a copy with INSPECTION NO. CITY OF TUKWILA !WILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 U 4- Approved per applicable codes. (206) 431 -3670 Corrections required prior to approval. COMMENTS: c 6 72 6/4rl s C? s 6 ' • f' $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: INSPECTION RE D Retain a copy with rmit INSPECTION NO. CITY. OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., : #100, Tukwila, WA 98188: Project;© Add mOl7 I/,' Special instructions: Typ "f jjnspeotiok Date called: + Date wanted: • a.m. p.m. Requester: Phone No.: Approved per applicable codes. I I ?� 7)9 7-- 009 PERMIT NO. 06) 431 -3670 Corrections required prior to approval. COMMENTS: ceitA Ti $42.00 EINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. I Receipt No.: Date: Pro ct: _HA Typ of ins ection Address: 00�1� +✓ N'Y called: Date call: 1 ,q ( q8 Special instructio s: . t ..S �"W S1 - i 1 -�'- ,‘,:: P QO .. y"i, , ' Date wante • . t d 20 c a ( - ter Re es; , 1l.. qy� O a ..t v S"t Yx Phonlyp.: q S. 961 5 • INSP COMMENTS: IT NO. n smitintikanffl5 INSPECTION RE Retain a copy with CTION NO. CITY OF TUKWILA BUILDING DIVISION 6300-Southcenter Blvd., #100, Tukwila, WA 98188 (206) 431 -3670 Approved per applicable codes. I Receipt No.: Corrections required prior to approval: Inspector: Date: /Q... ig 7 $42.0 —REI 1 SPECTIOIFEE REQUIRED. Prior to inspection, fee must. be paid at 6300 Southcenter Blvd., Suite 100. Gall to schedule reinspection. pate: • INSPECTION RE D Retain a copy with` mit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100; Tukwila, WA 98188 PERMIT NO. Address: Special instructions: Date called: Requester: Phone No.: Approved per applicable codes. (206) 431 -3670 COMMENTS: Inspector: Date: Corrections required prior to approval. $42.0 ' REINSPECTION, E REQUIRED. ; .Prior to inspection, fee must be paid at 6300 Southcenter BIJd ;Suite 100. Call to schedule reinspection. Receipt No.: Date: Project: Tu. k wi ci 0 p Type of Inspection: i Ye I Vx5 pect thrrii pu nal I i Address: i i 6200 Wes+ Va lley Date ca iled: E 9 q Special instructions: _ En) Date wanted: 2 2 _ 91 Requester: , (-- ra 13 whims-trot Ph . o 20 1 51 COnst NC INSPECTION RECORD Retain a copy with permit PERMIT NO CITY TUKVVILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 (206)431-36 Approved per applicable codes. fl Corrections required prior to approval. COMMENTS: 4 btilt //I SteA k 0 eiph coit4pkt Kke i1i:444 5 oiU (. Z1 ,4r Aid t( t kJC4 , /2Nen k • Inspeetor: q 7- 00 9b1 pate: 7 D $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call t chedule reinspection. Receipt No: Date: f 3 ton • COMMENTS: /�, if 106 IL. •—• l_ • 41. (A. . , lbw lei 0 C& j UJ` 1 -1 —C,6 .0 . . _. . -. I Ail OAPs I % . i _ „:...1 / •r 0 by o1� HR. 13y H —Ci 1 , 11 /OM rifj - L' ( +-e (4 42 AC 2/ d 6,g # 5 -- _3 05 ? 4: h. .,..._. _.... £l A, / _si=r - p.0_4, 04 ro 71) W f / fi 000 _ _% ..f �� le ch II ..1_, _ !,_ - / / - k_ ✓rte l�cU J r L44 Ju- p Gdx.-sacyiGro -„ 71 IIP _ Project: 13 P 1 Type of inspection: n Address:. Date called: Special instructions: .. Date wanted: a.m. p.m. Requester: Phone No.: INSPECTION RECORD Retain a copy with per INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 , Southcenter Blvd., #100, Tukwila, WA 98188 Approved per applicable codes. Inspector: I Receipt No.: (7 1 )9-7 lb PERMIT NO. (206) 431 -3670 Corrections required prior to approval. Date: _I $42.00 REINSPECTION FEE - REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Date: ..... ��......�... T December 29, 1998 Cert No. 9807 -65 Attention: Dave Larson Dear Mr. Larson: Respectfully, CASCAO': TESTING LABORAT Dennis H. Stack President CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION / ENGINEERS 12919 N.E. 126TH PLACE KIRKLAND: (425) 823-9800 KIRKLAND, WASHINGTON 96034 FAX: (425) 623.2203 City of Tukwila Building Department 6230 Southcenter Boulevard Tukwila, Washington 98188 Reference: Southcenter BP and Carwash 16200 W. Valley Highway Permit No. D97- 0376/d97 -0096 Our last report is dated 12 -15 -98 and is number 097602. SEATTLE: (208) 525-8700 EVERETT: (425) 259-0817 7-1ECEiVED DEC 31 1998 COMMUNITY CF- VELOPMEN T This is to advise you that special inspections are completed for the above referenced project. Special inspections were performed for the following activities and copies of reports have been sent to you. 1. Reinforced concrete cast in place for footings and slab -on -grade for the BP station portion. 2. Reinforced concrete cast in place for grade beams, slab -on -grade and curbs for the car wash portion 3. Auger cast in place piles for the car wash portion 4. Reinforced masonry for the car wash portion All work inspected conformed to Tukwila Building and Land Development approved plans, specifications, Director's Rules, UBC and related codes and /or verbal or written instructions from the Engineer of Record. (:,12919 CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION / ENGINEERS PREVIOUS 0 9 7 8 9 3 N.E. 126TH PLACE REPORT No. No KIRKLAND. WASHINGTON 9 ,Qa H `� EVERETT 1I `!� 4 ) 823.9800 • 4 25) 259 -0817 ��1f ` / [y(XJ nay I CE, 7 / .. (5�( �.JfwlS DEC 22 1998 COMMUN"- N TO: PME I PRa uP -f -f r-" ill' L 1/26 0 ,) v / , a( / , , DEVELr 8 .PERMIT O. OWNER/ WEAT atwc TEMP.. G AT l� f J(O AT PM E GINEE Q I l Ka Y Wa c1 ATTN: ARCH CT c,, • l 'f O �t P'Utht . p�' �0c CO R .• • R r • #f i7 i r� (2) INSPECTION PERFORMED TEEUCONCRETE _ RESTEEL ONLY R ESTEEUMASONRY _ STR.STIWELDING OTHER STR.STIBOLTING (3) ITEMS INSPECTED — (OUNDATIONS _ FOOTINGS SLAB _ AUGER CAST PILES � MNS — DRILLED PIERS .3G WALLS BEAMS — — — ( LOCATION (AREAS) / 51- / q I ( ( &1 o Q+ CA r Li )a5 it._ CONCRETE/MASONRY MIX NO. 705 DESIGN STRENGTH (Pc) . SUPPLIER 1[M . " • TOTAL CU. YD. PLACED r 56 SLUMP (INCHES) "W/ SPECIMENS CAST ` /f `/\ AIR CON NT ( %) .1 . • D l �� SEE CYLINDER REPORT NO. 3 c() YES NO ITEMS INSPECTED WERE IN CONFORMANCE WITH BLDG. DEPT. APPROVED PLANS, SET NO. REMAR S: / L r ( r sl ! *fad ( rff IA /4 {.• +., -. T CASCADE TESTING LABORATORY, INC. TESTING So INSPECTION / ENGINEERS PREVIOUS 0 9 7 8 9 2. 12919 N.E. 126TH PLACE REPORT No. No KIRKLAND, WASHINGTON 98034 (425) 823 - 9800 EVERETT (425) 259 -0817 / O$ (((fO I CE � 6 7 - S- TO: 4/1f'lf rm t -- SP LOCATION /.BO ! I ij. v 1' L PERMIT NO. OWN FJI ( WEATH a i 1i ` TEMP. AT AM AT PM ENGI - at Y [ e0._ O a UN ATTN' • A +HI ECT �1� � �a C ' l ON 1 CT R / Ql,t (2) INSPECTION PERFORMED TEEUCONCRETE _ RESTEEL ONLY RESTEEUMASONRY _ STR.STIWELDING OTHER STR.STIBOLTING ( ITEMS INSPECTED — FOUNDATIONS _ FOOTINGS S _ AUGER CAST PILES MNS • — DRILLED PIERS WALLS BEAMS -- — — ( LOCATION (ARE S) r..1 V / 5.1-- / - 4 (1 1 ' ti. (( C.iL7/( L) 41 eq CONCRETE/MASONRY MIX NO DESIGN STRENGTH (('c) SUPPLIER TOTAL CU. YD. PLACED SLUMP (INCHES) SPECIMENS CAST AIR CONT NT ( %) SEE CYLINDER REPORT NO YES NO ITEMS INSPECTED WERE IN CONFORMANCE WITH BLDG. DEPT. APPROVED PLANS, SET NO. _ REMARKS: /j[ L-aff c. Kids /,/c+ ,( Mor Jo r'Ut"�S ere T i (( - 'PS k ' a itt Oer COPIES TO: ohg CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE AREA (SO. IN) TOTAL LOAD STRENGTH PSI TYPE BREAK ° /I z ( 12 -9 '7 6 Y/2 .0 Poo 34,0 /' tra% , Z -3a 01 IZ,7s o 4/6-20 A 08 l LZ -3rD 4 r29Ls6 '4 70 A DA /� v ea A CE NQ. Y ‘3 PROD Cu A ( A DP, LOCATION / b z v o V 4 / l'a/44 e A BLDG. PERMIT NO. OWNER WWIFI G ;r TEMP. AT AM AT PM ENGINEER ARCHITECT CONTRACTOR TRUCK SAMPLED 1/7 TRUCK TICKET NO. © / Y L/ MIX NO.QD(3 TIME SLUMP ASTM C-143 �o AIR UNIT WEIGHT ASTM C -138 YIELD CEMENT FACTOR TEMP. ASTM C -1064 CONC AIR / D 30 3 /' CA. 73 7' TOTAL BATCH DATA FOR 1 CU. YARD DESIGN WEIGHTS % MOIST ADJUSTED WEIGHTS CEMENT - 137( FA. CA. WATER TOTAL .. _ . . T TO ATTN. THE FOLLOWING WAS NOTED: TYPE OF BREAK: (a) Cone (c) Cone and Shear (e) Columnar (b) Cone and Split (d) Shear SAMPLE P/U DATE COPIES TO ' 1 ,2/ REVISED • 9/97 CASCADE TESTI GERUA 5P FIELD TESTING & INSPECTION / ENGINEERS INC. REPORT No. 12919 N.E. 126TH PLACE �� K 2 IRKLAND, WASHINGTON 980 ( ( 7�Qj55) 823.9800 EVERETT (A35) 259.0817 AIR TEST METHOD: ❑PRESSURE ASTM C -231 OR ❑ VOLUME ASTM C -173 j z - 3 FIELD TEST DATA — v c4 COMMUNITY DEVELOPMENT COMPRESSIVE STRENGTH q RASTM C -1231 TEST METHOD C " 3 / ASTM C•617 PRODUCERS: CONCRETE. C7 }✓` /A1 s CEMENT CU. YARDS PLACED C;F:S.—' AEA ADMIX •--- CAC12 r– % DESIGN STRENGTH SVo PLACEMENT AREA & NOTES " F; j v'Yn 4 S " in, `Z rli, AZ Pc•> ['G R Lve 4. 4 • SIGNED' Q)d 35089 SAMPLING IN ACCORDANCE WITH APPLICABLE CODES & SPECS. C 3 / � ' CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION / ENGINEERS PREVIOUS C r '� 0 7 6 0 2 12919 N.E. 126TH PLACE REPORT No. y C� No. KIRKLAND. WASHINGTON 98034 (425) 823 - 9800 EVERETT (425) 259 -0817 DATE ! -t � -1 � // / I CERT i�' G � , V , To: \ � e , 4 l4 4 C ✓y, .k. L) ' LA-, PROJECT ' J r ' � 1 • ` X ---d-- R /' ••;.. LOCATION �' • e i �. �� �' �rc,. -I 4 L PERMIT NO. Getty WEATHER Cade( j TEMP AT 0230- AM AT PM 7. ENGINR ., `l t 7/ ) ?c i a , ATTN: ARC4ITECT I C / L./- , ,4 S et CONT,twTOR , /772e0e; / 61, (2) INSPECTION PERFORMED RESTEEUCONCRETE _ RESTEEL ONLY % ~RESTEEL/ ASONRY _ STR.ST/WELDING - STR.ST /BOLTING (3) ITEMS INSPECTED — FOUNDATIONS _ FOOTINGS _ SLAB _ AUGER CAST PILES COLUMNS — DRILLED PIERS . WALLS • BEAMS — — ( LOCATION (AREAS) e V i' -)e tl% 1 Q!i L '7 1 � C"C•t / / - CONCRETE/MASONRY M X NO. > ("/ DESIGN STRENGTH (f c) �'vJ SUPPLIER ' c.Jt TOTAL CU. YD. PLACED 6 SLUMP (INCHES) T /Vi') i SPECIMENS CAST ;CeP 02 rT c AIR CONTENT ( %) — SEE CYLINDER REPORT NO 3 yl i y YES NO ITEMS INSPECTED WERE IN CONFORMANCE WITH BLDG. DEPT. APPROVED PLANS, SET NO. _ — — COPIES TO: /? REMARKS: 7 t 6 I , � i ' * t .td/ r' - / L ' lk. +� 1 �' (U 7,4.: / n CA /) <'C' �� "- V INSPECTOR SIGNED: &`5i / FIELD REPORT, ♦. CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE AREA (SQ. IN) TOTAL LOAD STRENGTH PSI TYPE BREAK 1 f yY )1-1. - S 11121 '? X V 1 ENGI ER 7 V. C / C0 v:' ' I v 60 3 cx) {■ ,qqy TOTAL , l f /q1 1 ►1 `(, '2 ! J, DATE /2 -Cr(Y CERT. NO. (d'o7 -- PROJECT So �.. 4 3e. LOCATION L f /J/ UNIT WEIGHT ASTM C -138 � , BLDG. PERMIT NER / CONC WEATHER C [0 TEMP., / ! i 7,,.„k AT (4.3j AM AT P M ENGI ER 7 V. C / C0 v:' WATER c /0 AR 1 TECT L `l / /r° n .11).., . /-7/4-/ TOTAL J CONTRACTOR ///} / /f, TRUCK SAMPLED 3 c '1 TRUCK TICKET NO. 6 8-- Ig' MIX NO. 70.1. TIME SLUMP ASTM C -143 ! AIR UNIT WEIGHT ASTM C -138 YIELD CEMENT FACTOR TEMP. ASTM C•1064 CONC AIR O ?\ i 7,,.„k CA. r5 J. WATER c /0 (-).� /-7/4-/ TOTAL BATCH DATA FOR 1 CU. YARD DESIGN WEIGHTS % MOIST ADJUSTED WEIGHTS CEMENT / L U �L7 45 (d FA t -C `i ' C.. ..,(,__P Rig. C 7•� i ' CA. r5 J. WATER c /0 14S TOTAL .... • +:.. TO: ATTN• THE FOLLOWING WAS NOTED: REVISED • 9/97 CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION / ENGINEERS 12919 N.E. 126TH PLACE KIRKLAND, WASHINGTON 98034 1425) 823.9800 EVERETT 14251 259.0817 1 r � / 1 (< Q t e.S G V r /G FIELD TEST DATA AIR TEST METHOD: OPRESSURE ASTM C -231 OR 0 VOLUME ASTM C -173 TYPE OF BREAK: (a) Cone (c) Cone and Shear (e) Columnar (b) Cone and Split (d) Shear COPIES TO -' `�-C -? H- L yl COMPRESSIVE STRENGTH FIELD REPORT No. ❑ ASTM C -1231 O ASTM C -617 INSPECTOR: SAMPLING IN ACCORDANCE WITH SAMPLE P/U DATE TEST METHOD -� , K APPLICABLE CODES & SPECS PRODUCERS: ! CONCRETE .5 4 CEMENT / - ' CU. YARDS PLACED L> . v AEA d- ) C) ADMIX L,, ' <-/ CAC12 — % 1 DESIGN N STRENGTH -4•: 0 PLACEMENT AREA & NOTES iri?t'' Gt/'ci'.J'I • •S0 v 14 =f- .. �� •'-n ✓ L r j r / ' L` �� Iy- O J I (/ In.a 1 F7 -7h," I eft_, W`�1 r ^c'Z`ii iJ C'c :)y 34664 CYLINDER NUMBER DATE M DE DATE . TESTED AGE DAYS SIZE AREA (SO. IN) TOTAL LOAD STRENGTH PSI TYPE BREAK /lc /2 � /,?' /s 7 IX Cf o i ,-- / 1 1:5.. / / car, 4/4 1 0 4 �/6'° WATER 2.70 TOTAL 1500 1 /- g g -- 4/ DATE /�j CERT. 7 c. 9 �! PROJ ra 7 4 ( / V gp LO C /7 . 2VD 6 ) 1(c He NO.7653 BLDG. PERMIT NO. OWNER / %AIR WEATHE �Q(� TEMPS J� O AT9I f't3 ! AT PM ENGINEE Q � J � Y / Ra �(aauk I 9 5 derl AR CE T �" " Ot' o i ,-- / 1 1:5.. CONT 0 •R / 1000 TRUCK SAMPLED 3i 7 TRUCK TICKET UNIT WEIGHT ASTM C -138 NO. UL[ YIELD IQ MIX CEMENT FACTOR NO.7653 TIME SLUMP ASTM C -143 %AIR . ASTM C - CONC AIR I 9 5 derl Decd 26 5 7k 1000 �/6'° WATER 2.70 TOTAL BATCH DATA FOR 1 (U. YARD DESIGN H T % MOIST ADJUSTED WEIGHTS 9 AL 7 ME NT FA. 26 5 Peg CA. SZ. WATER 2.70 TOTAL TO ATTN. THE FOLLOWING WAS NOTED: AIR TEST METHOD: ❑PRESSURE ASTM C -231 OR ❑ VOLUME ASTM C -173 TYPE OF BREAK: (a) Cone (c) Cone and Shear (e) Columnar (b) Cone and Split (d) Shear SAMPLE P/U DATE PRODUCERS: CONCRETE *EA B.• 56 ADMIX CAC1 PLACEMENT AREA & NOTES / CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION / ENGINEERS 12919 N.E. 126TH PLACE KIRKLAND. WASHINGTON 98034 (425) 823.9800 EVERETT (425) 259.0817 COPIES TO • �/: ' X��d f � C EIVED JAN 0 4 1999 V ELOPMENT FIELD TEST DATA TEST METHOD COMPRESSIVE STRENGTH FIELD REPORT No. O97S t3 33656 ❑ ASTM C -1231 C, j f ❑ ASTM C -617 SAMPLING ABL IN E CODES & SPEC ACCORDANCE S W APPLIC CEMENT T� IT / 21 CU. YARDS PLACED 6: CO ` � ' % DESIGN STRENGTH CMc) q C41 etJ aS i INSPECTOR SIGNED. DATE k2 -/g a � CERT. NO q-80, . --1 S ---. PR JE Cc *L - C _- ., LOCATION lb 2oD \r \) , BLDG. PERMIT NO. O E WEATHER TEMP. AT AT AM PM ENGINEER, ARCHITECT CONTRACT _^ \ ^. CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION / ENGINEERS 12919 N.E. 126TH PLACE KIRKLAND, WASHINGTON 98034 EVERETT S � (206) 823.9800 (206) 259.0817 TO • ATT N • AS REQUESTED BY • THE FOLLOWING WAS NOTED: PREVIOUS REPORT No. (\\ .e 0 N 60715 Vex" 0) ec Cisq.3 e_AL \ e"A• ikc n ¶k\ . �\\ c e sv -e-eX • «� ct; r •(k) 0-e k _ S ►P c_ 5c ec�J CYLINDER NUMBER DATE Mt DE g DATE TESTED AGE DAYS SIZE AREA (SQ. IN) TOTAL LOAD STRENGTH PSI TYPE BREAK /,/ / G ? 4//2118 /,-/f 7 % w J{ f!( 4{ - / y ceiV yG ,t 4 /;,y - S 2 `/ g, 2 so l7v 1.300 /- q _ 1�' I s - oo S c--70 DATE /,`��/ CERT9 � SLUMP ASTM C -143 PROJ 4 (* + 8/0 UNIT WEIGHT ASTM C -138 LO AT 2c a"), w lle /79/ CEMENT FACTOR BLDG. PERMIT NO. OWNER / CONC �Q(0 TEMP v o AT9,1 � AT Iv� PM ENGINEER 61.1-- / V RavaaI1 - AR C E T �' D,.« rI. r r 0 . � ci ° CONT 3 •R / 461-!...' ..•,« IIL. -a/ . MIL TRUCK SAMPLED -537 TRUCK TICKET NO. 6 8 /? 2 MIX NO.7653 TIME SLUMP ASTM C -143 /o AIR UNIT WEIGHT ASTM C -138 YIELD CEMENT FACTOR TEMP. ASTM C -1064 CONC AIR 9 /W 4ii el oeca FA. - 7 * 6 ci ° Se g.. $a WATER 270 BATCH DATA FOR 1 %U. YARD DESIGN % MOIST ADJUSTED WEIGHTS 0 A y C cy FA. 2O 59 Peg Se g.. $a WATER 270 TOTAL TO THE FOLLOWING WAS NOTED: • .; CASCADE TESTING LABORATORY, INC. REPORT No. V O / O j�5' ,�j TESTING & INSPECTION / ENGINEERS REP 12919 N.E. 126TH PLACE KIRKLAND, WASHINGTON 98034 (425) 823.9800 EVERETT RECEIVED JAN 1 4 1999 NO CCMMUNfTY DEVELOPMENT ATTN FIELD TEST DATA AIR TEST METHOD: 0 PRESSURE ASTM C -231 OR ❑ VOLUME ASTM C -173 TYPE OF BREAK: (a) Cone (c) Cone and Shear (e) Columnar (b) Cone and Split (d) Shear ❑ ASTM C - 1231 SAMPLING IN ACCORDANCE W TEST METHOD C ` ✓' f ❑ASTM C - 617 APPLICABLE CODS & SPECS T 'C 3 / f PRODUCERS: CONCRETE 5/ AP U CEMENT T CU. YARDS PLACED � CO 4 /EA B. 5 ADMIX. d CAC1 % DESIGN STRENGTH " �/c J / PLACEMENT AREA & NOTES / a (I C in/Ld Q+- CqT (4) It SAMPLE P/U DATE COPIES TO • Il `G " vA__ ,/ (•25) 259.0817 COMPRESSIVE STRENGTH INSPECTOR• —.1144/1600/ SIGNED' 33656 CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE AREA (SO. IN) TOTAL LOAD STRENGTH PSI TYPE BREAK 1 Yyy / 'r -C a 17.122. 7 X V re -4 1 IC, 03 3 � A i1 f l,I2 )1' CONTRACTOR . II )2970) ill/Z- A 6 `� '1 r 3QOC) e z IC' DATE /2-/I. - _ � r SLUMP ASTM C•143 CERT. NO. �d , 7-- 0- S PROJECT �.. Ce., )3p . � L ATION � Jv � 1) - � fw / f,, 75, l O NER BLDG. PERMIT NO. ` ' �/)e ^' f'1.. WEATHER (� .,e, f re -4 1 C. TEMP. ATti]f .. 7J AM L� AT PM ENGI ER � AIIR L, / L7 ) 4 S AR TECT TOTAL CONTRACTOR . l e 7 " TRUCK SAMPLED 3 c `1 TRUCK TICKET NO. 6 P. Ig ,, MIX NO.. TIME SLUMP ASTM C•143 % AIR WEIGHT ASTM C -138 YIELD CEMENT FACTOR 4 ASTM C1064 CONC ,----)\ o 5 1 ` ' �/)e ^' f'1.. CA. re -4 1 C. � �7� � AIIR L, / L7 ) 4 S TOTAL BATCH DATA FOR 1 CU. YARD DESIGN WEIGHTS °r6 MOIST ADJUSTED WEIGHTS CEMENT 4.7j ✓ / 0 ✓ �'L.7 4 FA. ,----)\ o 5 1 C: Fru. -)c.. .Y CA. re -4 1 C. WATER <374- ) 4 S TOTAL T TO* UL, THE FOLLOWING WAS NOTED: COMPRESSIVE STRENGTH CAC12 FIELD REPORT No. STM C -1231 ,��� ❑ ASTM C•617 INSPECTOR: �(7 34664 CEMENT — 77 CU. YARDS PLACED 6 • DESIGN STRENGTH .g- () PLACEMENT AREA & NOTES rim �- ''✓u�."�' ..S /F ir�.� .- ) L•t f l 1 A 'rz L }J /Z C't .'L " i� L C SAMPLING IN ACCORDANCE W TH C.3 APPLICABLE CODES & SPECS REVISED • 9/97 - � CASCADE TESTING LABORATORY, INC. O 2 TESTING & INSPECTION / ENGINEERS PREVIOUS 12919 N.E. 126TH PLACE REPORT No. No KIRKLAND, WASHINGTON 96434 (425) 823 - 9800 EVEREST (425) 259 -0817 DATE g � tf? ' CITgb-.7 ' ` s_ TO- CT 1620 Ni.) . \1 c,1.\ .t 1 o k..),11 e BLDG. PERMIT NO. NAB Cka•c.V33 NER WEATHER TEMP. AT AM AT PM ENGINEER t. 3 ATTN. ARCHITECT 0 eiv-\\ 0 CONTT i�.rKLS CID �.. (2) INSPECTION PERFORMED RESTEEL/CONCRETE TEEL ONLY R .ST/WELDING _ RESTEEUMASONRY /*S OTHER STR.STIBOLTING (3) ITEMS INSPECTED _ FOUNDATIONS FOOTINGS _ SLAB _ AUGER CAST PILES COLUMNS -- DRILLED PIERS — WALLS BEAMS — .-- — LOCATION (AREAS) e_S ak ""_ GI--\ A.Q.Ne S `'s S 4 S (5) CONCRETE/MASONRY MIX NO. DESIGN STRENGTH (Pc) SUPPLIER TOTAL CU. YD. PLACED SLUMP (INCHES) SPECIMENS CAST AIR CONTENT ( %) SEE CYLINDER REPORT NO YES NO r ITEMS INSPECTED WERE IN CONFORMANCE WITH BLDG. DEPT. APPROVED PLANS, SET NO. _ COPIES TO: 7 " '[ 1`-' ^--- " + 641 Revised 12/97 SIGNED: c ■ J i.3 , 4. • G V 10 r� W e Q - - '� t� h C . � ,C.�,n r 1 s REMARKS: JJ `,,,) .� 4; \ � �ds. �S C C,�c P✓ S 1 - � \Co /CS cods -"CS cols �o �P. ,P-2 s o co•rcrs",;r , oC' r� � .•,_ c o \ k.\C , s\treJs re c c.r o J•. �Co -y eas p G c� ..e� ko �S. N -+�S ��l,o"k c-vi • Flo o 'CS co\ � o be �1aa. >(a \\QCs 2 C � . .n � � � � � 's C O \ S \/o a e l " b 44 T. at e s ' o Q %-:Pe S INSPECTOR: FI EL15RE RT T REMARKS: CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION / ENGINEERS 12919 N.E. 126TH PLACE KIRKLAND, WASHINGTON 98034 To: EVERETT 41 7 5 • .7,7c. (425) 823 -9800 (425) 259 -0817 ATTN (2) INSPECTION PERFORMED RESTEEUCONCRETE _ RESTEEL ONLY RESTEEUMASONRY — STR.ST/WELDING — OTHER — STR.ST /BOLTING CONCRETE/MASONRY SUPPLIER X NO .� � s SLUMP (INCHES) 1J AIR CONTENT ( %) DAT) o zc - 'i r ir PRO/STc 4 /;l LOCATION 3 . PERMIT —00C/ WEATHER TEMP. AT AM 7C AT /3 / (PM ENGINEER ARCHITECT CONTRACTOR (3) ITEMS INSPECTED — FOUNDATIONS FOOTINGS g SLAB i4 _ AUGER CAST PILES _ COLUMNS — DRILLED PIERS — WALLS S BEAMS ( LOCATION (AREAS) �/� ' (-8FL're'4 Ph '3 4- / 4-4 L`'12cdr"e " • 4.6 0 6,n �. ') a. ((a I, g4.1, . 9. g (324 41 creel re w�;, - DESIGN STRENGTH (f'c) 3 vu0 TOTAL CU. YD. PLACED y(, SPECIMENS CAST C?ar G( X/2 '" SEE CYLINDER REPORT NO. .:;7 6^t _ YES _ NO _ ITEMS INSPECTED WERE IN CONFORMANCE WITH BLDG. DEPT. APPROVED PLANS, SET NO. AP•�z / S I feJ C., ?P'C2e -- 7'+ Zoo [r/h c 411 c.� t At 4 INSPECT COPIESTO: M -20/x- / FIELD R PORT SIGNED: PREVIOUS REPORT No. ,f(a}fr No. 09731 - ` Revised 17/97 DATE ?-6 TIME DESIGN NIGHTS CERTO� 6 r PROJECT A C. Ss i STRENGTH PSI ASTM C-1064 LOCATION AIR /e -a7 i� - 71<t_,,,4 O ) BLDG. PERMIT NO. 7 4' " / WEATHFl / < r WATER 9/G 5/ TEMP. AT AM / 5 AT /3 /) P M ENGINEER TOTAL 9. / ARCHITECT CONTRACTOR BATCH DATA FOR 1 CU. YARD TIME DESIGN NIGHTS % MOIST ADJUSTED WEIGHTS CEMENT C. Ss i STRENGTH PSI ASTM C-1064 FA. AIR /e -a7 i� - 2 2r CA. 7 4' " cf (Eb 33zo WATER 9/G 5/ q/ 6 s TOTAL 9. / TRUCK SAMPLED j SI TRUCK TICKET NO. ) 1 3 / 06t MIX NO ii2(0'7 TIME SLUMP ASTM C -143 %AIR WEIGHT ASTM C -138 YIELD CEMENT FACTOR STRENGTH PSI ASTM C-1064 CONC AIR /e -a7 i� - 2 2r 6 M cf (Eb 33zo 9/G 5/ q/ 6 s ,7-,7 9. / CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE AREA (SO. IN) TOTAL LOAD STRENGTH PSI TYPE BREAK ?•' 5 jo ^20-"1( /e -a7 i� - 2 2r 6 M cf (Eb 33zo 9/G 5/ q/ 6 s ,7-,7 9. / TO: 401, .)efit 641 S ATTN: THE FOLLOWING WAS NOTED: CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION / ENGINEERS 12919 N.E. 126TH PLACE KIRKLAND, WASHINGTON 98034 1425) 823.9800 EVERETT FIELD TEST DATA AIR TEST METHOD: ❑PRESSURE ASTM C -231 OR 0 VOLUME ASTM C•173 TYPE OF BREAK: (a) Cone (c) Cone and Shear (e) Columnar (b) Cone and Split (d) Shear SAMPLE P/U DATE le •r �l PRODUCERS: CONCRETE ,44 CEMENT CU. YARDS PLACED 2/t7 O AEA ADMIX ALI /R CAC12 % DESIGN STRENGTH 3 00 PLACEMENT AREA & NOTES Zy / y,0 3 oz. /9 • COPIES TO • v t . /ied. , /204 -cam 1. 6' igly REVISED • 9/97 .. .. q 34628 INSPECT • SAMPLING IN ACCORDANCE WITH APPLICABLE CODES & SPECS. c -,"/" C s SIGNED. CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE AREA (SO. IN) TOTAL LOAD STRENGTH PSI TYPE BREAK `sr 5 /D - S i o - c Z 7 l� t a ARCHITECT, t / 3 /'2- .3s-P) ,--/- vie s'Z I < 1- Z a.? /289 *o L/566 A DATE 10 S- q8 CERT. NO. e tBo r i - (AS SLUMP ASTM C -143 PROJECT `� SoVY tivt‘r d7 q i 4 a 1 UNIT WEIGHT ASTM C -138 LOCATION t ' 11 11 {,(, JIDatD U&tk1 ILL, C r kWl l) CEMENT FACTOR l, Do t le OWNER CONC WEATHER 0 _,60A1 TEMP. AT AT AM PM 1 ENGINEER ice' 4' %J Q a, ._ ARCHITECT, t keYZ CONTRACTOR 7a TRUCK SAMPLED // O TRUCK TICKET NO. D,206 3A MIX NO.e71200 TIME SLUMP ASTM C -143 % AIR UNIT WEIGHT ASTM C -138 YIELD CEMENT FACTOR TEMP. ASTM C -1064 CONC AIR :oo 3� /y ...... ._ _ keYZ 73 7a / b i TOTAL 4 10 7 I BATCH DATA FOR 1 CU. YARD DESIGN WEIGHTS % MOIST ADJUSTED WEIGHTS CEMENT 10 11 sA FAA. . i 34o CA 1410 WATER / b i TOTAL 4 10 7 I T DEVELOPMENT ‘°2-- TO. 1■01.14-IAk 1X1rn1 SElL)1 logo Ltts &kv No tom. ATTN• THE FOLLOWING WAS NOTED: CASCADE TESTIaqA`9t4�itkVONC. TESTING & INSPECTION / ENGINEERS 12919 N.E. 126TH PLACE O� KIRKLAND, WASHINGTON 98 1 0 1 823.9800 EVERETT 10 in 51 259.0817 FIELD TEST DATA AIR TEST METHOD: ❑PRESSURE ASTM C -231 OR 0 VOLUME ASTM C -173 TYPE OF BREAK: (a) Cone (c) Cone and Shear (e) Columnar (b) Cone and Split (d) Shear ASTM C -1231 SAMPLE P/U DATE /O " - 9 8' TEST METHOD l o ASTM C -617 SAMPLING IN ACCORDANCE W TH C 31 APPLICABLE CODES & SPECS PRODUCERS: CONCRETE REVISED • 9/97 COMPRESSIVE STRENGTH CEMENT FIELD REPORT No. '/ � A J4' IG INSPECTOR: COPIES TO•1 ��4/ /' n ' "-�-'�// - 60 !0ll1� ii / SIGNED: • 34419 5 boo AEA ADMIX 41REfel ' idto Z' CAC12 % DESIGN STRENGTH r PLACEMENT AREA & NOTES ID �i G I tots oil wa r C+ �Q ]] aL ►/V■l.y aM c Sack...a 1 ('1 ci re& ck ovN. "� �` of t �r�- `' �' tip 1 - 0 1 ' £&s'� et/ ``A " ), r . V CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE AREA (SO. IN) TOTAL LOAD STRENGTH PSI TYPE BREAK Gsf s`1 /0-S 10-17. 7 t !� ENGINEER 14 41" V Q a.w`n.v` lD �2so 3.57e, 73 CONTRACTOR /4•c rov.,a I 1 / - Z. 42S. / 6$ 5',3 i ( = L a 2S �• DATE to -5 -q8 CERT. NO. 110? -tp5 SLUMP ASTM C -143 PROJECT {(� SDACtrlir `3i 94 a l UNIT WEIGHT ASTM C -138 LOCATION (fawn L). uktiti bL . C''Tu k„ (4 CEMENT FACTOR BLDG. PERMI . +. OWN R CONC AIR TEMP. AT AT AM PM •V ENGINEER 14 41" V Q a.w`n.v` —" ARCHITECT 73 CONTRACTOR /4•c rov.,a i bs TRUCK SAMPLED /'P TRUCK TICKET NO. 1 as MIX NO b00/0.5 TIME SLUMP ASTM C -143 % AIR UNIT WEIGHT ASTM C -138 YIELD CEMENT FACTOR TEMP. ASTM C -1064 CONC AIR A !no 3 3 /Y —' — —" k2 73 70 i bs TOTAL 4 1 D ' I BATCH DATA FOR 1 CU. YARD DESIGN % MOIST ADJUSTED WEIGHTS CEMENT W EIGHTS 10 s>Q A. FA. i34D CA. CA. 1a WATER a5' i bs TOTAL 4 1 D ' I TO* � t � 4 t 11v�% S SV %CL I lA90.- •1•.ks No rti ) L)&& gg DI CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION / ENGINEERS 12919 N.E. 126TH PLACE KIRKLANO, WASHINGTON 98034 14251 823.9800 EVERETT 14251 259.0817 ATTN• THE FOLLOWING WAS NOTED: FIELD TEST DATA AIR TEST METHOD: El PRESSURE ASTM C•231 OR D VOLUME ASTM C -173 TYPE OF BREAK: (a) Cone (c) Cone and Shear (e) Columnar (b) Cone and Split (d) Shear COPIES TO IV/Oita • , 4(? �9 /�f_Lt 6/) COMPRESSIVE STRENGTH FIELD REPORT No. SIGNED: 34419 ❑ ASTM C•1231 SAMPLE P/U DATE / " -91r TEST METHOD CC' 3 9 ❑ ASTM C -617 SAMPLING IN ACCORDANCE W TH 6 _3 1 APPLICABLE CODES & SPECS PRODUCERS: CONCRETE enriSS CEMENT AEA ADMIX.`Ulil£Fel "4'101 CAC12 % -- DESIGN STRENGTH O � it) ld I 1N�,S 04 luC�.itr G a- CA v Qom, c if1. , �h a retAL PLACEMENT AREA &NOTES 6 1 6 _0.4/AA .0■A eot.z tPrtr, ` I , tl D t -O ' F'4b "A. " L n f . CU. YARDS PLACED 9 L LZ INSPECTOR' .t Q \O.&4JS DATE CERT N DESIGN WEIGHTS PFttP" IA/a4 ADJUSTED WEIGHTS LOCATION LlJO La 01,11 ` u ■ 16447 BLDG. PERMIT NO. 497 -9 OW R FA. WEATH ceCg•V TEMP. AT AT AM P M ENGINEER _ / ,� , �/ T V • ��'C�9 ���!Z/7 [4 -- ARCHITECT -- CO R '� (12l4P7 • /.14,C, • 403 WATCH DATA FOR 1 CU. YARD C3 x 5 ,0 37 ( 9RUCK TICKET NO. MIX NO.fieWP DESIGN WEIGHTS % MOIST ADJUSTED WEIGHTS CEMENT 16447 CEMENT FACTOR TEMP. FA. Z(p AIR Z: 0 CA. -- /jJet? -- WATER 403 771' Y6 TOTAL -- _ ,,�,tc TRUCK SAMPLEgr/ C3 x 5 ,0 37 ( 9RUCK TICKET NO. MIX NO.fieWP TIME SLUMP ASTM C -143 , �O AIR UNIT WEIGHT ASTM C -138 YIELD CEMENT FACTOR TEMP. ASTM C -1064 CONC AIR Z: 0 ph..../ -- /jJet? -- q06,E. `7 771' Y6 ekd -- _ tr .r> 10 -- CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE AREA (SO. IN) TOTAL LOAD STRENGTH PSI TYPE BREAK 05, - 4 - 9 -,q r 1/ 1 z i( /jJet? V.?.io G o 4. q ✓ /0-/2- z25 ✓ It, (ccr sle L o,j`74 ✓ io -pt- Zf ✓ 17069 5410 4°3 PAI 4 fif 7 2;4 L0 s: /.r.> ,- Ge3f-r ✓ /o .... /z z3 ✓ /4 &sa 4 coc.b GOyo4 ✓ !o -e.g.- z e i/ /47 ,-O 41or) T CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION / ENGINEERS 12919 N.E. 126TH PLACE KIRKLAND, WASHINGTON 98034 1425) 823.9800 EVERETT 1425) 259.0817 TO' ATTN• THE FOLLOWING WAS NOTED: SAMPLE P/U DATE AIR TEST METHOD: ❑ PRESSURE ASTM C -231 OR ❑ VOLUME ASTM C -173 TYPE OF BREAK: (a) Cone (c) Cone and Shear (e) Columnar (b) Cone and Spilt (d) Shear FIELD TEST DATA PRODUCERS: CONCRETE LiI'TYze AEA ADMIX � L PLACEMENT AREA & NOTES Ce .. V rt/� TEST METHOD COMPRESSIVE STRENGTH CAC 12 ❑ ASTM C•1231 C �f ❑ ASTM C -617 .Z ea4 l fvCs I/ Q�� �-- Q� INSPECTOR' COPIES TO • Y - IT . �� -6//9 . j2 - 4 E►�[/ 4/? /q/1. FIELD Q j5 REPORT No. J 77 CEMENT �. 2 `[ DESIGN STRENGTH 15c OV7. SIGNED' SAMPLING IN ACCORDANCE W TH - / APPLICABLE CODES & SPECS Y CU. YARDS PLACED .3Z 31156 \ L CASCADE TESTING LABORATORY, INC. Q 7 211 TESTING & INSPECTION / ENGINEERS , PREVIOUS y 12919 N.E. 126TH PLACE REPORT No. No. KIRKLAND WASHINGTON 9E034 (425) 823 - 9800 , EVERETT (425) 259 -0817 ` DATE l0 -5 -4& - CERT. NO. 9 Sr 0 ? - & 5 TO li. ) f J‘I l n� D� c u i c PROJECT Spu`4-&CE ,, .r B P °) 1 ? I LOCATION lV poo Lo. 0411 Uti ° (Tu kw t la) loa wtsM.ki RorA. BLDG. PERMIT NO. Di OWNER c a C kt F L . 4t ( D Q 1 WEATHER Cl U dy TEMP. AT AM AT PM ENGINEER ,1 (m 1 qt U. 9 4 WUQ,v, ATTN. 1)6+41 2 ? tS ARCHITECT Q Pc ^ 1' IJ t l t.1b L9rrj CONTRACTOR I II (2) INSPECTION PERFORMED L RESTEEUCONCRETE _ RESTEEL ONLY (3) ITEMS INSPECTED — FOUNDATIONS _ FOOTINGS _ SLAB _ RESTEEUMASONRY STR.ST/WELDING — OTHER — STR.STIBOLTING _ AUGER CAST PILES _ COLUMNS — DRILLED PIERS —WALLS Gent L ...e (4) r I t u �i n , ' .AA i i v u u � . LOCATION lif #tF. V ;LOIN. S [M. It tit Qrc�-.. rY To - 7V "D t4.3 i• 0- C...7 1 (AREAS) ,;O f A St' o4' "6" l-r h t. 4.0 C iha2 Y! i4vvi. S IrU yin; Ftl /Ut e4-D► 0-....d� SOL? -2i t "7; 's I; n2, CO CR E TE Y MIX NO. I) O0 563 DESIGN STRENGTH (Pc) SObC n SUPPLIER <A7r1 / .S' S TOTAL CU. YD. PLACED 4 I SLUMP (INCHES) 3 1y SPECIMENS CAST .3{ /ex i L/ l --' AIR CONTENT ( %) SEE CYLINDER REPORT NO. 34i y )1 NO ITEMS INSPECTED WERE IN CONFORMANCE WITH BLDG. DEPT. APPROVED PLANS, SET NO. _ YES _ _ COPIES TO: V Z ab -A6 & 171. /emu 6 /6k REMARKS: Rf i5ar QChr d rL1 c CtnntDc v , N- 'p S t-t _ao w.. ' S % t, DcP- e IA-+n.3 ckdrar ON. ''S1 t t "65 ICY F-neinFir q� prpuE8 � f�.. � �i.r rir. ��1 z � 1 f �t F v% a (6.1 ' a '') b4 CI L-* . .1* & d r4 1. k S irk r). Ccu E e_A fa r - a -cps � SF +.. L)2. ccn...a \s � o,( - 4r;1--:; v`)4' trP - 1 c2 to 2 s 94A(S 0-0 to4.2 1 td° cnrr c. �1a cu.., 11(11 I N∎C4Ati 1�tL r4 Ci.. 1)EY , cc-l1 t t?(4is.`,S Oats.. evx 1 / h t ad n>; ut. INSPECTOR:c 9 0 TA a4-4 64,, t/J /1 ..2 ) FIELD REPORT SIGNED: �/� CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE AREA (SQ.IN) TOTAL LOAD STRENGTH PSI TYPE BREAK 4 sr s' I /o - S / b - L Z 7 to i a — / '25 3,572=, 70 66( 5.1- I � � •••• 2 GU i2 99*0 1 /566 l�- 6s 53 -- : n/ — x 3G ...--- /328.5 4 /7 00 A DATE ID- 5-ca CERT. NO. 1'80 - 16 PROJECT `� rSD1)4a r `Ac 9ct a l LOCATION I Da`itD VA.I ki ti e L u rW, 1 ; OWNER WEATHER b OUA TEMP. AT AM AT PM l ENGINEER ti al V Ra,ws ARCHITECT CONTRACTOR wwS ly0A.a TRUCK SAMPLED // IP TRUCK TICKET NO. b lDS ac.Q MIX NO.bbO1DS TIME SLUMP ASTM C•143 % AIR WEIGHT ASTM C -138 YIELD CEMENT FACTOR ASTM C1064 CONC AIR a !oQ 3 3A' — — — klie 73 70 t 6.5 TOTAL ( � c I D 7 BATCH DATA FOR 1 CU. YARD DESIGN WEIGHTS % MOIST ADJUSTED WEIGHTS CEMENT ID 11 FA. i 3 0 CA . j 8 7 o WATER 5) t 6.5 TOTAL ( � c I D 7 110 THE FOLLOWING WAS NOTED: CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION / E Be�/�/p�► 12919 N.E. I26TH PLACE KIRKLAND, WASHINGTON 9803 I2.7') 827-0 EVERETT DEC 0 7 1998 COMMUNITY To . t 1.,1414k t Lntyv F uELer M ENT IQDa Nef r` k Weak qi ATTN. FIELD TEST DATA (425( 259.0817 AIR TEST METHOD: ❑PRESSURE ASTM C -231 OR ❑ VOLUME ASTM C -173 TYPE OF BREAK: (a) Cone (c) Cone and Shear (e) Columnar (b) Cone and Split (d) Shear PRODUCERS: CONCRETE tar 14 5 S COPIES TO'Y e /O /CG[ ' ,4(� / f:;g 10((j. ///,/ COMPRESSIVE STRENGTH CEMENT FIELD REPORT No. 34419 AirASTM C -1231 - — ' 8" ❑ ASTM C -617 APPLICABLE CODES SPECS TH SAMPLE P/U DATE !0 TEST METHOD G' 3 C 1 CU. YARDS PLACED 9 � l 2 AEA �_ ADMIX5 )11 EFgi �' PI Dz' CAC1 ' D % — DESIGN STRENGTH 1 � 00 PLACEMENT AREA & NOTES 1014 I 100.1,S s O �" wAkE r 8.- 4 W �. O" �' �+IG.�G 1 t'1 c ret cL �t1 j o�n " 1 14 nF ( c�r - rte•. " i ` ' ' b 4 04 "1.1 " Ent. 1. INSPECTOR: J Q W�C"1 & L S SIGNED: REVISED - 9/97 CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE AREA (SO. IN) TOTAL LOAD STRENGTH PSI TYPE BREAK lDy2 T a4� (5119% 9 ",, 7 s It a )k( JJ9 o 'epc, Coop u / .,3 et lI 1 3976 li .e 0 /c ", u le/ 7 5a rA DATE TV"( C CERT. O. PROJECT 5.P. cAIR U J ASS f 16T� W,\ = =,, f1 b-k&HWA) BL DG. PERMIT NO. O OWNER WEAT - T EMP. A AT I AM ENGINEER � ( \ , � /� AAA � ARCHITECT Q r n / As€e RO `-� 547_ a_c.-� V kG 4 C NTRACTORr` /^ I YIELD CEMENT ASTM C -11064 ASTM C -143 ASTM C -138 FACTOR CONC AIR [ 7 ,( 7 BATCH DATA FOR 1 CU. YARD DESIGN % ADJUSTED WEIGHTS MOIST WEIGHTS CEMENT 511. \ k.}X0 - Pf) FA. Isg` '114S V C? 323 WATER 2qa TOTAL 10 THE FOLLOWING WAS NOTED: SAMPLE P/U DATE "/ PLACEMENT AREA & NOTES . ; (425) 259.0817 COMPRESSIVE STRENGTH FIELD /' 2 297 ) REPORT No.{{QQ TEST METHOD C CEMENT C- 771 2 ) O ASTM C -1231 O ASTM C -617 9'o DESIGN STRENGTH CC; GgiZ "IC � Q INSPECTOR COPIES TO •a' /� � £ q14 '/%�'k 411, 1 .o ( (P1 34563 SAMPLING IN ACCORDANCE WITH e- . APPLICABLE CODES & SPECS CU. YARDS PLACED - Tv r� /. '�lIV-..4 � ' IP CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION / ENGINEERS 12919 N.E. 126TH PLACE KIRKLAND, WASHINGTON 98034 (206) 823 EVERETT (206) 259 ... PREVIOUS 1 5 REPORT No. No. ' 5 DATE q f4t-qg CE �7�‘,5 TO: PROJECT F - lam` 1 t& t f LOCATION p� I/ �// 14-11.0a40 l ' , ` 1(71 7) i i ._ ...,. ■ - BLDG. PERMIT NO. OWN WEATHER Glec-i ' TEMP. AT AT AM PM ENGIN ER A v k.', ATTN• ARCHITECT CO RACTOR j ( INSPECTION PERFORMED RESTEEUCONCRETE _ RESTEEL ONLY RESTEEUMASONRY STR.ST/WELDING OTHER STR.STIBOLTING (3) ITEMS INSPECTED _FOOTINGS ,� AUGER CAST PILES — DRILLED PIERS — FOUNDATIONS SLAB _ _ COLUMNS — WALLS BEAMS -- — — LOCATION (AREAS) 1 PiC- .w.J�Y� aVe t 1 )• CONCRETE/MASONRY SUPPLIER MIX NO. ` P7 v % v ! DESIGN TOTAL SPECIMENS SEE CYLINDER STRENGTH (Pc) 3e(90 7 6 i n �ry CU. YD. PLACED 340'. I SLUMP (INCHES) AIR CONTENT ( 1 ' . 4C.I CAST %` 2 /9 7 %) - REPORT NO 311,547 YES NO _ ITEMS INSPECTED WERE IN CONFORMANCE WITH BLDG. DEPT. APPROVED PLANS, SET NO. REMARKS: a4,___ et.,a.d ez474/ DATE 9€ o7 - ) _5 ; c 1 ` ( 9 9 PROJECT 5. P. CAR wA SN LOCATION 1 02n0 W . VA u - ( WAY BLDG. PERMIT NO. 0 97 - 00% OWNER WE THER f C.J1 NJ TEMP. AT AM AT PM ENGINEER V, RAMAN CT ARCHITECT N BURG 45Soc CO & a E CONTRACTOR A NLG Cr NS INC',. TO• CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION / ENGINEERS 12919 N.E. 126TH PLACE KIRKLAND, WASHINGTON 98034 (206) 823.9800 EVERETT (206)259.0817 4 itJ T\& c Tr2L )C IOKl 1N�� e 15" 4 V &st/ t k At U[ZN WA .t 7 _ ATTN• AS REQUESTED BY: THE FOLLOWING WAS NOTED: Cle - 5 A R oN C b (\ AA -PPuni A RA — So U t a2n 8.0 COPIES TO' (/L •/ I (:) • /c ti-A/), PREVIOUS REPORT No. c_t m D= INSPECTOR: MON � . 4 v � aTs p o W=5[ 61223 CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE AREA (SO. IN) TOTAL LOAD STRENGTH PSI TYPE BREAK ry ' 15 1r -., 7 Y4 WATER 7f y s o ?Goo 7 Goya it /(0 - /.3 ,1 tL II I DATE TLAS 5 t97 c 9 0 7 -•- PROJECT S.P._ WA LOC• . 200 W \ALL— .,.. UNIT WEIGHT ASTM C -138 {�1•'/NE BLDG. P • • `•. - � 091 . WEATFiER ` / ''vi Yl t Y TEMP. AT AM ::,f3 F AT PM ENGINEER f MT V. RA AAA ARCHITECT R 7 " C NTRACTOR - t - r"Y s : Imo__ TRUCK SAMPLED 7 2h9 TRUCK TICKET Nort43L ac MIX tP L5 A TIME SLUMP ASTM C -143 % AIR UNIT WEIGHT ASTM C -138 YIELD CEMENT FACTOR TEMP. ASTM C -1064 CONC AIR R 7 " 3 WATER 2.90 ►`f 7 TOTAL BATCH DATA FOR 1 CU. YARD DESIGN WEIGHTS % MOIST ADJUSTED WEIGHTS CEMENT r OZZI.E • •r44 S FA. ( 6� 4 C 3 WATER 2.90 TOTAL TO Agm�( �'t•�[S c \Lsr.. C- C c, 2 1, AufwPN b)A' �oRC 7 ATTN THE FOLLOWING WAS NOTED: SAMPLE P/U DATE 9 —/ PLACEMENT AREA & NOTES CASCADE TESTING.1••ABORATOR INC. TESTING & INSPECTION / ENGINEERS 12919 N.E. 126TH PLACE KIRKLAND, WASHINGTON 98034; `t ` 1 't .)L'(425) 823.9800 EVERETT - E `'`'j'42$) 259.0817 FIELD TEST DATA AIR TEST METHOD: ❑ PRESSURE ASTM C -231 OR ❑ VOLUME ASTM C -173 TYPE OF BREAK: (a) Cone (c) Cone and Shear (e) Columnar (b) Cone and Split (d) Shear COMPRESSIVE STRENGTH TEST METHOD C - jf PRODUCERS: CONCRETE ��L�S CEMENT F i V\ . L " G . - - INSPECTOR. FIELD // REPORT No.6, COPIES TO VL'- fiC . P.00-,r4 , q[Z, SIGNED' -' ❑ ASTM C -1231 ❑ ASTM C•617 34563 SAMPLING IN ACCORDANCE WITH APPLICABLE CODES & SPECS CU. YARDS PLACED AEA ( 5 OZ y r) ADMIX CAC12 % DESIGN STRENGTH • REVISED • 9/97 CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE AREA (SO. IN) TOTAL LOAD STRENGTH PSI TYPE BREAK WEATH C TEMP. AT AT AM PM ENGINEER _ / �� � N' r V .?//'�'!7!`{ - ARCHITECT `- CON C & _ %f'l � '�FJ- LAX- • 7I '- Go 54q ✓ /e-iL Zb ✓ _ rr .•- - 70 G O, j 709 ✓ / o -•t-- ✓ 4a3 � xV 9-if 7 Z�� Lps — /.ti /=rrx> Ge3f4' ✓ /a -/2, Ze ✓ GOyoA ✓ /a -,--1. Z ij r/ DATE g-/d/'9b ICER-440 12 C I4 il 0 /0 AIR tOCATION O ltd, v4.11 IP 1-k YIELD BLDG. PERMIT NO. 0R7 -t 9 OWR ASTM C-1064 WEATH C TEMP. AT AT AM PM ENGINEER _ / �� � N' r V .?//'�'!7!`{ - ARCHITECT `- CON C & _ %f'l � '�FJ- LAX- • 7I '- •'• UCKTIC E 0,5lL/3.7 TRUCK SAMPLE MIX NOSAMPLES, Nil elf SLUMP ASTM C-143 0 /0 AIR UNIT WEIGHT ASTM C•138 YIELD CEMENT FACTOR ASTM C-1064 CONC AIR Z: 4 Ph f - -- `- R. 7I '- 77 ' /_ "ca / — '-' _ rr .•- - 70 V3ATCH DATA FOR 1 CU. YARD DESIGN WEIGHTS % MOIST ADJUSTED WEIGHTS CEMENT M FA. Zed* CA. WATER / V TOTAL AEA REVISED • 9/97 THE FOLLOWING WAS NOTED: PRODUCERS: CONCRETE PLACEMENT AREA & NOTES SAMPLE P/U DATE COPIES TO 11 kf l r, /► Gt E+r/ iM CASCADE TESTING L,48ORATORY INC. TESTING & INSPECTION / ENGINEERS 12919 N.E. 126TH PLACE KIRKLAND, WASHINGTON 98034 EVERETT TO ATTN: FIELD TEST DATA TYPE OF BREAK: (a) Cone (c) Cone and Shear (e) Columnar (b) Cone and Split (d) Shear TEST METHOD 142$) 823.9800 I J 1(42.S)'2S9.081 7 AIR TEST METHOD: ❑ PRESSURE ASTM C -231 OR ❑ VOLUME ASTM C•173 CAC12 COMPRESSIVE STRENGTH FIELD Q 5 REPORT No. ``�� t5 77 ✓ ❑ ASTM C•1231 ❑ ASTM C -617 CEMENT et-7e lr�� INSPECTOR: DESIGN STRENGTH 'mod ( " F14 -mss' SIGNED' v V 31156 SAMPLING IN ACCORDANCE W TH APPLICABLE CODES & SPECS CU. YARDS PLACED '5z Geotechnical Engineering Exploration and Analysis Southcenter. BP 16200 West Valley Highway Tukwila, Washington Roger 011enburg and Associates Bellevue, Washington March 4, 1997 Project No. 6G- 9702009 RECEIVED MAR 3 1 1997 CITVOFT GILES Prepared for: MAR 2 5 1997 ENGINEERING P)SSOCIATES, INC. PREq0 O3/o bcrfr oox. PERMIT CENTER • Dallas, TX • Los Angeles, CA • Madison, WI • Milwaukee, WI • Seattle, WA • Washington, D.C. Roger 011enburg and Associates 515 -116th Avenue NE, Suite 202 Bellevue, Washington 98004 Attention: Mr. Roger 011enburg Dear Mr. 011enburg: GILES ENGINEERING DISSOCIATES, INC. GEOTECHNICAL, ENVIRONMENTAL & CONSTRUCTION MATERIALS CONSULTANTS Subject: Geotechnical Engineering Exploration and Analysis Southcenter BP 16200 West Valley Highway Tukwila, Washington Project No. 6G- 9702009 March 4, 1997 In accordance with your request and authorization, Giles Engineering Associates, Inc. (Giles) has conducted a Geotechnical Engineering Exploration and Analysis for the above- referenced project. The conclusions and recommendations developed from the analysis are discussed in detail in the accompanying report. We appreciate the opportunity to have been of service on this project. If there are any questions or if we may be of further service, please do not hesitate to call at any time. Respectfully submitted, GILES ENGINEERING ASSOCIATES, INC. John E. Zipper, P.E. Regional Manager LEXPIIiES 1 / 24 / 9 y j 19019 36th Avenue West • Suite G • Lynnwood, WA 98036 206/771.5775 • Fax 206/771.5557 • E•Mail seattle®gilesengr.com - • • • • • ••••• • GEOTECHNICAL ENGINEERING EXPLORATION AND ANALYSIS 1.0 EXECUTIVE SUMMARY 1 2.0 SCOPE OF SERVICES 3 3.0 SITE AND PROJECT DESCRIPTION 3 4.0 SUBSURFACE CONDITIONS 4 • 5.0 CONCLUSIONS AND RECOMMENDATIONS 5 5.1 Site Preparation Recommendations 6 5.2 Structural Fill 8 5.3 Utility Trenching and Backfilling 11 • 5.4 Temporary and Permanent Slopes 13 5.5 Foundation Design Parameters 14 5.5.1 Shallow Foundations 14 5.5.2 Augercast Pile Foundations 14 5.6 Floor Slab and Canopy Slab-on-Grade Design Parameters 17 5.7 Drainage Considerations 17 5.8 lingragalundSkuntlauka 18 5.9 Pavement Design Parameters 19 6.0 Conclusion 20 APPENDICES -Appendix A-General Comments -Appendix B-Figures -Appendix C-Field Procedures and Exploration Logs -Appendix D-Laboratory Testing and Classification Giles Engineering Associates, Inc. 1997 • TABLE OF CONTENTS • PROPOSED SOUTHCENTER BP FACILITY 16200 WEST VALLEY HIGHWAY TUKWILA, WASHINGTON PROJECT NO. 6G-9702009 • _ GEOTECHNICAL ENGINEERING EXPLORATION AND ANALYSIS 1.0 EXECUTIVE SUMMARY Subsurface Conditions Site Preparation Recommendations PROPOSED SOUTHCENTER BP 16200 WEST VALLEY HIGHWAY TUKWILA, WASHINGTON PROJECT NO. 6G-9702009 The following is a brief summary outline of the geotechnical conclusions and recommendations contained in this report. This summary should be read in complete context with the accompanying report for proper interpretation. • The subsurface exploration program consisted of completing five hollow -stem auger borings which extended to depths of 14 to 34 feet. • Explorations typically encountered variable depths of asphalt surfacing and crushed rock base. Underlying soils in borings B -1, B -2, B-4 and B -5 consisted of loose, silty fine sand and soft to medium stiff silt. Several of these borings encountered very loose to loose, saturated sand below a depth of 9 to 10 feet. • Boring B -3 encountered a substantial thickness of probable fill soils, extending to up to 29 feet in depth. The probable fill consisted of sand and silt with scattered wood debris and apparent buried trees or branches. Underlying soils consisted of firm, fine sandy silt. • Groundwater was encountered at the time of drilling, at depths varying from 8 to 16 feet. Mottling of soils indicates that groundwater levels may fluctuate to higher levels. • In areas where existing grass and sod are present, removal of organic rich soil from areas to be developed will be necessary. Average stripping depths of about 9 inches are anticipated during dry site conditions. • Apparent uncontrolled deposits of variable quality fill have been placed over the entire site. Because of its loose relative density, it is recommended that the upper 1 to 2 feet of material be reworked and compacted as structural fill. • Structural fill should be compacted to at least 90 percent of modified Proctor maximum dry density. Fill in the top 1 foot of pavement/slab subgrades should be compacted to 95 percent of this value. Place fill in lifts of not more than 8 inches loose thickness, at moisture content within 2 percent of optimum, and compact uniformly with suitable equipment. Proposed Southcenter BP Tukwila, Washington Project No. 6G- 9702009 Page 2 Excavations • Utility excavations will likely encounter silty sand and silt of variable density. Trenches should meet sloping and shoring requirements of all applicable ordinances. Perched groundwater seepage may be encountered in excavations and could be removed with filtered sump pumps. • Temporary cut slopes in loose granular soils and soft native silt should not exceed an inclination of 1.5H:1 V (Horizontal:Vertical). Flatter angles may be necessary where variable conditions are encountered. Permanent cut and fill slopes should not exceed 2H:1 V. • Fill placed on pre - existing slopes should be keyed and benched into at least a firm native subgrade. Building and Canopy Foundations • Conventional, shallow spread footings for the convenience store should be designed for 2,000 psf maximum, net, allowable soil bearing capacity if the foundations are supported on a minimum of 2 feet of properly compacted structural fill. • Isolated canopy foundations at a depth of 5'h feet below finished grade should be designed for 1,000 psf maximum, net allowable soil bearing capacity. The footings should be supported on a minimum of 2 feet of compacted structural fill. • Carwash foundations should consist of augercast piles extended through existing fill. A pile depth of 35 feet is recommended, based on conditions in boring B -3. A working capacity of 20 tons is recommended for 12 -inch diameter augercast piles. • It is recommended the fill below the building and canopy foundations be compacted to at least 90 percent of the modified Proctor maximum. • Perimeter subsurface drains should be provided around foundations if interior moisture is a concern. Building Floor Slab and Canopy Slab -on -Grade • Building floor slabs could consist of a 4 -inch (minimum) conventional slab -on -grade while canopy slabs -on -grade should be at least 6 inches thick, both of which should be underlain by a 6 -inch granular base course and 6 -mil polyvinyl moisture barrier. Floor subgrade should consist of a minimum of 2 feet of structural fill soils compacted to at least 90 percent of the modified Proctor maximum dry density. • A pile- supported structural slab is recommended for the carwash structure in order to minimize differential settlement. Alternatively, a slab -on -grade is anticipated to settle up to several inches due to consolidation of existing fill soils. Proposed Southcenter BP Tukwila, Washington Project No. 6G- 9702009 Page 3 Pavements A new heavy -duty pavement section consisting of a minimum 31/2-inch thick asphaltic concrete surface over an 6 -inch thick aggregate base course, depending on traffic volume, is considered adequate. Compact the upper 1 foot of pavement subgrade to at least 95 percent of modified Proctor maximum dry density prior to paving. Areas where compaction cannot be achieved may require overexcavation and . replacement and/or geotextile reinforcement. 2.0 SCOPE OF SERVICES The authorized scope of services performed by Giles Engineering Associates, Inc. (Giles) for this project included a visual site reconnaissance, subsurface exploration consisting of five hollow - stem auger borings, laboratory testing, geotechnical engineering analyses, and preparation of this report. Work was performed as described in Giles proposal number 6GP- 961112. Giles' work was authorized by Mr. Roger 011enburg of Roger 011enburg and Associates, including modification to the approved scope of work as described in Giles' memorandum dated February 14, 1997. The purpose of this study was to establish general subsurface conditions from which conclusions and recommendations regarding foundation design and earthwork construction could be formulated. Giles' scope of services did not include the collection or screening of soil or water samples for contamination by hazardous or dangerous materials. This report has been prepared in accordance with generally accepted geotechnical design practice and has been prepared for the exclusive use of Tukwila Station L.L.C., Roger 011enburg and Associates, and their agents for specific application to this project. The recommendations contained herein are based in part on preliminary project information provided to date to Giles which included a preliminary site layout. The Site and Exploration Plan (Figure 1) is included in Appendix B of this report. It is recommended that final design drawings and specifications be reviewed by Giles to verify that the recommendation contained in this report have been incorporated into the design. 3.0 SITE AND PROJECT DESCRIPTION The site is located at 16200 West Valley Highway in Tukwila, Washington. The parcel covers an area of approximately two acres. The parcel was formerly occupied by Andy's Diner. Site topography is relatively flat across much of the site, with ground surface elevations of 23 to 25 feet. A closed depression near the southeast property corner has a bottom elevation of about 16 feet, with side slopes extending onto the south portion of the subject property.' Proposed Southcenter BP Tukwila, Washington Project No. 6G- 9702009 Page 4 Based on the preliminary development plan provided to Giles, it is anticipated that development will include construction of six fueling islands with canopy covers, a 52 by 44 foot convenience store building with a storage room, bathroom and vending machines, and two underground storage tanks. A carwash building would be located along the south side of the site, with roughly a 30 by 100 feet plan dimension. It is understood that finish grades of the structures would vary from about 25 to 27 feet. 4.0 SUBSURFACE CONDITIONS The site conditions were evaluated for this study on February 15, 1997. Surface, subsurface, and groundwater conditions are discussed below. The subsurface explorations performed for this study consisted of five hollow -stem auger borings. The approximate boring locations are indicated on the Site and Exploration Plan (Figure 1) enclosed in Appendix B. The subsurface conditions described below have been simplified for ease of report interpretation. Copies of the boring logs and field procedures are enclosed in Appendix C and should be consulted for a more detailed description of the conditions encountered. Laboratory test procedures and results are presented in Appendix D. Soil Conditions Explorations typically encountered variable depths of asphalt surfacing and crushed rock base. Underlying soils in borings B -1, B -2, B-4 and B -5 consisted of loose, silty fine sand and soft to medium stiff silt. Several of these borings encountered very loose to loose, saturated sand below a depth of 9 to 10 feet. Boring B -3 encountered a substantial thickness of probable fill soils, extending to up to 29 feet in depth. The probable fill consisted of sand and silt with scattered wood debris and apparent buried trees or branches. Underlying soils consisted of firm, fine sandy silt. Groundwater Conditions Groundwater was encountered at the time of drilling, at depths varying from 8 to 16 feet. Mottling of soils indicates that groundwater levels may fluctuate to higher levels. Soil moisture contents at the time of the exploration program varied from moist to saturated with saturated conditions observed where groundwater perching occurred. Descriptors used to describe moisture content include "dry", "damp ", "moist ", "wet ", and "saturated" and are assigned to the description of the soil in the logs based on estimates of soil moisture content observed in the field and generated by laboratory moisture content testing. A "moist" soil is generally estimated to be within ±2 percent of the optimum value for compaction as would be determined by Proctor (moisture /density relationship) testing. It should be realized that optimum moisture values of the site soils have not been determined by laboratory testing and that optimum values can vary widely among the soil types existing at the site. "Saturated" soils are said to have nearly all of their void Proposed Southcenter BP Tukwila, Washington Project No. 6G- 9702009 Page 5 space filled with water. The other moisture descriptors used in this report indicate intermediate moisture conditions and can cover rather broad moisture ranges. Generally, the near- surface, weathered site soils were found to be in a moist to wet condition while soils at a groundwater perching layer exhibited wet to saturated conditions. Site soil moisture conditions and the presence of perched groundwater will depend upon season, precipitation, and on -and-off site utilization. It should be noted that the exploration program for this study was performed at the height of the wet season following unusually heavy precipitation amounts. Seismic Conditions According to the Seismic Zone Map of the United States contained in the 1994 Uniform Building Code, the project site lies within seismic risk zone 3. Based on soil conditions encountered at the site, the subsurface site conditions are interpreted to correspond to a seismic soil profile type S3 as defined by Table 16 -J of the 1994 Uniform Building Code. Soil profile type S3 applies to a profile consisting more than 20 feet of soft to medium stiff clay but not more than 40 feet of soft clay. Except for a few layers of sand of limited thickness, the site soils within the depth of the borings are not considered to be prone to liquefaction. 5.0 CONCLUSIONS AND RECOMMENDATIONS The conditions imposed by the proposed development have been evaluated on the basis of the assumed development plan, the engineering characteristics of the subsurface materials encountered in the test pits, and the anticipated soil behavior both during and after construction. Based on the information obtained from our subsurface exploration program, the project appears feasible with respect to soil and groundwater conditions encountered at the site. However, the very soft soils encountered will require the consideration of foundation design alternatives varying from shallow foundations supported on improved bearing soils to deep foundation systems. The conclusions and recommendations for foundation, floor slab, and pavement design, along with site development recommendations and considerations, are discussed in the following sections of this report. 5.1 Site Preparation Recommendations Based upon the subsurface conditions encountered during exploration, the following site preparation procedures have been developed and include recommendations regarding site drainage, stripping, subgrade protection, proofrolling and subgrade compaction. However, site preparation effort is expected to be dependent upon the time of year that construction proceeds. Therefore, bids for site preparation, earthwork, and paving operations should be based upon the time of year that construction will proceed. It is recommended that a representative of Giles observe the soil conditions prior to and during site preparation activities to evaluate the suitability of stripped subgrades prior to placement of fill, foundation elements, floors, and paving. Proposed Southcenter BP Tukwila, Washington Project No. 6G- 9702009 Page 6 Site Drainage and Surface Water Control Adequate temporary and permanent control of surface water runoff and subsurface seepage will be required in order to allow site access, grading, as well as construction of underground utilities and storage tanks to proceed. Excavation, filling, subgrade and grade preparation should be performed in a manner and sequence that will provide drainage at all times and proper control of erosion. Surface water should be pumped or drained to provide a suitable working platform. Successful drainage of local saturated zones due to perched groundwater flow and accumulations of surface water runoff could be accomplished by localized ditching and/or the installation of cut-off trenches or "french" drains. The site should be graded to prevent water from ponding in construction areas and/or flowing into excavations. Exposed grades should be crowned, sloped, and smooth-drum rolled at the end of each day to facilitate drainage. Accumulated water must be removed from subgrades and work areas immediately and prior to performing further work in the area. Equipment access may be limited and the amount of soil rendered unfit for use as structural fill may be greatly increased if drainage effort are not accomplished in a timely sequence. Project delays and increased costs could be incurred due to the greater quantities of wet and unsuitable fill or poor access and muddy conditions if a working drainage system is not utilized. All drainage should be performed only after adequate erosion and silt control measures are established as required by applicable codes. Site Stripping Site preparation will require removal of any surface vegetation and organic soils or other deleterious materials in planned building and pavement areas. The existing building in the central portion of the site will be razed and the foundation elements removed. Site grades are anticipated to be raised roughly 1 to 2 feet. If construction proceeds during a generally wet construction period, typically October through May, and the moisture sensitive, silty sand fill soils are allowed to increase in moisture content, they will become unstable. Therefore, the bids for site grading operations should be based upon the time of year that construction will proceed. It is expected that in wet conditions additional soils may need to be removed and/or other stabilization methods used, such as a coarse crushed rock working mat to develop a stable condition if subgrade soils are disturbed in the presence of excess moisture. The severity of construction problems will be dependent, in part, on the precautions that are taken by the contractor to protect the moisture and disturbance- sensitive site soils. If overexcavation due to disturbance is necessary, it should be confirmed through continuous monitoring and testing by a Giles representative. As previously discussed, it appears the site has experienced previous filling over the very soft native silt soils. The very loose relative density of this fill could affect development in pavement and structural areas. It is anticipated that this fill would not adversely affect the long -term Proposed Southcenter BP Tukwila, Washington Project No. 6G- 9702009 Page 7 performance of the drives and parking areas provided compaction specifications could be met. If wet or pumping fill material is encountered, it may become necessary to "bridge" the unsuitable material with up to 18 inches of select granular fill possibly in conjunction with the geotextile fabric. Subgrade Protection Soils exposed by subgrade preparation operations will contain a high silt fraction and are considered to be moisture and disturbance sensitive. These soils. will become unstable if disturbed (rutted) by construction equipment while at elevated moisture contents requiring additional soil removal at an increased cost. Therefore, site preparation and initial construction activities should be planned to minimize disturbance to the existing ground surface particularly during the wet season (typically October through May) when the presence of excess moisture would render the site soils more prone to disturbance and softening. Construction traffic should be restricted to specific drive areas to prevent excessive disturbance of the subgrade. If site stripping and grading activities are performed during extended dry weather periods, extensive subgrade stabilization is not expected to be necessary. However it should be noted that intermittent wet weather periods during the summer months could delay earthwork if soil moisture conditions become elevated above the optimum moisture content. The use of a working surface of sand and gravel, crushed rock, or quarry spalls may be required to protect the silty soils particulary in areas supporting concentrated equipment traffic. Methods of constructing a working surface from an advancing fill surface could be used to avoid trafficking the exposed subgrade soils. Proofrolling and Subgrade Compaction Following the recommended site stripping procedures, the exposed stripped subgrade should then be scarified, adjusted in moisture content, and recompacted to the required density. Low areas and excavations may then be raised to the planned finished grade with compacted structural fill. Subgrade preparation and selection, placement, and compaction of structural fill should be performed under engineering controlled conditions in accordance with the project specifications. Overexcavation/Stabilization The near- surface silty soils are considered extremely moisture sensitive. During wet weather conditions, typically associated with early spring, late fall or winter construction, subgrade stability problems and grading difficulties are expected to develop due to the moisture and disturbance sensitive soils and /or the presence of perched groundwater. Construction during extended wet weather periods could create the need to overexcavate exposed soils if they become disturbed and cannot be recompacted due to elevated moisture content and or weather conditions. Even during dry weather periods, soft/wet soils, which may need to be overexcavated, may be encountered in localized portions of the site. If overexcavation is necessary, it should be confirmed through Frozen Subgrades Proposed Southcenter BP Tukwila, Washington Project No. 6G- 9702009 Page 8 continuous monitoring and testing by a Giles representative. Soils that have become unstable may require drying and recompaction. Selective drying may be accomplished by scarifying or windrowing surficial material during extended periods of dry and warm weather. If the soils cannot be dried back to a workable moisture condition, remedial measures in the form of one or a combination of the following may be required: 1. Removal of affected soils to expose a suitable bearing subgrade and replacement with compacted structural fill. 2. Mechanical stabilization with a coarse crushed aggregate compacted into the subgrade, possibly in conjunction with a geotextile. 3. Chemical modification of the affected soils with hydrated lime or Portland cement (depending on soil type) and subsequent recompaction. If earthwork takes place during freezing conditions, all exposed subgrades should be allowed to thaw and then be recompacted prior to placing subsequent lifts of structural fill or foundation components. Alternatively, the frozen material could be stripped from the subgrade to reveal unfrozen soil prior to placing subsequent lifts of fill or foundation components. The frozen soil should not be reused as structural fill until allowed to thaw and adjusted to the proper moisture content, which may not be possible during winter months. 5.2 Structural Fill All structural fill should be placed in accordance with the recommendations presented herein for structural fill. Prior to the placement of structural fill, all surfaces to receive fill should be prepared as previously recommended. Structural fill includes any fill material placed under footings, pavements, or other permanent structures or facilities. The use of on -site soils for structural fill should be limited as described in this report. Materials typically used for import structural fill include clean, well - graded sand and gravel ( "pit run "); clean sand; various mixtures of gravel; crushed rock; controlled - density fill (CDF); and lean-mix concrete. Recycled concrete derived from crushed parent material is also useful for structural fill provided the material is thoroughly crushed to a size deemed appropriate by the geotechnical engineer (usually less than 2 inches). Structural fill materials should be free of deleterious, organic, or frozen matter and should contain no chemicals that may result in the material being classified as "contaminated ". Import structural fill for raising site grades can consist of a combination of "common" and "select granular" material. Select granular fill should contain less than 5 percent by weight passing Proposed Southcenter BP Tukwila, Washington Project No. 6G- 9702009 Page 9 the U.S. No. 200 sieve, based on the fraction passing the U.S. No. 4 sieve. Select granular fill is recommended for use in wet weather conditions, as discussed in the pertinent sections of this report. Common structural fill should consist of predominantly granular soil, free of organics and deleterious materials, which is compactable to a firm and unyielding condition at the specified compaction levels. Common structural fill should meet the requirements of specification 9- 03.14(3), "Common Borrow" in the 1996 WSDOT /APWA Standard Specifications for Road, Bridge, and Municipal Construction. Select structural fill should meet the requirements of specification 9- 03.12(2) "Gravel Backfill for Walls" of the 1996 WSDOT /APWA Standard Specifications. The suitability of soils used for structural fill depends primarily on the gradation and moisture content of the soil when it is placed. As the fines content (that portion passing the U.S. No. 200 sieve) of a soil increases, it becomes increasingly sensitive to small changes in moisture content and adequate compaction becomes more difficult or impossible to achieve. Soils containing more than about 5 percent fines by weight, such as the majority of the near - surface site soils, cannot be consistently compacted to the recommended degree when the moisture content is more than about 2 percent above or below optimum. Drying of the site soils may only be accomplished during favorable dry weather by methods such as scarifying and windrowing. It is therefore recommended that grading activities be scheduled for the driest time of year in consideration of the moisture sensitive nature of the site soils and the amount of surface water and subsurface perched groundwater likely to be present at the site during winter months. The contractor should anticipate a significant, but unavoidable, commitment of effort to adjust the moisture content of the site soils. If it is not possible to complete the earthwork during dry weather, the design team and contractor should anticipate that a significant portion of the site soils will not be available for reuse for fill applications including utility backfill. If inclement weather or soil moisture content prevent the use of on -site or non - select material as structural fill, it is recommended that use of select granular fill be considered. It should be noted that the placement of structural fill is in many cases weather- dependent and delays due to inclement weather are common even when using select granular fill. When moisture conditioning of the soils is required to increase the moisture content of dry- of- optimum soils, it is recommended that the soils be uniformly blended with the added moisture to provide a uniform moisture content throughout the affected soils. Structural fill should be placed in lifts not exceeding 8 inches in loose thickness. Individual lifts should be compacted such that a minimum density of at least 90 percent of the modified Proctor maximum dry density is achieved. Higher compaction levels should be achieved where called for in the project specifications of the local development standards. It is recommended that the upper 1 foot of subgrade soils below pavement areas and all base course materials be compacted to 95 percent of the modified Proctor dry density. The top 12 inches of compacted structural fill should have a maximum 3 -inch particle diameter and all underlying fill a maximum 6 -inch diameter unless specifically approved by the soils engineer. It is recommended that a geotechnical engineering Proposed Southcenter BP Tukwila, Washington Project No. 6G- 9702009 Page 10 representative be present during the placement of structural fill to observe the work and perform a representative number of in -place density tests. In this way, the adequacy of earthwork may be evaluated as grading progresses. Reuse of On -Site Soil On -site soils, which are comprised of existing fill material, may be reused as structural fill for foundation, floor slab, and pavement support, provided the soil does not contain significant organic content or other deleterious materials and is placed and compacted at a suitable moisture content to specified compaction levels. Native soils below the on -site fill are not considered suitable for reuse as structural fill and should be wasted off -site when applicable. The site soils consist primarily of silty sands and sandy silts and were generally found to be in a moist to wet state at the time of the exploration program (February 1997). It is anticipated that grading activities (including utility installation) performed during winter or early spring months would encounter compaction problems with the site soils due to their over - optimum condition or potential for exposure to moisture once excavated. The silty sand and sandy silt soils must be placed within a relatively narrow range of the optimum moisture content for proper compaction. Some drying of on -site soils is expected to be needed if grading occurs during the winter or spring months, and the feasibility of grading with on -site soils will depend on whether adequate drying time occurs. Typically, drying is difficult or impossible during wet winter and spring months. It is anticipated that the moisture content of the site soils would be reduced in mid to late summer months and the probability of drying any remaining over optimum soils increases during this time of year. Excess soils may require stockpiling for extended periods of time before they can be used. It is recommended that all stockpiled soils intended for reuse as structural fill be protected with anchored visqueen plastic. Anchoring the sheet plastic should be completed in accordance with Section 8- 01.3(8), Placing Jute Matting, Erosion Control Blanket, or Clear Plastic Covering presented in the 1996 WSDOT /APWA Standard Specifications for Road, Bridge, and Municipal Construction. 5.3 Utility Trenching,and Backfillirtg All utility subgrades should be firm and unyielding, and free of all soils which are loose, disturbed, or pumping. Such soils should be removed and replaced, if necessary. Utilities which will be supported on the very soft, native silts should be supported on a minimum of 12 inches of 4 -inch minus quarry spalls or crushed ballast rock. Spalls or other clean, crushed aggregate could be placed under water, if necessary, and would require a minimum compactive effort. All structural fill used to replace overexcavated soils should be compacted as specified and as recommended in this report. Where water is encountered in the excavations, it should be removed prior to fill placement. Alternatively, quarry spalls or pea gravel could be used above the water level. Proposed Southcenter BP Tukwila, Washington Project No. 6G- 9702009 Page 11 It is recommended that utility trenching, installation, and backfilling conform to all applicable Federal, State, and local regulations such as WISHA and OSHA regulations for open excavations. In order to maintain the function of any existing utilities, temporary excavations shall not encroach upon the bearing splay of existing utilities. Likewise, utility excavation should not encroach on the bearing splay of footings or floor slabs. This bearing splay should be considered to begin 3 feet away from the widest point of the pipe or foundation and extending downward at a 1 H:1 V slope. If, due to space constraints, an open excavation cannot be completed without encroaching on a utility, shoring of the new utility excavation with a slip box or other suitable equipment is recommended. Utility bedding and cover should be placed in accordance with manufacturer's recommendations and local ordinances. Generally, it is recommended that a minimum of 6 inches of bedding material be placed in the trench bottom. Bedding material for rigid and flexible pipe should conform with Sections 9 -03.15 and 9- 03.16, respectively, of the 1996 WSDOT /APWA Standard Specifications for Road, Bridge, and Municipal Construction. All excavations should be wide enough to allow for compaction around the haunches of the pipe and underground tanks. Otherwise, materials such as controlled density fill or pea gravel could be used to eliminate the compactive effort required if allowed by the project specifications. Backfilling for the remainder of the trenches could be completed utilizing common fill or select granular fill, depending on soil moisture and weather conditions. Compaction of backfill material should be accomplished with soils within plus or minus 2 percent of their optimum moisture content in order to achieve the minimum specified compaction levels set forth in this report and project specifications. Initial backfill lift thickness over utilities may be increased to manufacturer's recommended level to avoid damage to pipe by compacting equipment. Caving Some excavation bank stability problems for utility construction may occur where excavations extend into saturated, cohesionless soil and due to the presence of existing fill or groundwater. Relatively flat slopes, benching or temporary bracing may be needed. Temporary excavation stability is a function of many factors including the presence and abundance of groundwater, the type and density of the various soil strata, the depth of excavation, surcharge loadings adjacent to the excavation, the length of time the excavation is open, and weather conditions. It is exceedingly difficult under these variable circumstances to pre - establish a safe and "maintenance free" temporary excavation slope angle. Therefore, it should be the responsibility of the Contractor to maintain safe slope configurations since the Contractor is continuously at the job site, able to control some of the factors, and able to observe and alter the nature and condition of cut slopes. Exceptions to typical slope angles should be made for any excavations which are open during wet weather, any excavations which encounter groundwater, and excavations encountering variable conditions. All utility excavations should conform to applicable sloping or shoring Proposed Southcenter BP Tukwila, Washington Project No. 6G- 9702009 Page 12 standards for worker access, such as WISHA and OSHA, for open excavations. Based on soil conditions encountered in the exploration, the site soils would generally fall into Type C categories according to the classification system established in Chapter 296 -155 WAC, Part N, Excavation, Trenching, and Shoring. Construction Dewatering Groundwater was encountered at a depth of approximately 8 to 16 feet below grade. Dewatering techniques are anticipated to be necessary for dewatering excavations that terminate below the water table. There is a strong possibility that dewatering may be necessary to complete the underground storage tank excavation and construct a stable subgrade. The soils exposed by the tank excavation will likely consist of silt overlying sand layers which could be water - bearing. In general, the silts are not anticipated to generate significant quantities of water. However, depending on groundwater levels, the bottom of the tank excavation could heave or possibly boil if groundwater levels are within a few feet ± of the base of excavation. Therefore, it is Giles' opinion that the contractor should evaluate the groundwater conditions prior to construction and develop an appropriate dewatering plan. Dewatering should extend the groundwater level at least 2 feet below the base of the excavation. 5.4 Temporary and Permanent Slopes Temporary slope stability is a function of many factors, including the following: • The presence and abundance of groundwater; • The type and density of the various soil strata; • The depth of cut; • Surcharge loadings adjacent to the excavation; • The length of time the excavation remains open. It is exceedingly difficult under the variable circumstances to pre - establish a safe and "maintenance -free" temporary cut slope angle. Therefore, it should be the responsibility of the Contractor to maintain safe temporary slope configurations since the contractor is continuously at the job site, able to observe the nature and condition of the cut slopes, and able to monitor the subsurface materials and groundwater conditions encountered. It may be necessary to drape temporary slopes throughout the site with plastic sheeting or other means to protect the slopes from the elements and minimize sloughing and erosion. Unsupported vertical slopes or cuts deeper than 4 feet are not recommended if worker access is necessary. The cuts should be adequately sloped, Proposed Southcenter BP Tukwila, Washington Project No. 6G- 9702009 Page 13 shored, or supported to prevent injury to personnel from local sloughing and spalling. The excavation should confirm to applicable Federal (OSHA), State (WISHA), and local regulations. It is tentatively anticipated that temporary slopes in dewatered, very loose granular and very soft cohesive soils at the site could be excavated at an inclination of 1.5H:1 V for slopes up to 15 feet high. Where perched groundwater conditions have saturated the surficial soils, slope angles of 2.5H:1 V to 3H:1 V may be required for both temporary and permanent slope construction. Shallow french drains excavated through the perching layer could be used to intercept perched groundwater upgradient from excavations or permanent slopes. Groundwater Seepage in Permanent Cut Slopes Groundwater was encountered within all of the explorations. It is recommended that Giles be allowed to review significant permanent excavations periodically as site grading progresses to determine if seepage quantities (if encountered) warrant temporary or permanent stabilization measures. If required, any seepage areas encountered could be stabilized with french drains, rock blankets, or graded filters, as the situation warrants. Specific recommendations for seepage stabilization on permanent excavation slopes are best developed in the field at the time of construction, when the actual excavation conditions can be observed. It is recommended that all permanent cut and fill slopes be designed at a 2H:1 V inclination or flatter. 5.5 Foundation Design Parameters 5.5.1 Shallow Foundations The subsurface conditions observed in our explorations are sufficient to support the planned construction, contingent on special measures to mitigate settlement due to loose, surficial soil and deeper, soft soil conditions. All footings should be founded upon a prism of at least 2 feet of compacted structural fill which is placed above the very soft native or very loose fill materials on a stripped and properly prepared subgrade. The prism of structural fill should extend laterally beyond the foundation edges a distance equal to the depth of fill below the footing. This fill should consist of pit -run select sand and gravel, crushed gravel, crushed recycled concrete, or control density fill (CDF). A geotextile, such as Mirafi 600X should be placed below all fill prisms except if the CDF is used. Footings should not be founded on or within loose or disturbed native or fill soil, topsoil, or pre- existing fill material. The high sensitivity to disturbance of the silty site soils may require that the footing excavations be covered with a lift of crushed rock or a lean concrete "mud mat" to minimize disturbance of the bearing surface during construction in wet weather or wet subgrade conditions. Proposed Southcenter BP Tukwila, Washington Project No. 6G- 9702009 Page 14 If unsuitable bearing soils are encountered at the proposed foundation bearing grade, or within the foundation influence zone, they should be recompacted, if feasible, or removed to a suitable bearing subgrade. The overexcavation should extend laterally away from each side of the foundation a distance equal to the depth of the overexcavation and should be backfilled with compacted structural fill. Controlled density fill (200± psi) backfill may be used in vertical excavations below the entire foundation width as an alternate to help limit lateral overexcavation required with soil backfill. Stepped or thickened continuous strip footings and uniformly thickened isolated column footings may also be used to extend to suitable bearing soils. 5.5.2 Augercast Pile Foundations Augercast piles would support foundation loads for the new building on stable soils at depth, below potentially liquefiable and settlement susceptible soils zones. An augercast pile is formed by drilling to an appropriate predetermined depth with a continuous flight, hollow -stem auger. Cement grout is then pumped down the stem of the auger under high pressure as the auger is withdrawn. The final result is a cast -in -place pile. Reinforcing can be lowered into the unset concrete to provided lateral and/or tension capabilities. Pressure grouting methods typically result in a grout column diameter in excess of the nominal diameter of the drilled hole. It is anticipated that grout volumes within the bearing soil will be on the order of 11/2 times or more the nominal volume of drilled holes. The contractor should be required to stagger the pile grouting and drilling operations, such that all completed piles within 10 feet of the pile being drilled have set for at least 24 hours. Augercast piles could gain their vertical compressive capacity from side friction between the pile and the native soils, as well as from end bearing. Augercast piles should extend a minimum of 35 feet below the existing ground surface elevations in order to develop full end - bearing capacity and have a minimum embedment of 5 feet into the bearing layer. This penetration depth may need to be confirmed periodically in the field by removing the auger to observe the soil on the auger flights. Modifications to pile lengths may be required in the field if the bearing soil layer varies in depth. Augercast pile unit capacities for skin friction and end bearing, as well as lateral load bearing capacity of selected configurations, are presented in Table 1 below. Vertical compressive pile capacity is developed through a combination of resistance at the pile tip and skin friction along the shaft of the pile. Uplift pile capacity will develop as a result of skin friction between the pile and the adjacent soil, along with the weight of the pile. The vertical pile capacities presented assume that adjacent piles are located at least seven pile diameters apart. If piles are located closer together, a reduced pile capacity should be used to account for pile group effects. Giles would be pleased to provide capacities for specific pile group arrangements, if requested. If the pile arrangement selected .�, Table 1 Vertical Compressive End Bearing Capacities for Augercast Piles (See Text) Pier Diameter (inches) Allowable End Bearing Capacity (tons) Ultimate Lateral Capacity for 1 -inch deflection at Ground Surface (Tons) 12 20 - 5 Proposed Southcenter BP Tukwila, Washington Project No. 6G- 9702009 Page 15 for the design is not in the table, Giles should be allowed to provide specific recommendations for the chose configuration. For uplift design, allowable skin friction values for each augercast pile of 100 pounds per square foot (psf) between 2 and 30 feet depth, and 500 psf below 30 feet in depth, acting on the surface of the pile shaft are recommended. The exploratory borings did not encounter rocks or other large obstacles which would obstruct pile installation, however, such obstacles can always be encountered. Buried logs and wood debris were encountered in the fill , indicating that obstructions may be present in the fill soils. Piles should be designed based on the depth to suitable bearing soils (35 feet) presented on our boring logs and unit capacities presented above. It may be necessary to periodically remove the pile auger from the holes during drilling in order to verify depths of fill soils and penetration into bearing soil. Anticipated settlement of pile foundations constructed as recommended is 'V2 inch or less, with differential settlement of Y2 inch or less. Concrete floor slabs could be supported on foundation piles, or could be constructed on grade, as descried below, if the estimated settlement performance of slab -on -grade floors is acceptable. Allowable Bearing Pressure Continuous or column footings cast atop a minimum of 2 feet of structural fill compacted to a minimum of 90 percent of the modified Proctor maximum dry density may be designed for a net maximum allowable bearing pressure of 2,000 psf (live -plus -dead loads) at a depth of 2'V2 feet or less below finished floor, and 1,000 psf for deeper footings such as the canopy footings. A one -third increase in bearing capacity can be applied due to transient loading. It is recommended that foundation support for the proposed structure be obtained utilizing shallow spread and strip footings founded on properly compacted structural fill. The prism of compacted fill should extend a minimum of 2 feet below the base of structural elements and laterally on a 1 H:1 V slope from the bottom edge of the foundation. The actual foundation design should be determined by the project structural engineer. Proposed Southcenter BP Tukwila, Washington Project No. 6G- 9702009 Page 16 Minimum Required Embedment Depth The local building code is understood to require a minimum 18 inch foundation embedment depth; therefore, a minimum embedment depth of 18 inches below the finished exterior grade is recommended for perimeter footings. Interior footings should be placed at least 12 inches below the floor slab within heated portions of the building. All footings must be protected against weather damage both during and after construction, and must be supported by suitable bearing materials as recommended herein. Estimated Settlement It is estimated that the total settlement of foundation members founded within the above mentioned soils may approach 1 inch. Differential settlement of foundations founded within the same soil type could approximate one -half of the total settlement. It should be noted that differential settlement could approach the total settlement values if adjacent footings are founded on different bearing strata. Foundation settlement is oftentimes the function of the condition of the footing excavation subgrade. Footing excavations should be free of loose or soft soil, slough, debris or water prior to pouring concrete. If disturbed or soft soils are left beneath the footing area prior to concrete placement, future settlements may be greatly increased.. For that reason, it is recommended that the footing subgrade soils be observed by a representative of Giles prior to pouring footing concrete to document that the condition of the bearing soils is consistent with the recommendations contained in this report. Fill placed to raise site grades may cause settlement in the range of 1 to 3 inches. It is anticipated that this settlement will occur within the first 30 days after fill is placed. It is recommended that construction of settlement- sensitive features be deferred until 30 or more days after site filling. 5.6 Floor Slab and Canopy Slab -on -Grade Design Parameters Floor slab and canopy slab -on -grade subgrades should be prepared in accordance with the previous site preparation recommendations. The slab -on -grade and capillary break material should be founded on pre - rolled or compacted native ground or structural fill compacted to a minimum of 90 percent relative density. It is recommended that the floor slab be underlain by a nominal 4 -inch thickness of clean crushed rock or pea gravel containing less than 3 percent fines passing the No. 200 sieve, based on that soil fraction passing the U.S. No. 4 sieve with at least 30 percent retained on the U.S. No. 4 sieve. Aggregates similar to those specified in WSDOT 1996 Standard Specifications for Road, Bridge, and Municipal Construction, listed under specifications 9- 03.12(4), 9 -03.15 or 09- Proposed Southcenter BP Tukwila, Washington Project No. 6G- 9702009 Page 17 03.16 can be used for capillary break material. This layer of granular fill is intended to serve as a capillary break and working surface. A minimum 6 -mil impervious moisture barrier should also be placed between the capillary break and the floor slab. If the base course in contact with the vapor barrier has sharp, angular particles, a 2 -inch thick sand cushion layer or geotextile is recommended in order to provide protection against puncture. Any holes or punctures in the vapor barrier membrane should be repaired prior to the placement of the floor slab concrete. Given the anticipated subgrade conditions, it is anticipated that concrete slabs could be designed using standard concrete thickness and welded wire reinforced criteria. The actual floot slab design, including thickness, reinforcing and joint details should be provided by the structural engineer. With the recommended site preparation and monitoring, the post - construction total and differential settlements of the floor slab constructed as recommended are estimated to be less than 0.75 inch and 0.5 inch, respectively, which are considered within tolerable limits. The carwash slab may be subject to long -term settlement due to consolidation of debris -laden fill. It is recommended that the slab be either supported on pile foundations, or designed to tolerate settlements in the range of 2 to 4 inches. 5.7 Drainage Consideratioul Estimated Settlement It is recommended that the building be provided with a perimeter footing drain system to collect free water if moisture inside the building is considered a problem. Footing drains, with clean outs, should consist of at least 4 -inch diameter, perforated, PVC pipe fully enveloped in pea gravel or washed rock and be placed at the footing subgrade elevation around the outside perimeter of the foundation. The pea gravel envelope should be wrapped on the top and sides with a non -woven geotextile fabric to prevent the migration of fine grained soils into the drain rock. If possible, all utility lines and bedding materials should enter the building footprint at or above the invert elevation of the foundation drain. All drainage systems should be sloped to drain by gravity to a storm sewer or other suitable discharge location. Water from downspouts and surface water should be independently collected and routed to a storm sewer. This water must not be allowed to enter the footing drain system. Additionally, it is recommended that the finished grades around the building be designed to route surface water away from the building. Final exterior grades should promote free and positive drainage from the building areas at all times. Water must not be allowed to pond or to collect adjacent to foundations or within the immediate building area. It is recommended that a gradient of at least three percent for a minimum Proposed Southcenter BP Tukwila, Washington Project No. 6G- 9702009 Page 18 distance of 10 feet from the building perimeter be provided, except in paved locations. In paved locations, a minimum gradient of one percent should be provided unless provisions are included for collection and disposal of surface water adjacent to the structure. Under no circumstances should any concentrated stormwater flow be allowed to drain onto the slopes at the site. 5.8 Underground Storage Tanks It is understood that two underground storage tanks will be installed on the site. Typical tank excavations extend about 12 to 15 feet below subgrade elevation depending on the diameter of the tanks. Depending on the time of year, groundwater conditions could vary from 100 percent saturation at the ground surface to slight perched groundwater seepage in sandy zones. Therefore, it is Giles' recommendation that the contractor should evaluate the groundwater conditions prior to construction and develop an appropriate dewatering plan. Dewatering should continuously maintain the groundwater level at least 2 feet below the base of the excavation. If there is enough space to construct an open cut to install the tanks, it is recommended that temporary dewatered cuts be no steeper than 1.5H:1 V. The temporary slopes may need to be flatter depending on the groundwater conditions. It is unlikely that the excavated soil will be suitable for reuse due to the anticipated moisture content. As such, it is recommended that an appropriate substitute be imported. The native soils at the bottom of the excavation will be fine - grained and very moisture sensitive. If elevated moisture conditions are present, it will be impossible to compact the exposed subgrade. It is recommended that the final 1 foot of the excavation be completed with a smooth edged bucket to minimize the need for subgrade compaction. It is further recommended that a minimum 1- foot -thick layer of quarry spans underlain by a reinforcing fabric, such as Mirafi 600X, be constructed to provide more uniform support of the USTs. It is recommended that the tanks be tied down with deadman anchors to resist fully submerged, buoyant forces assuming that the tanks have minimum product inside them. Soil over the tanks would also contribute resistance to buoyant forces and a unit weight of 115 pcf may be assumed for design purposes. If an open excavation is not feasible, it is likely that sheet piling will be necessary to shore the excavation. Sheet piles are installed either by vibrating or driving into place with an appropriate - sized pile - driving hammer. Sheet piles are typically driven to a specified depth in order to provide the necessary resistance to lateral loads and rotation. Lateral load capacity of short steel sheet piles sections is gained from stiffness where deeper sections require anchors or cross - bracing. Alternative deep shoring includes soldier pile retaining walls. Given the recommended lateral earth pressures presented herein, it is our opinion that the contractor should select the most appropriate shoring system. Proposed Southcenter BP Tukwila, Washington Project No. 6G- 9702009 Page 19 It is recommended that a triangular fluid pressure distribution for cantilever walls or walls provided with a single row of anchors or bracing. Allowable active and at -rest lateral earth pressures of 35 and 52 pcf, respectively, may be used for design above the groundwater level outside the sheets. Below the groundwater level, saturated active and at -rest pressures of 85 and 100 pcf, respectively, are recommended. An allowable passive earth pressure of 125 pcf may be assumed beginning 2 feet below the bottom of the excavation. For lateral toe or kick -out resistance, it is recommended that the sheets or piles extend at least 10 feet below the base of the excavation. An appropriately sized uniform surface surcharge should be applied to the wall to take into account parked vehicles, stockpiled materials, or other temporary surcharges that would be placed above the wall. 5.9 Pavement Design Parameters It must be recognized that pavement design is a compromise between high initial cost and little maintenance on one side and low initial cost coupled with the need for periodic repairs. As a result, the owner will need to take part in the development of an appropriate pavement section. Critical features which govern the durability of the surface include the stability of the subgrade soils, the traffic volume, and the frequency of use by heavy vehicles. 5ubgrade The subgrade soils are anticipated to generally consist of silty sand fill soils or similar soils used as structural compacted fill. Silty sand is usually rated as a good -to -fair subgrade material with estimated field CBR values ranging from 10 to 40 based on the Unified Soil Classification of SM and if the soils have been properly compacted. An estimated CBR of 10 was used for pavement design. In order to use this CBR value, the upper 2 feet of fill should be compacted to the minimum levels presented in this report in order to develop adequate pavement support characteristics and must be placed under engineering controlled conditions. The design assumes that the subgrade and any structural fill will be prepared in accordance with the recommendations presented in this report. The top 12 inches beneath the pavement should be compacted to a minimum of 95 percent relative compaction, using AASHTO T -180 (ASTM D -1557) as a standard. Stabilizing the subgrade with a fabric such as Mirafi 500X or 600X may be necessary during wet weather conditions if a stable subgrade cannot be achieved. Proper geotextile fabrics will maintain segregation of the subgrade soil and base course materials. If the subgrade soils are allowed to migrate upwards into the base course, the result would be decreased pavement support. The use of stabilization fabric will not reduce the necessary base rock thickness, as fabric does not provide structural strength at such shallow depths. If the subgrade is disturbed when wet, overexcavation may be required with subsequent backfill using imported, select granular fill. Recommended Pavement Sections Traffic Type Asphalt Thickness (inches) Crushed Base/ Top Course (Inches) ATB* Substitute for Crushed Aggregate (Inches) Heavy 3'/2 6 4 Light 2'/2 6 4 Proposed Southcenter BP Tukwila, Washington Project No. 6G- 9702009 Page 20 6.0 Conclusion Asphaltic Concrete Pavement *ATB: Asphalt Treated Base; may be substituted for Crushed Base/ Top Course beneath Class B asphalt Specifications for pavements and crushed base /top course should conform to specification presented in the 1996 Washington State Department of Transportation, Standard Specifications for Road, Bridge, and Municipal Construction. In lieu of crushed gravel base /top course, asphalt treated base (ATB) can be substituted. The ATB would provide a more durable wearing surface if the pavement subgrade areas will be exposed to construction traffic prior to final paving with Class B asphalt. Some degradation of the ATB should be expected if it is subjected to concentrated construction traffic. Repair of degraded areas would be required prior to final Class B paving. The following table presents recommended pavement sections for anticipated light and heavy duty traffic levels. Pavement design recommendations assume proper drainage and construction monitoring and are based on AASHTO Design parameters for a 20 -year design period. However, continual flexible maintenance along with a major rehabilitation after about ± 8 to 10 years should be expected to obtain a 20 year service life. The conclusions and recommendations presented in this report are based, in part, on the explorations accomplished for this study. The number, location, and depth of the explorations were completed within the constraints of budget and site access so as to yield the information to formulate the recommendations. It is therefore recommended that Giles be provided the opportunity for general review of the project plans and specifications when they become available in order to confirm that the recommendations and design considerations presented in this report have been properly interpreted and implemented into the project design package. The integrity of earthwork, structural fill placement, and foundation and pavement performance depend greatly on proper site preparation and construction procedures. It is recommended that Giles be retained to provide geotechnical engineering services during the Proposed Southcenter BP Tukwila, Washington Project No. 6G-9702009 Page 21 earthwork and foundation construction phases of the project If variations in the subsurface conditions are observed at that time, Giles would be able to provide additional geotechnical engineering recommendations to the contractor and design team in a timely manner as the project construction progresses. Giles Engineering Associates, Inc. appreciates the opportunity to have been of service on this project and would be pleased to discuss the contents of this report or other aspects of this project with you at your convenience. If you have any questions, please do not hesitate to call. • The soil samples obtained during the subsurface exploration will be retained for a period of thirty days. If no instructions are received, they will be disposed of at that time property and to assist the architects and engineers in the design and preparation of the project plans and specifications. Copies of this report may be provided to contractor(s), with contract documents, development where specific information was not available. It is recommended that the architect, civil engineer and structural engineer along with any other design professionals involved in this project carefully review these assumptions to ensure they are consistent with the actual planned development. When discrepancies exist, they should be brought to our attention to ensure they do not affect the conclusions and recommendations provided herein. The project plans and specifications may also be submitted to Giles for review to ensure that the geotechnical related conclusions and recommendations provided herein have been correctly interpreted. { ..'.', GENERAL COMMENTS This report has been prepared exclusively for the client in order to aid in the evaluation of this The analysis of this site was based on a subsoil profile interpolated from a limited subsurface exploration. If the actual conditions encountered during construction vary from those indicated by the borings, Giles must be contacted immediately to determine if the conditions alter the recommendations contained herein. • The conclusions and recommendations presented in this report have been promulgated in accordance with generally accepted professional engineering practice in the field of geotechnical engineering. No other warranty is either expressed or implied. The Site and Exploration Plan contained herein was prepared based upon information supplied by Giles' client, or others, along with Giles', field measurements and observations. The • diagram is presented for conceptual purposes only and is intended to assist the reader in report interpretation. . • UTU '1500 BLDG CM !PI �1GNWpY (3R I59 __....,.....�.wr.+a'n+•:L: r,•.Gax:h`cY;A ^ • • " 1 " . • / — aP MIl[GM • �� $T - 80 EXPLANATION B -1 Boring Number and Approximate Location •••••••••• TUKWILA CITY TRAIL FUTU T F000 ■ .3 1 4 . 80 - — _.■ A 6- . ...... ....... .. . .. o ... ........... •• . ............... .... ... *wri EXPLANATION B-1 Boring Number and Approximate Location . ..... • . ................ 1106 .......... 011•1101,010 • • .................. e4'-e f---r-O I GILES CNGINECRING C :- )SSOCIATES,INC. GEOTECHNICAL GEOEIVIRONMENTAL AND CONSTRUCTION MATERIALS CONSULTANTS APPENDIX C FIELD PROCEDURES AND EXPLORATION LOGS The field operations were conducted in general accordance with the procedures recommended by the American Society for Testing and Materials (ASTM) designation D 420 entitled "Standard Guide for Sampling Soil and Rock" and/or other relevant specifications. Soil samples were preserved and transported to Giles' laboratory in general accordance with the procedures recommended by ASTM designation D 4220 entitled "standard practice for preserving and transporting soil samples." Brief descriptions of the sampling, testing and field procedures commonly performed by Giles are provided herein. The Exploration Logs and related information enclosed herein depict the subsurface (soil and water) conditions encountered at the specific exploration locations on the date that the exploration was performed. Subsurface conditions may differ between exploration locations and within areas of the site that were not explored. The subsurface conditions may also change at the exploration locations over the passage of time. Test Boring Methods GENERAL FIELD PROCEDURES Surface and subsurface conditions at the project site were explored on February 15, 1997. The surface evaluation consisted of visual reconnaissance, and the subsurface exploration consisted of advancing five hollow -stem auger soil borings to depths of approximately 14 to 34 feet below existing grades. The borings are designated B -1 through B -5 on the Boring Location Plan (Figure 1). Test Boring Locations and Elevations . The location and depth of the explorations were selected with regard to the proposed site developments and under the constraints of budget and site access. The locations of the explorations were determined using a site plan provided to Giles and by measuring from existing site features with a hand -held measuring tape. Elevations were interpolated from contours on a site plan provided by the client. As such, the exploration locations shown on Figure 1 and elevations noted on the logs should be considered accurate only to the degree implied by the measuring methods. It should be emphasized that the explorations revealed subsurface conditions only at discrete locations on the project site and that actual conditions could vary at other locations. The nature and extent of any such variations would not become evident until construction activities have begun. If significant variations are observed at that time, the conclusions and recommendations may need to be modified to reflect actual conditions. Soil borings were advanced with 41/4-inch I.D. continuous-flight hollow -stem auger, using a truck - mounted drill rig operated by an independent firm working under subcontract to Giles. An experienced geotechnical engineer from Giles continuously observed the boring, logged the subsurface conditions, obtained representative soil samples, and transported the samples to Giles' laboratory for further classification and testing as deemed necessary. Throughout the drilling operation, soil samples were obtained from the borings at 2 1 /2foot to 5-foot depth intervals by means of Standard Penetration Test procedure (ASTM:D - 1586). This test and sampling method consists of driving a standard 2 -inch (outside diameter) split - barrel sampler a distance of 18 inches into the soil with a 140 pound hammer free falling a distance of 30 inches. The number of blows required to drive the sampler through each of three 6 -inch penetration intervals is counted, and the total number of blows struck during the final 12 inches is considered the Standard Penetration Resistance, or `blow count'. If a total of 50 blows is struck within one 6- inch interval, the driving is ceased and the blow -count is recorded as 50 blows for the actual number of inches of penetration. The resulting Standard Penetration Resistance values (N- values) provide a measure of the relative density of granular soils and the relative consistency of cohesive soils. . . .. ..,� RECORD OF SUBSURFACE EXPLORATION BORING NO. &.L.OfATION: 1133 SURFACE ELEVATION: 24.0 COMPLETION DATE: 2/15/97 FIELD REPRESENTATIVE: DEK PROJECT: Proposed Southcenter BP PROJECT LOCATION: 16200 West Valley Highway Tukwila, Washington PROJECT NUMBER: 6G- 9702009 GILES ENGINEERING ASSOCIATES, INC. Dallas Madison Seattle Milwaukee Los Angeles Washington, D.C. MATERIAL DESCRIPTION Feet Below Surface Sample No. & Type N Qu qp (tsf) (tsf) q s (tsf) 3 PID NOTES 3.25" Asphalt over 5" crushed sand and gravel base [ - - - 14 5 5 5 0.25 21 12 35 41 . - Firm, wet, brown, silty fine SAND with - trace fine gravel and fine sand lenses - Grades to moist, gray, fine sandy SILT _ 1 -SS 5_ - - - Loose, moist, gray, silty fine SAND - - Grades to loose, wet, gray with brown _ mottling, silty fine SAND 2 -SS 10- - 3 -SS �15- — _ - - Medium stiff, saturated, gray, fine sandy - SILT _ Grades to medium stiff, saturated, gray, clayey SILT with trace fine sand 4-SS WATER OBSERVATION DATA REMARKS Z WATER ENCOUNTERED DURING DRILLING: 16 ft WATER LEVEL AFTER REMOVAL: CAVE DEPTH AFTER REMOVAL: WATER LEVEL AFTER HOURS: CAVE DEPTH AFTER HOURS: 2. ..T z I= n npss I n s trata � f list B o f trte sho n apMO S��sts L t ndsrv soil types. The actual on on may os siradusl and may vary considerably between r nys. Location of ast or np is shown on the 1WnnY do Plan RECORD OF SUBSURFACE EXPLORATION BORING NO. &6OOATION: SURFACE ELEVATION: 24.0 COMPLETION DATE: 2/15/97 FIELD REPRESENTATIVE: DEK PROJECT: Proposed Southcenter BP PROJECT LOCATION: 16200 West Valley Highway Tukwila, Washington PROJECT NUMBER: 6G- 9702009 GILES ENGINEERING ASSOCIATES, INC. Dallas Madison Seattle Milwaukee Los Angeles Washington, D.C. • MATERIAL DESCRIPTION Feet Surface Sample Type N Its (tsf) It (%) PID NOTES — \Coarse gravel r _ _ — 6 3 4 20 39 26 . Loose, moist, brown, silty fine SAND with — trace gravel — — Grades to soft, wet, brown, fine sandy SILT — _ 1 -SS 5 — St _ 10 2 -SS 3 -ST — Very loose, saturated, dark brown to black, — fine SAND with trace silt _ 4 -SS WATER OBSERVATION DATA REMARKS Z WATER ENCOUNTERED DURING DRILLING: WATER LEVEL AFTER REMOVAL: 9 ft CAVE DEPTH AFTER REMOVAL: WATER LEVEL AFTER HOURS: CAVE DEPTH AFTER HOURS: 2; .,- - x Ch ngs n ta I cats by i � o are wean types. actu uan n may gradual an may vary sr tw aggro u n iry it sog The al sitlo bs d considsbly beeen bor�ngs. L o est gig s own on RECORD OF SUBSURFACE EXPLORATION GILES ASSOCIATES, Dallas Milwaukee Washington, BORING NO. & 1OATION: SURFACE ELEVATION: 24.0 COMPLETION DATE: 2/15/97 FIELD REPRESENTATIVE: DEK PROJECT: Proposed Southcenter BP PROJECT LOCATION: 16200 West Valley Highway Tukwila, Washington PROJECT NUMBER: 6G- 9702009 ENGINEERING INC. Madison Seattle Los Angeles D.C. MATERIAL DESCRIPTION Feet Below Surface Semple No. & Type N 4 u Itsf) Q p Itsf) 4s Itef) w (96) PID NOTES 2.5" asphalt over 6" crushed sand and gravel base — — 18 4 19 5 50/6" 17 33 13 24 21 27 15 33 41 31 39 33 31 • . • • Firm, moist, brown, silty fine SAND with — trace gravel Grades to dark brown -gray, fine sandy SILT with trace gravel 1 -SS 5 — — — 2 -SS — Stiff, moist, brownish gray, sandy SILT with _ buried trees _ — Grades to medium stiff, moist, dark — brownish gray, organic SILT with little — gravel, fine sand, and wood debris — 3 -SS 10 — — — 4 -SS 5 -SS 15 V. - — Firm, saturated, dark brown to black, fine — SAND with trace silt and buried trees - — - — - Grades to firm, saturated, dark brown to black, fine SAND with fine sandy SILT _black, and trace wood debris 6 -SS 20- — 7 -SS 25- — 8 -SS 30 — — — — Firm, saturated, dark grayish brown, fine sandy SILT — 9 -SS WATER OBSERVATION DATA REMARKS V. WATER ENCOUNTERED DURING DRILLING! 6.5 ft WATER LEVEL AFTER REMOVAL: CAVE DEPTH AFTER REMOVAL: WATER LEVEL AFTER HOURS: CAVE DEPTH AFTER HOURS: • Overstated blowcounts because of buried trees z .. --- x o ga s I n strata ir�dlcatad b the W nas era appro • on 9 bou nda►v between soil types. Tha actual tranaltion may ba gradual and may vary co between L ocation or Test or Bor Is s hown on the o ng Loca on RECORD OF SUBSURFACE EXPLORATION BORING NO. & _LO ATION: SURFACE ELEVATION: 24.0 COMPLETION DATE: 2/15/97 FIELD REPRESENTATIVE: DEK PROJECT: Proposed Southcenter BP PROJECT LOCATION: 16200 West Valley Highway Tukwila, Washington PROJECT NUMBER: 6G- 9702009 GILES ENGINEERING ASSOCIATES, INC. Dallas Madison Seattle Milwaukee Los Angeles Washington, D.C. MATERIAL DESCRIPTION Feet Below Surface Sample No. & Type N Qtr (tsf) Qp (tsf) 4 s (tsf) w (%) PID NOTES 2.25" asphalt over 4.5" crushed sand and gravel base [ — — — 5 4 3 3 21 48 29 36 — Loose, moist, brown, silty fine SAND with - trace gravel — Grades to soft to loose, wet, brown, silty — fine SAND to fine sandy SILT - Grades to soft, wet, brown with gray _ mottling, SILT with trace fine sand and —\gravel / 1 -SS 5 - — It 2-ST 3 -SS 10 _ — 4 -SS _ Very loose, saturated, dark brown to black, fine to medium SAND with trace silt — 5 -SS WATER OBSERVATION DATA REMARKS V. WATER ENCOUNTERED DURING DRILLING: WATER LEVEL AFTER REMOVAL: 9 ft CAVE DEPTH AFTER REMOVAL: WATER LEVEL AFTER HOURS: CAVE DEPTH AFTER HOURS: z 7.7.7.— x isso n s In strata 1 cat b t • Itnsa a►s ap ro irt�ats bou t ssn soil types. The actual transition may bs gradual an d may vary c onside r ably bstwa in n Location o� sat B o r in g s shown on this Borin Loc o ry P an. w RECORD OF SUBSURFACE EXPLORATION GILES ASSOCIATES, Dallas Milwaukee Washington, BORING NO. &6 SURFACE ELEVATION: 24.0 COMPLETION DATE: 2/15/97 FIELD REPRESENTATIVE: DEK PROJECT: Proposed Southcenter BP PROJECT LOCATION: 16200 West Valley Highway Tukwila, Washington PROJECT NUMBER: 6G-9702009 ENGINEERING INC. Madison Seattle Los Angeles D.C. MATERIAL DESCRIPTION Feet Below Surface Sample No. & Type N c l u (tsf) qp (tsf) /l a (tsf) w (%) PID NOTES 3" asphalt over 5" crushed sand and gravel base 1 - - Very loose, moist, brown, silty fine to 1-SS - coarse SAND with little gravel (Fill) - 4 18 5- 2 38 - - Very soft, wet, brown, clayey SILT with - trace fine sand 2-SS Grades to very soft, wet, brown with gray - mottling, clayey SILT with trace fine sand r, _ 4 - - 2 43 3- SS - Loose, saturated, dark brown to black, fine - SAND with trace silt and gravel 10 4-SS 8 26 - - 4 29 5-SS • • • WATER OBSERVATION DATA REMARKS WATER ENCOUNTERED DURING DRILLING: 8 ft 7. WATER LEVEL AFTER REMOVAL: rrmr CAVE DEPTH AFTER REMOVAL: WATER LEVEL AFTER HOURS: nun CAVE DEPTH AFTER HOURS: := 7 cg 6 z sOM typs The sew tr may gra and may vary conaid.raaly b.tw.,n Dd: LL: _ PL: PI: 101: Gs: K: w: qp: qs: qu: qc: PID: N': 3EA446 /kah DESCRIPTIVE TERM (% BY DRY WEIGHT) Trace: 1 -10% Little: 11 -20% Some: 21 -35% And /Adjective 36-50% SOIL PROPERTY SYMBOLS SOIL STRENGTH CHARACTERISTICS COHESIVE (CLAYEY) SOILS UNCONFINED OMPARATIVE BLOWS PER COMPRESSIVE ^.ONSISTENCY FOOT (N) STRENGTH (TSF) 'ery Soft 0-2 0 - 0.25 .oft 3-4 0.25 - 0.50 vledium Stiff 5-8 0.50 -1.00 'tiff 9 -15 1.00 - 2.00 'ery Stiff 16-30 2.00 - 4.00 lard 31+ 4,00+ 'EGREE OF LASTICITY 4one to Slight Might tedium igh to Very High PI 0-4 5-10 11 -30 31+ GENERAL NOTES "SAMPLE IDENTIFICATION All samples are visually classified in general accordance with the Unified Soli Classification System (ASTM D- 2487 -75 or D- 2488 -75) Dry Density (pcf) Liquid Umit, percent Plastic Limit. percent Plasticity Index (LL-PL) Loss on Ignition, percent Specific Gravity Coefficient of Permeability Moisture content, percent Calibrated Penetrometer Resistance, tsf Vane -Shear Strength, tsf Unconfined Compressive Strength, tsf Static Cone Penetrometer Resistance. Correlated to Unconfined Compressive Strength, tsf Results of vapor analysis conducted on representative samples utilizing a Photolonizatlon Detector calibrated to a benzene standard. Results expressed in HNU -units (BDL =Below Detection Umits) Penetration Resistance per 6 inch interval. or fraction thereof, for a standard 2 Inch O.D. (1 -3/8 inch I.D.) split spoon sampler driven with a 140 pound weight free - failing 30 Inches. Performed in genral accordance with Standard Penetration Test Specifications (ASTM D- 1586). N in blows per foot equals sum of N values where plus sign Is shown. Nc: Penetration Resistance per 1 -3/4 Inches of Dynamic Cone Penetrometer. Approximately equivalent to Standard Penetration Test N -Value in blows per foot. Nr': Penetration Resistance per 6 inch Interval, or fraction thereof, for California Ring Sampler driven with a 140 pound weight free - falling 30 Inches perASTM D -3550. Not equivalent to Standard Penetration Test N- Value. DEGREE OF EXPANSIVE POTENTIAL Low Medium High G ILES CrIGIrICERIMG 7SSOCIiJCS, Inc PARTICLE SIZE (DIAMETER) Boulders: 8 in and larger Cobbles: 3 in to 8 in Gravel: coarse- 3/4 to 3 in fine- No. 4 (4.76mm) to 3/4 In Sand: coarse- No. 4 (4.76mm) to No. 10 (2.0mm) medium- No.10 (2.0mm) to No. 40 (0.42mm) fine- No. 40 (0.42mm) to No. 200 (0.074mm) Silt: No. 200 (0.074mm) and smaller (Non - plastic) Clay: No. 200 (0.074mm) and smaller (Plastic) DRILLING AND SAMPLING SYMBOLS SS: Split -Spoon ST: Shelby Tube - 3' O.D. (except where noted) CS: 3' O.D. California Ring Sampler DC: Dynamic Cone Penetrometer per ASTM Special Technical Publication No. 399 AU: Auger Sample DB: Diamond Bit CB: Carbide Bit WS: Wash Sample. RB: Rock - Roller Bit BS: Bulk Sample Note: Depth intervals for sampling shown on Record of Subsurface Exploration are not indicative of sample recovery, but position where sampling initiated. NON - COHESIVE (GRANULAR) SOILS RELATIVE BLOWS PER DENSITY FOOT (N) Very Loose 0-4 Loose 5-10 Firm 11 -30 Dense 31 -50 Very Dense 51+ PI 0-15 15-25 25+ C4) R.cydad Paper Li • • , LABORATORY TESTING AND SOIL CLASSIFICATION The laboratory testing was conducted under the supervision of a geotechnical engineer in general accordance with the procedures recommended by the American Society for Testing and Materials (ASTM) and/or other relevant specifications. Brief descriptions of laboratory procedures, testing results, and soil classifications are included herein. Moisture content is defined as the ratio of the weight of water contained within a sod sample to the weight of the thy solids within the sample. Moisture content is expressed as a percentage. Particle Size Distribution (ASTM:D-421. D-422) This test is performed to determine the distribution of specific particle sizes (diameters) .,. within a soil sample The distribution of coarse-grained soil particles (sand and gravel) is determined from a "sieve analysis which is conducted by passing the sample through a series of nested sieves. Sods passing the U.S. No 200 sieve are considered fine-grained soils consisting of silt and clay. , M oisture Content (w) (ASTM.'D-2216) Atterberg Limits (ASTM:D-423. D-424) Atterberg limits are used primarily for classification and indexing of cohesive soils. The liquid and plastic limits are two of the five Atterberg limits and are defined as the moisture content of a cohesive soil at arbitrarily established limits for liquid and plastic behavior, respectively. Liquid and plastic limits were established for selected samples in general accordance with ASTM:D- 423 and ASTM:D-424, respectively. The results of the Atterberg limits are presented adjacent to the appropriate samples on the exploration logs in Appendix A. • LABORATORY TESTING AND CLASSIFICATION • Boring No. I Sample I Depth (ft) Water Content % B -1 S -1 2.5 -4.0 20.9 B -1 S -2 7.5 -9.0 12.1 B -1 S -3 12.5 -14.0 34.7 B -1 S-4 17.5 -19.0 40.6 B -2 S -1 2.5 -4.0 19.9 B -2 S -2 5.0 -6.5 38.5 B -2 S -4 10.0 -11.5 26.2 B -2 S -5 12.5 -14.0 38.0 B -3 S -1 2.5 -4.0 21.1 B -3 S -2 5.0 -6.5 26.8 B -3 S -3 7.5 -9.0 14.6 B -3 S -4 10.0 -11.5 32.6 B -3 S -5 12.5 -14.0 40.5 B -3 S -6 17.5 -19.0 31.2 B -3 S -7 22.5 -24.0 38.6 B -3 S -8 27.5 -29.0 32.5 B -3 S -9 32.5 -34.0 31.3 B -4 S -1 2.5 -4.0 21.2 B -4 S -3 7.5 -9.0 47.7 B -4 S -4 10.0 -11.5 28.9 B -4 S -5 12.5 -14.0 35.9 B -5 S -1 2.5 -4.0 18.4 B -5 S -2 5.0 -6.5 37.5 Southcenter BP (6G-9702009) Moisture Content Table Feb. 25, 1997 Southcenter BP (669702(109); Moisture Content Table -Boring No. Water Content % Sample No. LL PL PI Soil Decription B -1, S-4 27.5 i y l I 1 1 1 Non - plastic SILT IN B -4, S -3 35.8 32.1 3.7 Low plasticity SILT ' .,/? 1 1 , 1 1 1 II 1 1 1 , 1 1 1 1 1 , , , 1 1 1 1 1, 1 1 , , III i i y l I 1 1 1 1 1 1 1 i 1 1 1 ' .,/? Project name :Southcenter BP Tested by : NV Location of project :Tukwila, Washington S l0 7 • 4 • 0 ATTERBERG LIMITS TEST RESULTS ASTM Std. D-4318 Liquid limit. w Project No. : 6G- 9702009 Date of test : 2/25/97 GILES ENGINEERING DISSOCIATES, INC. ENGINEERING HSSOCIATES, INC. • UNIFIED SOIL CLASSIFICATION S 'M D -2487) a Dwision of GM ana SM groups into subawistons of a and u are for roams and a•rfietas only SuodivisiOn is based on Atterberg limits, suffix d used wnen L.L. rs 28 or tens ana the P I. is 6 Or less, the suffix u uses wrier, L,L, is greater titan 28. m8oraerlin• classifications, used for soils Oo snit characteristics of two groups, are designas.a by combinations of group svmools. For example: G•GC. weu•gradea grevel.sanm mixture with clay Monier G ILES CtrClrrE_2IN ASSOCIATES.IIic. Group I Symbols Typical Names Laboratory Classification Criteria GW Well•graded gravels, gravel.sand mix. tures, little or no fines • • Determine percentages of sand and gravel from grain•siza curve. Depending on percentage of lines (fraction smaller than No. 200 sieve size), coarse grained soils are classified as follows: Less than 5 per cent GW. GP. SW. SP More than 12 per cent GM, GC. SM. SC 5 to 12 per cent Bor0ertine cases requiring dual symbols 2 • 060 4 Cd (070) Cu greater than between 1 and 3 ()to DIO X Dad GP Poorly graded gravels, gravel•sand mix• lures, little or no lints Not meeting all gradation requirements for GW i GI 1More than hall c larger than N Gravels with lines (Appreciable amount of lineal GAM' d u Silty gravels, gravel.sand•stlt Atterberg limits below "A" line or P,I. less than 4 Above "A" line with P,I, between 4 and 7 are border• Atterberg limits below "A" line with P.I. greater than 7 lint cases requiring use of dual symbols GC Clayey gravels, gravel.sands tures SW Welt graded sands, gravelly sands. or no fines 060 (030) Cu • -- 6. C - between 1 greater than and 3 Dm 0 10 x 0 60 SP Poorly graded sands, gravelly sands, little or no fines Not meeting all gradation requirements for SW SMe d — u Silty sands, sand•silt mixtures Atterber limits above "A" line or P,I. less than 4 Limits plotting in hatched .one with P.I, between 4 and 7 are borderline cases requiring usse e of dual pier. bola SC Clayey sands, sand•clav mixtures Atterberg limits above "A" lone with P I. greater than 7 Fine - grimed soils More than half material is smaller than No. 200 sieve) Silts and clays (Liquid limit less than 50) ML Inorganic silts and very fine sands, rock flour, silty or clayey fine sands, Or clayey silts with slight plasticity Plasticity Chart in CL Inorganic clays of low to medium plasticity, gravelly clays, sandy clays, silty clays, lean clays Plasttctly index W P H 7 O O O O O f OL Organic silts and organic silly clays of low plasticity CH Silts and clays (Liquid ham greater than 50) • • MH Inorganic silts, micaceous or dtatoma• ceous line sandy or silty sock, elastic silts ..1.• OH and MH CH Inorganic clays of high plasticity, fat clays CL OH Organic clays i medium to high Plasticity, ty, orgac silts CL ML ����� ":4 ML and II OL 0 10 20 30 40 50 60 10 80 90 100 Liquid limit '' u o a o = o " Pt Peal and other highly organic sons • UNIFIED SOIL CLASSIFICATION S 'M D -2487) a Dwision of GM ana SM groups into subawistons of a and u are for roams and a•rfietas only SuodivisiOn is based on Atterberg limits, suffix d used wnen L.L. rs 28 or tens ana the P I. is 6 Or less, the suffix u uses wrier, L,L, is greater titan 28. m8oraerlin• classifications, used for soils Oo snit characteristics of two groups, are designas.a by combinations of group svmools. For example: G•GC. weu•gradea grevel.sanm mixture with clay Monier G ILES CtrClrrE_2IN ASSOCIATES.IIic. Class I:IIAHAC:T HISTics • compaction Characteristics AND ..axa.. Dry Density Standar Proctor (pcf) RATINGS OF UNIFIED Compressibility and Expansion SOIL SYSTEM Drainage and Permeability CLASSES FOR SOIL Value as an Embankment Material CONSTRUCTIO Value as Subgrade when Not Subject to Frost " _ Value as Temporary Pavement Value • as - Base With Duet Course Palliative With Bituminous Treatment GW Good: tractor, rubber- tired, steel wheel or vibratory roller 125 -135 Almost none ood drainage, pervious Very stable ExcellentGood Fair to Excellent poor GP Good: tractor, rubber- tired, steel wheel, or vibratory roller 115 -125 Almost none ood drainage, pervious Reasonably stable Excellent to good Poor to fair Poor GM Good: rubber - tired or light eheepefoot roller 120 - 135 Slight Poor drainage, semipervious Reasonably stable Excellent to food Fair to poor Poor Poor to fair GC Good to fair: rubber- tired or eheepefoot roller 115 -130 Slight Poor drainage, impervious Reasonably stable Good Good to fair *a Excellent Excellent SW Good: tractor, rubber tired or vibratory roller 110 - 130 Almost none ood drainage, pervious Very stable Good Fair to poor Fair to 'G ood poor SP Good: tractor, rubber tired or vibratory roller 100 - 120 Almost none ood drainage, pervious Reasonably stable when dense Good to fair Poor Poor Poor t o fair SM Good: rubber - tired or eheepefoot roller 110 -125 Slight Poor drainage, impervious Reasonably stable when dense Good to fair Poor Poor Poor to fair SC Good to fair: rubber- tired or eheepefoot roller 105 -125 Slight to medium Poor drainage, impervious Reasonably stable Good to fair Fair to poor Excellent Excellent ML Good to poor: Rubber tired or eheepefoot roller 95 - 120 Slight to medium Poor drainage, impervious Poor stability, high density required Fair to poor Not suitable Poor Poor CL Good to fair: sheepsfoot or rubber -tired roller 95 -120 Medium No drainage, impervious Good stability Fair to poor Not suitable Poor Poor OL Fair to poor: eheepefoot or rubber -tired roller 80 -100 Medium to high Poor drainage, impervious Unstable, should not be used Poor Not suitable Not , Not suitable suitable MH Fair to poor: Sheepefoot or rubber -tired roller 70 -95 High Poor drainage, impervious Poor stability, should not be used Poor Not suitable Very poor Very poor CH Fair to poor: eheepefoot roller 80 - 105 Very high No drainage, impervious Fair stability, may soften on expansion Poor to very poorsuitable Not Very poor Not suitable OH Fair to poor: sheepefoot roller 65 -100 H gh No dra nage, impervious Unstable, should not be used Very poor Not suitable Not Not suitable suitable Pt Not suitable Very high Fa r to poor drainage Should not be ,used Not suitable Not suitable Not Not suitable suitable * "The Un Classi Appendix A - Characteristi of So Groups Pertaining to Roads and Airfields, and Appendix B - Characteristics of Soil Groups Pertaining to Embankments and Foundations," Technical Memorandum 357, U.S. Waterways Experiment Station, Vicksburg, 1953. *• Not suitable if subject to frost. G IIES C rlcInEERInG l /ssocwES.inc. Seattle, WA (206) 771-5775 (206) 771-5557 (Fax No.) Washington, D.C. • (301) 210-1212 (301) 210-1215 (Fax No.) • GILES ENGINEERING ASSOCIATES, INC: Dallas, TX (214) 358-5885 71 GILES ENGINEERING (9SSOCIATES, INC. GEOTECHNICAL, ENVIRONMENTAL & CONSTRUCTION MATERIALS CONSULTANTS t • ! i , I I t • • I I t 1 i . .■■■ • r"... -. . 'r'...--'.'5 l .r2(4.1 1 I l a 1 1 i i 1 I 1 ta :.. A ., -11 . I 1 I 1 . I a a 1 1 f t i 1 A I tee' 4 1 1 1 1 :r.tpv.ii L2 rPSF- 4- I 1 I 1 •C 1 t)4. t t ; , • 1 i ,.........4,,,-- i - 1 . 1 , =1•11 ; i = . : 1 ; ;-.-. ., . , -:• _Rf)hr- ! tA:ist. ,.. I 1, • 1,... .--, ..... .. . . 1 . i : PA44 : . . , ... , .r.._LiolAx-ticiEs-. I) 1.4-rirj F : .,. 3s e. .... . to F Letr. 'c'' pizs) se, Zr_....t.i 1 : _b•iv-,1 , . • : , , 4..„:,,,,,J.,,,,,,.. ,z -,..• :_.' - g.,,,,..,..... —... r-..- , • p . ‘. • , , I ' 1 ' ' . . . . --.-t --7----- , - . : ;,ce_44:16_._74____.....1......: 3.5 • : - ' ki4-17 2... . ion4 cIcel.) 1 , , . A/Li 116‘)At,_Sp_41_,____.::._.. la •-_,e.2.___.,.. = . , , . : ;:;,,. : i : ; ; : . IT I k. I ' 1 $tArceitLi114 , • . . . : . ..,........._...._,..,. r c_ruizetii_11,_'4._.. - r;....!selicsi,_. . 1 : ; . • • i;.E.4 1 • i . 4 • 1 •• i ; : . . iv).6.mif-e-u_i__.17-fhz -- e i . , ; . . - — . ..- .. ..... ............... .- --LOA. O. . ARP L 1 5 .. 0 ....:....0t.3 - , 1..0 ...... _ .. ..._ .... . . .. - .. . . . . . . .. .. ..... .. .. ik1) ,:- . b4)".-: • d .0 ....... _ ...... .... .... .. . ..... . . .. .... P. ' rg- o pE.2.1 .. . . - . . . .. . 3' C6i.=_P = .1 '1 . . .... . . .. .. tAD .O .ii - ppL4..e.p.:. Tv • • — .s7)Ff-Eii :1E:0 - pA4 • 7 w)* r)•-i• P r- pic_es .•4-r . 1 i •t - • --:.-- . "- . ir7 i... ....I ...i....... • • .5 ._z_0.4.ei* . ). RECENEDIIAR . RECEIVED CITY OF TUKWILA MAR 2 -5 1997. ... ... PERMIT CENTER - * . 4 : .0 , ..4. , ir. ... ... .......„.. pRiact . • , . IA 3 a. r- .L_ _ c - - 1-1991— a,4-r a • ---- - "i -,,.... : .... . . c.: T • --- A• .t, .....- --. ... , v ET. .•.,,..• . . •-• :... , * .... .......---......... * ** - . 0 - 4.41. - v-: • R-A.A, , • :,,,, • ii`'.* • . .. k ,!....,59s ...... G7sT 'sioNAL1.--: .... . EXPIRES :; RAMAN ASSOCIATES 5220 Roosevelt Way N.E. SEATTLE. WASHINGTCN 98105 (206) 522.0064 JOS 13P' le/A wprik4 SHEET NO 4;- • wvok : OAT! CALCULATED SY •• 4'17 CHECKED SY SCALE / leela we 47447 Hi iij MM. RAMAN ASSOCIATES 5220 Roosevelt: Way N.E. SEATTLE, WASHINGTON 98105 (206) 5220068 SHEET NO v Olt CALCULATED by DATE CHECKED BY DATE SCALE if l .o44 = b•�3b. i 4244 ,t.iO4 <' Z cr G A S p o cc • ; ..', " • I ; 103 • . 1 0 " ; • :57) ; 1 . . i • • , , zr . ! s itsi • r , ; ; ; • ; . 7771 I ! 1 , ..;3■• '• 12-se 3 ,a • .. • • .. • . . 102%. Ci4dt■ ..WArn+.• e rVie• . 0;! 0. 11A" • . JOB I • RAMAN ASSOCIATES ' . ' SHEET .. . 0 ' ' Or 5220 Roosevelt Way N.E. SEATTLE, WASHINGTON 98105 • CALCULATED BY Nv& ' • :. DATE 3 -11-4*„ • (206) 522-0084 ' . ,, CHECKED BY DATE •-•• • :1 t : ' • • .. , •,. " ."• • . , ,, • ' • • • • •. • • „... . , . . • ' . • . , . . , . . . . . . . .. . . . . . . . . , . . . .. •.. - . • • ., • • . • • - , • . • . .. . . ... . „ ..,.. , ..•, .. . . . . .. . ' . • • , .. „ . . • , . . i : • ; ; • • • FP ; i t..S a 12. 0 • C ; ' . .... . . . .. . . ,. ... SCALE ..• • ' ..• RAMAN ASSOCIATES 5220 Roosevelt Way N.E. SEATTLE. WASHINGTON 98105 • (206) 522.0084 3 ff..* JOB 3P SHEET NO CALCULATED SY DATE CHECKED SY' ' DATE SCALE i I i i i # ( ' t 7 ffi . } 1 ! I 4 t i s 4 '. .0 • i I , ; , ? 3+ (IC,33 + Z 6 jet, #, ( 1 3 i 1 i i . i -�C-� , . Z i - __ --- ;- �N`,E�:LI,�S...= . . �_ Y�_�R1A_�__ _Z 11 • �-�� X3 3 � 2 � � L.Q.D_ ; Z Z .3D la ;¢ FLU � [ �T; Fi¢AM� : ! -_.� _. _ _. ._ = [ FYI r rIt _ l v I . r • d' P .I .. z 1..- Ffr-_ -=; F � 7 -- _4c_1b. .—�_ __ . _._. _..- ..:.. ..._ .. _..... _ .... ...... 1 1 1 1'7; Mtr.. -__.._ M • E • / e..a o� : .. I.. , 1 -- � �Zf•rvcti rkt T2- lcr _ Ts t a--r...)t.,. ...._ WALL. . &.1... L .4 LD*ri...* _.,?0g.z.r.. a• ... _ v..,i 1 � _.L ,L 2 , s ° ._......... » xiOr 1 a Q _. 17 s_ ._, _.. ` /.. i ... -_. -- _...._. , L ot rce... .. . ..... ___....._ G A0P. . . e.r ! . GR t r5.. . t\Icen4 .$o) ._ • lk}^ ... � /C:.[._.... a..-.._.._..-. q- Lx ) .._..... 51 0... 2 r/, ....�..__....�..._.. • ___-.. _._.._.._- -__. ..... ._ 'vA ... 4 ..... S?) .. .t.:/ E.17 ,.. ..._ ............ .... 1 .. _...__ __. 4. Have. Ceiz - 2•gyp _ 3UJ ^_. - ; ) •• 33 . ( ! t • 3 3/,+ v 4.. S . _ 5 • %.. _ I..r,a iI 4' 4 . 2=t4. , "' ,‘ . t'47'_ iT ' c f .)13,c. ; . ).1..3. 113 10, _. SY:v' . %1,C�•' — V.okt�t.: -rr rt Wit'tl,. ; . _ _....._ . ..-...1 1. 4P/FT, RAMAN ASSOCIATES 5220 Roosevelt Way N.E. SEATTLE. WASHINGTON 98105 • (206) 522.0084 3 ff..* JOB 3P SHEET NO CALCULATED SY DATE CHECKED SY' ' DATE SCALE . .7 r_ : ' aJ_.I p. e __. � 4 55► LT , _(... C� . �•-rs:v I vv ' 2.$' '.'.a /-f ., 1. i. ! ..__ i__.._3.._ _ - . -1_.. war_ ro. ..r_.i___p.._;�-P�_,._.s_...G..� .) ° 2 , 1 v ..: Z SU t } ! f t • ; 1111 . _aiZ A I P.E....._...__b.6 1 !A t') S_._. .G..P ..:)... FRAM I 1 ( (8) M - N�2n+ Sloe Crga t . h 1 SPIMMOnrillnak :ti) CHO 14' 6't ! � 4' / t4, 4, . , C.2 v. .. 13 F.A - .... . . . .. l G S. Srvlkl sCio = E00 . 6R.10 . 3 .. I.N*til., lg,A/ £a'I -JS t GM i,/) .. Fk,o c. ,Sr n6 c 1400 Gol e . totes) aRAo 8 eA• I s 14. g ip 3 6.s 34.8 3 1.0.... 300 1320 8 (,' -) • • n 3/3/ ;7 Fr Vie Zvo .. #jar 4,8 (FgA•ME ) ... -... 2.So .. (.. (vn!C4e -TF ) 11'33/ x .113 .640 .. C r vR st.a13.) CD. I.JrL.t.� • 4,e4ne. .a'I. :. 3AV.... .. 6 C42froa SEA- -) - GI li re- Fog— ,40c . Fa; 3'W oiw.vM+w. • RAMAN ASSOCIATES 5220 Roosevelt Way N.E. SEATTLE, WASHINGTON 98105 (206) 522-0084 31 1 p./, . } s14 - 11.J 1)1 C. kr SHEET NO OF CALCULATED SY DATE CHECKED SY DATE SCALE JOS a a RAMAN ASSOCIATES 5220 Roosevelt Way N.E. SEATTLE, WASHINGTON 98105 (206) 522.0084 4t4e. St./a C.•ados„_01. • roze4■Ictti- figA.O_L - &104ni ( Apo SCALE LK 4.44 _I-- Sio&i. Mitt, i 1 • 6 2..r.........sa A 1 i I k _. i r 4-er 4- i /_r ____pl . , 14.:_s4Ata- L L Astil._.) 1 . 1 I. r , : , i r 1- : I • 1 I I . i . " , 1 • 1 ' 1 1 •.....±.. I . r ..._ : 1 : i ....... . t 1 r 1 ' , i 1 . 1 1 - -4 . ; t t t rU r f)4 1 , ' 2Lk2..._' ! i • 1 aac2g._eS414___L , i I••• 1 I 1 1 ! 1 ' I. ' • I 2•Ik 21e. 1 4■10-e;LAMIkidi ' 1 I 1 t .. ' I . ' • , 1 ••••••• 1 1 . Z 5 1 : i 8 i ' 1 I • ____ I yr • 1.4. SI.,*3 . • i ••404■••••••■••••••••••• / F ./. . • ! . i . .. . .....■wrow . . . . , . . . . . i . . . . . . . . ....., i ! 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Z' . } - � 4- le (M)a °As= : £ o'- %)._'__� t . . 4 — r .r ` /3._ „; 5 - 2 M p.1 :. 4 <:17-4 ',. U . y am• e 40w i .) . • t a • 5 ` k. . 1, . 10 ..._.... 1 __ ..__ .. • _ _. »....... .».._._ _._...._..... • 7. _..:__..... -- - .__._.:__... t) �� Yom.... .. ... 2.- )0 /.2. . . _ .... .. _......_. .. _... _ _ [. :i ,/. w_. II 1 . . 1 O a .... , _ ...._. . r 1.1(1.5 261 ,•tit . 1s P %1 :. . .. 4 # -r. . . RAMAN ASSOCIATES 5220 Roosevelt Way N.E. SEATTLE, WASHINGTON 98105 (206) 522.0084 JOB SHEET NO 4- WA-114 7 CALCULATED BY NUR. T'V14. wl t.A of • DATE 3/5 /47 CHECKED BY DATE SCALE RAMAN ASSOCIATES 5220 Roosevelt. Way N.E. • "SEATTLE, WASHINGTON 98105 . (206) 522.0084 • i t III ' _ _ _:.CilfiF.14 L4.-! 11 T . •T?? £c�/ _ i ;a�F ! Ga. : L , i , � . ez. va . . v -F _ __� -.-- _(o = �' _i_w. og .ctil t ..... -._ _. _&a. v..M. :__.St bS- .. _ - . - -- k --4" ' ,mo d,_ I L i/./4 p ! 7 015) )0S.-..._ / f yy 4 ( �! j 1 ; i ` i E 1 , t ii /. i 1 C • Nzo_,y_ .... P ; of .. �o v.aia -t.t; _ d. As n 00 p- g ..- 8 4 rr- . r l.[. ove?.. psi • 5 15 3 12�k B �x . Grp .. emu. _ • k F 4.2 1'1 o „ # = C 2,s I, F: vE. G yr . O .. h = 12. . 3..1 t k < 2...9 "k i M ? _ . g 6d - _ . 84 i 2 6,s 4:L _ (1 • - . 1 • s +-. s) Gc. /L -)M tJ 1 s N 63 dirt i. 41,-.6= .icos10i54, _ :2.74** L - • _ �:. : •_- R- ;__ -..�_ /ow l`(o Z••ys 1 Xz000 3s4.vo _ .. /33 ps:c; JOB �✓ SHEET NO CALCULATED BY DATE UUC CHECKED BY DATE SCALE FZ .. CAP4-G fr- is 0 . . RAMAN ASSOCIATES 5220 Roosevelt Way N.E. SEATTLE, WASHINGTON 98105 (206) 522-0084 JOB SHEET NO CALCULATED SY CHECKED BY SCALE .6(240.5. i ( il t G� E + .. , 1 , ± • { Pas.:g._. .)- 26. 2.:__........C3s ,..... ....... t • 3- e. u �r�o cur's T+ k' • r.».....»- 7. 43 _ . 2.-0 -1 1o1.4 ks o �-Z /,0 t4_ 1 .. ._ t- 1: E SI 41 444 3.55 ._ S??22uni .. o.... is L La ? - VI x ." •_ USF�- 3 -410 e.,..4 tAil. 1 . 3 2, ic....- - . 3 o :. S 1. 3 . f3F": 42►c�s 3. +'1 . &, • 3- 7bP / f 2 -b G d. Svprvgla G rap tee RAMAN ASSOCIATES 5220 Rooseveft Way N.E. SEATTLE, WASHINGTON 98105 (206) 522.0064 SHEET NO CALCULATED BY CHECKED BY .....`._.: I. .. i i Fes}.. _;_..- . ' ; = -- - .7 . ►` , i i ? , j ___s_ , V int r.. L . ,OJJ r G.4.71_0....... . • . i. 4 Use 0 Jr ,I • N1:..._..'.. /S3 k 4— 70P )1 ' :5- S7 ,\ 22 = 4 - �t -c, 20 4 G�J r, 3 4 � pT h'� = / z ' i . • F . 4-7 L -I r© RAMAN ASSOCIATES 5220 Roosevelt Way N.E. SEATTLE, WASHINGTON 98105 (206) 522.0084 a rtl t t L, .. ........ . ...... W - 6 4 N /4. /pr cos •,� tr!►! 641- SHEET NO. CALCULATED SY CHECKED Sr SCALE • feu" >� w I I r H DL'I p 1 c. � 1 itark octi4A4f4 OR DATE P 4 M1 0 1 - VI 47 DATE I • 1 1 . i • , 1 i 0 1 0 a 1111111W • I • 1 1 1„, 1. 1 , . • , ..3st 1 . ‘ vr. t o . (1 A:4: • t 1 I 1 , . .1,4 1 , .--- 1 ' %O 1 IP ill .1 1 laMil MI . , 4 t , . 1 . i i= 1 . . . 1 1 , 44 . . : I 1•4 .. 1 • .1 , 1 I.P t......- 3r ki• !. 11 .. it,• sil 1.4) 44 t, iu-if- 1 . 1 1 ± ' • Ark' ! f ------ tai f 01.: k i J 1 i ti4).241- 1 : 1 ; i , ( ess i. • ! T------L-- . , . , 4 s ,. U . 4. • 12-'', ! 44r-j_, - . • . , . i , • 1 l • . , A.sitrit.) - , .i.P!" .j, . . . , . : . . . . . . . .2.. 3 147' uptia-". : 4,-15....9,.._213.0_1- . . , , , • ., , ••• . ) i i ' 1 I i . . • I , ' 1 '* I . • ...l........ gikv.chstizi_ E.- --, r t , — —L I . i . , . , . . i , • , Y i • t I : I i • I : : 1351(4.14 taAt.t • '. ! LL. ' -11-f I 1 • i • I. ' ........ .. . . t ...-. . . . . . • i 1 •‘.. I - 1 , x 2 2 3.3/4 . J : Tezect : . P... ....10....1 _____. .__..... . 'irfl____ f . ic,.. k.. ........... . P. 4' ...... .. )3 ...,.. 7:- . ......._ A/ .. ...._:.;._...L.2e.1-!3... ._.... . . ... . . 1.1 4._... . 7 • • -- 1:1 - • • G . t . - -# ty 5 40 5 I / ....,... T: :t i)c : ...- e, 1 N v - • • . ,.. ..... . . ......... _ ...... .... . T- . ._ _._ ...........________ ............. ••• .----. in l'o,7 lo, 7 0 .. ... . ... ... .7.q. ak11 : . . . . ................. .. . sia o.0 L..... . • r4..-..4?. . . ...... . ......_i__.2,.1?.3.P...______. . . . . k.... • \i ,.. zr. 44,... • ... .. ......... .......... ....... ..... . ....... . .. .. ....... 21- rtt t. . . . ... .... It. ... .... . . .. .. .. .................... 44.. cp..._ ...._ -e7L......_ ..... ......... . . ............ ... 1..3.. o . .. . . ... . . . . . .. - • , . . ... . RAMAN ASSOCIATES.. • 5220 Roosevelt Way N.E. SEATTLE, WASHINGTON 98105 (206) 522-0084 JOS SHEET 1111). CALCULATED SY CHECKED IV „ Ulc,W • DATE 7 /4 1°17- ; •- DATE • • SCALE ..... aM,+ u++ rcwaass�x: arar ;"a:�wnic:.ew +s.:rnwmvAwr..v. • wgniac<• eu. s: nuavxw: rx: rMr.-' tentoNr+ �• n: Y. rruGat.- wii.a tuuM_w::a44tlllnal5t�'tU'X�.a'�. - JO! SHEET NO, CALCULATED BY CHECKED BY P RAMAN ASSOCIATES 5220 Roosevelt Way N.E. SEATTLE. WASHINGTON 98105 • (206) 522-0084 24.1 It a •; r k4 F Ism cssa-,11 I _ I...0..2s.) ...:.......SY 6 V G , , ' 24 x 3 S la - 41 " l ..........:r 4 a L N ,� • L. • 2 22 0 IC.; SCALE r ! ; L = ';31s!+ I ` } 20 I E h -4- P- , /Ll' i ii =vI I /. I I I 1 I °1�-- I J t --g . 3 1 t€ 4 42 , 2 ,______ i : 1 i SS I •44. .33 -� _Dts _ _.Lotri,?.....(.13 F GtiY%e>YJETA'R Y:.14k F2; ISMCXV 13 thk TUjGW14A' DATE 3/ 11 •' ;" DATE ,_2_4,...1. .. ,,L F o r T ! .. •i i - i • -. 2i \ —v i i. 1 ,t1.P_14.1 ( 2 r 2- , �" L (� F .I`. r7 L Z 4 ..... moo . t RAMAN ASSOCIATES 5220 Roosevelt Way N.E. SEATTLE, WASHINGTON 98105 (206) 522 -0084 ... ......mac,... I , 1- ' w. +. I. vv_ 1 CALCULATED BY CHECKED BY DATE SCALE 6 11 11 _ 1&1 ler ._ ._._.:LI.Mi.. ! ._ _ )4 3 ' # 44_ w _.._ 1 .... DATE 7 r . i 1 ' :. 1/5 `.. G14 C1 %''p e. l Lp a,.j .1,vt.:__, _: /er_: f .. -- _: LcAo 6 f L +- L.. t.) _ 7.� - .24-,5 x! .33 P0.41.1../.0 ; �. 1J ►k4-o (3 (2.A.c.+ ■JG E 10 3p.4,h1 X4 14 Fit . CPS smkt°) .. Cit=e) P 24i nog )J - ... ',7R tet,1 NC , 4-r - M ►'CaSPAN./ . _ 1.t 7. 4- 1.4__..9 ll: F GA/ T=..11 -) _ -- - 44 iW ,3.... a !to a= _c._._. r G N I Co '7? o ' A k)4.0 Envelope Requirements (enter values as applicable) Fully heated/cooled space Minimum Insulation R- values Roofs Over Attic _ r /� / 73 / /Z2 X 1 00 ^: /9 4 � . All Other Roofs r2 . g b Opaque Walls j2. 19 Below Grade Walls Floors Over Unconditioned Space tue,e • Slabs -on -Grade IZ .10 Radiant Floors - Maximum U- factors Opaque Doors 0 • 9 Vertical Glazing t?, 69 Overhead Glazing Maximum SHGC (or SC) Vertica&Overhead Glazing 1 / 00 Space Heat Type ❑ Electric resistance ❑ All other (see over for definitions) Glazing Area Calculation Note: Below grade walls may be included in the Gross Exterior Area a q T hey are Insulated to the level required for for oo a u ir e walls. Total Glazing Area (rough opening) Gross Exterior (vertical & overhd) divided by Wall Area times 100 equals V. Glazing _ r /� / 73 / /Z2 X 1 00 ^: /9 4 � Concrete/Masonry Option ❑ Check here if using this option and if project meets all requirements for the ConcreterMasonry Option. See Decision Flowchart (over) for qualifications. Enter requirements for each qualifying assembly in the table below. Project Info Project Address /blot, e v e r v a s y H yolks/. Date 3 4 , 4,1 rug to (64 , Col- For Building Department Use MI • 0094 PR 034 Applicant Name. goo e 4 toeezw4eit4 . Applicant Address: / / / /6 e. ` 4vE,c,. OZa2 , 4 tue,e 9 Applicant Phone: 206 • 49/. Envelope Summary Climate Zone 1 ENV -SUM 199a Washington State Nontes dermal Energy Code Compeance FOrrns egg / _ CONK t 77Q t Project Description 1994 Washin ton State Nonresidential Ener Code Com•Iiance Form ❑ New Building ❑ Addition Compliance Option ❑ Prescriptive ❑ Component Performance (See Decision Flowchart (over) for qualifications) ❑ ENVSTO ❑ Systems Analysis Semi- heated space' Minimum Insulation R- values Roofs Over Semi - Heated Spaces' 'Refer to Section 1310 for qualifications and requirements Notes: ❑ Alteration ❑ Change of Use RECEIVED CITY OF T(JKWILA MAR 2 5 1997 PERMIT CENTER fiord 1994 Opaque Concrete/Masonry Wall Requirements Insulation on interior - maximum U- (actor is 0.19 Insulation on exterior or integral - maximum U- factor is 0.25 If project qualifies for Concrete/Masonry Option. list walls with HC a 9.0 Btu/W -'F below (other walls must meet Opaque Wall requirements). Use descriptions and values from Table 20-5b in the Code. Wall Description (including insulation R -value & position) U -factor H ^*-- ..�.,.. IOW SHGC (or SCI Building Permit Plans Checklist ENV -CHK 199.4 Washington State Energy Code Comolrance Forms , $ wevi - flosuot- 1cytxco ',9e6--S- _ April, 1994 Project Address /6 Z /u ( 69 tit" y 114 60 4 / I 0 , wilr Date 3 . 4 • a The following information is necessary to check a building permit application for compliance with the building envelope requirements in the State Nonresidential Energy Code. Applicability (circle one) Code Section Component Information Required Location on Plans Building Department Notes GENERAL REQUIREMENTS (Sections 1301 -1314) 1301 Scope Unconditioned spaces identified on plans if allowed 1302 Space heat type yes no n.a. ,Space resistance yes no n.a. Other Indicate on plans that electnc resistance heat is not allowed yes no n.a. 1310.2 Semi - heated spaces Semi - heated spaces identified on plans if allowed 1311 Insulation yes no n.a. 1311.1 Insul. installation Indicate densities and clearances yes no n.a. 1311.2 Roof /ceiling insul. Indicate R -value on roof sections for attics and other roofs; Indicate clearances for attic insulation; Indicate baffles if eave vents installed; Indicate face stapling of faced batts 01).41 yes no n.a. 1311.3 Wall insulation Indicate R -value on wall sections; Indicate face stapling of faced batts; Indicate above grade exterior insulation is protected; Indicate loose -fill core insulation for masonry walls as necess; Indicate heat capacity of masonry walls if masonry option is used or if credit taken in ENVSTD; CU7 . A 4- yes no n.a. 1311.4 Floor insulation Indicate R -value on floor sections; Indicate substantial contact with surface; Indicate supports not more than 24" o.c.; Indicate that insulation does not block airflow through foundation vents yes no n.a. 1311.5 Slab -on -grade floor Indicate R -value on wall section or foundation detail; Indicate slab insulation extends down vertically 24' from top; Indicate above grade exterior insulation is protected c yes no n.a. 1311.6 Radiant floor Indicate R -value on wall section or foundation detail; Indicate slab insulation extends down vertically 36" from the top; Indicate above grade exterior insulation is protected; Indicate insulation also under entire slab where req'd. by Official yes no n.a. 1312 Glazing and doors Provide calculation of glazing area (including both vertical vertical and overhead) as • -rcent of •ross wall area CMUV SUM yes no n.a. 1312.1 U- factors Indicate glazing and door U- factors on glazing and door schedule (provide area - weighted calculations as necessary); Indicate if values are NFRC or default, if values are default then specify frame type, glazing layers, gapwidth, low-e coatings, gas fillings 510/ CUM yes no n.a. 1312.2 SHGC & SC Indicate glazing solar heat gain coefficient or shading coefficient on glazing schedule (provide area - weighted calculations as necessary) ENY SUM 1313 Moisture control ) no n.a. 1313.1 Vapor retarders Indicate vapor retarders on warm side ad A4 es no n.a. 1313.2 Roof /ceiling vap.ret. Indicate vapor retarder on roof section; Indicate vap. retard, with sealed seams for non -wood strut. CILIA 4 es no n.a. 1313.3 Wall vapor retarder Indicate vapor retarder on wall section 6044 iye no n.a. 1313.4 Floor vapor retarder Crawl space vap. ret. Indicate vapor retarder on floor section Indicate six mil black polyethylene overlapped 12" on ground r:WA — yes (n) n.a. 1313.5 1314 Air leakage n o no n.a. n.a. 1314.1 Bldg. envel. sealing 1314.2 Glazing /door sealing Indicate sealing, caulking, gasketing, and weatherstnpping Indicate weatherstripping C/P•fl CI - ^ Cv •A'1 es no n.a. 1314.3 Assemb. as ducts Indicate sealin•, caulkin• and •asketina ESCRIPTIVE/COMPONENT PERFORMANCE (Sections 1320 -23 or 1330 -34) Completed and attached. Provide component performance worksheet if necessary Provide ENVSTD screen 1 output if necessary • no r t. n Envelope Sum. Form � }�... • • 1994 Washington State Nonresidential Energy Code Compliance Form no is circled for any question, provide explanation: Equip. ID Brand Name' Model No.' Capacity Total CFM OSA CFM Econo SEER or EER IPLV Location PTAe • f del., 611. S'Z J' f: V)? //2 MA) A S'Xcu CV de t.iNe,.. am t.L . W .1 /1t2,004 per .ZS' d5 .2.0 eo uN•2 IL& Ijon rf;•S o So 4 8o LW • 3 jt& otti Pt ..Co gel g o 8 0 Heating Equipment Schedule . Equip. ID Brand Name' Model No.' Capacity Total CFM OSA cfm Econo Input Btuh Output Btuh Efficiency' P1AG.t GmG,Gmrt. 52S6 2o"?. A S'Xcu CV de t.iNe,.. . W .1 /1t2,004 per .ZS' d5 .2.0 eo uN•2 IL& Ijon rf;•S o So 4 8o LW • 3 jt& otti Pt ..Co gel g o 8 0 Equip. ID Brand Name' Model No.' CFM SP' HP/BHP Flow Control Location of Service P .1 612c6dvf -rrG4 a' • ? 1( 0 . ! 2; CV de t.iNe,.. 1994 Washington State Nonresidential Energy Code Compliance Form Mechanical Summary MECH -SUM • Project Info Project Address /620 46.57 itsiliday 1 ' tv - W /Ctu /614 04. Applicant Name: /Ara «te idea Applicant Add ress::s, / / b ve. ity42. &alvoe' Wolk Applicant Phone: Q./ /2 32.- 1994 W11009to(1 Stale Non,ssidintul Energy Cod, Com pWnt' Forme Project Description Briefly describe mechanical system type and features. Compliance Option Equipment Schedules Fan Equipment Schedule Simple System Cooling Equipment Schedule lA2 N/t/ & ,CO, L 2Pf (e e /A) e41 2 WARY Wee P2oaC7 /atJ bv 6'42 awn 7UN,uc -c.. ❑ Complex System ❑ Systems Analysis (See Decision Flowchart (over) for qualifications) Date 3 7 For Building Department Use The following information Is required to be incorporated with the mechanical equipment schedules on the plans. For projects without plans, 1111 In the required information below. /43n1, 1994 'If available. 2 As tested according to Table 14.1, 14.2 or 14.3. ° II required. ' COP, HSPF, Combustion Efficiency, or AFUE, as applicable. $ Flow control types: VAV, constant volume, or variable speed. Project Address 4100 640 Itseay4e4#04.6 Thoe64, an .. permit application for compliance with the mechanical requirements Date 4 In the The following information Is necessary to check a mechanical Washington State Nonresidential Energy Code. Applicability (circle one) Code Section ' Component Information Required Location on Plans Bulking Department Notes HVAC REQUIREMENTS (Sections 1401-1424) ,...,* 1411 mqpmt performance - List no Oia,) 1411.4 Pkg. elec. htg.& clg. heat pumps on scheaule no n.a. 1411.1 Minimum efficiency Equipment scheouie wan type, capacity, ellicsency 1412 HVAC controls 4 no n.a. 1412.1 i emperature zones Indicate locations on plans etir■led no n.a.' 1412.2 Deadoand contra Indicate 5 oegree deadbano minimum .4C/ 4 1es no rCi.V 1412.3 Humidity control Indicate humidstat rye, no n.a. 1412.4 Automatic setback indicate thermostat wan niont setoack and 7 different day types Ad/ I res no .a 1412.4.1 Uampers indicate damper location an automatic controls yes no ) 1412.5 Heat pump control indicate microprocessor on tnermostat sated e) no .a. 'es 1412.6 Combustion htg. Indicate modulating or staged control (IJI1C1 no y 61. . 1412.7 Balancing indicate balancin7 features on plans yes no A 1422 Tnermostat interlock Indicate tnermosiat interlock on plans yes no .a 1423 Economizers — Equipment scneoule _ 1413 Air economizers yes. no . 1413.1 Operation indicate *MD% capaoility on scheouie yes no 1413.2 Control Indicate controls aote to evaluate outside air yes no 1413.3 Integrated inoicate capability for partial cooling 1414 Ducting systems yes no .., 1414.1 Duct sealing Indicate sealing necessary yes no .- 1414.2 Duct insulation Indicate R-vaiue of insulation on duct y es no 1415.1 Piping insulation InalcateR•value of insulation on piping • ».- no n.a. 1424 Separate air sys. indicate separate systems on plans ab/ifej II) no Mech. Sum. - Completed - ana anachea. Equipment scneduTe with types, input/output, efficiency, cfm, hp. economizer • SERVICE WATER HEATING AND HEATED POOLS (Sections 1440-1454) 1440 Service water fug. 1 c4 y no n.a. 1441 Etec. water heater indicate R-10 insulation under tank es no re 1442 Snut-oh contras inoicate automatic shut-ofF I 1450 Heated pools yes no ( . 1452 Pool water neaters Indicate not electnc resistance yes no . 1453 Pod heater contras Inoicate swami ano 65 aegree control yes no .a. 1454 Pool covers inoicate vapor retardant cover yes no . 1454 Pools 90+ oegrees Inoicate R-12 pool cover 1994 Washington State Nonresidential Energy Code Compliance Form Mechanical Permit Plans Checklist Isms Washington S1sto Enorgy Coo* Cornolunco Forms eip ADM. 195 no iscirclecl tor any question, provide explanation: . , . Project Info Project Address 16200 WEST VALLEY HIGHWAY Date 3/24/97 TDRNILA, WA For Building Department Use CAR WASH BUILDING Applicant Name: ROGER oLLENBURG i ASSOCIATES Applicant Address: sis - 116TH AVE. HE. surra 202 / )ELLEVQE Applicant Phone: (206) 451 -1232 Location (floor /room no.) Occupancy Description Allowed Watts per ft Area in ft Allowed x Area TYPE B2 CAR WASH BUILDING 1.00 3133.0 3133.0 TYPE C S FT (4 -TS LAMP) SURFACE FLUOR. W/ ELIC BALLAST 16 114.0 1824.0 Outdoor Areas 0,2 W /ft " From Table 15-1 (over) - document all exceptions on form LTG -LPA Total Allowed Watts 3133.0 Location (floor /room no.) Fixture Description Number of Fixtures Watts/ Fixture Watts Proposed TYPE B2 1x4 (2 -TS LAID?) FLUOR. WRAPAROUND N/ ELEC BALLAST 2 62.0 124.0 TYPE C S FT (4 -TS LAMP) SURFACE FLUOR. W/ ELIC BALLAST 16 114.0 1824.0 Outdoor Areas 0,2 W /ft Total Proposed Watts may not exceed Total Allowed Watts for Interior Total Proposed Watts 1948.0 Location Description Allowed Watts per ft or per If Area in ft (or If for perimeter) Allowed Watts x it2 (or x If) Covered Parking 1x4 (1 -Te LAMP) FLUOR. TROFFER W/ ELEC. BALLAST 0.2 W /ft 62.0 2046.0 Open Parking 0.2 W /ft Outdoor Areas 0,2 W /ft Bldg. (by facade) 2046 .0 0,25 W /ft Bldg. (by perim) CAR WASH BUILDING ONLY 7.5 W/lf 274.0 2055.0 Note: for building exterior, choose either the facade area or the perimeter method, but not both) Total Allowed Watts 2055.0 Location Fixture Description Number of Fixtures Watts/ Fixture Watts Proposed TYPE F 1x4 (1 -Te LAMP) FLUOR. TROFFER W/ ELEC. BALLAST 33 62.0 2046.0 Total Proposed Watts may not exceed Total Allowed Watts for Exterior Total Proposed Watts 2046 .0 Lighting Summary LTG -SUM 1994 Washington Stab Nor*esidsn6a1 Energy Coda Compliance Fount Project Description I ® New Building ❑ Addition ❑ Alteration Compliance Option Q Prescriptive 0 Lighting Power Allowance 0 Systems Analysis (See Qualification Checklist (over). Indicate Prescriptive & LPA spaces clearly on plans.) Alteration Exceptions (check appropriate box) ❑ No changes are being made to the lighting ❑ Less than 60% of the fixtures are new, and installed lighting wattage is not being increased Maximum Allowed Lighting Wattage (Interior) Proposed Lighting Wattage (Interior) 1994 Washington State Nonresidential Energy Code Compliance Form (May not exceed Total Allowed Watts for Interior) June, 1995 Maximum Allowed Lighting Wattage (Exterior) Proposed Lightin Wattage (Exterior) (May not exceed Total Allowed Watts for Exterior) Lighting Permit Plans Checklist LTG -CHK 1994 Washi gSon Stole Enemy Cods Compliance Form Arno, 1995 Project Address 11200 MOST VALLSY =GMAT 1Date 3/24/97 The following information is necessary to check a lighting permit application for compliance with the lighting requirements in the 1994 Washington State Nonresidential Energy Code. (yes! no, I Code Section Component 'Information Required I o n fans Building Department LIGHTING CONTROLS (Section 1513 yen 1513.1 Local control/access Schedule with type, indicate locations Ctr -El y.. 1513.2 Area controls Meldmum limit per switch CW -E2 1513.3 Daylight zone control Schedule with type and features, indicate locations y.■ vertical glazing Indicate vertical glazing on plans CW -E2 overhead glazing Indicate overhead glazing on plans 1513.4 Display /exhib/special Indicate separate controls 1513.5 Exterior shut -off Schedule with to and features, indicate location y.. (1) timer w/backup Indicate location CM -El (b) photocell. Indicate location Cif -E1 1513.6 Inter. auto shut -off Indicate location 1513.6.1 (a) occup. sensors Schedule with type and locations 1513.6.2 (b) auto. switches Schedule with type and features (back-up, override capability); Indicate size of zone on plans y.. Lighting Sum. Form Completed and attached. Schedule with fixture types, lamps, ballasts, watts per fixture CM -E1 l Sec motor efficiency MECH -MOT or Equipment Schedule with hp, rpm, efficiency 1994 Washington State Nonresidential Energy Code, Compliance Form If "no" is circled for any question, provide explanation: - RAMAN ASSOC,' "IS 5220 Roosevelt Wa, .4.E. SEATTLE, WASHINGTON 98105 (206) 522.0084 t4.) IN le 72 1.S 7 '21 JOS SHEET NO CALCULATED BY OP CA-RWASH - TU1.tsJiLA CHECKED BY SCALE T ••••••••••• tekfrea41.- 1..drilprO ShiaciA . .civt-c Lty a k . 1 /sn) 0 . 1 . , < , I S ‘e) . . ,clow.._ Por-e-t;s ::' - - - rf?fele,9-. Iv_ _ R10_„ I , .4 .. . •■ N $■ ‘ •■•• ■..M. ... ... . 1 i ra a. .. ( 1 A3 ) 32. .33 . 3 .6. /),1 CA.( I;J C IsTIACIr-4 'Arr 91t . F-E ,(2.A v/11465 . CI4A-446. E r).5- C t-T'L 676va -i6 11a. c. C.A-Pht. 77143c-f.:.. A ) '32 '3 Nvirk. 5e.se, se, 1 ..1 k C ni 4r2 LS; C r? L.) LS t%.:14eli e.rry rcmu) 7 So .52 51' e72. • RECEIVED JUL 0 9 1997 - - - - - R OF GATE +1 /4i . DATE •• ........._. .. ....:.. l'i6.A-irlat4 -._ . Wsit. IP . _,..,.. ; 1 .; ,s --,-7::::::, d '• e.). ..i_t. • • , ' , . : Psf L. /...itAirPrn6.4.._........._____:_._:____.,........ ...-..-.. -......_. . . . ' • i 1 1 ' I 1.0 : irefrlii E-,if_._.,._PeelPi2f--s_.......__Sg)FftSft,s.....!_la...._1.i.r.-iri",____.. i 1 I I. 1 -4. 1 - 17) I __A.Sis ;! ilitiii Li 3 t: 0 . • ' ; 1 . i, ! L ! I. ' ' • I i 1 T -.- -1 • ' i .; i : • 1 : : 1 : ! , , , , -4 ;- . . ', . '• , , i . _____...:...._J.L....j___I-[ ._• .... I,. 1 mirkli 0 el .......1____ .....__._ b 4- _17!. a; / x ._.i.l.• 4e.i.f......_t_ . . . . : ! • , - ---- ----i-- -••-i-- . . . ; . . • 1 • _.___L____L pAet-rSly ___......_,%1F..,...._..:.R.Orkt.,_.... ',r 7 1 i ..0 . ttivt-t4zS.1_.......:_...;._..•:,....... '....._:.-..........._ _- • . ' , . i • • . • 4 , 77 / > 371 h-tru.kt- 20.41.3, RECEIVEV-' >.. • JUL 9 199 ise.6 k ROBERT FOSSATTI ASSOC. .s‘d • • RAMAN ASSOCi... ES 5220 Roosevelt Way N.E. SEATTLE. WASHINGTON 98105 (206) 522.0084 1U = : 2?• 22.40 $' I lS ;: cos 2 ;.,:mod �►l - TV x_ ' l LA . SHEET NO R of CALCULATED BY V DATE / 7 CHECKED BY DATE SCALE 3 r-; ; ,.� . 2 I i ,...;'1° 6 i t SGr s rn! V ---;"-T- , i cf 1 . ._ .l`c�• ��r J_� 1 `"/ rte. n� `eo .1 Ca' _ , 2 i X2. i i ! I } ' �I ' 1 1 2. rs • ..30, :C :1V _!... co .. ............... la 9 1991 ...._...... 173 z'J ... IttnItit .F44 I. ASSOC. ) f ..a• �. PS _.... _.. )2 „Ot?F !,� �!•� ... - k ? . D'L . . 3: 3 x I D _ 1 5 t:7 e's MAsLN! =.� . 3c,.. � �....�4../� )d 6 , . . . I_ Luc: +�,� :1<w;� tL . 64 1:4 , Soo 1441oN(2 Zp • a-, ,� loo (.?-.. r�..ldo_.. • .. __... _... _.`f..lP r»._ —. _...Fl�'S � .__. i.t? q.il _, _.___ .__.lt S e' � x C • /SS) 7' ! e • JOS •-•■•• . I 0. - • • R I OF CALCULATED BY " 12 DATE 4-1u -47 CHECKED SY DATE SCALE gEVI __12ftosccir - 0- 17 - al 50.0 G044T-F.,42 - Lmers-k): • To; • RAMAN ASSOCIATES 644, SHEET NO 5220 Roosevelt Way N.E. SEATTLE, WASHINGTON 98105 (206) 522-0084 tstkOve.,4:r4v.y.T.L>7 I J ..ru5m I . _ .... CF rsc • - . Pse- FA&tECs F-2; .C.Mkp or.1 * tir5 IV)itl /Zia' • .7. 3 ir.PF-g,v-rv)pr- 10 6-e, TE 1 1 • a. - reaNcii. tRPi2 r3e SIZE V 4- le .: ‘: Al) ,P TZ? 14 AVE_ CAP4 Tiumeen. --eforrer? . F-/■/64.4?S;i.0... . p Rte etv et). AN) 0 1997 ROBERT FOSSATTI ASSOC. f NLJc NI IN14 S , c 5) 5) 1r:4 Sct-t.c.7ut,&_' • . S.- 2. x ZS" rvivs. Ck4ci A.-pnc I es MA X • 5 • 5 k (P /5 ) 7.0 4/. p-s sL)s r.h 5, r C.1.4.10 Irf R-04.-fr 1.044 RECEIVED MAY 0 2 1997 • RAMAN ASSOCIATES 5220 Roosevelt Way N.E. SEATTLE, WASHINGTON 98105 (206) 522-0084 CA's lT = .,3o 'T1zn15 .M y s Pr (.r M 1 I 1 1 3% • 3 I2)c 4-z ,e 12 lI • .F ON .. (01 c , 0 Foe. ,QB 1�' L- ?1 ■ VYfi u • SHEET NO CALCULATED BY CHECKED BY SCALE c s 20 , 000 • > R2 4 I (4 c. Foe:- . . OF •VR DATE 4/` $ , T DATE i t AA i t • _ ,5Upga o 1 b p Cam_ irk - z_� ..__ o_ n __._. sr.< _ - . iLrekva. >,1 : D._ . Ci51...- ._... o_ss__ ..o_r= ..___su , wnro:.._ ..... - � Ac,e.4_ scz -E. _l. nnsee..xiev_,e47..e,a wind_ _..a __._13�. r.4.s_ 't,.a]slc_._.pE I NI:4 . A-No ._. .._ .. ►_c! ate.. cvt: - -. { .13/WS ...6 (2„3o. -_ cs....)6. • i . 3 5 u L. . rai3ccl. 374..., 27. . I /g:2TPc $t- .� ✓per; : �- ,< L�-� z,�z.- • . ,... ; ; ! • ..-___......17.p.A . ..11.,.. L,.....:. :_. . i. . 4._ - . ft x Vt2 4erz : .j',4A- - g. 15 _ _CAos RAMAN ASSOCIATES 5220 Roosevelt Way N.E. SEATTLE, WASHINGTON 98105 (206) 522-0084 Morx CAPA-.. ry 11 3 k- II 5 , p„1- Ve.z 11 FrZot-t gat: 1:- • 7' tA)-- Pt. f- ( 40 /FT JOB SHEET NO CALCULATED BY CHECKED BY SCALE R 5 V - /46-Tvh-t- Pek. ss Vi. a. a I 1 S • 5 ): c 1 1 • i 1 ; 1 i ■ 1 1 . ' I i i : .1 ■ 1 i 1 1 1 --7 ; g . I .a'il.F.:!.. t .... ....1:1.....L.LC_C._./1_...2,....)...?.i....../_e__. :.../.2.......). . .. 2..0.:722, ___•,-z ! . . , 1 ; • , . • • • . , ..7t2P _ .. .1 .... ,.: _ _ ___.._..g.k.l.tt.N,,,. ..'...it_ : Is - A i.ea 71.2;Z, 120;1.) + j 0 __ ; _____.LE,z1.4.11 i ..71:.! ........... f32.TrIlhei........:...• i- • „ _ .8eik 1 .ft)/ g-e-c7 L.7 PEA-A coauki • • ..gam4p tga 5)c.m....io.r. -to A- _ " . :CA? s. . Aga . . Lr u r\J F-D4.cao • P- r 5./ CA N 0 . 14 . 4tNi Ig• . 6 / A D. c., _ _ STut2L ASE 2rE . ZA.t, I L." • *7 OF DATE +/Z S )11 DATE ST!: w t, • ". 1 <701. RAMAN ASSOCIATES 5220 Roosevelt Way N.E. SEATTLE, WASHINGTON 98105 (206) 522.0084 Armos _ ....... _.__ 33_x._ i I I t • • r .__._ ....... _....... �.._- .._Pc. AO3/4022 ...._ Si 4 : .. Scesv1'5 ..._. -...._ • 5 = 1 2 310 - . M E i,L .. 5110 Use 6/.1 13 c. . o C e- -- � I NIT t. Po LAr JOB ' SHEET HO. . 4 Of � p CALCULATED eV 141/k DATE 4/23 ) /7 ' CHECKED BY DATE SCALE Gm* in c.vacci i --.... TU.. S 1 " 3 "t4o2.33 3 PROVIDE p AT Swory € CC" o -c, .) A v. 04S4 Fog, W lrio Lo,& . { • - . TO GA-re"... Ctrus Afet. . ?v .33 > 30 ' �' / ..5; = )4 1 , 4 ' 3 37o p.. . Ivo psL . NM- t.tr s..._94•_ "__. 03_1.33 :_.. _i 25 fr.1-4 psF. 2 : w .. L p,... 281, / F r - .....( 330 /rr'. .� '- / • < 3 3 / . . . CONS1"12 -71 - - . >,L4. 14 1. 33 Fiir.rCA RAMAN ASSOCIATES 5220 Roosevelt Way N.E. SEATTLE, WASHINGTON 98105 (206) 522.0084 j j l‘f_ ; .Ir1.MLT.M7.D.[4 _. , . . _ !_._._... 1 SHEET NO CALCULATED BY CHECKED BY SCALE _ - -- _.. 6„._ 'DE Lie 1:a.1! __ A..M 1_r..P.n 6rJ.. ____ I 1 61- i —HIS H 1 ! . h' i ° ' . , ---- .-- ---=---- - -_ --� ___._ ___ -- t:5 � t ..1 7..0__ / _I 4/' '. _. qa . Sorpehe or-1 Pes seder) - -•'._ .3 3...0- 1.0.2 ... al eve;‘ V esen C irtr - 774, *A viz j 3 15.04. ,C1 2o_ f=-v Ss r... • rg r - ro R5 OF DATE +125 / DATE !1! k la. s-c f k 32•33 _ 43.12..14 . EW EW - W ... 721.s G/T A s . 3,09 )14' , CA/214c -Ir 1►J ?giv,:-io,.3.. = 3.! Y 20 .4 L - CN J c. j DI .bT'� 5;1:63 • .SF... PAA v/ • C N wst. E 2 DE 2 o t rs M v. ) .......... 5''Q /e "a•6 CA -Ph ry: 7 So E x 52 •• 39000 4�1 TA.,3c, ,� -S) — 5/•9U > 43.92 k. i I i RAMAN ASSOCIATES 5220 Roosevelt Way N.E. SEATTLE, WASHINGTON 98105 (206) 522.0084 I. r 4 vs _.1.• I • - • ` V ` '4 2Z•!i x � 2240 le a MAscAiral ..Mn1UN(2 .. Dcvg. S Irv' Lo.' ;") S .,D.. GP cfm- - RG Nye_ SHEET NO. CALCULATED SY CHECKED SY SCALE __....... _... __ .... .. .02.!3. :; T' 1:2 . 44 v3 2v . !ate xI_(��.. ._�.v_..... _.. LG. � L' »• 6o. . . 1.. 1. z ... ! U 16,/2 JO 4 1 (.0 1 =- . lt? :: 33083 G14 Or DATE DATE � 2 3 } ` 07:113 .x I O S 5 v e3 �o.LFr x (7 13g) ¢1111'1 7 L.. x. r7:. &_ 4 _ SOU a-li'S_T - 74_, It 61_ 106517i_ I. o.S: Y(p 1 . 1. -1 i • • RAMAN ASSOCIATES 5220 Roosevelt Way N.E. SEATTLE. WASHINGTON 98105 (206) 5224064 Asti > 7 . S - 1 ; 3 No isa C' nig N►NG SHEET NO R 7 OF CALCULATED BY DATE "LL Z 3 / l i7 CHECKED BY DATE SCALE • i :. _....... S.... _ � __�__Ql. 3 . A... �i ..,.. IN- . . • 3� i ? i 3I Z;.Sj, 'k x 4- 3ZSa _. . " _-.9trewk wte-t,t. - 46 ' a. . _ / oT_ 414- / Ft � l r °' " r .. _ s•33 i• , R : :F. cMU ;v'ry : 1•)ZS x 3~ , G S:42 > • . S - b ...... - — Z4o20......_.._.._ • ' __: _ --- 4 ' 6403.0 • . .__.. . 42 ra .. .INe - s - S.toE.. � � - 2S_n �7 8''.a - 1 I © l ' -I," . p. R► I R c TJ Z. &x S /.4 GM 1 -4; 3 ,_ V . F . 3, �7 x(ii -2.' P �r o z 1(04 i. r ig 'N D•C...: 1 0SQ .. .... =.1052)... P. z.I oo • • • • RAMAN ASSOCIATES SEN111, rtiVGVN N.E. 9 0 5 (206) 522.0084 • '• • • • • •. • I • 4, ,c • • • . . i t " • t : . • •, . . • • • • . - / La) I4 +' 3 0.*6 )c • JOB . SHEET HO R e 0 Z • / CALCULATED BY NV A CHECKED BY OF DATE DATE • ^: 4%/2+ /I 7 SCALE , , • . *7' . . . • ' • ..• . . ,, ... ...:..5. 2,6.2,)....ii, ......-:..... .. ... T . • 4t..1:-..k................,........0.11)..*,S43.U0.!...0.4.• .: , 3. .1 • ' I i • • : i t .-•-;• , . ' • .46).16_, . -..96.0tf : .. - .=-1- ' •‘• : .i ' . • • ' M , it :' ! 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P = _5!19 ` .t:.3.3 =__._I i.1K Z - #-t .IMA £JS -. r vr.1.21 J r 4- +. 14x l R1.- - 1p . Dv4:ittL2ry ► .4G . tiJ r G n c �} �c► r i. _:-J (o c / st-. L 0 NI.. 13 1053 *' / .r . SHEET NO CALCULATED AY CHECKED BY SCALE _1..3,s _..._ ZvcF : 40 ti -2 L•• o�:y OF GATE DATE 4./231 R7 .. - L._.Pga ma rri = 1 Svo bsc; • - 2v, ovv Urwur% Zocc 05 ; . TjPE 5 , h - 2a . h _ i , -o ' • . . bu, 5u PPa 2.T . Loc,+ .oN s.. ..._... 1' /Fr . . : • • • • . ' • : . • 1 • , . 1 ! , ,, • , • , , : 4 1 - DA f: -...a2-•L.-+-...i. 1•44-1*.R&L;•..-.1-..-:•- - - - Lt.. ..,4k.."......._ _._... A._ ;,_.. .+..."._ _ __ L. :....1. ..?......".............._i_ ..___i__: ! .;..1.._...2 ow. . pc . ... :.. . I ......._, P :- .b OS_ti.S... e• 41. /....], 4 1. . .(.rmert; pro) , , . _ , .... ML 1 ._ ......... /,;:' ". I, iit.4 ek .. 11" : 1...---,f--'" 7 . 4- cl , e......, ! : , ,. . , 1 1 , i ; • 1 1 ... e , . 1. I '1 --.4■......;... I.:I; 3.......... , .. ....: . • .. L. &olio • 11.../ps . .52'0 1 6r Fb RAMAN ASSOCIATES 5220 Roosevelt Way N.E. SEATTLE, WASHINGTON 98105 (206) 522-0084 1)2. W fru, 1( lavAr? '0 r.) L. As SHEET NO RI 0 OF CALCULATED BY CHECKED BY SCALE ,....._5.0 1 i .0...(i• 31 - ) = f;' 4-3 .p s c / ) • ss :... 41-k_s._....p:p-1:._.•..4_.s.7o ,:r . . • I • • .2 . . _ 11 4 74403 r, S'3 PiSe ot.e 34-" - C- 4C&S X ir A 3 12.Ef 6 As . ,occi Of 0007 lc / 7 . 5_ 2 - 4kr Et c -kk e 3 14 . 1/ 66,30 10 6 ..ar k, A,ti 5rre.ss Mee., ek 1+-y. !is 164 NUR. DATE 4* "TY • DATE 1 7?.% • —4 1 aose9 6- 4 /72. x RAMAN ASSOCIATES 5220 Roosevelt Way N.E. SEATTLE, WASHINGTON 98105 (206) 522 -0084 I E I I o .I 1 1 1 1 1 i I I i! i �i1 �d rA , i A T 6 ` 1 Inns► -,I, z ` . (�,�_ J am_ + ! c225i A�12 01. : I e • �,5 2 o -6 - ' cl�P rn s ' 3' 7 '" ' M • -7. . 1. ; 1 s z I i t 3 A L .V .... ..:gds 1i] . 1 . rt X ' tii .4- KF . • _, ps; 12. 3•td7 . 3,2.u....:..... _.12422, _ . ............tt•7$'------ __7..z . '.__.2.p_ , - -C . k 3 3... _ ._. 71.! ca........_ .. D • D.1 3_ ._ t_ t ikit -_-- 3-. ....... © m.'. . (s 33 .1.,.0.0....... . . 0 -. 213.. _.. _ _..Q_� a 10,. _ t44__ �'� . 12 ......._ 1 ._..... ..2..5........... Q'.o.3 `' . _ .. _. ... .4.1$......_._1..24._ __ __-1_ JO._ r1 r J SHEET P40. R / 1 . Of CALCULATED SY DATE 4 / 2/ 47 ' CHECKED SY DATE SCALE rr1 1'_4 " • / id �- wi ► �� . i 1 f • w. ( • 3'3. 2 3 .0 sLI ....?.o . ..... ..rtE i'ti3 .... .. KeQ ...�._. .............. - .. _.._ . _ ............_. .._.................._......_.. - __.. _..... _.... __. . C 0007 k e x 44 . .. 0...,..25... lN. . . 2 04/22/1997 13:18 206 - 451 -1941 7 • Daltas, TX • Los Angeles, CA • Madison, WI • Mitwaukee. WI • Seattle, WA • Washington. O.C. GILES CNGINEERING t 1SSOCIATES, INC. GEOTECHNICAL, ENVIRONMENTAL & CONSTRUCTION MATERIALS CONSULTANTS Roger 011enburg & Associates Architects and Planning Services 515 -116th Avenue Northeast, Suite 202 Bellevue, WA 98004 April21, 1997 Attention: Mr. Roger 011enburg Subject: Supplemental Geotechnical Recommendations Southcenter BP 16200 West Valley Highway Tukwila, WA Project No. 6G- 9702009 ROGER OLLENBURG PAGE Dear Mr. 011enburg: In accordance with your request, Giles Engineering Associates, Inc. (Giles) presents the following recommendations as they apply to auger -cast pile foundation design. Your request for these services was contained in your transmittal cover sheet dated April 14, 1997. Included in that transmittal was a copy of the structural plan check comments from the City of Tukwila, as well as the carwash foundation plan and detail. As part of the City of Tukwila structural plan check comments, we are responding to Items No. 10 and 11 listed on page two of those comments dated April 9, 1997. Item 10 indicated that the geotechnical report should address the depth at which the auger -cast piles should be designed to withstand unstable soils due to liquefaction. This is in reference to UBC Seckion 1807.5. Based on a review of borings performed for our original geotechnical report dated March 4, 1997. it appears that liquefaction is possible at depths ranging from 5 to 10 feet below the ground surface predicated on high seasonal groundwater assumptions. During a potential seismic event, liquefaction would not cause total loss of support around the piles, but would reduce the soil resistance to' lateral loading. Therefore, the upper 5 feet of soil surrounding the piles and the network of interconnected pile. caps and grade beams would provide lateral support of the piles. In accordance with the minimum requirements of UBC 1807.5, a fixed and laterally supported depth of 10 feet for of material should be used for design. Item No. 1 . 1 requires special detailing of piles for a length equal to 120 percent of the flexural length. During a liquefied condition, the modulus of subgrade reaction of 5 pounds per cubic inch is assumed, Based on this assumption, a depth of fixity (flexural length) of 15 feet was determined for a fixed - head, 12 - inch diameter auger - cast pile. Based on the limited liquified condition, the pile design should assume the piles have a flexural length of 15 feet. This recommended design value is based on the pile diameter, soil type and design lateral loads. 19019 36th Avenuo West • Suita G • Lynnwood. WA 98036 Mr Roger011eaburg Project No 60- 9702009 April 21 1997 PaSe 2 We hope this services your current needs. Should you have any questions or require further ormation, please do not hesitate to call. cc: Raman Associates Consulting Engineers 5220 Roosevelt Way Northeast Seattle, WA 98105 eNGINEERING P 6O -910 2009 .....,,,:,;-:.:::,.. ,.,...' -,,,,..• ''''''.."........'...':,;.,•::',,-;:', '' ''''''''''" ...,, ,--- ,. --„- , ,,, . ..., ,.. • • ••-:•..• ::: :-...•::'• ''' -'," ' '. .:••:-..--i• i 4 • ..a. , .. • . , ... , . . .. . . . . . .. . .. .. . . . . . . . . . ... , , • To: Raman Associates cc: Roger 011enburg From: John Zipper Date: April 24, 1997 Subj.: Tukwila BP, Pile Capacities PiltiiaMeIlLanahaa,1 12 14 16 18 Please call if you have any questions. Memorandum Giles Engineering Associates, Inc. 19019-36 Avenue West, Suite G Lynnwood, Washington 98036 (206)771-5775, FAX(206)771-5557 AzkinagukatYlkniCI 20 25 28 32 GILES eNGINEERING FiSSOCIATES. INC. This memo summarizes increased pile capacities for the project, as requested. We understand that pile capacities higher than the recommended 20 tons are required for eight piles on the cnrwash structure, at the east and west ends. Alternatively, we recommend that you consider adding 20 -ton piles as needed to the current plan. For auger-cast piles installed to 35 feet below existing site grades, and with adequate embedment into native soils as recommended in the geotechnical report, we recommend the following working pile capacities: _ GAUGE DESIGN t Pty ERTS( PAN1".L, WIDTH -- INCHES n 20" er 24" 27h" " 8" p 9 ( 12" a. - " 1 ` AXIAI� A in 0.864 Q.802 0.712 0.636 0.590 0.560 0.542 r in 1.215 1.203 1.169 1.116 1.064 1.018 0.983 Q 0.452 0.422 0.367 •0.309 0.276 0.234 0.214 #20 Ga. 2:3 3��fi .034" BENDING RIBS IN OMPRESS. I in4 1.267 1 ".160 0.972 0.791 0.669 0.580 0.524 y in 1.052 0.980 0.851 0.714 0.616 0.514 0.492 S in 0.640 0.562 0.443 0.339 0.275 0.232 0.205 BENDING RIBS IN TENSION I in 0.761 0.625 0.504 0.379 0.304 0.254 0.224 y in 1.629 1.627 1.624 1.621 1.620 1.619 1.618 S in 0.456 0.396 0.307 0.232 0.186 0.155 0.137 DIAPHRAGM SHEAR v lbs. 817 . 611 363 204 131 91 70 #18 CA6 6: $.21 /Fr* .046" I AXIAL A in 1.159 1.077 0.957 0.856 0.795 0.754 0.730 r in 1.207 1.194 1.160. 1.106 1.055 1.008 0.974 Q ; 0.586 0.546 0.476; 0.401 0.346 0.304 0.277 BETIDING RIBS IN COMPRESS. I in 1.690 1.536 1.287. 1.047 0.885 0.767 0.693 y in 1.040 0.968 0.840 0.704 0.607 0.533 0.485 S in 3 0.845 0.742 0.582 0.448 0.364 0.306 0.271 B E I N G RIBS IN TIIN.SION I i 4 1.105 0.960 0.744 0.560 0.450 0.375 0.331 y in 1.525 1.521 1.516 1.512 1.510 1.508 1.507 S in 0.714 0.621 0.483 0.365 0.293 0.249 n.216 DIAPHRAGM SHEAR v lbs. 2020 ` ,1510`''`,900 506 324 225 9 174 RI -RIB PANEL SECTION PROPERTIES - PER FOOT or WIDTH Section properties computed per AISI "Specification for the Design of Cold- Formed Steel Structural Memher & ", .1968 Edition. Section properties are for ASTM A446 Grade A material, F t 33 K!:I. Moment of inertias are. computed for strength w/t limitrti9r,s and may be conservative for deflection calculations. Section moduli are adjusted for use with a stress of 20 KSI where a tua1. allowable compressive 'stress is less due to w/t limitations. Diapihrajm shear values shown include 1/3 increase for wind or se . ;i is load:; w/t ratios for sections right of the heavy line exceed AISI appearance Ribs in Load t jens iun1 Ribs in Compression' 1 -1/4 1- 1/64' ,0 ro ` - . 40 _ - M.I. Variable Width HI -RII3 PANEL t•,� Mce / . - 41 6 N ... As, Zs % :::,1$ RECEIVED 10 1978 FENTRON HIGIIWAY PRODIICTS, RAY E BECbTJZ COMPJ PORTLAND, ORrGON 97227 NOMINAL S SHEET T THICKNESS RECOMMENDATIONS FOR TEASE/TENS' se I IMO 2114 I IN , 2 MIMS wortits. • 1111111E4 • • • "1"''' :*11111*,.Y: • ... • z" - • . .t,...4.• m ow ft, • 4 , :i •4;.1. -a en., .7,. 711111 - Pt . , 411111112f:i IMMO= " ` l °N1a . 11 O O E E r -- M *6 5 5? 51, Et g 26 . .016 m N4 .11 1.4 .• •1 rot et •I M 14 •Y III 1,4 rt v v1 •11 u • rtl MI MI fsj tinICHVI 6 .048 3 FASTENER DESCRIPTION BREAKDOWN EXAMPLE 10 • 16 x 3/4 HWH T TEKS /3 10 . .t34 S VIM *74 +M ++►+n tn•IIM uw MCI w ro t1Tlt1UCIt1•M1111111t111111111111111111111 1'> 11111111M:31 11=1t10t•a•t111111tl1111a1111Mall ® ®©IL: t a:3 111/ 312 3 1K1•11111111 al• 11aaai 1111t 1m® as l !1D t�]t ©IEC MI olo *t• �,= 1 1 211 '140 1.. N M I t: XII23t;riaAagD111:1. 11.11A ® ®!•tita11:010= ta° 'el 1111111111•1101 =0111111111MISIMIZIIICIMEattaiMINIIIIIIII 131116111111111111111111111111111111•1111111 11•11 t1♦11I111111I•1131111:11 r- {pr•-GL — 7/ .V : GQ11 1'1Hr� 1 hn Vl'7 J f J 11.: - 1'IJ a4 /21 /1597 17 :25 50324425137 WV r) ) I L A THE RIGHT BUILDEX FASTENER FOR YOU • I,....cr'L•r,.. $uildex is the preeminent leader in metal fastening systems. We are continually developing new fasteners, systems. and fastening techniques to solve today, metal fastening application problems to increase your productivity and the quaky of your fastenings. Effective. consistent. and reliable fastening. are the results of choosing the right 8uildex fastener for your specific application. This BUILDEX METAL FASTENING SYSTEMS SELECTOR GUIDE is a representation of 'ULTIMATE PULLOUT VALUES (POUNDS) ran + >♦ 1 . � 'ls. +le. wise • oar 1100111101•10 UMW& Lain ealaDFIensumacau ada11CleLCIIIElle_1/A"alt` & 1111111111111111111111. itv v. slum •411 1111•ONIm. amuIlJt 1Al:'111.:1C.1S 1a.ta1DA1 .dam 4r. 4QOLr3erIlIVAirai•lla. a1F11•. 1lka molar Iahattraalw e IR I nala,TleitilE.11a''alaE.w 7e:!:1 SUllarmtus...uniiirlea.ufic - Slll'_31•C 16: lam a rmeel erst Jel.daLAIII11f:1711d._al 1tas�at�aaa►aaat44 7J 1111Fll1Qr1• amis. ow-muss 411s twa moon mu um•11111, veu al{ gL7t: _ML>1L` •ll::311.'NQ!'lt11115t•l`: eTitaUAiilaiae:lla lai[laI:J,11111.:7e:J ausaala•aatllnU JSJ . 1uIEI7.14 JILTA rot• &Amu !.1•.Ir...1 ham" Or •1.14 M M/1/1Id1 MMr Irby ~I/ r r•I+• •MAR** 1µI .l4• Z. 6 DRILLING TECHNIQUE /UJILOEX TRAXX/TEKS ARE SELF•ORILL/NO FASTENSNS —.THEY DRILL, TAP AND FASTEN IN ONE OPERATION. A separate drilling operation is not necessary However. specific installation procedures are necessary to insure Correct fastening results and to achieve published perfor- mance values (or each fastencr Important. A 1900 to 2500 RPM 3crowgun rated at 4 amps or higher. egviPped with a pvop.My adlusfed depth - locating nosepiece, must be used for correct fastening results. Dunng re ewer . >r Meow . r owes lose.• 1. raw Tufo ri r how rraw '7N q..•.. r74.D. *4. +r**. a f lh 12, ri.4.Jlr lr4 'ULTIMATE SHEAR VALUES (POUNDS) standard and specialty designed fasteners suggested for variety of applications. Suildex Tress and Teks fasteners exhibit excellent strength. sealing, and performance features not found in any other self-drilling fasteners. Technical assistance regarding Budder fastener, or applications is available by contacting Suildes's Application Engineering Department toll-free at 800/323 -0720. 101.14 141•• M.n r1 Y34•rao STRENGTH CHARACTERISTICS initial drilling, enough pressure must be oohed while keep- ing the screwgun and listener perpendicular to the work surface to prevent angle driving or walking. O&NIMg must be completed before the teweeda engage file material. The correct fastener based upon the Iota! thickness And type of material to be drilled and fastened for en application is very essential. Never overdrive the fasteners or install fasteners at an angle to the work Surace. as mis may significantly reduce product performance or lead to product failure. Contact Builder Application Engineering Depertmeni loll. Tree at 800 /3234720. for any specific Information necsssary. rl •n.. ria: Mime r isaiimor rr.. ...wr. - ars.+� rfft l ei �.."_ 14 0' rr r O+� r• Tor 1 1 • !r pr'.. Mt • M rMUG 0 ala Sc Few Sin Section Gouge No. 12 (d a 0.20r ) No. 10 (d=0.183" ) N3. 8 (d.0.161") No. 6 • ' (d=0.135") Sheer Pullout Shear Pullout Shear Pullout Shear Pullout 25 74 50 69 44. 65 39 60 32 20 185 92 173 61 163 71 , 149 60 18 276 120 258 105 242 93 222 78 16 387 151 363 132 341 116 N/A N/A 14 548 190 513 166 N/A N/A N/A N/A • Wm Edge 011 And 11/16 9/16 1/2 1/1' 0.C. Spacing ..---..................., ; z D 0 • jg oltoeling 4its41 le�i. backup pldtes,, loor mimes, omen vuorwiti to metal framing and structural connections. Metal thickness — 20, 18, 16 and 14 gauge. PAN HEAD - SELF DRIING For attaching steel deck, backup plates, door frames, lathers channel to metal framing and structural connections. Petal thickness — 18, 16 and 14 gouge. Notts: 1. Al values based OP connecter ports having o minimum yhld stress, Pys33 kal end o minimum ultimate stress. Fus45 ksi, 2. When connecting materials of different gouge thickness, use loads shown ler the fighter gouge. 3. Applied error foods may be multiplied by 0.75 for wind or earthquake loads per NSI A4.4. 4. For screws in tension, the head of the screw, or washer if provided, shill hove a minimum diameter of 5/16 inch. -53- .," ' ' :;• `•: :"•; • „ q J M ION IIIf um $*)9 W MI 1#11 I IWr N i MEM =El MOO + ► ®m in le 1 11 Mil *loICIMBINIMOISI I.0MM1MMl•M ES OMNI ItItIM IN tM w w * Ns © CHO fro OM II7 M t2l[TIM111tM *vamoose an =Dan *as 1 / Ill rie CI am in NI M �II1MM1i III MIMI IIIIeItltltltan CI NI TA 1111.1.1111110 hi =C me= INC am C mi Iffy 1/1 1" MIMtM CD sea re E=3 um all tMMtIt/ o -- ino Ea 1sP M IM IM t• Ml ON me r la 1 m 110111 Sz6G1AEl aaSOOFf i t0 0 • Z H V) 111 F- Id) 2 0 cc Q i Q ri N 0 01 N < 4 systems, and fastening techniques to solve today's metal fastening application problems to increase your productivity and the quality of your fastenings. Eftective, consistent. and reliable fastening. are the results 01 choosing the right Buildex fastener for your specific application. This BUILDEX METAL FASTENING SYSTEMS SELECTOR GUIDE is a representation 01 'ULTIMATE PULLOUT VALUES (POUNDS) 114w theimmes AWN sior NOMINAL SCREW SIZES Comwow Mal saw sue alleatif hotvilent / :z *6 *7 le *9 1110 .140 .150 .160 .lea .190 a Z 24 J 22 STEEL GAUGES 20 EirNiIMM 011 024 .036 m © Lomas) _1 1-=)1. . 7 C7Lmw - 1 :7 �Il INN !I[II) IL3L 1! 1C_1[ l$i.]C 3 - ]11.... � Lalio I5111I1_JUL.]IDIm ��� Q11IILIlaiItA• i I :ii L.7i.,:1 MI rNMI ile7C3!_.11 .I1 _1Gll: tINL^.31 .A11111111 MIN f'1 -31&1[a1.31:11C1C :11. ll .1I• _]f - Ji. iti MIR 1::: [t11tC:1It11 1A IA I:J[::11E -A iMI IMO MI WI El La 1E3C 11J[J 1131 CJ r)tL )ow MIMII 11l 719L711r!I C:'J(r7f:7E, m [ILl�MO MMO CPii i ilt.11!::il.i 1T — 1lrLU1 :]I111 1- ]1.111 112 111011tAt .3E11 11E11011 lt231C_111:11U1/1111 - -1 Ji � Iliu 1 J I(aP j1 JLIIC (11(1IL MOW WOW till 11M11111111111101111111 1'i* J NEJE 3t• :1[:.UL-1 Vita •.ww..+.arre ~1w NON Ow ~WI ..warn 'UL:IMATE SHEAR VALUES (POUNDS) 61A1090.1. DIEM ESS IN INCHES.* 'ONI1a ewe with r' MOM. as 1 e hpryiente sr • t v. twlrf h Buildex Traxx' and Teks" self - drilling fasteners exhibit excellent strength. seating. and performance features not found in any other sefl- drilling fasteners. Technical assistance regarding Bur7ldsx fasteners or applications is available by contacting Bulidex's Application Engineering Department tall -free of 6001323 .0720. •••• urAgr. M Awn,eb.N3I SUM STRENGTH CHARACTERISTICS uv a en 1 •o I * U/i ftkS'4 rows 6 !.;;;•ect 4 .- - :4A - 1 - *)i • - •n_. • • .• • . • ,? - ..t •S' • tzt.'•It 0 LE Table of Contents: 2 -3) Table of Contents. Company and Product Notes 4 -7) Physical Property Tables 8) "Super C" Joist Properties and Tables 9) Deflection Components and Wind Load Notes 10 -15) Wind Load Tables 16) Weld and Fastener Tables 17) Bracing and Axial Notes 18 -21) Axial Load Tables 22) Floor Assemblies DALE / /INCOR Steel Framing 23) Foot Notes, Web Crippling Tables 24 -26) Joist Load Tables 27) Angles and Stiffeners 28) Heavy Duty Hat and Z- Purlin Tables 29) CRC & DWC Properties and Tables 30) Engineered Metal Trusses 31) Fire Rated Assemblies 32 -35) Typical Construction Details 36) Specifications and Plant Locations The Company: Dale Industries was founded in May, 1952. With the purchase of Allied Structural Industries assets in 1987, and the acquisition of Incor, Inc. in 1988, Dale Industries has evolved into a major manufacturer of steel framing. The two acquisitions bring with them years of manufacturing and technical experience. Incor, in particular is proud of its former affiliation with Inryco /Milcor subsidiary of Inland Steel Company, which divested itself from the framing market in 1986. DALE / /INCOR, as we are known today, is committed to continue the high quality products of the former Inryco Plant. Having manufacturing facilities in Dearborn, Michigan; Baltimore, Maryland; and Ft. Lauderdale, Florida. DALE!! INCOR is positioned to provide exceptional service to the steel framing market. All three plants are full - service facilities that individually are capable of servicing major projects within their geographies. Steel Values: In this catalog we have used calculations based upon the 1986 A.I.S.I. Code. The thicknesses used were the minimums specified by A.I.S.I. with respect to A.S.T.M. standards. Other manufacturers catalogs may show higner values for similar products, this is usually the result of using heavier steel thicknesses for calculation purposes than those actually used in production. This catalog is based upon minimum design thicknesses for a conservative approach. Gages used: 12 ,GA. - .1004 18 GA. - .0454 14 GA. - .0710 20 GA. - .0345 16 GA. - .0568 Values for 12. 14 and 16 Gage Studs were calculated on the basis of 50,000 P.S.I. Steel for Axial and Joist Tables. Other Products: In addition to steel framing DALE // INCOR manufactures a complete line of Drywall Steel Studs, Drywall Accessories and Lath. As these products are non - structural, they are grouped together 'n a separate catalog which is positioned in Section 09250 /DAL of Sweets. The Detroit -Plant also manufactures a complete line of metal products for the •asidential market. Principal product lines are Roof Drainage Items, Louvers, Roof Vents, Valley Coil and Drip Edge. These products are primarily sold to lumber yards and are marketed in the Midwest. Most items are manufactured :n aluminum as well as steel. New Product: Residential Blocking The bracing of studs has posed a prooiem to engineers for years. Some feel that 11/2" Cold Rolled Channel will adequately strengthen a wall, but in most applications the Stud Flanges are still prone to rotate. Another practice is to secure the Flanges with Wall- board prior to ioading the wall. While Board :s effective in preventing ' otation. some en- gineers question the effect, if the Board s damaged or becomes Net. A practical solution to this problem is installing DALE: /INCOR KATS. Uses • Integral component of stud or joist bridging methods. • Impedes rotation of C- sections sub- jected to lateral and or axial `orces. • Stiffened section eases nstallation compared to flat strapping. • Reinforced flat surface allows for ease :n attachment of fixtures. • Provides solid support in lieu of woos 'or attacnment of cabinets and nand rails. Product Data • Designations: KAT x Spacing. • Gages: Heavy or standard, galvanized. • Length: 18" or 26" 2 16 or 26 may; % N.'T1�" . { ^i- ���i� 16 or 24' 'DALE 1 ' 3 JW Joist 2" Flange Structural Products and Notes TD Deep Leg Track 1 Leg CN Stud 11/2" Flange JWE Joist 2 Flange Foot Notes: Physical Property Tables All section progenies are based on the 1986 edition oI 'ne American Ire 3 Steel nstitute IAISI1 - Specification for me Design of Cold Formed Steel SIruc:.lai Members ' 2 ;ross and 'orsional properties are based upon the lull unreduced cross section The effective properties Ix and 5x were developed independently of eacr. :Sher Sx is Dasec on the effective section stressed at yield. ix is based on an :r'ective section stressed at allowable bending For further information, consul) se:: en 52 :1 the 1986 AISI Specitication :ilowaole Derding moment. Mr. was calculated according to AISI Sectic 3 1 sing proceo:,re I. Nees axis (I effective properties are calculated assuming the He0 •s :ompression A4 CN and CEE Product • puncned 30" on center. unless specdiea differently all JW and WE Product • punched 20" from the enc. tnen 48" on center +MMesS spec:t dallerontly. Standard lracx (TO) length is 10' Special Lengths to 40' on request aelurn lips 'cr products in design CN • Li.'. CEE • JW • i•., ', JWE • 1 1" 3 F = Flange Size W = Web Size (Dimensions on Pages 4 -7) CEE Stud 11/4" Flange INCon SCJ Super C Joist 3 Flange 05400 /DAL DALE/ 1INCOR Ix • Moment of finer, a 'or deflection aacut the x-axis. Sx • Section modulLs 'or load aoout :he *est . Rx • Radius of gyration aoout the x -alias. ly • Moment of ner.•a aoout the y -axis. Sy • Section modulus aoout the y-axis. Ry • Radius of gyration about :rte y-axis. Cw • Torsional Warcirg Constant. I • SI. Venant Tors•on Constant. Ro • Polar Radius :r ;yration 'asen aoout the shear center. Xo • Location of sneer :enter from the contract a.ong the y-axis 1 • Parameter usec '1 :elermination :i elastic licit 'noment Bela • Torsional•Ilexura.:onstant Mr • Allowable resist' Moment. L•stec values incorporate the effects of cold ':•Ming as allowed per appenaix A5.5 5 of 'rte 1986 A I.S.I. Sceciticatlon for Design of Cold Formed Steel Structural Memcers Values snown are in inch pounds. Ste (W) Section GA. Wt./Ft. Ana (In.+) About Wier Axis About Minor Axis Cw (ln. 1 (in 4) Ro (In.) Xo (In.) ) (In.) Bela 1 Mr (In. -lb.) Ix (In!) Si 1 Rx (in-') I (In.) ly (In. Sy (In. Ry (In) 21/2 20 .666 ,1913 .19751 .1336 1.0160 .0483 i .0455 .5022 .0652 .000076 1.5981 - 1.12671 1.6670 .5029 2,917 18 .870 .2494 .25471 .1855 1.0107 .0616 .0578 .4968 .0823 .000171 1.5851 - 1.1155 1.6617 .5048 4,146 16 1.083 .3089 .3120 .2241 1.0051 .0745 .0696 .4912 .0986 .000332 1.5715 - 1.1037 1.6564 .5067 7,611 14 1.348 .3793 .3787 .2788 .9966 .0883 .0817 .4825 .1162 .000637 1.5560 - 1,0933 1,6654 .5063 9,727 2 CEE 20 .757 .2163 .22881 .1556 1.0286 .0811 .0686 .6122 .1258 .000086 1.8904 - 1.4631 1.8750 .4010 3,357 'S .988 .2822 .2957 .2196 1.0236 .1040 .0876 .6070 .1596 .000194 1.8773 - 1.4520 1.8674 .4018 4,837 16 1.230 .3499 .3628 .2624 . 1.0183 .1267 .1063 .6016 .1923 ' .000376 1.8637 - 1.4404 1.8595 .4027 8,777 14 1.532 .4325 .44261 .3298 1.0116 .1530 .1277 .5948 .2291 .000727 1.8467 - 1.4259 1.8498 .4038 11,258 21/2 JW •20 .662 .2508 .27301 .1862 1.0434 .1459 .1062 1 .7627 .2627 .000100 2.3173 - 1.9234 2.2244 .3111 3.952 • 18 1.126 .3276 35341 .2486 1.0385 .1881. .1365 .7577 .3351 .000225 2.3044 - 1.9125 2.2154 .3112 5,371 -16 1.403 .4052 .43201 .2851 1.0325 .2286 .1649 .7511 .4049 .000436 2.2947 - 1.906712.2156 .3096 9,372 • 14 1.747 .5016 .5282 1 .3890 1.0261 .2780 .1996 .7445 .4856 .0008431 2.2779 - 1.89251 2.2041 .3098 13,008 2y J.VE 20 .948 .2896 .32731 .2015 1.0631 .2576 .1554 .9431 .4966 .000115 2.8444 - 2.4640 2.7061 .2496 4,219 18 1.285 .3787 .4242 1 .2794 1.0584 .3332 .2005 i .9380 .6356 .000260 2,8316 1. 2.4531 2.6964 .2495 5,931 16 1.599 .4691 .5198 1 .3191 1.0526 .4069 I .2437. .9314 .7714 .0005051 2.8226 1-2.44771 2.6952 .2480 10,30C 14 1.992 .5815 .6367: .4011 1.0464 .4972 • .2966 .9247 .9296 .000977 2.80581- 2.433612.6828 .2477 13,133 31/2 CEE 1 20 4 .878 .2508 .4938' .2484 1.4032 .0914 ' .0769 .6037 .2447 .000100: 2.0147 - 1.3137 2.1382 .5749 5,35E 18 1.146 .3276 .6400 • .3482 1.3977 .1173 .0985 .5984 .3118 .000225 2.0021 - 1.3026:2.1344 .5767 7,669 13,987 16 1.427 .4067 .7880 .4181 1.3919 .1429 .1198 .5928 .3772 .000437 1.9889 : - 1.2910 2.1308 .5787 14 ' 1.777 .5035 .9655 .5277 1.3847 .1728 .1446 .5859 .4519 .000846 , 1.9724 - 1.2766 2.1265 .5811 18.012 ( 31/4 ii 1 20 602 .2302 .4651 i .2272 1.4215 .0546 ' .0515 .4871 .1446 • .000091 1.7973 -.9860 2.1048 .6990 4.963 18 1.047 .3005 .60201 .3131 1.4155 .0697 ; .0656 1 .4816 .1835 .000206 1.7850 -.9750 2.1071 .7016 6,999 16 1.304 .3728 .7402 ; .3807 1.4092 .0844 1 .0794 I .4758 .2210 .000401 1 1.7722 -.9636 1 2.1099 .7044 12.93C •.4 1.624 .4591 .6990 • .4755 1.3993 .1001 ' .0938 '• .4669 .2624 .0007721 1.7558 1 -.9523 2.1382 .7058 16,592 3 CEE 20 .993 .2551 .5354 • .2608 1.4487 .0925. .0776 I .6021 .2631 .000101 2.0358 i - 1.2974 ■ 2.1825 .5938 5,625 18 - 166 .3333 .6941 , .3652 1.4431 .1187 .0994 .S968 .3355 .0002291 2.0233 - 1.2864 2.1794 .5958 8,04E 1 '6 • 452 .4138 .8549 • .4388 1.4373 .1447 .1210 1 .5912 .4060 .000445 2.0101 - 1.27481 2.1764 .5978 14,68C 1 , 1 SC8 .5124 1.0478 .5540 1.4300 .1749 .1460 ' .5843 .4867 .000861 1.9937 4.2604 2.1730 6003 18,90E 1s /e JW 2 '8 999 ' .304 .2896 .3787 6336 .3095 1.4792 .1672 .1198 ' .7599 .5171 .0001151 2.4015 - 1.7325 2.4131 4795 6,572 .8228 .4100 1.4740 .2157 .1544 .7548 .6621 .0002601 2.3886 - 1.7214 2.4065 .4806 8,857 15,616 1 6 1 6224 .4691 1.0099 .4751 1.4672 .2626 .1873. .7481 .8032 .000505 2.3770 ; - 1.7140 i 2.4119 .4801 14 2.22 .5815 1.2402 . .6429 1.4604 .3196 • .2275 • .7414 .9683 .0009771 2.3603 1-1.69951 2.4038 .4815 21,499 12 2.305 . 8052 1.6809 .9107 1.4448 .4243 .3003 .7259 1.2668 .002706 2.3274.- 1.6740 2.4007 .4827 31,566 3% 20 1.079 .3284 .7512 .3339 1.5124 .2953 • .1749 .9482 .9510 .000130 2.8733 , - 2.2515 2.8117 .3860 6,99C ( 18 i 1 .462 .4298 .9766 .4572 1.5075 .3822 .2261 .9431 1.2217 .000295 2.8602 : - 2.2403 2.8034 .3865 9,707 JWE 1'6 ! - 321 .5330 1.2012 .5266 1.5012 1.4880 .0005731 2.8492 . - 2.2333 2.9051 .3856 17,00:: .4674 .2757 .9364 f 4 12268 6614 1.4776 .6623 1,4947 1.8021 .001111:2.8321 - 2.2187 2.79453863 21,666 35.216 .5716 .3366 .9297 1 3.145 8182 2.0114 1.0444 1.4801 .7676 .4495 .9143 2.3813 .003085 ; 2.7995 - 2.1933 2.7838 .3862 1 I 20 .3 .2431 .5254 .2615 1.5518 .0563 .0527 .4812 •1799 .000096 ' 1.8809 -.9476 2.3045 .7462 5,712 ! 18 07 .3175 .7585 3596 1.5456 .0718 .0672 .4756 .2286 .0002181 1.8689 1 • 9367 2.3101 .7488 8,03E 16 ' .378 .3941 .9334 .4376 1.5391 .0870 .0813 .4698 .2755 .000424 1 1.8563 -.9254 2.3165 .7515 14,87C ' 14 '.716 .4858 1.1352 .5471 1.5287 .1032 .0961 .4609 .3276 .0008161 1.8398' - .9140 2,3531 .7532 19,092 4 : .938 .2680 .6722 .2989 1.5837 .0956 .0793 .5971 .3236 .0001061 2.1049'•1.2514 2.3304 .6465 6,4•+0 I '8 1.225 C FA - '6 1.526 ,'x ' 900 . 3503 __. .4351 a722 .4177 1.5779 .1227 .1018 .5917 .4130 .000241 i 2.0925 , - 1.2405'. 2.3293 .6486 9,20= - -- 16.81L• 1.0752 .5027 1.5719 .1495 .1240 .5861 .5003 .000468 : 2.0796 - 1.2290 2.3284 .6508 5390 1.3191 .6349 1.5644 .1808 .1497 .5791 .6006 .000906' 2.0635 - 1.2147' 2.3278 6535 21,670 4 i :.; - ;,:,4 r 18 - 264 11 3025 t 3957 .7934 3539 1.0194 .1731 .1214 .7565 .6279 .000120 , 2.4517 - 1.6782 2.5131 .5315 7.51: 10,10 1187= 24,542 36,12: 1.3309 .4680 1,0141 .2234 .1582 .7513 .8048 .000272 ' 2.4390 • - 1.6671 2.5076 .5328 .9772 .000527 2.4270 - 1.6594 2.5154 .5326 JW ' 16 • 598 4904 .6081 1.2665 5438 1.6070 .2719 .1921 .7446 ' 14 2.114 1.5568 .7339 1.6000 .3310 .2336 .7378 1.1797 .0010221 2.4104 - 1.6449' 2.5088 .5343 I 12 2.933 3429 2.1147 1.0422 1.5840 1.5473 .002832 , 2.3774 - 1.6191 2.5105 .5362 .4397 .3088 .7223 15ALE , Physical Properties ;ntacl CALE;' . 1COR for Tables and Availability. 4 .. -.,. f Size ' ,W) Section GA. Wt./Ft. About Major Axle About Minot Axis Cw I ) (In!) ' (in.') II 1 i Ro I (In.) 1 Xo (In.) J (In.) ( Bus I Mr (In. -lb.) Area (in. Ix Sx ; Rx (in') (In. `. (In.) h 1 (In.') ; Sy (ln.') , Ry • (in) 3 20 1.122 .3414 .9375! .3814: 1.6573 .3059 .1763 .9467 1.1476! .000135 2.9046 •2.1895' 2.8772 .4318 7,985 18 1.522 .4468 1.21961 .5208 ; 1.6522 .3961 .2319 .9415 1.47571 .000307 2.8915 - 2.1782 ' 2.8695 .4325 11,058 JWE 16 1.895 .5543 1.50131 .6014 . 1.6457 .4844 .2830 .9348 1.79901 .000596 2.8801 - 2.1709 2.8727. .4319 19,414 14 2.359 .6880 1.84841 .7563 1 1.6391 .5926 .3457 .9281 2.1812i .001156. 2.8631 •2.1562 2.86301 .4328 24.763 12 3.273 .9558 2.52121 1.1894 1.6241 .7961 .4623 .9126 2.8892; .003212 ' 2.8301 •2.1305 2.8552 1 .4333 40.106 512 20 1.120 .3198 1.41731 .4676 i 2.1052 .1054 .0799 .5740 .64641 .000127' 2.4434 •1.0994: 3.1416 L .7975 10.086 18 1.458 .4184 1.84301 .6485 • 2.0988 .1353 ' .1064 .5686 .82721 .000288 • 2.4318 - 1.0889' 3.1511 1 .7995 14,284 16 1.815 .5203 2.27721 .7840' 2.0920 .1648 .1300 .5629 1.0051 .000560 ! 2.4197 - 1.0779. 3.1616 1 .8016 26.229 14 2.260 .6455 2.80221 .9907 ` 2.0835 .1994 .1594 .5557 1.2109 .001085 2.4046 •1.0642 3.1756 1 .8042 33,818 6 20 1.089 .3121 1.53831 .4654 . 2.2201 .0628 .0536 .4487 .45031.000124 2.3982 -.7880 3.8119 1 .8920 10.166 18 1.423 .4083 1.9992! .6423 2.2128 .0802 .0708 .4431 .5740: .000281 2.3871 -.7780 3.8414 .8938 14.358 CN 16 1.772 .5077 2.4685i .7862 2.2051 .0971 .0860 .4373 .6945..000546 2.3755 -.7675 3.8738 .8956 26,702 14 2.206 .6278 3.01781 .9836 2.1925 .1152 ' .1034 .4283 .8301; .001055. 2.3585 -.7562 3.9705 . .8972 34.325 6 CEE 20 1.180 .3370 1.74271 .5234 2.2739 .1080 .0800 5660 .7844:.000134 2.5709 -1.0575! 3.4888 • .8308 11,290 18 1.541 .4411 2.26751 .7328 2.2672 .1386 .1067 .5605 1.0046; .000303 ' 2.5595 •1.0471 : 3.5027 1 .8325 16,142 16 14 1.919 .5487 2.80331 .8872 2.2602 .1689 .1303 .5548 1.2213 .000590 2.5476 •1.0363 3.51801 .8345 29.680 2.390 .6810 3.4521 1.1210 2.2514 .2043 .1616 .5477 1.4727 .001144 2.5328 - 1.0228 3.5381 .8369 38.264 1 ,n J W 20 1.286 .3715 2.0268. .6130 2.3357 .1977 .'224 .7294 1.4657 .000147 2.8411 •1.4439 3.3464 .7417 13.014 18 1.680 .4865 2.6403: .8130 2.3296 2551 • 644 .7240 1.8846 • .000334 2.8293 - 1.4331 3.3497 .7434 17.563 16 2.092 .6040 3.2543; .9556 2.3212 .3107 .2008 .7172 2.2967 .000650 2.8163 - 1.4246 3.3758 • .7441 31.411 14 2.605 .7501 4.0137! 1.2749 2.3132 .3783 .2516 .7102 2.78451 .001260 2.8009 - 1.4107 3.3815 ; .7463 42,638 12 3.649 1.0437 5.49411 1.8210 2.2944 .5030 .3364 .6942 3.68601 .003507 2.7682 - 1.3845 3.4196 ' .7498 63,121 g JIVE 18 1.838 .5376 3.07561 .8972 2.3919 .4551 .2398 .9201 3.3861 .000369 3.1932 - 1.9050 3.47041 .6441 19.051 16 2.288 .6679 3.79701 1.0474 2.3843 .5570 .2945 .9132 4.1413:.000718 ' 3.1805 - 1.8966 3.4851 ' .6444 33.814 14 12 2.850 .8300 4.6890; 1.3163 2.3769 .6816 .3716 .9062 5.0421' .001395 3.1644 - 1.8822 3.4829 .6462 43,098 3.992 1.1566 6.4404; 2.0423 2.3597 .9169 .5063 .8904 6.7364 .003886 3.1312 - 1.8556 3.4972' .6488 68.863 '10 4.941 1.4450 7.9105. 2.6237 2.3398 1.0996 6046 .8723 8.0960' .007867 3.1005 - 1.8378 3.5535 . .6487 91.295 ", • CEE 20 18 16 _ 14 1.331 .3802 .4979 .6197 2.7455 .6132 2.6874 .1134 .0803 .5462 1.2004 .000151 2.307 7 - 2666 4.5227 .8895 13.228 1.739 2.'.55 2.697 3.5762 .9601 2.6801 4.4265 1.1657 2.6726 .1456 '071 .5408 1.5391 .000342 1.3735 .::00667 2.9967 -.9566 4 .5496 .8909 21,149 .1774 .1309 .5351 2.8652 • -.3462 4.5789 .8924 38.997 .7698 5.4591 1.4723 2.6631 .2145 .1627 .5279 2.2626 .001294 2.8 708 -9333 4.6169 .8943 50.256 7', • JW 18_ 16 1.877 2.338 .5433 4.12901 1.0596 2.7569 .2695 .1651 .7043 2.8566..000373 3.1371 -1.3210 4.1283 .8227 22.889 .6750 5.0960:1.2521 2.7476 .3282 .2017 .5973 3.4860 .000726 3.1238 - 1.3123 4.1704 .8235 41.155 14 2.911 .8389 6.2933: 1.6611 2.7390 .3997 .2531 .6903 4.2331 : .001410 3.1090 •1.2988 4.1869 .8255 53.767 ' JWE 18 16 14 2.036 .5943 .7389 .9187 4.770_2 1.145_6 2.8330 5.8959' 1.3378 2.8248 .4828 .2408 .9013 5.1002 .000408 3.4603 -1.7707 4.0513 .7382 24.325 2.535 .5910 .2958 .8944 6.2458 .000795 3.4473 •1.7620 4.0762 .7387 43.188 3.156 7.2897 1.6850 2.8168 .7233 .3738 .8873 7.6158 .00'544 3.4318 -1. -479 4.0806 7406 55.172 12 4.421 1.2821 10.0395 2.6100 2.7983 .9732 .5100 .8712 10.2082 . .004308 3.3989 •' 7215 4 1145 .7435 88.005 3 1 CN 20 1.331 .3811 3.1156. .5862 2.8593 .0670 .0539 .4193 .8706 .000151 2.9682 5772 5 0522 .9480 12.804 18 1.739 .4991 4.0569' .9847 2.8511 .0855 .0713 .4139 1.1116 .000343 2.9574 - 5679 6.1166 .9490 22.012 _ 16 14 2.165 2.697 _6213 .7698 5.0194' 1.2094 2.8424 .1035 .0866 .4081 1.3472 .000668 2.9461 - 5583 6. .9501 41.076 6.1565. 1.5133 2.8261 .1227 .1052 .3993 1.6149 .001294 2.2296 . 6474 6..699 .9511 52.810 3 CEE 20 1.422 .4060 3.4876; .6684 2.9308 .1161 .0804 .5348 1.5003 .000161 3.1179 -.9197 5 .2560 .9130 14.419 18 1.858 .5319 4.5454 1.1078 2.9233 .1491 .1073 .5294 1.9246 .000366 3.1071 -.9100 5 2920 .9142 24.402 16 14 2.313 2.880 .6623 .8230 5.6294. 1,3470 2.9154 .1817 .1312 .5237 2.3441 .0007'2 3 0957 • 5999 5 3310 .9155 45.061 6.9477' 1.7007 2.9055 2196 .1631 .5166 2.8329 .001383 3 C815 • 3873 5.:816 9171 58.053 I 18 16 _ l4_ 12 1.996 .5773 7176 .8921 1.2445 5.2231 1.2004 3.0079 2768 .1654 .6924 3.5574 .000397 4.3442 000772 3.3348 •' 2626 - 5668 .8566 25.930 2.485 3.095 4.335 6.4507 1.4137 2.9982 .3371 .2021 .6854 3.3213 3.3063 •' 2539 •' 2 :.6 - 7402 .8575 48.459 7.971_4: 1.9105 2.9892 10.9617 2.7322 2.9679 .... .4105 2537 .6784_ 5.2789 .001499 4 ' 5 143 .8592 4 9565 3623 63.896 .5458 .3503 _ .6623 _ __ _ 7.0234 004182 3.2747 - 1.2152 94.707 'DALE Physical Properties ' Contact DALE 11 r'COR tor Tables and Avadaodrtv 5 INCW 05400 /DAL DALE // INCOR Size (W) Section GA. Wt. /Ft. About Major Axis About Minor Axis Cw 1 (in.S) (in.') Ro (In.) Xo I j (in.) 1 (in.) Beta Mr (in.-lb.) Area (In. Ix : Se , (ln. (in. Rx (In.) ly (in.') Sy Ry (in. (in) 8 18 2.154 .6284 6.00721 1.2876 3.0919 .4970 .2413 .8894 6.3359. .000132 3.6387 - 1.6999' 4.4739 .7818 27.341 16 2.682 .7815 7.429011.4993 : 3.0832 .6085 .2963 .8824 7.7638:.000840 3.6255 - 1.6911 : 4.5058 .7824 48.403 JWE 1 3.340 .9720 9.190311.9741 3.0749 .7447 .3747 ' .8753 9.4734..001533 3.6103 - 1.6773; 4.5149 .7842 64.638 12 4.679 1.3574 12.6737: 3.0296 3.0556 1.0020 .5264 1 .8592 12.7173:.004551 3.5778 - 1.6510' 4.5628' .7871 102.154 • 10 5.791 1.7006 15.639413.8994 3.0326 1.2023 .6342 ' 3408 15.35901 .009258 3.5448 -1.63161 4.6732 .7881 135.689 CEE 18 2.055 .5887 6.4981i 1.2227 ! 3.3225 .1540 .1078 i .5115 2.6791 .000404 3.4655 -.8423 , 6.7182 .9409 26.933 16 2.559 .7333 8.054311 A8781 3.3141 .1876 .1315 I .5058 3.26531 .000759 3.4543 -.8326; 6.7759 • .9419 49,771 14 3.187 .9118 9.950812.093613.3036 .2268 .1638 1 .4988 3.9496:.001532 3.4403 - .82051 6.8505 .9431 71.462 91/2 JW 18 2.194 .6341 7.4125i 1.32281 3.4191 .2872 .1658 .6730 4.9302 .000436 3.6781 - 1.17691 5.7686 .8976 28,576 16 2.731 .7886 9.16311 1.5504 • 3.4087 .3498 .2026 .6660 6.0260, .000548 3.6644 - 1.1682 5.8435 .8984 50.962 14 3.401 .9809 11.333412.3369 3.3992 .4259 .2545 .6590 7.3292:.001548 3.6502 - 1.1554 5.8821 .8998 78,154 12 4.765 1.3700 15.618013.3466 3.3764 .5662 .3518 1 .6429 9.7716 • .004603 3.6182 - 1.1305. 6.0172 .9024 116,002 JWE 16 2.928 .8525 10.47861 1.6545 3.5059 .6337 .2971 .8622 10.7403 .0009 3.9434 - 1.5861 5.3455 .8382 53,415 14 3.646 1.0607 12.973112.4073: 3.4972 .7755 .3760 .5550 13.1171 .001732 3.9287 - 1.5726 ' 5.3636 .8398 78.823 12 5.108 1.4829 17.9232! 3.6874 • 3.4765 1.0434 .5291 .8388 17.6443 .004983 3.8965 - 1.5467 5.4382 .8424 124,333 10 CEE 18 16 2.174 .6227 7.887811.2966 3.5590 .1565 .1077 '_5013 3.2007 .000428 3.6836 3.6724 3. -.8066 7.6870 .9521 28,561 2.707 .7759 9.7809; 1.5770 3.5504 .1907 .1317 , .4957 3.9022 .0006635 4.7219 .00'632 -.7971 7.7573 .9529 52.757 80.509 14 3.371 .9650 12.0903 2.3586 3.5396 .2305 .1639 .4887 - 7853 7.8480 .9539 10 JW 18 2.312 .6681 8.9612 1.4120 3.6623 .2926 .1660 • .6618 5.8802 .00i.459 7.1904 .000591 18898 3.8759 3.8618 3.8299 - 1.1312 6.5077 .9154 30.503 16 14 2.879 3.585 .8312 11.0829' 1.6561 3.6515 .3554 .2029 .6548 - 1.1226 6.5972 .9161 54.434 1.0341 13.7142:2.6231 3.6417 .4339 .2549 . .6477 8.7492 .001"38 - 1.1100 6.6456 .9174 84.096 12 5.022 1.4453 18.91951 3.7556:3.6181 .5767 .3528 i 5317 11.6765 .004656 - 1.0855 6.8097 .9197 130.182 10 JWE • 16 3.076 .8951 12.62471 1.7748 • 3.7555 .6469 .2974 • .6501 12.8030' .000963 4.1433 - 1.5298 ' 5.9228 .8637 57.297 14 3.830 1.1140 15.636412.5684 3.7465 .7916 .3766 • .8430 15.6431 .00 4.1288 - 1.5165 5.9471 .8651 84.096 12 5.366 1.5582 21.623014.1254 3.7251 1.0651 .5304. .8268 21.0627 .005236 4.0967 - 1.4908 6.0398 .8676 139,104 '10 6.641 1.9562 26.77091,5.3182 3.6994 1.2782 .5444 ' .9083 25.5220 .010650 4.0623 - 1.4709 6.2220 .8689 '85.059 111 JW 18 2.549 .7362 12.6321 1.5940 4.1422 .3019 .1663 .6403 8.0735 .00ce:c" 4.3211 - 1.0505 8.1873 .9409 34,433 16 14 3.174 3.953 .9164 15.63621 1.8694 4.1307 3677 .4.176 2033 .6334 3 .6264 9.8795 .000985 12.0292 .00 4._3069 4.2930 - 1.0420 - 1.0299 8.30_95 .9415 61,447 1.1406 19.3637 2.9382 4.1203 8.3802 .9424 98.257 . v2 JW m ��y I 2.625 3.273 .7589 14.0361 1.6554 17.3784 1.9420 4.3006 4.2888 2046 ~ 3710 - 664 5335 .2034 6266 9.3932 ^C:: =' _ ~ 10.8847 .CC' :' 5 4.4555 4.4522 - -:.3262 -1.0178 8.806_7 8.9409 3472 .9477 35.761 63.833 .9448 4.075 1,1761 21.5263 3.0369 4.2782 .4 515 2558 .5197 13.2555 .00'9 - 6 4,4383 4.4062 - 1.0059 9.0197 9486 97.899 5.709 1.6461 29.7694.4.9372 4.2527 .6001 3544 .5038 17.7254 .005531 -.9824 9.2732 .9503 171.141 12 JWE '5 14 ' 2 ' 1 3.470 1.0087 19.6114 2.0980 4.4093 .5766 .2981 .8190 19.3596 .CC• :35 23.6 .002' ' • 31.9412 .005 9' 0 38.7941 .0' 2 -4' 4.6978 4.6837 _ 4.651 8 4.6162 - 1.3_987 1.3860 - 1.3612 � - 1.3412 7.7300 7.7734 7.9220 8.1936 .9114 .9124 _.9144 .9156 67.732 97.899 181.577 241 442 4.321 1.2560 24.3115 2.9899 4.3996 .3280 .3778 .9119 6.052 7 4 91 1.7590 2.2 33.6904 5.3851 4.3764 1.1 138 1 3366 5330 .7957 5560 .T774 41.8166 6.9386 4.3482 14 JW 3.667 1.0584 25.5647 2.2355 4.9147 . 3825 .2037 .6011 15.4624 .00• •38 5.0382 -.3318 11.7681 .9658 73.479 y i N 4 .566 1.3181 31.6919 3.4420 4.9034 4655 2563 .5943 18.8410 .0022'5 5.0243 4.9918 -.9205 11.8833 .9664 112.147 6.396 1.8469 43.9133 6.2516 4.8762 .5164 .3556 .5787 25.2309 .006236 -.8980 12.2438 .9676 216.700 14 JWE 1 5 '4 3.863 1.1223 28.6167 2.4239 5.0496 .7004 2986 .7900 27.5089 .00'207 5.2712 5.2573 - 1.2897 9.9238 .9401 78.253 112.147 228,54 4.811 1.3980 35.5000 3.4250 5.0392 .8569 3786 .7829 33.6607 .002349 -1 2776 9.9901 10.2058 .9409 .9424 12 6.739 1.9598 49.2776; 6.7780 5.0144 1.1526 .5348 .7669 45.4783 .006585 5.2253 - 1.2536 212 TD 20 .590 .1733 .1713. .1054 1.0674 .0268 0290 .3961 .0340 .000'00 1.3745 0000 1.5218 .6861 2,082, 18 •6 771 .960 1. .2268 .2822 .2378. .1513 1 .0626 .0353 .0381 .3944 .0437 .000200 .0535 .000300 1.3690 1.3632 1.3560 :0000 1.5153 .6655 2,959 .3081 .2032 1.0576 .0435 :472 .3926 _ .0000 1.5085 .6848 4.015 • 1 .3503 3872 2709 10514 0533 0583 .3904 .0650 C00500 .0000 1.4999 6840 5.352 DALE' ) Physical Properties 6 Contact DALE. 1'NCCq 'or Tables and AvaiIaoi:ity. DALE / /INCOR assumes no liability !or failure of our products resulting from the misapplication of information shown in this publication or for `allure resulting from improper installation. These products sr.ould riot be used in any application without a thorough evaluation oy a qualified structural engineer. Size (W) Section GA. WL /Ft. Area (In. About Major Axis About Minor Axis I C • 1 Ro Xo 1 I Beta (in.') ; (In') ! (In.) (in,) (In.) • ' Mr ', (in.•ib.) Ix SA Rs (In.') (In. (in.) ly : Sy Ry (In.') (In. (In) 3 TD 20 .711 .2078 .3632 .1682 1.4095 .0279 .0296 .3789 .0716 .000100 1.6086 .0000 2.04521 .8232 3,324 18 .929 .2722 .5015 .2385 1.4045 .0385 .0396 .3772 .0924 .000200 1.6028 .0000 2,03881 .8233 4,712 . 16 1.157 .3390 .6488 3173 1.3994 .0478 .0492 .3754 .1134 .000400 1.5967 .0000 2.0322; .8234 6.270 .8173 4200 1.3930 .0586 .0607 .3732 .1383 .000700 1.5892 .0000 2.02391 .8234 8,299 14 1.440 .4213 3% TD 20 .726 .2121 .3933 .1769 1.4512 .0280 .0296 .3767 .0774 .000100 1.6407 .0000 2.12561 .8351 3,496 18 .949 .2779 .5432 .2505 1.4462 .0387 .0396 .3750 .1000 .000200 • 1.6349 .0000 2.11931 .8352 4.949 16 1.181 .3461 .7026 .3329 1.4411 .0482 • .0494 .3732 .1227 .000400 1.6288 .0000 2.11281 .8353 6,578 14 1.471 .4302 .8852 .4403 1.4346 .0592 .0610 .3710 .1497 ! .000700: 1.6212 .0000 2.10461 .8354 8,700 3 TD 20 .772 .2250 .4942 .2041 1.5752 .0283 .0298 .3702 .0966 .000100 1.7394 .0000 2.3865i .8654 4.033 18 1.008 .2949 .6806 .2879 1.5702 .0392 .0399 .3685 .1248 ; .000200 1.7335 .0000 2.3806, .8656 5,688 16 1.255 .3674 .8795 3816 1.5649 .0494 .0499 .3668 .1532 .000400' 1.7274 .0000 2.3745; .8658 7.540 14 1.563 .4568 1.1092 .5035 1.5584 .0607 .0616 .3645 .1871 .000800 1.7198 .0000 2.36681 .8660 9,948 Sr /2 TD 20 .953 .2768 1.0576 3158 2.0583 .0290 .0301 .3460 .1979 .000100 2.1576 .0000 3.7252' .9358 6,241 18 1.245 .3630 1 .4430 .4591 2.0530 .0405 .0404 .3443 .2562 .000200 2.1517 .0000 3.7221' .9360 9.072 11,917 15.603 1.8583 .6031 2.04751 .0521 .0510 .3426 2.3451 .7896 2.0407 .3652 .0634 .3404 _ .3151 .000500 2.1455 .0000 3.71881 .9363 .3855 .000900 2.1377 .0000 3.7148, .9366 16 1.550 .4526 .5633 14 1.930 TD 20 1.014 .2940 1.3150 3397 2.2158 1.7803 5238 2.2105 2.2904 5865 2.2049 .0291 .0301 .3386 .2409 .000100 2.3010" 0000 4.2755. .9485 6.712 10.351 :408.0405 .3370 .0526 .0511 .3352 .3119 .000300 2.2955 0000 4.2738 .9488 18 1.324 .3857 .4810 3837 .000500 2.2894 CCCO 1.2720 .9490 13,565 16 1.649 2.8920 3969 2.1980 :e64 .0639 3330 4697 .001000 2.2316 .0000 4.2698 .9493 17,722 14 2.053 .5988 3.9759 1.2851 2.1799 .3904 .0880 .3289 .6357 .002800 2.2628 .0000 4.25561 .9492 25,394 12 2.876 .8369 4.8918 1.5812 2.1589 .1'05 1090 .3253 .7764 .005718 2.2420 .0000 4.22881 .9483 31,245 _ 10 3.559 1.0500 71/2 :TO 20 1.165 .3372 2.1225 .4009 2.6045 0294 .0303 .3218 .3691 .000100 2.6660 .0000 5.8777 .9690 7,922 2.8377 .7323 2.5990 :413 .0407 .3202 .4783 .000300 2.5600 .0000 5.8803. .9691 13,877 18 1.522 .4425 3.6398 9157 2.5932 .3535 .0515 .3184 .5888 .000600 2.6537 .0000 5.8832 .9693 18,094 16 1.895 .5520 4.5965 ' .' 909 2.5850 .0630 .0645 3163 7213 .001200 2.5458 .0000 5.8869• .9696 23,533 14 2.359 .6876 6.3401 1 .7049 2.567' .0936 .0892 3122 .3779 .003200 2.6262 .0000 5.8818 .9697 33,689 12 3.305 .9624 I. m 20 18 16 TD ' 1__14 12 _ 10 1.256 1.640 2.042 2.543 .3630 .4765 .5946 .7408 1.0377 1.3056 ~ 2.7315 1387_ 2.83 3.6484 7621 2.8292 4.6520 • 2675 2.323 5.87252.3852 2.8.50 0296 .0303 3127 415 2408 .3111 • 3 0516 3094 1606 .000100 2.8863 0000 6.9935 .9764 3 15._059 21 094 27.371 5970 .000300 2.8802 CCCO 5.9995 .3766 1 7352 000600 2.3739 .0000 7.0059 .9767 3686 .0647 .3073 3010 .001200 2.8660 0000 7.0110 .9769 8.1133 ' 9819 2.7967 :952 .C898 .3032 1 .2225 .003500 2.8459 0000 7.0162 .9771 39,162 , _3.563 4.408 10.0408 2 4527 2. . 1113 .2996 - .4968 .007108 2.3225 .0000 6.9974 .9769 48.4666 18 16 14 12 1.838 .5333 .5656 .8296 1.1632 5.3146 3578 3.209= .3418 .0410 2974 .3272 .000400 3.2483 .0000 3.1228• .9846 �-- 16,951 26.562 34 353 ' 49.111 -- 6.7132 '.3442 3.203 35-- -3 .0518 2957 ' 3191 .000700 3.2419 .00OO 9.1362 .9847 2.298 2.850 3.992 8.4698 • 7365 3.1959 3593 .0649 2936 [• 2494 . .001400 3.2339 3000 _ 9.1530 3849 1'.7277 2.4 653 3.* 759 3974 .2906 2996 • 6969 003900 3.2132 2000 9.1704 2850 '0 i 18 1.956 .5673 .7082 .8828 6.5120 3176 3.359 2420 .0410 3899 • 3849 .000100 3.1591 .0000 '0.5512. .9878 18 8.2122 • .1589 3.4298 3546 .0519 2883 2135 000800 3.4629 .0000 10.5694 .9879 29.328 16 2.136 10.3347 '.3682 3.4222 3697 .0651 2862 • 4982 .001500 3.4549 0000 10.5925 .9880 38.893_ 55.576 69.056 TD 1 3.034 14.3263 2.3125 3.4015 3985 .0910 2822 .1207 .1129 .2787 2.0222 .004200 3.4339 .0000 10.6208 .9882 12 10 4.250 1.2385 1.5612 17.3009 3.4947 3.3775 2.4791 .008499 3.4093 .0000 10.0183' .9881 5.250 • ?',� 18 TO 1 16_ r 14 2.194 _2.731 3.401 .6354 _.7934 .9893 3.4044 • 2411 3.8859 11.8604 ' 5225 3.8797 14.8246 24677 3.8719 .0422 .0411 .2755 1 3450 .000400 3.9114 0000 13.7545 .9920 20.573 32,062 48.753 2649 .0520 - .2749 :702 .0653 2729 • .5577 .000900 3.9048__.0000_ 13.7842_9921_ 2.0335 00 3.8967 0000 13.8216 .9922 . i '6 14 1 12 i 10 2.830 3,524 4.936 6.109 8218 1.0248 1.4393 1.8168 13.2751 • 6800 4 . 0289 16,5627 2 :460 4.:211 23.0163 2.7770 3,9998 28.6834 4 7070 3.9744 2550 0521 2708 0704 :653 2688 .'3998 3914 2649 .1236 .1138 2615 • 3222 .000900 4.0520 0000 14.9589 .9931 33.197 . 52.287 74.636 93.012 2 2355 .001700 4.0439 .0000 15.0016 .9932 3.0403 .004800 4.0221 CCCO 15.0655 .9933 3.7304 .009391 3.9964 0000 15.0876 .9933 • 4 I 1 16 TO , 14 , 12 3.224 4.014 5.623 9354 1.1668 1,6401 19.9834 • 3201 4.6232 24.8402 3 0057 4.6151 34.5850 4 8754 4.5932 .0554 .0522 2561 .0709 .0655 2541 .1007 .0917 2504 2.5633 .001000 4.3401_ CCCO 20.1720 9958 3.1456 .002000 4.6318 .0000 20.2391 .9958 37.942 , 59,394 96.340 I 4. 2805 .005500 4.6095 0000 20.3481 .9959 • DALE Physical Properties INCUR 05400 /DAL DALE // INCOR Size (W) Section 5 SCJ Wt. /Ft. Area (In.)) 9 SCJ About Minor Axis 10 SCJ 1 I On.') 12 SCJ . -• J (In.) S ? .-1, \' 14 12 10 14 12 10 14 12 10 14 12 10 10' 267.0 441.6 • 430.8 44,793 12 4.679 13574 8.187612.0724 2.4560 2.11941 .8650 • 152629 254.1 359.3 • 4x376 430.3 67,642 10 5.791 1.7006 • • 1.2310 12' 185.4 306.6 406.5 299.2 428.5 , 365.6 14 429.1 1.1140 11.4221 2.158313.2021 1.71251 .6275 147.0 207.9 • 251.9 265.4 390.8 ; ' 365.6 ' ' 12 429.1 • 15582 • 14' 136.2 225.3 298.6 219.8 31.4.8 . 440.1 268.6 428.0 10 318.1 , 1.9562 195994 4.321913.1653 92.6 ' 30.9 158.6 167 1 246.1 307 1 258.E 413.4 144293 318.1 '• SCJ 14 16' 104.3 172.5 228.6 168 3 241.0 • 337.0 205.7 327.7 455.4 243.5 429.1 .7579 84,257 62.0 37 7 106.3 '111 9 16 ° 205.7 136 7 276 9 346.4 243.5 425 7 • 18' 82.4 136.3 180.7 133.0 190.4 266.3 162.5 258.9 359.8 192.4 339.1 467.1 -226M 1 58303 •13 6 i1 6 746 73 5 !158 1445 + 3 + 194.5 243.3 192 4 299 0 374 1 20' 66.8 '10.4 146.3 107 7 154.3 215 7 131 5 209.7 291.5 155.9 274.6 378.4 2.6267' .9099 313 44 3 544 57: 54.4 ?053 _55 1413 1774 1508 218. 2732 2. 55.2 31.2 120.9 89.0 127.5 178.2 1C8 5 173 3 240.9 128.8 227.0 312.7 • 23.9 33 7 40.9 43.1 53.4 79.1 7 ' 3 106.5 133.3 113.3 163.3 205.3 24' - 76.7 101.6 74.8 107.1 149.8 914 145.6 202.4 108.2 190.7 262.8 • :6.0 31.5 33 2 48 9 60 9 35 3 32.1 102.6 37.3 126 ' 158.1 25' - 65.3 86.6 63.7 91.3 127 5 77.9 124.1 172.5 92.2 162.5 223.9 • :34 243 26 1 38.4 475 435 545 307 :86 992 1244 23' - 55.0 78.7 110 J 57 2 107.0 148.7 79.5 140.1 193.1 20 9 30 3 38.4 34 3 51 7 64 6 54.9 79 4 99.6 30' - - i 68.5 95.9 58.5 93.2 129.5 69.3 122.1 168.3 • - 25 0 31t. 28 3 42.0 52.5 447 64 5 30 9 32' - 60.3 84.2 51 4 81.9 113.9 60.9 107.3 147 3 - 20 5 25.7 23 3 34.6 43.3 36.8 53.2 56 7 34' • 74.6 - 72.6 100.9 53.9 95.0 130.9 • - 21 4 28 9 36 1 30.7 44.4 55 6 36' • - - 64.7 90.0 48.1 84.8 116 8 • 243 30.4 259 37- 46 e. ' 3 58.1 80.7 43.2 76.1 104 8 207 259 22.0 31 3 392 40' - 72.9 - 68.7 94.6 22 2 • 272 342 47 - • 62.3 85.3 • 33: 29: Size (W) Section GA. Wt. /Ft. Area (In.)) About Major Axis About Minor Axis Cw (In') 1 I On.') Ro i (in.) Zo (s.) . -• J (In.) Bets Mr (in. -1b.) Ix • Sx • Rx (In.') (In.') ' (in.) ly . Sy Ry (In. (in.') (In) 6 14 3.346 .9720 5.937011.40231 1.55721 .6125 1.2657 113079 1301633 3.9254 -27747 40408 5004 44,793 12 4.679 13574 8.187612.0724 2.4560 2.11941 .8650 1.2495 152629 .004561 38912 •27475 4x376 .5015 67,642 10 5.791 1.7006 10.114012.93241 2.576811.0477 1.2310 185418 .00925 313622 27312 40655 .5603 97,969 8 SCJ 14 3.830 1.1140 11.4221 2.158313.2021 1.71251 .6275 1.2399 212047 .0018721 42579 .25177 41.7052 .6504 68,943 12 5.366 15582 15.806313.09141 2.3321 .8979 1.2234 28.7478 .0052361 42240 24903 472077 .6524 100,901 10 6.641 1.9562 195994 4.321913.1653 2.83801 1.1070 1.2045 35.0704 .0106501 4 .1924 24711 4.7774 .6526 144293 10 SCJ 14 4.321 12560 19.1361 2.637813.9033 1.83271 .6307 1.2080 34.9969 .002111 45;35 23096 56669 .7579 84,257 12 6.052 1.7590 26.5427 4.20301 3.8845 2.49621 .9052 1.1912 475787 .005910 46.O3 22825 5.7053 .7601 137,183 10 7.491 22118 32.9986 5.841 1 13.8626 3.03891 1.1282 1.1722 582069 .012041 4.6272 -226M 1 58303 .7610 195,14E 12 SCJ 14 4.811 1.3983 293632 3.12321 4.5830 1.92841 .6327 1.1745 53.0032 .002349 5.1912 21366 6.9167 .8306 99.764 12 6.739 1.9598 40.7987 5.50371 4.5626 2.6267' .9099 1.1577 72.1963 .006585 5.1584 •21099 69850 .8327 179,637 10 8.674 2,4674 50.823317.582814.5385 3.198111.1436 1.1385 885043 .0134331 5.1244 •2D872 7.1279 .8338 253,336 . :4pALE , Super "C" Joist Properties & Tables Pounds Per Lineal Foot NOTE: See foot notes on page 3 for physical property table. 2 . See foot notes on page 23 for joist span tables. ..._..�_ ... _. ., _. ..........., 8 IN Cna 12 GA. Slide Clip: VSC -I Lateral Capacity s 400 pounds (increased 1 for wind forces. 18 gage minimum stud thickness.) Slip Track: VSC-II Deflection Systems Lateral Capacity - 700 pounds (increased 11/2 for wind forces. 18 gage minimum stud thickness.) VST -I • VST•I Used for standard stick owls construction with channel or bracing attached within 2' of track member to each stud. tot Notes: 'Hind Load Tables (Pages 10 -15) =ACED C• L'DS SUBJECT TO LATERAL (:NING1 LOADS • -muting - e gnt m - eel Ott • =or use - setecttcn of single span non -axial ioao •.vast studs suolect- a to ur • aterat mono) forces. • Select a : _c .vnrch provices an allowable: eight ecual to or greater ••an the - •_a: project - eculrements oased on the required spacing, ateral s :s_r? and oeTtection criteria. 'totes: = oplicat : ^s ^ :orvr'o Tnuniole spans. cantilevers.:cncentrated loads. :tc.. are :s ce ''e •rtent of these tables. These resign conditions 1nouta :e -.?strcatec separately in accordance .vith Section C3.4 :1 the A.S.! Soett tit :tin. 2 and trar•es :rail:.: raced against minor axis rotat:cn. Bridging shall :e spaces intervals ^01 exceeding 5' -0" on :enter maximum. Reference :ages 17 and 27 'cc bridging types and installation methods. Bracing :en oe provided by the attachment of oiaohragm rated theathir; :raaucts to octh flanges. When attacnment of sheatning 9 Uses • For attachment at ':c :1 •nliil curta.r.wail systems to the ortmary 'rar -e• vows for one .,all inch of live toad deflection or settlement of he primary frame •without trarsterr.r.gg the load •o the exterior wall while bracing ::'e all against 'ateral forces. Typical VSC connection (stud reversed) Standard Track.— 1 y." Leg !� M,OTM.•. —1 05400 /DAL DALE // INCOR VERTICAL SLIDE CLIP (VSC 1 and VSC II) US Patent No. 4,121.391 Uses • For attachment of floor to floor curtainwall systems to the primary structural frame. Allows for live load deflection and settlement of the primary frame without transferring the load to the exterior wall while bracing the wall against lateral forces. Product Data • Designations: VSC I & VSC H. • Galvanized and painted finish. VST -ii • t /ST -11 Used .n typical cane' construction wnere panel :rac.. s attached to studs. Panel :nen slides inside of VST -11 Dellecticr Track. VST •II Track T Leg Product Data • .Iles;gratic-: '!S'•. /ST••; 'Nictn K Gage • '.' /;cths: 3 • 3" ano ? • Cotner wtc : -s avaliaolel • Gage: 18. '6. 1 4 and 1 2 GA. • Lengths: Stanoaro 10' to both flanges is not performed concurrently :nth :he instaltat:cr the stuc frames, mechanical type brcging metnocs shall be use: 3. Stud ends shall be attached to track comoonents at the top anc cot :ern of the wall assembly. Contact DALE INDUSTRIES for tecnnicat information. 4. For comoonents subjected to 20 PSF and greater :aterat wino loacs. the actual bending and axial stresses were multiolied by 0.75 n accordance •.vith AISI Section A4.4. The 0.75 adjustment was not incorporated in the review of comoonerts sublecteo to a 5 or 10 PSF interior lateral loac since national cocas do not classify them as wind loads. Deflections were calculated on the basis of actual iunreduced) :a:erai Ions shown. 5. Deflections and stresses were calcuiated without regarc :o :ne composite contribution of facing materials. 6. All numoers in red denote L1360 Deflection. 7. Contact DALE INDUSTRIES for limiting heights cf framing comoonents not shown in these tables. Wind Load Stud Size CN (1% Flange) CEE (1W Flange) JW (2' Flange) JWE (2 Flange) Deflec- Ilon 20 GA. 18 GA.. 16 GA. 114 GA. 20 GA. 118 ;18 GA. ;16 GA. 114 GA. 20 GA. .18 GA. 16 GA., 14 GA. 1 f 20 GA. 118 GA. ,15 GA.114 GA. , Via L /240 13.7 14.9 16.0 17.0 14.4 15.7 16.8 18.0 15.3 '6.7 17.8 19.1 16.1 17.7 18.9 20.3 5PSF L /360 12.0 ' 13.1 14.0 14.9 12.6 13.7 14.7 15.7 13.4 '4.6 15.6 16.7 14.0 15.5 16.5 17.7 L /600 10.1 11.0 11.8 1 12.5 10.6 11.6 12.4 13.2 11.3 12.3 13.1 14.0 11.8 13.1 13.9 14.9 2 L/240 10.9 11.9 12.7: 13.5 11.4 12.5 13.3 14.3 12.1 13.2 14.1 15.1 12.7 14.1 15.0 16.1 10PSF U360 9.5 10.4 11.1 1 11.8 10.0 10.9 11.7 12.5 10.6 11.6 12.4 13.2 11.1 12.3 13.1 14.1 L /600 8.0• 8.7 9.4' 10.0 8.4 9.2 9.8 10.5 8.9 9.7 10.4 11.1 9.4 10.4 11.1 11.9 25!2 L/240 8.7 9.4 10.1 10.7 9.1 9.9 10.6 11.3 9.6 10.5 11.2 12.0 10.1 11.2 11.9 12.8 20PSF L/360 7.6 ' 8.2 8.8 i 9.4 7.9 3.6 9.3 9.9 8.4 9.2 9.8 10.5 8.8 9.8 10.4 11.2 L /600 6.4 6.9 7.4 ' 7.9 6.7 7.3 7.8 8.3 7.1 7.7 8.3 8.8 7.5 8.2 8.8 9.4 2'.' L/240 8.0 ' 8.7 9.4 10.0 8.4 9.2 9.8 10.5 8.9 9.7 10.4 11.1 9.4 10.4 11.1 11.9 25PSF L1360 7.0 • 7.6 8.2 . 8.7 7.4 3.0 8.6 9.2 7.8 3.5 9.1 9.7 8.2 9.1 9.7 10.4 L /600 5.9 : 6.4 6.9 ' 7.3 6.2 6.8 7.2 7.7 6.6 7.2 7.7 8.2 6.9 7.6 8.2 8.7 2'/2 L/240 7.6 8.2 8.8 9.4 7.9 8.6 9.3 9.9 8.4 9.2 9.8 10.5 8.8 9.8 10.4 11.2 30PSF L /360 6.6 7.2 7.7 8.2 6.9 7.6 8.1 8.6 7.4 3.0 8.6 9.2 7.7 8.5 9.1 9.8 L /600 5.6 6.1 6.5 ' 6.9 5.8 5.4 5.8 7.3 6.2 5.8 7.2 7.7 6.5 7.2 7.7 8.2 2 L /240 6.9 7.5 8.0 9.5 7.2 7.9 8.4 9.0 7.6 3.3 8.9 9.5 8.0 8.9 9.5 10.1 , 40PSF L /350 6.0 5.5 7 .0 7.4 5.3 5.9 7.3 7.8 6.7 7.3 7.8 8.3 7.0 7 7 3.3 8.9 L /600 5.1 5.5 5.9 5.3 5.3 5.8 6.2 6.6 5.6 5.1 6.6 7.0 5.9 6.5 7.0 7 5 2'2 L /240 6.4 6.9 7.4 • 7.9 6.7 7.3 7.8 8.3 7.1 7.7 3.3 8.8 7.5 8.2 9.8 9.4 50PSF L/360 5.6 6.1 6.5 6.9 5.8 5.4 6.8 7.3 6.2 5.8 7.2 7.7 6.5 7.2 7.7 8.2 L /600 4.7 5.1 5.5 5.8 4.9 5.4 5.8 6.1 5.2 5.7 6.1 6.5 5.5 6.1 6.5 6.9 3% L /240 18.3 19.9 21.3 1 22.8 19.1 20.9 22.4 23.9 20.3 22.1 23.7 25.3 21.2 23.4 25.0 26.9 5PSF L/360 16.0 17.4 18.6 19.9 16.7 '8.2 19,5 20.9 17.7 - 9.3 20.7 22.1 18.5 20.4 21.8 23.5 L /600 13.5 14.7 15.7 • 16.8 14.1 15.4 16.5 17.6 14.9 '6.3 17.4 18.7 15.6 17.2 18.4 19.8 3 L/240 14.5 15.8 16.9 .18.1 15.2 '6.6 17.8 19.0 16.1 '7.5 18.8 20.1 16.8 18.6 19.8 21.3 13PSF L /360 12.7 13.8 14.8 15.8 13.3 '4.5 15.5 16.6 14.0 '5.3 16.4 17.6 14.7 16.2 17.3 18.6 L /600 10.7 11.6 12.5 13.3 11.2 '2.2 13.1 14.0 11.8 '2.9 13.8 14.8 12.4 13.7 14.6 15.7 3 L/240 11.5 12.5 13.4 14.3 12.1 '3.2 14.1 15.1 12.8 ' 3.9 14.9 16.0 13.3 14.7 15.7 16.9 20PSF L/360 '0.1 1 1.0 11.7 '2.5 10.5 " 5 12.3 13.2 11.1 '2.e 133 '3.9 11.6 '2.9 133 14.8 L /600 8.5 9.2 9.9 10 6 8.9 9.7 10.4 11.1 9.4 ' 2.3 11.8 9.8 10.9 11.6 12.5 _ . 3 L /240 10.7 11.5 12.5 13.3 11.2 '2.2 13.1 14.0 11.8 '2.9 13.3 14.8 '2.4 13.7 14.6 15.7 25PSF L /360 9.3 10.2 10.9 11.6 9.8 '0.7 11.4 12.2 10.3 1 .3 12.• 12.9 10 8 12.0 12.3 13.7 1.1600 7.9 9.6 9.2 9.8 8.2 3.0 9.6 10.3 8.7 3.5 10.2 10.9 9.' 10.1 10.8 11.6 3 L/240 10.1 11.0 11.7 12.5 10.5 '1.5 12.3 13.2 11.1 '2.2 13.3 13.9 11.6 12.9 13.8 14.8 30PSF L /360 9.8 9.6 10.3 10.9 9.2 '0.0 10.8 11.5 9.7 '0 5 11 4 '.2.2 10.2 11 2 '2 2 12.9 1./600 7.4 8.1 8.6 9.2 7.8 3.5 9.1 9.7 8.2 3.0 9 5 10.3 3.6 9.5 10 1 10.9 3 1./240 9.1 10.0 10.7 11.4 9.6 '0.4 11.2 12.0 10.1 . 1.0 11 3 12.7 10.6 11.7 '2.5 13.4 4OPSF L /360 9.0 3.7 9.3 :.9 3.4 3.1 9.8 10.5 8.8 9.7 1 0.3 9.2 13.2 '0.3 11: 1./600 6.7 7.3 7.9 8.4 7.1 7.7 8.2 8.8 7.5 3.1 8.7 9.3 7 8 8.6 9.2 9.9 3 L/240 3.5 9.2 9.9 10.6 8.9 3.7 10.4 11.1 9.4 •0.3 11.0 11.3 9.8 10.9 11.5 12.5 50PSF L /360 7.4 8.1 8.6 4.2 7.8 3.5 9.1 9.7 8.2 9.0 9 55 10.3 3.6 3.5 1 0.1 10.9 1./600 6.2 6.8 7.3 7.8 6.5 7.1 7.7 8.2 6.9 7 .6 8.1 8.7 7.2 8.0 3.5 9.2 4 1./240 19.7 21.5 23.0 24.6 20.7 22.5 24.2 25.9 21.8 23.3 25.5 27.3 22.8 25.2 26.9 28.9 5PSF 1./360 17.2 18.6 20.1 215 18.0 '9.7 21.1 22.6 19.1 20.3 22.3 23.9 19.9 22.0 23.5 25.3 1./600 14.5 15.8 17.0 18.1 15.2 16.6 17.8 19.1 16.1 '7 6 18.8 20.1 16.8 18.6 19.8 21.3 . 4 1./240 15.7 17.1 18.3 '9.5 16.4 ' 7.9 19.2 20.5 17.3 ' 3.9 20.2 21.7 18.1 20.0 21.4 23.0 1GPSF 1./360 13.7 14.9 16,0 17.1 14.3 15.5 16.7 17.9 15.1 '5.5 17.7 13.9 15.8 175 '3.7 20,1 L /600 11.5 12.6 13.5 14.4 12.1 '3.2 14.1 15.1 12.8 '3.9 1 1 9 16.0 13.3 1 4.7 15.7 '6.9 4 1./240 12.4 13.5 14.5 15.5 13.0 '4 15.2 16.3 13.7 '5.0 '6. 172 '4.4 '5,9 17.3 '3.2 2CPSF L /360 10.9 11.8 12.7 '3.5 11.4 '2.4 13.3 14.2 12.0 ' 3.1 14 : 15.0 12.5 13.9 '4.3 '5.9 .. 1./600 9.2 10.0 10.7 11.4 9.6 10.5 11.2 12.0 10.1 '1.1 118 12.7 10.6 11.7 12.5 13.4 4 1./240 11.5 12.6 13.5 14.4 12.1 13.2 14.1 15.1 12.8 '3.9 14.9 16.0 13.3 14.7 15.7 1 6.9 25PSF L /360 '0.1 11.0 11.8 12.6 10.6 11.5 12.3 13.2 11.2 '2.2 130 14.0 11.6 12.9 1 3.7 '4 1./600 8.5 9.3 9.9 10.6 8.9 9 7 10.4 11.1 9.4 '0.3 11.3 11.8 9.8 10.9 1 1.8 12.5 Wind Load Tables 12" on Center Height Limitations II I Wind Load Stud Size CN (1 Flange) CEE (1 %' flange) JW (2" Flange) JWE (2t/ Flange) Denec- don 20 GA. 18 GA. 116 GA. 14 GA. 20 GA. 118 GA. J 16 GA.114 GA. 16 GA. 16 GA. 14 GA. ;12 GA. 18 GA. 16 GA. [14 GA. 112 GA. 4 U240 10.9 11.8 I 12.7 13.5 11.4 12.4 13.3 14.2 13.1 14.0 15.0 - 13.9 14.8 15.9 I - 0PSF U360 9.5 : 10.3 11.1 . 11.8 9.9 10.8 1 11.6 12.4 11.5 '2.3 • 13.1 - 12.1 12.9 13.9 1 - U600 8.0 ' 8.7 ! 9.3 10.0 8.4 9.1 9.8 10.5 9.7 10.3 • 11.1 - 10.2 10.9 11.7 • - 4 U240 9.9 10.8 11.5 12.3 10.3 11.3 12.1 12.9 11.9 12.8 13.7 - 12.6 13.5 14.5 : - : 40PSF U360 8.6 1 9.4 10.1 • 10.7 9.0 9.8 ( 10.6 • 11.3 10.4 11.1 ! 11.9 • - 11.0. 11.8 12.6 . - U600 7.3 • 7.9 I 8.5 ; 9.1 7.6 8.3 1 8.9 9.5 8.8 9.4 : 10.1 - 9.3 9.9 10.7 . - 4 L1240 9.2 • 10.0 l 10.7 1 11.4 9.6 10.5 1 11.2 ; 12.0 11.1 11.8 ; 12.7 • - 11.7 12.5 13.4 ; - 50PSF U360 8.0 • 8.7 1 9.3 ' 10.0 8.4 9.1 9.8 • 10.5 9.7 ' 0.3 ; 11.1 - 10.2 10.9 • 11.7 ' - 0600 6.7 • 7.4 ; 7.9 ' 8.4 7.1 7.7 i 8.3 ' 8.8 8.1 8.7 9.3 - 8.6 9.2 9.9 : - 1 6 L/240 27.2 29.7 1 31.9 : 34.1 28.4 31.0 33.2 35.6 32.6 34.9 I 37.5 41.6 34.3 36.6 39.5 43.9 1 SPSF L/360 23.8 25.9 27.8 29.8 24.8 27.1 I 29.0 31.1 28.5 3:.5 32.7 36.3 30.0 32.0 34.5 ' 38.3 ' U600 20.1 . 21.9 i 23.5 ; 25.1 20.9 22.8 ! 24.5 26.3 24.0 25.7: 27.6 30.7 25.3 27.0 29.1 32.3 6 L/240 21.6 • 23.6 , 25.3 1 27.0 22.5 24.6: 26.4 28.3 25.9 27.7 • 29.7 33.0 27.2 29.1 31.3 • 34.8 10PSF U360 18.9 20.6 ; 22.1 j 23.6 19.7 21.5 . 23.1 24.7 22.6 24.2 • 26.0 28.3 23.8 25.4 27.4 30.4 L/600 15.9 17.4 1 18.6 1 19.9 16.6 18.1 • 19.4 20.8 19.1 20.4 21.9 24.3 20.1 21.4 23.1 25.7 6 1./240 17.1 18.7 I 20.1 . 21.5 17.9 19.5 • 20.9 22.4 20.5 22.0 23.6 26.2 21.6 23.1 24.9 ! 27.6 20PSF 0360 15.0 16.3. 17.5 18.8 15.6 17.0 18.3 19.6 ' 7 9 - 7 2 20.6 22.9 18.9 20.1 21.7 24.1 U600 12.6 13.8 14.8 15.8 13.2 14.4 15.4 '6.5 15.' ' 6..2 17.4 19.3 15.9 17.0 18.3 20.4 6 L /240 15.9 17.4 18.6 19.9 16.6 18.1 19 4 20.8 ' 9.' 23 1 21.9 24.3 20.1 21.4 23.1 25.7 :5PSF L/360 13.9 15.2 16.3 17.4 14.5 15.8 17 7 182 '6.6 •- 3 19.1 21.3 17.5 18.7 20.2 22.4 L/600 11.7 12.8 ' 13.7 14.7 12.2 13.3 14.3 15.4 14.0 ' 5.1 16.1 17.9 14.8 15.8 17.0 18.9 6 L/240 15.0 16.3 • 17.5 18.8 15.6 17.0 18.3 19.6 17.9 '9.2 20.6 22.9 18.9 20.1 21.7 24.1 30PSF L/360 13.1 14.3 15.3 ' 16.4 13.6 14.9 . 16.0 17.1 15.7 ' 5.8 • 18.0 20.0 16.5 17.6 19.0 , 21.1 L/600 11.0 12.0 ■ 12.9 13.8 11.5 12.6 • 13.5 14.4 13.2 1 4.2 • 15.2 16.9 13.9 14.8 16.0 ; 17.8 6 U240 13.6 14.9 ! 15.9 17.0 14.2 15.5 16.6 17.8 16.3 ' 7.5 18.7 20.8 17.1 18.3 19.7 21.9 40PSF 0360 11.9 13.0 13.9 14.9 12.4 13.5 14.5 15.6 14.2 '5.3 16.4 18.2 15.0 16.0 17.2 19.2 11600 10.0 10.9 , 11.7 ''12.6 10.5 11.4 12.2 13.1 1 2.0 '2.9 13.8 15.3 12.6 13.5 14.5 16.2 6 L/240 12.6 13.8 • 14.8 15.8 13.2 14.4 15.4 16.5 15.1 15.2 17.4 19.3 15.9 17.0 18.3 20.4 :OPSF 1./360 11.0 12.0 12.9 1 3.8 11.5 12.6 13.5 14.4 '3.2 4 2 15.2 16.9 13.9 14.3 16.0 17.3 U600 9.3 10.2 10.9 11.7 9.7 10.6 11.4 12.2 '1.' '' 3 12.8 14.2 11.7 12.5 13.5 15.0 8 1.1240 34.4 37.6 40.4 43.2 35.8 39.1 41.9 45.0 40.9 43.9 47.1 52.4 4 2.9 45.8 49.4 55.0 • 3PSF ! L.360 30.1 32.8 35.3 37.7 31.2 34 .1 36.i 39.3 35.7 . = 3 =' .1 49.3 37.4 40.E 3.. 48.0 . L/600 25.4 27.7 29.7 31.8 26.3 28.8 30.9 33.1 30.1 32.3 34.7 38.6 31.6 33.8 36.4 40.5 8 1.1240 27.3 29.8 32.0 34.3 28.4 31.0 33.3 35.7 32.5 3 37.4 41.6 34.0 36.4 39 2 43.6 10PSF 1./360 23.9 26.1 28.0 30.0 24.9 27.1 29.• 31.2 28.4 . 3.4 32.7 36.3 29.7 31.3 34 2 38.1 U600 20.1 22.0 23.6 25.3 20.9 22.8 24.5 26.3 23.9 25.7 27.5 30.6 25.1 26.6 28.9 32.1 8 L/240 21.7 23.7 25.4 27.2 22.5 24.6 26.4 28.3 25.8 27.6 29.7 33.0 27.0 28.9 31.1 34.6 :7PSF Li360 19.0 20.7 22.2 23.8 19.7 21 5 23.1 24.8 22.5 :4.2 25.9 28.8 23.6 25.2 2' 2 30.3 1 L/600 '8.0 17.5 18.7 20.1 1 6.6 '8.1 19.5 20.9 1 9.0 23. 21.9 24.3 19.9 21.3 22.9 25.5 8 L/240 20.1 22.0 23.6 25.3 20.9 22.8 24.5 26.3 23.9 25.7 27.5 30.6 25.1 26.3 28.9 32.1 :5PSF L /360 17.5 1 9.2 20.6 22.1 '8.3 20.0 214 23.0 20.9 :2.4 24.1 26.8 21.9 23.1 25.2 28.1 U600 14.8 16.2 17.4 18.6 15.4 16.3 18.1 19.4 17.6 '8.9 20.3 22.6 18.5 19.7 21.3 23.7 8 L/240 19.0 20.7 22.2 23.8 19.7 21.5 23.1 24.8 22.5 24.2 25.9 28.8 23.6 , 25.2 27. 30.3 30PSF 1/360 16.6 18.1 19.4 20.8 17.2 1 9.8 20.2 21.6 19.7 2' .1 22.6 25.2 20.6 22.3 23.7 26.4 1./600 14.0 15.2 16.4 17.5 14.5 15.8 17.0 18.2 16.6 '7.8 19.1 21.2 17.4 18.5 20.0 22.3 8 L/240 16.9 18.8 20.2 21.6 17.9 19.5 21.0 22.5 20.5 21.9 23.5 26.2 21.4 22.9 24.7 27.5 40PSF 1/360 15.0 16.4 17.6 18.9 15.6 17.1 18.3 19.7 17.9 ' 3.2 20.6 22.9 '8.7 20.0 21.6 24.0 1/600 12.7 13.9 14.9 15.9 13.2 14.4 15.5 16.6 15.1 '5.2 17.4 19.3 15.8 16.9 18.2 20.3 8 L/240 15.1 17.5 18.7 20.1 16.0 18.1 19.5 20.9 19.0 20.4 21.9 24.3 '9.9 21.3 22.9 25.5 ;PSF L/360 14.0 '5.2 16.4 17.5 '4.5 15.3 17.3 182 1 6.6 6 " 3 19.1 21.2 7.4 '8.6 20 0 22.3 1./600 11.8 12.9 13.8 14.8 12.2 13.4 14.3 15.4 14.0 ' 5.0 16.1 17.9 14.7 15.7 16.9 18.8 .' farellt Wind Load Tables 12" on Center Height Limitations 11 05400 /DAL DALE / /INCOR Wind Load Stud Size Defter. non CN (1 Flange) CEE (1s /." Flange) JW (2" Flange) JWE (2 Flange) 20 GA. 118 GA. 16 GA. 114 GA. 20 GA. 18 GA. 16 GA. 14 GA. 20 GA. 18 GA. 16 GA. 14 GA. 20 GA. 18 GA. 16 GA. 1 14 GA. 2'y 1/240 12.5 13.6 14.5 15.5 13.1 14.3 15.3 16.3 13.9 15.1 16.2 17.3 14.6 16.1 17.2 18.4 5PSF 1/360 10.9 11.9 12.7 13.5 11.4 12.5 13.3 14.3 12.1 • 13.2 14.1 15.1 12.7 14.1 15.0 16.1 L1600 9.2 10.0 10.7 11.4 9.7 10.5 11.3 12.0 10.2. 11.2 11.9 12.8 10.7 11.9 12.7 13.6 21/2 1 /240 9.9 10.8 11.5 12.3 10.4 11.3 12.1 13.0 11.0 12.0 12.9 13.7 11.6. 12.8 13.7 14.6 10PSF 1/360 8.7 9.4 10.1 10.7 9.1 9.9 10.6 11.3 9.6 • 10.5 11.2 12.0 10.1 : 11.2 11.9 12.8 1/600 7.3 7.9 8.5 9.0 7.7 8.3 8.9 9.5 8.1 . 8.9 9.5 10.1 8.5 9.4 ' 10.1 10.9 21 1/240 7.9 8.6 9.2 9.7 8.3 9.0 9.6 10.3 8.8 9.5 10.2 10.9 9.2 ; 10.1 ' 10.8 11.6 20PSF 1/360 6.9 7.5 8.0 8.5 7.2 ' 7.9 8.4 9.0 7.6 I 8.3 , 8.9 9.5 8.0 • 8.9 ; 9.5 10.1 1/600 5.8 6.3 6.7 7.2 6.1 6.6 7.1 7.6 6.5 : 7.0 7.5 8.0 6.8 . 7.5 • 8.0 8.6 2'/= U240 7.3 . 7.9 8.5 9.0 7.7 8.3 8.9 9.5 8.1 , 8.9 9.5 10.1 8.5 9.4 10.1 10.8 25PSF 1/360 6.4 6.9 7.4 7.9 6.7 7.3 7.8 8.3 7.1 7.7 8.3 8.8 7.5 8.2 8.8 9.4 1/600 5.4 5.9 6.3 6.7 5.6 6.1 6.6 7.0 6.0 . 6.5 7.0 7.5 6.3 6.9 7.4 7.9 21 U240 6.9 7.5 8.0 8.5 7.2 7.9 8.4 9.0 7.6 8.3 8.9 9.5 8.0 8.9 9.5 10.1 30PSF 1/360 6.0 6.5 7.0 7.4 6.3 6.9 7.3 7.8 6.7 , 7.3 7.8 5.3 7.0 7.7 8.3 8.9 0600 5.1 5.5 5.9 6.3 5.3 5.8 6.2 6.6 5.6 6.1 6.6 7.0 5.9 6.5 7.0 7.5 Via U240 6.2 6.8 7.3 7.7 6.6 7.1 7.6 8.2 6.9 . 7.6 8.1 8.7 7.3 8.0 8.6 9.2 40PSF L/360 5.4 5.9 6.3 6.8 5.7 6.2 6.7 7.1 6.1 ' 6.3 7.1 7. 6 6.4 7.0 7.5 8.1 1,600 4.6 5.0 5.4 5.7 4.8 5.3 5.6 6.0 5.1 5.6 6.0 6.4 5.4 5.9 6.3 5.3 2% 1/240 5.8 6.3 6.7 7.2 6.1 5.6 7.1 7.6 6.5 7.0 7.5 3.0 6.8 7.5 8.0 8.3 5CPSF 1/360 5.1 5.5 5.3 6.3 5.3 5.8 6.2 6.6 5.6 6 5.6 7.3 5.9 6.5 7.0 7 6 1/600 4.3 4.6 5.0 5.3 4.5 4.9 5.2 5.6 4.8 5.2 5.5 5.9 5.0 5.5 5.9 6.3 3% U240 16.6 18.1 19.4 20.7 17.4 19.0 20.3 21.8 18.4 20.1 21.5 23.0 19.2 21.3 22.7 24.4 5PSF 1/360 14.5 • 15.8 16.9 18.1 15.2 16.6 17.8 19.0 16.1 ! 17.5 18.8 20.1 15.8 . 18.6 19.8 21.3 1/600 12.2 . 13.3 14.3 15.2 12.8 14.0 15.0 16.0 13.6 • 14.8 15.8 17.0 14.2 15.7 16.7 18.0 3% 1/240 13.2 14.4 15.4 16.4 13.8 15.1 16.1 17.3 14.6 • 15.9 17.1 18.3 15.3 16.9 . 18.0 19.4 10PSF U360 11.5 12.5 13.4 14.3 12.1 17.2 14.1 15.1 12.8 13.9 14.9 16.0 13.3 14.7 15.7 16.9 " 1/600 9.7 10.6 11.3 12.1 10.2 11.1 11.9 12.7 10.8 11.7 12.6 13.5 11.2 12.4 13.3 14.3 3% U240 10.5 11.4 12.2. 13.0 11.0 11.9 '2.8 13.7 11.6 12.6 13.5 14.5 12.1 13.4 14.3 15.4 20PSF 1/360 9.1 10.0 10.7 11.4 9.6 10.4 11.2 12.0 10.1 11.0 11.8 12.7 '0.6 11.7 12.5 13.4 1)600 7.7 8.4 9.0 9.3 8.1 8.8 9.4 '0.1 5.5 9.3 10.0 '0.7 8.9 9.9 10.5 11.3 3% 1/240 9.7 10.6 11.3 12.1 '0.2 11.1 119 '2.7 10.8 11.7 12.6 13.5 11.2 12.4 13.3 14.3 25PSF U360 8.5 9.2 3.9 '0.5 3.9 9.7 '3.4 ' 1 9 4 1 0 3 •1.0 •' . 9.3 10.9 11.6 12.5 11600 7.2 7.8 3.4 3.9 7.5 3.2 3.8 9.4 7.9 3.6 9.3 9.9 3.3 9.2 9.8 10.5 I- 3% 1/240 9.1 10.0 10.7 11 4 9.6 10.4 11.2 '2.0 10.1 11.0 11.8 12.7 10.6 11.7 12.5 13.4 30PSF 1/360 8.0 8.7 9.3 3.9 9.4 3.1 3.8 •3.5 3.8 9.7 10.3 9.2 10.2 10.9 1 1 1/600 6.7 7.3 7.9 8.4 7.1 8.2 9.8 7.5 8.1 8.7 3.3 7.8 8.6 9.2 9.9 I • 3% 1/240 8.3 9.0 9.7 10.3 8.7 9.5 10.2 10.9 9.2 10.0 10.7 11.5 9.6 10.6 11 4 12.2 40PSF L'360 7.2 7.9 3.5 3.0 7.6 3.3 3.9 9.5 3.0 8.3 9.4 _ 3.4 9.3 3.9 'C. • L 600 6.1 6.7 7.1 7.5 5.4 7.0 7.5 3.0 6.8 7.4 7.9 3.5 - 1 7.8 8.4 9.0 3 1/240 7.7 8.4 9.0 9.6 3.1 3.8 9.4 '0.1 8.5 9.3 10.0 •3.7 8.9 9.9 10.5 11.3 5.;PSF L /360 3.7 7.3 7.9 3.4 7.1 7.7 3.2 5.8 7.5 8.' 3.7 3 3 7. 3 8.6 9.2 9.9 11600 5.7 6.2 5.6 7.1 5.9 6.5 7.0 - 4 6.3 6.9 7.4 7.9 6.6 7.3 7.8 3.3 4 1/240 17.9 19.5 20.9 _2.3 18.8 20.5 21.9 23.5 19.8 21.6 23.2 24.8 20.7 22.9 24.4 26.3 5PSF 1)360 15.7 17.1 18.3 19.5 16.4 17.9 '9.2 20.5 17.3 18.9 20.2 2' 7 18.1 20.0 21.4 23.: U600 13.2 14.4 15.4 '6.5 13.8 15.1 1 3.2 '7.3 14.6 15.9 17.1 18.3 15.3 16.9 18.0 19. 4 U240 14.2 15.5 16.6 '7.7 14.9 16.2 17 4 18.6 15.7 17.2 18.4 '9.7 16.4 18.2 19.4 20.9 10PSF L360 1 2.4 13.5 14. •5.5 13.0 14.2 :.2 '6.3 13.7 15.0 16.1 '7.2 14.4 15.9 17.0 '8.2 1/600 10.5 11.4 12.2 13.1 11.0 12.0 '2 5 '3.7 11.6 12.7 13.6 1 4.5 12.1 13.4 14.3 15.4 4 0240 11.3 12.3 13.2 '4.1 11.8 12.9 '3.3 '4.8 12.5 13.6 14.6 '5.6 13.0 14.4 15.4 16.5 2CPSF 1.360 3.9 10.8 11.5 12.3 10.3 11.3 '2.1 '2.9 10.9 119 12.3 ., 7 1'.4 12.6 13.5 1 1i600 8.3 9.1 9.7 1 0.4 8.7 9.5 10.2 '0.9 9.2 10.0 10.8 11 5 9.6 10.6 11.3 12.2 4 I x.240 10.5 11.4 12.2 13.1 11.0 12.3 12.8 13.7 11.6 12.7 13.6 '4. 12.1 13.4 14.3 15.4 Z3PSF I L360 9 2 10.0 10.7 '1.4 %.6 10.5 '12 '2.0 10.1 11.' 1 ' 8 •27 10.6 11.7 12.5 '3. U600 7.7 8.4 9.0 9.6 8.1 3 5 9.5 10.1 8.5 9.3 10.0 10.7 9.9 9.9 10.5 11.3 . DALE4' Wind Load Tables 16" on Center Height Limitations 12 ■ r I Wind '.oad Stud Size CN (11/4" Flange) CEE (11/4" Flange) JW (2" Flange) AVE (2yW' Flange) Detkc- don 20 GA. 1S GA. 16 GA. ;14 GA. 20 GA. 118 GA. 16 GA. 14 GA. 1S GA. 14 GA. 14 GA. 12 GA. 14 GA. 2S Ski 14 GA. 12 GA. 4 0240 9.9 10.8 11.5 12.3 10.3 11.3 12.1 12.9 11.9 12.8 13.7 i - 12.6 13.5 14.5 - 30PSF 1/360 3.6 9.4 , 10.1 10.7 9.0 9.8 10.6 11.3 10.4 11.1 11.9 - 11.0 11.3 12.6 - U600 7.3 7.9 8.5 9.1 7.6 8.3 8.9 • 9.5 3.8 9.4 10.1 - 9.3 9.9 10.7 - 4 1/240 9.0 9.8 10.5 11.2 9.4 10.2 11.0 i 11.7 10.8 11.6 12.4 - 11.4 122 13.1 - 40PSF L/360 7.8 8.5 I 9.1 9.8 8.2 8.9 9.6 1 10.3 9.5 10.1 10.8 - 10.0 10.7 11.5 - U600 6.6 7.2 7.7 8.2 6.9 7.5 8.1 1 8.7 8.0 8.5 , 9.1 1 - 8.4 9.0 9.7 • - 4 1/240 8.3 9.1 1 9.7 10.4 8.7 9.5 10.21 10.9 10.0 10.8 11.5 1 - 10.6 11.3 122 - 50PSF 1/360 7.3 7.9 8.5 9.1 7.6 8.3 8.9 9.5 8.8 9.4 10.1 1 - 9.3 9.9 10.7 - S 1.1600 6.1 6.7 i 7.2 7.6 6.4 7.0 7.5 8.0 7.4 7.9 8.5 • - 7.8 8.4 9.0 - 6 1/240 24.7 27.0 29.0 31.0 25.8 28.1 30.2 32.4 29.6 31.7 34.0 37.8 31.2 33.3 35.9 39.9 SPSF 0360 21.6 23.6 , 25.3 27.0 22.5 24.6 26.4 j 28.3 25.9 27.7 . 29.7 • 33.0 27.2 29.1 31.3 34.8 1/600 18.2 19.9 21.3 22.8 19.0 20.7 22.3 ! 23.9 21.8 23.4 • 25.1 27.9 23.0 24.5 26.4 29.4 6 1/240 19.6 21.4 23.0 24.6 20.5 22.3 24.0 25.7 23.5 25.2 27.0 30.0 24.7 26.4 28.5 31.5 IOPSF U360 '7.1 18.7 20.1 21.5 17.9 19.5 20.9 • 22.4 20.5 22.0 23.8 26.2 21.6 23.1 24.9 27. U600 14.5 15.8 . 16.9 18.1 15.1 16.5 17.7 1 18.9 17.3 18.6 19.9 ' 22.1 18.2 • 19.5 21.0 23.3 6 L1240 15.6 17.0 ' 18.2 19.5 16.2 17.7 19.0 20.4 18.7 20,0 21.4 23.8 19.6 21.0 22.6 25.' .10PSF 0360 '3.5 1 15.9 1 7.0 1 14.2 15.5 16.6 17.8 '6.3 17.5 18.7 20.8 17.1 18.3 19.7 21 9 1 L'600 11.5 12.5 13.4 14.4 12.0 13.1 14.0 15.0 13.7 14.7 15.8 17.5 14.5 15.4 16.6 19 24 6 U240 ' 4.5 15.8 16.9 18.1 15.' 16.5 17.7 18.9 17.3 18.6 19.9 22.1 18.2 19.5 21.0 23.3 25PSF L'360 12.6 13 8 1 4 . 15.8 *3.2 14.4 15.4 16.5 15.1 16.2 17.4 19.3 15.9 17.0 18.3 20.4 U600 10.7 11.6 • 12.5 13.3 11.1 12.1 13.0 14.0 12.8 13.7 14.7 16.3 13.4 14.3 15.5 17.2 6 0240 13.6 14.9 • 15.9 17.0 14.2 15.5 16.6 17.8 16.3 17.5 18.7 20.8 17.1 ' 18.3 19.7 21.9 30PSF 1.1360 11.9 13.0 13.9 14.9 12.4 13.5 14.5 , 15.6 14.2 15.3 . 16.4 : 18.2 15.0 ; 16.0 17.2 19.2 1/600 10.0 10.9 11.7 12.6 10.5 11.4 12.2 ' 13.1 12.0 12.9: 13.8 ' 15.3 12.6 ; 13.5 14.5 16.2 6 Li240 12.4 13.5 14.5 15.5 12.9 14.1 15.1 16.2 14.8 15.9 ' 17.0 • 18.9 15.6 16.6 17.9 19.9 40PSF • L'360 ' 0.8 11.8 12.6 13,5 . 11.3 12.3 13.2 14.1 12.9 13.9 . 14.9 16.5 13.6 14.5 15.7 17 4 1/600 9.1 9.9 10.7 • 11.4 9.5 10.4 11.1 11.9 10.9 11.7 12.5 . 13.9 11.5 12.3 13.2 14.7 6 1/240 11.5 12.5 13.4 14.4 12.0 13.1 14.0 ' 15.0 13.7 14.7 15.8 17.5 14.5 15.4 16.6 18.5 SPSF 0360 '0.0 10.9 '1 7 '2.5 10.6 11.4 1 2.2 13.1 1 2.0 12.9 '3.8 15.3 12.6 13.5 14.5 .6.2 0600 8.5 9 2 9.9 10.6 8.8 9.6 10.3 11.1 10.1 10.9 11.6 12.9 10.7 11.4 12.3 • 2 6 - 8 Li240 1 31.3 34 2 36.7 39.3 32.5 35.5 38.1 40.9 37.2 39.9 42.8 47.6 38.9 41.6 44.9 . 2.9 1 • 5PSF L360 _7. 29.8 32.0 34.3 39.4 31.0 33.3 35.7 32.5 34 3 37.4 41.6 34.0 36.4 39.2 -3.5 L /600 23.' 25.2 27.0 28.9 23.9 25.1 28.1 30.1 27.4 29.4 31.5 35.1 29.7 30.7 33.1 26.3 8 0240 24.8 27.1 29.1 31.2 25.8 28.2 30.2 32.4 29.5 31.7 34.0 37.8 30.9 33.3 35.5 :9.5 10PSF 1.1360 2 i .7 23.7 25.1 37.2 22.. 24.6 26.4 28.3 35.8 27 29.7 33.0 27.0 29.3 37.1 := ' 1./600 ' 8.3 20.0 21.a 23.0 19.0 20.8 22.3 23.9 21.7 23.3 25.0 27.8 ?2.8 24.3 26.2 .9 2 8 L/240 '9.7 21 5 23.1 24.7 20.5 22.4 24.0 25.8 23.4 25.1 27.0 30.0 34.5 26.2 28.3 3' .5 :PSF u360 7 .2 16.3 30.2 21.6 17.;, 19.5 21.0 22.5 20.5 21.3 23.5 26.2 21.4 22.3 24.7 L600 *.4.5 15.9 17.0 18.2 15.1 16.5 17.7 19.0 17.3 18.5 19.9 22.1 ' 8.1 19.3 20.8 23? 8 L/240 '8.3 20.0 21.4 23.0 19.0 20.8 22.3 23.9 21.7 23.3 25.0 27.8 22.8 24.3 26.2 29.2 j :SPSF 1.4360 '6.0 17.5 18.7 20.1 16.6 18.1 19.5 20.9 19.0 20.1 21.9 24.3 9.3 21.3 22.9 25_ , 1./600 '3.5 14.7 15.8 16.9 14.0 15.3 16.4 17.6 16.0 7.2 18.4 20.5 '6.8 17.3 19.3 21.E 8 L /240 16.9 18.8 20.2 21.6 17.9 19.5 21.0 22.5 20.5 21.9 23.5 26.2 21.4 22.9 24.7 27.5 30PSF Lr360 '5.0 16.4 17.6 18.9 15.6 17.1 18.3 19.7 17.9 19.2 20.6 22.9 0600 '2.7 13.9 14.9 15.9 13.2 14.4 15.5 16.6 15.1 16.2 17.4 19.3 15.8 16.9 ' B.2 20 3 8 1/240 14.6 17.1 18.3 19.6 15.5 17.7 19.1 20.4 18.6 19 9 21.4 23.8 19.5 20.3 22.4 25.0 :OPSF L /360 '3.7 149 16.0 :7 1 14.2 15.5 16.6 17.9 16.2 17 4 18.7 20.8 17.0 18.2 19.6 21.3 L.1600 11.5 12.6 13.5 14,5 12.0 13.1 14.0 15.1 13.7 14.7 15.8 17.5 '4.3 15.3 16.5 IBA 8 1./240 13.1 15.9 17.0 18.2 13.9 16.5 17.7 19.0 17.3 18.5 19.9 22.1 ' 9.1 19.3 20.8 23.2 L:360 '2.7 13.9 14.9 15.9 '3.2 14.4 '5.5 16.6 '5.1 10 2 17.4 '9.3 '5.8 5.3 '82 20.3 �50PSF L600 10.7 11.7 12.5 13.4 '1.1 12.1 13.0 14.0 12.7 13.6 14.6 16.3 '3.3 '4 1 5.3 '' 1 Wind Load Tables 16" on Center Height Limitations 05400 /DAL DALE / /!NCOR 13 If 1 1! Stud Slue CN (1% Flange) CEE (1 %` Flange) JW (2" Flange) JWE (2 Flange) M11eo• don 20 GA.1 18 GA. 18 GA.1 14 GA. 20 GA. 18 GA.116 GA. 14 GA. 20 GA. i 18 GA.116 GA. 14 GA. 20 GA.1 18 GA.116 GA. 14 GA. 21/2 11240 10.9 11.9 12.7 13.5 11.4 12.5 13.3 14.3 12.1 : 13.2 14.1 15.1 12.7 14.1 15.0 13.1 5PSF 11360 9.5 10.4 11.1 11.8 10.0 10.9 11.7 12.5 10.6 11.6 • 12.4 13.2 11.1 12.3 13.1 4 1 1/600 8.0 3.7 9.4 10.0 8.4 9.2 9.8 10.5 8.9 9.7 ' 10.4 11.1 9.4 10.4 11.1 1 1.9 21/2 L/240 3.7 9.4 10.1 10.7 9.1 , 9.9 10.6 11.3 9.6 • 10.5 . 11.2 12.0 10.1 11.2 . 11.9 12.3 10PSF 11360 7.6 8.2 : 8.8 9.4 7.9 I 8.6 9.3 9.9 8.4 9.2 : 9.8 10.5 8.8 9.8 10.4 '1.2 11800 6.4 6.9 I 7.4 7.9 6.7 i 7.3 7.8 8.3 7.1 , 7.7 • 8.3 8.8 7.5 8.2 . 8.8 9.4 2 1 /240 6.9 7.5 : 8.0 8.5 72 i 7.9 8.4 9.0 7.6 8.3 i 8.9 9.5 8.0 8.9 • 9.5 10.1 20PSF 11360 6.0 6.5 : 7.0 7.4 6.3 ' 6.9 7.3 7.8 6.7 ' 7.3 ' 7.8 8.3 7.0 7.7 , 8.3 8.3 L /600 5.1 5.5 5.9 6.3 5.3 ; 5.8 6.2 6.6 5.6 6.1 6.6 7.0 5.9 6.5 7.0 7.5 21/2 L/240 6.4 6.9 , 7.4 7.9 6.7 I 7.3 7.8 8.3 7.1 7.7 : 8.3 8.8 7.5 8.2 8.8 94 25PSF L/360 5.6 6.1 6.5 6.9 5.8 : 6.4 6.8 7.3 6.2 6.8 : 7.2 7.7 6.5 7.2 7.7 2.2 L /600 1.7 5.1 • 5.5 5.8 4.9 ' 5.4 5.8 6.1 5.2 5.7 1 6.1 6.5 5.5 6.1 6.5 6.9 2',' L /240 6.0 6.5 7.0 7.4 6.3 6.9 7.3 7.8 6.7 7.3 • 7.8 8.3 7.0 7.7 8.3 3.9 30PSF 11360 5.2 5.7 • 6.1 6.5 5.5 • 6.0 6.4 6.9 5.8 6.4 • 6.8 7.3 6.1 6.8 7.2 7.7 11600 4.4 4.8 5.1 5.5 4.6 , 5.1 5.4 5.8 4.9 5.4 5.7 6.1 5.2 5.7 6.1 5.5 1 21/2 L/240 5.4 5.9 6.3 6.8 5.7 6.2 6.7 7.1 6.1 6.6 7.1 7.6 6.4 7.0 7.5 8.1 40PSF 11360 4.8 52 5.5 5.9 5.0 5.4 5.8 6.2 5.3 5.8 . 6.2 5.6 5.6 6.1 5.6 - 3 L /600 4.0 1.4 4.7 5.0 4.2 4.6 4.9 5.3 4.5 4.9 5.2 5.6 4.7 5.2 5.5 :._ Z.' L•240 5.1 5.5 5.9 6.3 5.3 5.8 6.2 6.6 5.6 6.1 6.6 7.0 5.9 6.5 7.0 - 5 SOPSF L360 4.4 4.3 5.1 5.5 4.6 5.• 5.4 5.8 4.9 5.4 5.7 5.1 5 2 5.7 5.1 ..: L1600 3.7 4.1 4.3 4.6 3.9 4.3 4.6 4.9 4.2 4.5 4.8 5.2 4.4 4.8 5.1 5.5 3% L/240 14.5 15.B 16.9 18.1 15.2 16.6 17.8 19.0 16.1 17.5 18.8 20.1 16.8 18.6 19.8 21.3 3PSF 11360 12.7 13.8 14.8 15.8 13.3 14.5 15.5 16.6 14.0 15.3 . 16.4 17.6 14.7. 16.2 17.3 '2.5 L.600 10.7 11.6 12.5 13.3 11.2 • 12.2 13.1 14.0 11.8 12.9 13.8 14.8 12.4 13.7 14.6 15.7 3% 1./240 11.5 12.5 13.4 14.3 12.1 13.2 14.1 15.1 12.8 13.9 14.9 16.0 13.3 14.7 15.7 16.8 , 1OPSF, 1/360 10.1 11 0 11.7 12.5 10.5 11.5 12.3 13.2 11.1 12.2 13.0 13.9 11.6 12.9 13.3 1 5 1 /600 8.5 9.2 9.9 • 10.6 8.9 9.7 10.4 11.1 9.4 10.3 11.0 11.9 3.8 10.9 11.6 '2.5 3 % U240 9.1 10.0 10.7 11.4 9.6 10.4 11.2 12.0 10,1 11.0 11.8 12.7 10 6 11.7 12.5 . . 4 27PSF L/360 3.0 9.7 9.3 9.9 8.4 9.1 9.8 10.5 8.8 9.7 10 3 11.1 3.2 10.2 10.9 • 7 L/600 3.7 7.3 7.9 8.4 7.1 7.7 8.2 8.8 7.5 8.1 8.7 9.3 7.3 8.6 9.2 4.9 3'i L/240 3.5 3.2 3.9 10.5 3.9 9.7 10.4 11.1 9.4 10.3 11.0 11.3 9.8 10.3 11.5 12.5 25PSF L/360 7.4 3.1 8.6 3.2 7.3 8.5 9.1 9.7 6.2 9.0 9.6 1C.3 3.6 '3.5 10.1 L1600 6.2 5.8 7.3 7.8 6.5 7.1 7.7 8.2 6.9 7.6 8.1 3.7 7 . 2 8.0 8.5 3.2 3'4 L/240 3.0 3.7 9.3 9.9 8.4 9.1 9.8 10.5 8.8 9.7 10.3 11.1 9.2 10.2 10.9 . 3OPSF L1360 7.0 - .6 8.1 3.7 7.3 3.0 8.5 9.1 7.7 8.4 9.0 9.7 8 1 8.9 9.5 . _ L.600 5.9 6.4 6.9 7.3 6.2 6.7 7.2 7.7 6.5 7.1 7.6 8.2 6.8 7.5 8.0 3.6 3" L.240 7.2 7.9 8.5 9.0 7.6 8.3 8.9 9.5 8.0 8.8 9.4 10.1 3.4 9.3 9.9 *3 7 43PSF L.360 6.3 5.9 7.4 7.9 6.6 7.2 7.8 3.3 7.0 7.7 3.2 3.3 -.3 3.1 3. 3 3 1 600 5.3 5.8 6.2 6.7 5.6 6.1 6.5 7.0 5.9 6.5 6.9 7. 4 5.2 6.8 7.3 _ 3 L.240 5.6 7.3 7.9 8.4 7.1 7.7 8.2 8.8 7.5 8.1 8.7 9.3 7 3 8.6 9.2 3.9 50PSF L /360 5.3 5.4 6.9 7 3 6 2 6.7 7.2 7.7 6.5 7.1 7.5 8 2 6.3 7 5 8.0 3.5 �L /600 5 3 5.4 5.8 6.2 1 5.2 5.7 6.1 6.5 5.5 6.0 6.4 6.9 5.7 6.4 6.3 * 3 ,, 4 L /L/ 4 15.7 1 7.1 18.3 19.5 16.4 17.9 19.2 20.5 17.3 18.9 20.2 21.7 18.1 20.0 21.4 23.3 5PSF 1./360 '3.7 '4.9 16.0 17.1 14.3 15.6 16.7 17.9 15.1 16.5 17.7 18.9 15.8 17.5 18.7 20.' 1..600 11.5 12.6 13.5 14.4 12.1 13.2 14.1 15.1 12.8 13.9 14.9 16.0 13.3 14.7 15.7 16.3 4 I L■240 12.4 '3.5 14.5 15.5 13.0 14.2 15.2 16.3 13.7 15.0 16.1 172 14.4 15.9 17.0 '8.2 1OPSF ' Li360 '0.9 11.3 12.7 '3.5 11.4 12.4 13.3 14.2 12.0 13.1 14.0 15.0 12.5 13.9 14,5 '5.3 i • 1.1600 3 '0.3 10.7 11 4 9.6 10.5 11.2 12.0 10.1 11.1 11.8 12.7 10.6 11.7 12.5 '3. 4 i L/240 9.3 1 0.8 11.5 12.3 10.3 11,3 12.1 12.9 10.9 11.9 12.8 13.7 11.4 12.6 13.5 14.5 7.7PSF : L/360 3.6 3.4 10.1 '0.7 9.0 9.8 10.6 11.3 9.5 10.4 11.1 11.3 10.0 11 0 11.8 '2.5 L /600 " 3 7.9 8.5 9.1 7.6 3.3 8.9 9.5 8.0 8.8 9.4 10.1 8.4 9.3 9.9 10.7 4 1/240 3.2 '0.0 10.7 11.4 9.6 10.5 11.2 12.0 10.1 11.1 11.8 12.7 10.6 11.7 12.5 13 . Z5PSF L.360 3.0 3.7 9.3 10.0 8.4 9.1 9.8 10.5 8.9 9.7 10.3 11 1 '3.2 10.2 10.9 11 7 , I 1 1/600 I 6.7 7.4 7.9 8.4 7.1 7.7 8.3 8.8 7.5 8.1 8.7 9.3 7 8 8.6 9.2 9.9 Wind Load Tables 24" on Center Height Limitations 14 Wind .oad Stud Size Delteo Lion CN (1W Flange) CEE (1% Flange) ' JW (2' Range) JWE (2 Flange) 20 OA.118 GA. 116 GA. 114 GA. 20 GA. 118 GA. 18 GA.114 GA. 18 GA. 116 GA.114 GA. 12 GA. 16 GA. I16 GA. 1 1 14 GA. 12 GA. 4 1/240 8.6 9.4 { 10.1 10.7 9.0 9.8 10.6 1 1 . 3 10.4 1 1 . 1 1 1 . 9 - 11.0 1 1 . 8 12.6 - 30PSF 11360 7.5 8.2 8.8 9.4 7.9 8.6 9.2 9.9 9.1 9.7 10.4 . - 9.6 10.3 11.0 - U600 6.3 6.9 1 7.4 7.9 6.6 7.3 7.8 ; 8.3 7.7 8.2 8.8 • - 8.1 8.7 9.3 ; - 4 11240 7.8 8.5 9.1 i 9.8 8.2 8.9 9.6 10.3 9.5 10.1 10.8 • - 10.0 10.7 11.5 - 40PSF 1/360 6.8 7.5 8.0 8.5 7.2 7.8 8.4 9.0 8.3 8.8 9.5 • - 8.7 9.3 10.0 • - L/600 5.8 6.3 i 6.7 { 7.2 6.0 6.6 7.1 ! 7.6 7.0 7.5 8.0 . - 7.4 7.9 8.5 • - 4 L /240 7.1 7.9 j 8.5 ! 9.1 7.6 8.3 8.9 . 9.5 8.8 9.4 10.1 - 9.3 9.9 10.7 - SOPSF 11360 6.3 6.9 7.4 7.9 6.6 7.3 7.8 8.3 7.7 8.2 8.8 - 8.1 8.7 9.3 - L/600 5.4 5.8 I 6.3 6.7 5.6 6.1 6.6 7.0 6.5 6.9 7.4 - 6.8 7.3 7.9 - 6 11240 21.6 23.6 25.3 27.0 22.5 24.6 26.4 28.3 25.9 27.7 29.7 33.0 27.2 29.1 31.3 34.8 3PSF 11360 18.9 20.6 ; 22.1 23.6 19.7 21.5 23.1 24.7 22.6 24.2 26.0 28.8 23.8 25.4 27.4 30.4 11600 15.9 17.4 , 18.6 19.9 16.6 18.1 19.4 20.8 19.1 20.4 21.9 24.3 20.1 21.4 23.1 . 25.7 6 11240 17.1 18.7 20.1 21.5 17.9 19.5 • 20.9 22.4 20.5 22.0 23.6 26.2 21.6 23.1 24.9 . 27.6 1OPSF 1/360 15.0 16.3 ; 17.5 18.8 15.6 17.0 18.3 • 19.6 17.9 19.2 20.6 • 22.9 18.9 20.1 21.7 24.1 11600 12.6 13.8 ; 14.8 15.8 13.2 14.4 15.4 16.5 15.1 16.2 17.4 19.3 15.9 17.0 18.3 20.4 6 11240 13.6 14.9 • 15.9 17.0 14.2 15.5 16.6 17.8 16.3 17.5 18.7 20.8 17.1 18.3 19.7 21.9 2CPSF L/360 11.9 13.0 13.9 14.9 12.4 13.5 14.5 15.6 14.2 15.3 16.4 18.2 15.0 16.0 17.2 19.2 L /600 10.0 10.9 11.7 12.6 10.5 11.4 12.2 13.1 12.0 12.9 13.8 15.3 12.6 13.5 ' 4.5 16.2 �6 ?SF 11240 12.6 13.8 14.8 15.8 13.2 14.4 15.4 '6.5 15.1 :6.2 17.E '9.3 15.9 17.0 18.3 20.4 11360 11.0 12.0 12.9 13.8 11.5 12.6 13.5 14.4 13.2 14.2 15.2 16.9 13.9 14.8 16.0 17.3 1 /600 9.3 10.2 10.9 11.7 9.7 10.6 11.4 12.2 11.1 11.9 12.8 14.2 11.7 12.5 13.5 15.0 6 L/240 11.9 13.0 , 13.9 , 14.9 12.4 13.5 14.5 15.6 14.2 15.3 16.4 18.2 15.0 16.0 17.2 19.2 3OPSF 11360 10.4 11.3 ! 12.2 , 13.0 10.8 t 1.8 12.7 13.6 12.4 13.3 14.3 15.9 13.1 14.0 15.1 16.7 11600 • 8.8 9.6 ; 10.3 11.0 9.1 10.0 10.7 .11.5 10.5 11.2 12.1 13.4 11.0 11.8 12.7 14. t 6 11240 10.6 11.8 • 12.6 13.5 11.2 12.3 13.2 14.1 12.9 13.9 14.9 16.5 13.6 14.5 15.7 17.4 4OPSF . 11360 9.4 10.3 ; 11.0 11.8 9.8 10.7 11.5 12.4 11.3 12.1 13.0 14.4 11.9 12.7 13.7 15 2 11600 8.0 8.7 9.3. .'10.0 8.3 9.1 9.7 10.4 9.5 10.2 11.3 12.2 10.0 10.7 't.5 12.8 6 U240 9.5 10.9 ' 11.7 12.6 10.0 11.4 12.2 13.1 12.0 12.9 13.3 15.3 12.6 13.5 14.5 16.2 NSF 1/360 8.8 9.6 10.3 11.0 9.1 '0.0 10.7 11.5 10.5 11.2 12.' 13.4 11600 7.4 8.1 8.6 9.2 7.7 9.4 9.0 9.7 3.8 9.5 ' : 2 11.3 9.3 9.9 10.7 11.9 8 1/240 27.3 29.8 32.0 34.3 28.4 31.0 33.3 35.7 32.5 31.3 3' _ 41.6 34.0 36.4 39.2 »3.3 , . 3PSF L /360 23.9 26.1 28.0 30.0 24.8 27.1 29.1 31.2 28.= 3Q.» 32.7 36.3 29.7 31.8 34.2 28.1 L /600 20.1 22.0 23.6 25.3 20.9 22.8 24.5 26.3 23.? 25.7 27.5 30.6 25.1 26.8 28.9 32 ' 8 L/240 21.7 23.7 25.4 27.2 22.5 24.6 26.4 28.3 25.8 27 6 29.7 33.0 27.0 28.9 31.1 34 5 ' 7PSF U360 19.0 20.7 22.2 23.8 19.7 21.5 23.1 24.8 22.5 24.2 25.9 29.8 23.6 25.2 77 2 30 3 1 /600 16.0 17.5 ' 18.7 20.1 16.6 '8.1 19.5 20.9 19 0 20.4 21.9 24.3 1 9.9 21.3 22.9 25.5 9 1/240 16.9 18.8 20.2 21.6 17,9 '9.5 21.0 22.5 20. 21.9 23.5 26.2 21.4 22.9 24.7 27.3 2SF 11360 15.0 '6A 17.6 18.9 '5.6 i7.1 '8.3 19.7 17 3 19.2 20.5 22.9 18.7 20.0 21 5 24 1/600 12.7 13.9 14.9 15.9 13.2 14.4 '5.5 16.6 1 5.1 16.2 17_ 1 9.3 '5.3 16.9 '3.2 20.3 • 8 U240 15.1 17.5 18.7 20.1 16.0 '8.1 19.5 20.9 19.0 20.4 21.3 24.3 19.9 21.3 22.3 25.5 _3PSF L1360 14.0 15.2 16.4 17.5 '4.5 15.8 17.0 18.2 16.3 17.3 '9.1 21.2 17.4 18.6 20.0 22.3 1/600 11.8 12.9 13.8 14.8 12.2 13.4 '4.3 15.4 14.0 15.0 15.' 17.9 14.7 '5.7 '6.9 18.8 8 _ 30PSF 1/240 13.8 16.4 17.6 18.9 14,6 17.1 18.3 19.7 17.9 19.2 20.6 22.9 '8.7 20.0 21.6 24.0 1/360 13.1 14.3 15.4 16.5 13.6 '4.9 '6.0 17.2 15.6 16.7 18.0 20.0 15.4 17.5 18.8 21.3 11600 11.1 12.1 13.0 13.9 11.5 12.6 13.5 14.5 13.2 14.1 15.2 16.P 13.9 14.7 15.9 17.7 8 L/240 11.9 14.9 : 16.0 17.1 12.7 15.5 '5.6 17.9 16.2 17.4 18.7 20.8 ' 17.0 18.2 19.6 21.8 133 1 /360 11.0 13.0 14.0 15.0 12.4 '3.5 4.5 15.6 14.2 15.2 '6.3 18.2 14.3 15.9 17.1 19.1 1/600 10.1 11.0 11.8 12.6 '0.5 11.4 '2.3 13.2 12.0 '2.8 13.3 15.3 { 12.5 13.4 14.4 16.' 8 11240 10.7 13.9 14.9 15.9 11.3 14.4 ' 5.5 16.6 15.1 16.2 17.4 19,3 15.5 16.9 16.2 20.3 SF 1/360 10.7 12.1 13.0 13.9 11.3 '2.6 '3.5 14.5 13.2 14,1 '5.2 16.9 ! 13.8 1 4.7 5.9 17. 1 /600 9.3 10.2 11.0 11.7 9.7 10.5 '1.4 12.2 11.1 11.9 '2.8 14.2 j 11.6 12.4 '3.4 14.9 DALE Wind Load Tables 24" on Center Height Limitations ' ANC 05400 /DAL DALE // INCOR DALE / /INCOR assumes no ''ability for !allure of our products resulting from :he misapplication of information shown !n this publication or or failure resulting from improper installation. These products should not be used in any application without a thorough evaluation oy a cualified structural engineer. 5tee1 Thickness (Gage) Screw Size No. 12.14 t0 . 160 ": T . .1771 No. 10.18 tD . .139': T . 1531 I No. 6.19 •0 ..120': T . 1251 I No, 6. 5.12 (0 . 100': T . 106'1 Type of Loading • Shear or Bearing Pullout Shear or Bearing Pullout Shear or Bearing Pullout Shear or Searing Pullout 12 14 16 18 20 450 412 377 276 143 324 215 153 101 91 327 286 261 263 141 314 205 151 98 69 N.A. N.A. 236 248 '' 140 303 200 142 94 68 N.A. N.A. N.A. 198 • 133 N.A. 183 132 83 53 TABLE A I TABLE B suggested capacity in stone aggregate concrete (pounds) suggested bearing capacity when used to connect gage I thickness steel (pounds) SRar< Miromum Type of 1 Concrete Comoress.c Strew- °Su aria "K Stee• .age Thic.rass O�amlter Penetration Loading 2000 3CCC =CCO 2:a-e!er '6 Gage '9 Gage ' 20 Saga 0.14.5 1 " j Pullout 90 1' '45 0 4 5 - - - - Shear 160 225 255 - - 1 198 0.177' 1r'te" f Pullout 150 150 150 0.'77" - - - Shear 250 265 330 - f i 321 241 0.205" 11/4" Pullout 150 I 150 ' 150 i 0.205" I - - - • Shear 390 / • 45 ( 500 ! I 465 372 I 279 • `DALE Weld and Fastener Tables N.A. = Not applicable: two steel thicknesses of this gage cannot be connected by this she screw. NOTES: 1. Shear and pullout strengths are based on average test results divided by a safety factor of 3.0. 2. Minimum screw spacing and distance from edge shall not be less than 11/20 nor less than P/.Fyt, where D is the screw shank diameter and P is the shear load. 3. When connecting materials of different gage, use loads shown for the lighter gage. 4 . Screw capabilities are based on a minimum connected material strength of Fy 33.000 PSI. 5. Screw capacities are per Buildex Test No. 845 (Buildex is a civision of Illinois Tocl Works, Inc.) Suggested design loads for power driven fasteners in concrete NOTES: 1. Capacities shown are tor stone aggregate concrete and are cased on a low veiocity shot. 2. Minimum fastener spacing - 4 "; minimum fastener edge aistance - 3 ". J. Shear values are per Hilti ICBO Research Report #2388. 4 . Bearing capacity is based on Bearing Area x 1.15 x 33.000 =4.l. Allowable bearing capacity per Section 4.5.1$ of the 1986 A.I.S.I. "Spec `cation 'or the Design of Cold Formed Steel Structural Members." 5. 'r�+'out values per DALE / /INCOR recommendations. Suggested design Toads in pull -out or shear for power driven fasteners in structural steel (pounds) •�JiO . • .5 ' Shark i)iamelar 1 0 777' Shank Oiame!er 1 0 205' Shan. .e'.1 one° :vied Steel "-,ck.es3 Hct Rocco Stec Thickness ! Hot Roe 5 :e! •tees . Steel •- I 12 2'0 i 210 210 ; 335 j 395 395 1 485 j 525 660 14 _ I 210 210 ! 335 395 395 : 485 525 581 16 2 • ; 1 210 210 ! 335 395 395 • 465 465 465 18 2'3 1 210 210 i 321 , 321 321 ' 372 372 372 20 197 197 i 241 241 241 ' 279 i 279 279 Suggested design Toads for fillet and flare -bevel groove welds Steel ...:1 rnicknesk Gage (ones( 12 1046 14 0747 16 0598 18 0478 ',Vete Size .Intresl y f2 "e ;Wet 1035 740 592 473 sacs 4 .030 ilc:!n Technical Assistance - Welding .4 .''re feec r ce :relder is recommended for fastest ano most uniform welding .n he srcp. Good welds are also obtained with a Y,2" or V 16 Minimum Fastener -� Soecing • 4• Minimum Fastener Mlmmum Edge SPecinq • t•r l Distance • +'2' .3 1 NOTES: • '1es:s were cerducted with the fastener point driven completely through the back side of the not rolled steel memoer. Tris .vas necessary to obtain proper gripping force. 2. Bearing strength is based on Bearing Area x 1.15 x 33.000 asi for cold formed steel. 3. Sneer values are per Hilti ICBO Researcn Report #2388. f AWS type 6013 or 7014 rod with a welding heat ct 60.110 amperes depending on the gage of material and the it of the parts. wiwmum Edge Lest/nee • a' 'c0TES. 1 .5 .as 'isteo -nay :e ' Dy 'y 'or ....ill :r seismic 'naming toned cocas :iar..s.,I.:••rte : :o icaticnl. 2... a :s may :e :csmoned so •ney are su :•aC• -o Rimer sneer cr :ensue sire( 828 3. .iir. dining materas :I c tlerent ;age .11 :ads snown 'cr 'ne :gnter ;3;1 592 .•:5 are lase ".: n an ailowasle stress : • .: t lie o stress a '^e mate!' 473 5 :•sra• :eve( ;rocve .w.0s are ne•ds 'oat : ter. een 'ne :ut5.04 tad us :' "ember and •'9 '13( at a' ]dlacent ' •' :er 37? .. . • • DALE ) • V -Bar Bracing (VBB) Spacing ISMICAlgariallara Cold - Rolled Channel (CRC) Flat Strapping (FS) f• A —1 ;!• V•ear bridging � „a {'• attached to - both flanges r Stud Bridge Clip Weld :Veld Foot Notes: Axial Load Tables (Pages 18-211 ▪ ° =CED C•STJDS SUBJECT TO AXIAL AND LATERAL -::;•!. • =.!cwaole axial loads in cos (K) • '=r use n selection of loaa bearing wan ccmcor.ents st.o ; r.•= ed to 1.131 and uniform lateral oads. • Se ect a stud. n terms of height (feet), spacing 'inches O.C. I arc 'ateral :aa ;PSF). .vetch provides an allowable axial rapacity Frit /a.:o or =Rtes •nar tae applied axial load. ▪ 'noers .r •egular type :o not exceed Li360 :•: section. .'^cers .• :old type co not exceed L:240 De ::action. `totes: • aiues sr.c•.' r, assume concentric loaairg of •!1e merr•cers. oad•bearrg'axial) wail construction. mechanical triaging shall be .sea .n ail rases. Installation of bridging must oe comoleted betore :ny :oaes are applied to the system. V•Bar Bridging as shown on page s the rocs: affective ana efficient metnca of .nstailaiion to prevent •:•anon of :'angel. Bracing NOTE: For screw attached assembliles, use (1) No. 10 TEIC screw in lieu of welds shown. Cold Rolled :!".`annel Minimum 16 gage :rack Diagonal bracing Uses • Provides tension force resistance in shear Nall assemblies. • Resists racking cf cre• 4 -- fabricated wall assemblies •Nrtie handling. : ;r.sccning ana erecting. Product Data • Designation: FS .1:cth c Gage. • Maths: 2. 3. 4.5 ana o" ;custom widths available upon reouestl • Gages: 20. 18, 16 14 and 12 gage (other gages avaiiaolel. • Length: atanaarc • C' engtn lamer lengths art :;,i: available). Additional studs as Literal loading -v ; required to resist � . �' stria loading riot I �i Strap (FS) - 4 t' 4 } � :,.'jr, Weld 17 Uses • Integral component of stud or joist bridging methods. • Impeces rotation of C- sections subjected to lateral and or axial forces. • Stifteneo V section eases installation compared to flat strapping. Uses • Bridging (lateral support) in walls carrying axial ana /or wind loads. • Bracing studs at door bucks and furring for ceilings. • Used in conjunction with metal lath and plaster ;n partitions. :eilings. column and beam enclosures. etc. Weld - Additional studs as required to resist strap loading 05400 /DAL DALE // INCOF Product Data • Designations: VB Gage x Spacing. • Gages: 18 or 16 gage. galvanized. • Spacing: 16 or 24 inch on center. • Length: 12'2" Product Data • Available in galvanized meeting ASTM A -568 or Hot Dipped galvanized sleeting ASTM A -525, G -60. Conforms to ASTM performance requirements. • Lengths: 16' starcard (other sizes availac:el 3. Studs shall ae oracea against rotation.:nstall mechar•oat ondgirg spaced at '-servals not exceeding 4'•0" on center. max:rnum. Refer above or ordging types and installation methods. 4. Stud ends snail be attacned to track compcnents at the tco and bottom of the wall assemcly. Stud ends must ce seated tightly into :racks in all comcression and gearing applications. 5. For components subjectec to 20 PSF arc greater lateral .wind loads. he actual :encing ana axial stresses .vere multiplies oy 0.75 in accordance Nitn AISI Section A4.4. The 0.75 aciustment Nas rot mcorooratec 11 the review or :cmoonents subjected :o a 5 or 10 PSF Interior lateral toad since national ccces do not classify them as Nlnd loads. Deflections .vere calculated on the basis of actual lunrect.ceo) laterai 'oads shown. 6. Dellections and stresses .vere calculated without regard :o the composite contribution of 'acing materials. 7. Contact DALE INDUSTRIES for allowabie axial capacities of framing components not shown •1 :ne table. TYPE 8' 1 9' I 10' 1 11' 1 12' I 13' I 14' I 18' L 18' 20' 8' 1 9' 10' 11' 12' 1 13' 14' j K' i 18' CN20 1.40 ' 1.48 1 1.29 ! 1 . 1 0 39 : .75 1 51 .40 ! - - 1.27 ' 1.20 .85 .53 - j - - i - - CN 1 B 2.04 ' 2.22 1 1.94 1 1.65 1 36 1 . 1 7 .39 { .69 .46 - 2.07 ' 2.06 1.59 1.14 .74 1 - - - " - CN16 3.02 j 3.66 1 3.00 j 2.47 2.01 ! 1.76 j 1.53 I 1.17 1 .86 .62 3.26 ; 3.36 3.07 2.30 , 1.69 1.33 - 1 - - CN14 3.99 1 4.72 ! 3.94 3.38 2.78 i 2.43 j 2.11 1.58 { 1.18 .88 4.25 , 5.16 4.20 3.37 2.55 2.07 1.65 1 - , - CEE20 { 1.82 1 1.86 1 1.65 j 1.41 1 . 1 7 j 1.00 1 .83 .56 j .36 - 1.78 1 1.62 1.23 .86 - - - I - 1 - CEE18 2.58 1 2.72 ' 2.41 1 2.09 1. 1.54 1.32 .94 .66 .46 2.77 ; 2.72 2.19 1.69 1.23 I .90 . - CEE16 3.95 4.51 ! 3.91 j 3.12 2 "36 2.24 i 1.95 1.53 i 1.15 .84 4.20 ; 4.93 4.05 3.13 2.40 ! 1.95 - - ` - CEE14 5.12 , 5.79 4 31 ! 4.21 3 "47 . 3.05 2.66 2.03 1.55 1 . 1 8 5.38 6.22 5.40 4.46 3.49 2.89 2.38 - - JW20 2 2 2 4 2.27 ' 2. .14 1.80 1.55 ' 1.35 i 1 . 1 5 .81 .55 - 2.33 • 2.17 1.74 1.33 .96 j - - - - JW18 3 . 2 5 . 3 . 3 5 . 3 . . 1 : 2.65 2.25 ; 2.00 1 1.73 1.26 ' .91 .65 3.54. 3.33 2.90 2.33 1.81 1 1.40 - - - JW16 5.08 5.49 : - 7 7 3.94 3 25 •• 2.85 1 2.48 1.95 ( 1.48 1 . 1 3 5.36 ' 5.95 5.21 4.12 i 3.23 ; 2.66 2.18 I - - JW14 6.49 7.12 ; 5 . 1 1 1 5.05 4.35 i 3.82 3.35 2.57 i 1.99 1.50 6.77 7.58 6.63 5.58 4 . 6 0 : 3.86 3.23 - • - JWE18 3.62 3.67 • 3.23 ; 3.06 2 7 4 , 2.49 2.17 1.60 1 . 1 7 .96 3.90. 3.35 3.41 2.85 j 2.32 . 1.89 1.46 - - JWE16 5.60 5.78 ' 5 3 1 , 4.70 a ' ' . 3 . 5 2 : 3 :8 1 2.42. 1.85 1 1.43 5.87 1 6.17 5.81 5.04 1 4.10 ' 3.41 2.82 - - JWE14 7 54 3.13 - _ . : 6.18 5.29 , 4.65 4 38 : 3.15 ' 2.45 1.92 7.93 3.59 7.77 6.81 i 5.70 4 " 31 4.04 2.84 - 16" on Center - 5 P.S.F. 16" on Center - 20 P.S.Q. CN20 1.32 1.38 ' 7 .96 ; 75 .60 , .47 1 .25 - 1 - .99 06 1 .48 i - - I - I - ' - - CN18 1.35 2.10 • 3C 1 1.50 1 " _ , , 1 . 0 1 1 .33 { .53 1 - j - 1.76 1.59 1 1.17 .71 - - I - - - CN16 2.94 3.54 2 . 3 0 : 2 . 3 3 : ' 3 7 . 1 . 6 1 , 1 . 3 3 : 1.01 , .71 1 - 3.14 3.55 1 2.65 1.89 1.29 - j - - - CN 1 4 3.90 4.59 3. ' . 3.22 ' 2.61 • 2.26 1.94 1.41 ' 1.02 • .73 4.25 4 .88 3 . 7 5 2.89 2.09 ! - . - - CEE20 1.74 1.74 1 51 , 1,27 1 1 32 .84 • 58 i .41 - I - 1.48 1.25 I .83 - - 1 - " - - - CEE18 2.42. _ 30 _ : 1 0 3 1.37 • 4 77 .50 , - 2. 2.22 1.75 1.24 - 1 - ' - - - CE316 3.37 4.38 _ _ 2.97 _ 2 2.09 ' 30 • 1 .37 1.00 .70 4.20 -. 52 1 3.61 2.70 1.98 1 - - - - CEE14 5.03 5.56 - - 3 4.05 3 31 • 2.88 • 2 49 1.85 1 .38 ' 1.03 5.38 6.22 1 4.99 3.97 , 3.01 : 2.42 - - - JW20 2.'3. 2.15 _.. 1.54 1 .:3 1.18 •3 .64 .40 - 2.03 80 1.33 .90 1 - • - - - - J1y 1 } , __ _ :: _ -_ _ 1 _ "4 ' 37 .74 - 3.29 3 35 2.43 1.34 • 1.31 - - - - J1iJ16 t- - . . . - 5.35 3.73 2.56 2 ' 73 22 .98 3.36 5 "53 4.72 , 3.64 2.77 " 2.21 - - - JW14 3 -_ 3 93 . • 5 4.39 • _ 3.64 3.'3 2.39 1.31 1 34 5. 7 5 6.48 5.08 , 4.10 3.36 2.74 - - JWE1B 3 33 3 55 ' _ 2 39 2 - 2.29 S ' 39 97 .37 3.80. ? _2 2.93 1 2.33 , 1.78 1.33 - - - JWE15 = __ 5 5'5 : 5: 3.33 2 '9 '.22 57 1.25 5.87 :. - 5.47 , 4.52 3.58 2.90 - - - ~JWE14 7 5 7 38 - :3 6 "00 " 5 10 4.45 3.35 ' 2.95 2.25 1.73 7. 93 3 59 . 7.77 • 6.34 5.13 4 .2 4 3.48 - - 24" on Center - 5 P.S.F. 24" on Center - 20 P.S.F. CN20 1 ' - ' 1 8 34 72 , 50 .34 ; 21 - - - .49 - - - CN18 - CN15 - CN14 3. 4 34 3 32 2.92 i 2.31 • 1.95 • ' 53 1 . 1 1 .74 - 3.77 4 09 2.94 , 2.06 1 - - - - - CEE20 1 3 '.52 ' 26 1.00 : 75 .56 ' .40 ; - - - .92 .53 - . - 1 - - - - - CES18 2 32 2.36 2 10 1.65 • 1 s ' 1.06 :4 ' .48 - , - 1.87 5 9 •98 • - - . - - - - CEEtS 3.7: 4.13 _ -. 2.;J i _ .) 1 J2 • :3 1.09 - . - 3.77 3 __ 2.32 H.94 - - - - - CEE11 4 _ . 540 - - 3 3.75 , 301 2.57 2 1.55 1.10 - 5.24 54_ 4.15 3.11 . - - - - - JW20 - JW18 - JW 16 t ? 5 08 3 •13 ! 2.39 _ :2 48 1.03 - 5.' 3 - .. 3.84 2.79 - - - - - JW14 - J W E 18 - JWE16 - JWE I4 7.35 7 59 5 7+ 5.65.1 75 5.08 3 5' 2.59 1 91 1.41 7 93 ? 2T 6.76 5.32 4.13 7.26 - - - • Axial Load Tables - 3 Stud 12" on Center - 5 P.S.F. 12" on Center - 20 P.S.F. CN78 1.481 1,32 791 - - 1 - i - 1.20 j .98 I -- I -- ! -- I -- 1 -- -- -- - CN16 2.87 ! 3.17 ' 2.27 1 1.51 1 - 1 - - 1 - i - 2.60 1 2.82 ' 1.91 1 - 1 - - - Ct414 4.05 4.47 ' 3.33 • 2.46 1.671 - - I - i - 3.77 1 4.09 2.94 i 2.06 ! - '. - ! - ; - 1 - - .,DALE ;TYPE ICN20 CN18 CN16 CN14 ,tWE18 J•NE16 .VE14 CEE2Q C!E18 1 0EE16 1 CEE14 N20 ' u'•V 16 t �..1W14 _WE18 NE16 • .'WE14 :N20 :N18 :N16 :N14 :EE20 CEE18 2EE16 .EE14 .•120 . /18 116 ., :114 :NE18 .: /E16 . 'N E 14 1.84 1.19' .901 Axial Load Tables - 3 Stud 12" on Center - 25 P.S.F. C EE20 1.55 1.34 .931 .55 - CEE18 2.53 2.41 1.861 1.34 .89 - 1.33 1.07 - 2.31 2.13 .64 1.55 1.03 8' I 9' 10' 1 11' 12' 1.061 .94 1 .57 1 1.78 1 1.27 3.21 1 3.65 2.75 I .82 - 1.99 1.39 4.251 4.99 3.86 1 3.01 1 2.20 3.87 3.61 3.04: 2.45 13' 14' 16' 1 1.71 - 1.91 1.46 5.87 6.17 5.59 ' 4.65 • 3.71 3.02 2.44 - 7.93 6.59 7.77 6.38 5.27 4.38 3.62 - 16" on Center - 25 P.S.F. CN20 .7 3 .54 ! - - i - 1 - - - 3.00 9' 86 1 .70 3.36 12" on Center - 30 P.S.F. 10' 1.62 1 1.50 .98 2.46 4.20 1 4.67 3.54 1.70 2.67 - - .92! .58 1 - - I - 1 - 1.87 12' 1 13' 1 4' .3.64 t 3.33 2.70 j 2.08 1.53 1 - - 3.87 j 6.13 5.24 4 . 28 3.34: 2.66 - 7.93 8.59 7.51 0.07 4.37 3.98 3.231 16' 16" on Center - 30 P.S.F. 05400 /DAL DALE/ /INCOR .491 - 1 - 1 - I - ; - 1 _ 1 1 16' i 20' 2.'6: 1 94 . 1.35: .82 • ' '-- 4.04: 4 .22 1 20 2.30 : 5.38' 5 85 4 55 3.53 2.59 • - 1 75 1 .14 .95 - - ' - 2.97 _ .5 :? 1.39 - 5 57' i._: _ • -.04 3.11 • - .13. - :•3 .51 5.36 5.3: -2 3.20 2.36 1 - • 0.77 7.5•; .._ 4.63 3.64 2.91 3.49 .3 '4 2 _ 1.85 129 + - 33 3.59 - 25 5 31 4.51 3.73 1 - 24" on Center - 25 P.S.F. 2.22 2.32 - 1.35 3.55 2.40 - .53 , - '.46 1.09 3.37 3.33 2.29 - 4 32 4 39 3.58 2.54 ' 07 .64 - - 2.22 1.73 1.01 - 58 40 3.26 5 55 5 47 4 35 3.61 .47 - 44 4 93 393 2.98 - 92 ' 62 307 4.64 3.47 - ' .87 ! 1.59 .98 `. - • 3.7713.85 2.82! 1.94' - 5.24 ! 5.45 4.15 3.11 - • 1.47 1.11 ; - ! - 2.58 2.27 . 1.58 : - 5.13 ! 4.98 3.84 2.79 ' 3.77. 7.07 1 5.57 4.20 ' 3.22 3.18 2.75 1 2.06 • 1.41 1 - - 5.a? : 5.54 4.58 3.60 1 2.63 7 .93 8.27 6.76 5.32 • 4.13 3.26 j - 24" on Center - 30 P.S.F. .43 ; - • 86 1.85 2.95: 3.04 .17 i - - I - 1.07 1 .63 - 1 2.98 2.84 - - I - 4.41. 4.36 .70 • - 3.05 - - 1 - ' 30. 1.23 - 4 26 3.86 1 2.71 1 _ I 5.12 5.90 4.38 • - 1 - 2.30 1.70 - j 5.01. 4.47 3.41 - 1 - 44 7.00 , 5.43 4.01 - TYPE -,- CN20 1.81 s :11,5 tillerN. w 1.78 ..1.62 1.56 ?+ ' • . 1.49 '4.Ci..1!I'! "1.33..t1.13 .91 .. 1.94 11:89 1.71 r. J , , 1.20 �• ' 18 - CN18 2.66 3.07 "2.90 2.69 2.45 2.38 2.30 , 2.10 EMI 1.53 2.80 324 =3:11 rErzi •' 2.41 . 217. i 1.91 1.37 . .83 CN16 3.91 5.30 : 4.86 4.31 3.72 3.64 - 3.58 • 3.36 ` 3.08 2.53 : ' 4.04 5.50 : 5:11 r 4.61 4.04 3.89' ? 3.62 3.03 2.37 CN14 5.07 7.09 :6.41 5.66 • 4.86 4.78. 4.68 ' '4.45 ':4.15 3.52 ` 5.20 7.31' ' 6.69, 5.20 5.20 .1 5.02 4.33 3.58 CEE20 2.39 2.46 .12.37 2.27. 2.17 2.08 1.98 EaMI i 1.50 1.22 • 2.47 as : 2.24. i.2.1.1 NMI -1.79 =: 1.53 +...00 - CEE18 3.54 ' 3.80 ■ 3.48. -3.16 ' 3.02 = 2.7? 1.98 1 3.69 .3.82 '• 3.69 • 3.11 .• 2.79 2.11 1.45 CEE16 5.96 '6.69 '6.36. ' :' 608 :'•5.65: :5.44 .5c2Q 213 gej• 3.22 ; 6.12 E03 y8:41- 6.07 ' 5.96 " 5.56 4.50 3.45 CEE14 ' 7.84 : 9.20 `..8:71 ' 8:17 • 7:56 '47.33 .-7.021 4.43 =:. 8.01 " 9544 it 9.01■ 16:54 6.01 7.88 ' 7.68 6.48 5.11 J W 18 4.34 4.40 - 4.30 4:16 4.00. 3.87 3.73. '.;3.33 19 2.51 : 4.38 -427 , 4,14 `4.00 3.84 3.67 3.49 2.89 2.14 JW16 7.44 7.72 7.50 7.21 6.83 . 6.60 6.34 ;,4.90 4.05 •. 7.60 ..7 -94. .7.78 ;.•7.55 . 7.25 7.11 • 6.95 5.89 4.63 .JW14 10.26 10.76 10.39 9.99 9.41 9.06 836' .7.72 ::_663 5.51 '10.44 1099 10.69 10.38 9.87 9.63 9.34 8.36 6.73 JW12 16.12 17.46 16.58 15.65 14.68 14.13 13.49' 1200 10.30 ' 8.55 '16.32 17.74' 16.94 16.10 15.22 14.79 14.30 13.12 11.13 JWE18 4.69 4.76 '• 4.63 4.49 4.33 4.20 4.06 .. 3.73 •:3.35 2.93 4.54 4.74 . 4.61 •4.47 4.32 4.15 3.97 3.40 2.64 JWE16 7.97 8.24 7.97 ' 7.67 7.33 x• . ,.6.83' 1 .6.13 -5.55 4.83 `• 8.12 8.44- 8.23 '7.98 '771 7.56' '7.38 6.54 5.47 JWE14 11.09 11.36 .11.08 10.76 10.39 10.13. .9.77 8.85 :.7.81 . 6.66 .11.26; 11.59 11.37 11.12' 10.84 10.68 10.44 9.78 8.11 J W E12 18.81 19.71 18.94 18.15 17.35 16.72 15.97 14.27 12.36 10.35 19.01 19.98 19.28 18.58 17.89 17.38 16.77 15.40 13.74 16" on Center - 5 P.S.F. ' 16" on Center - 20 P.S.F. CN20 1.77 2.00 1.85 1.69 1.52 1.44 1.36 1.16: '' .93 .69 1.91; 1.84 1.68 ' 1.40 1.05 .80 ,'. '.. - - CN18 2.611 3.01 2.82 2.59 2.34 2.24 .2.14 1.90 7-1.61 1.27 2.801 3.06 2.89 2.48 2.01 1.71 1.40 Ma = - .1.69 CN 16 3.87 5.23 4.78 4.22 : 3.61 ' 3.52 3.41 '•'3.15 M � I � 2.27 . 4.041 5.50 5.11 4.67 3.76 - 3.45.. 3.12 CN14 5.02 7.02 6.33. 5.56 • 4.74 4.64 4.52 =I E!1/ 3.2' : 5.20( 7.31 6.68: 5.97 5:19 ' 4.84' : 4.46 3.65 2.81 CEE20 • 2.34 - 2:40 "2.30 2:18 ' 2.05' '• 1.95 1.83 ., ".1B f x'1.28 .9cJ 2.34; 213' - 2.04 1•86 ' .1:64 1.34 .; 1.04 . - CEE18 3.49 3.73 3.57 3.37 3.15 3.01 • 2.86' - 2.50 211 1.71 3.691 3.63 : 3.46 . 3.27 2.98 2.61 223 gE13 - CEE16 . 5.91 6.62 6.30 5.95 5.52 5.28 5.01 . 4.38 "3.66 2.98 6.12 6.91 ; 6.68 • 6.41 6.03 5.51 4.96 3.82 2.75 CEE14 7.79 9.12 8.61 8.05 7.41 . -7.15' 6.81 5.99 5.05 4.12 8.01; 9.4. 9.01 8.54 8.01 7.83 7.15 5.70 4.30 J W 18 4.29 4.34 4.21 4.06 3.87 3.72 3.56. 3:14 • 2.69 2.23 4.24 t 4.09 3.92 3.73 3.52 3.30 3.05 2.22 1.41 JW16 7.39 7.65 7.41 7.09 6.69 6.44 6.15 5:49 4.63 3.76 7.601 7.87 7.69 7.50 7.25 7.00 6.40 5.15 3.87 JW14 10.21 10.68 10.29 9.87 9.26 8.88 8. 7.45 ' 6.33 5.19 10.44' 1 0.99 10.69 10.38 9.87 9.83 9.27 7.55 5.88 JW12 16.06 17.37 16.46 15.51 14.51 13.91 13.24 1 11.67 9.92 8.16 16.321 17 74 16.94 16.10 15.22 14.79 14.30 12.65 110.09 JWE18 4.64 4.70 4.55 4.39 4.21 4.06 3.89 3.51 3.09 2.64 4.71: 4.561 4.39 4.20 4.00 3.77 353 2.73 1.89 JWE16 7.92 8.17 7.88 7.56 7.20 6.94 6.65 5.91 5.27 4.52 8.122: :.44 8.23 7.98 7.71 7.56 7.16 5.83 4.67 J W E 14 11.041 11.29 10.98 10.64 10.24 9.95 9.56 8.57 7.48 6.30 11.26 • ' 11.37 11.12 10.84 10.68 1 10.44 8.92 7.18 J W E12 18.75 19.63 18.83 18.01 17.18 16.50 15.72 13.94 11.96 9.93 19.01 ' ' 9.98 ' 19.28 i 1 8.58 17.89 17.38 16.77 15.40 i 12.64 24" on Center - 5 P.S.F. 24" on Center - 20 P.S.F. CN20 1.68 1.88 1 1.71 1.53 1.33 1.22 1.10 .84 .57 .31 1.58 1.51 1.22 • .31 , 39 .06 - - - CN18 2.52 2.88 2.66 2.40 2.12 1.99 1.84 1.53 1.18 .82 2.631 2.69 2.34 1.1:0 ' 1.25 .86 .47 - - CN16 3.79 5.10 4.62 4.03 3.40 3.27 3.12 2.78 2.36 1.81 4.04 ' 5.50 4.92 3.97 • 3.03 2.61 2.19 - - CN14 4.93 6.87 6.15 5.36 4.52 4.37 4.21 3.81 3.35 2.68 5.20 • 7.31 6.68 5.63 ' 4.39 3.93 3.44 1 2.43 - CEE20 2.25 2.28 2.15 2.00 1.84 1.70 1.54 1.22 .89 .58 2.07' 1.86 1.62 1.32 .90 .52 - - - CEE18 3.39 3.60 3.41 3.17 2.91 2.73 2.54 2.11 1.67 1.25 3.50; 3.27 3.01 2.72 2.15 1.69 1.23 - - CCE16 5.81 6.48 6.12 5.73 5.26 4.98 4.56 3.95 3.19 2..') 6.12; 6.91 6.65 601 5.12 4.49 3.85 2.61 - CEE14 7.68 8.97 8.42 7.81 7.13 6.81 6.42 5.51 4.52 3.59 8.011 9.44 9.01 8.54 7.43 6.70 5.90 4.33 - J W 18 4.19 4.20 4.04 3.85 3.62 3.43 1 322 2.73 2.22 1.73 3.95 ' 3.72 3.47 3.18 2.87 2.53 2.02 ' 1.02 - JW 16 7.28 7.51 7.23 6.87 6.43 6.12 5.78 5.03 4.13 3.26 7.60: 7.50 7.. :4 6.'•i 6.64 5.95 5.24 3.85 - 6.10 44 0 J W14 10.09 10.52 l 10.09 9.62 8.97 8.53 8.05 6.95 5.77 4.63 10.44: 10.99 10.69 10.'.6 9.81 8.91 7.97 JW12 15.92 17.18 16.23 15.22 14.16 13.50 12.75 11.06 9.24 7.47 16.32 17.74 16.94 15 '3 15.22 14.79 13.67 2. 10.88 8.28 JWE18 4.54 ' 4.57 4.39 4.19 3.97 3.78 3.57 3.11 2.61 2.12 4.42: 4.10 3.94 . _ 3.35 3.02 1.51 - JWE16 7.821 8.04 7.71 7.35 6.95 6.65 6.31 5.49 4.77 3.97 8.121 8.c4 7.99 1 7.71 7.40 6.75 6.04 4.55 I - 7.39: 5.55 JWE14 10.931 11.14 10.79 10.40 9.96 9.60 9.15 8.05 6.87 5.67 11.26, 11.33 11.06 10.76 10.43 10.07 9.36 JY' /E12 18.621 19.45 18,60 17.73 16.83 16.09 15.23 13.31 11.25 9.20 19.01; 19.98 19.28 18.58 17.89 1 17.38 16.77 13.72 10.72 • • ,; f 12". on Center 5 v .��; �{^,✓ . {.12: abie - .6: ". Std lar.ss. . b . *'." n : ^.: . • : _ .Sit.[ � . 20 Center - 2Q.P.S.F. TYPE ' CN20 8 ' 1.94 1121111IMM ; 1.88 1.74 1.48 . ... 1.14 3;. ' .89 WLkAiW. r' .65 - ltur • - fit . , ' 1.83 1.76 , " lin 1.58 1.25 - ;48M. " ".61 6,}133 'AID 1 i ,"t0 + "': CN18 2.80 3.10 2.94 2.56 2.11 1.82 1.52 .92 - • 2.80 2.97 2.77 2.30 1.81.: 1.49 • 1:16. `r 11:$: CN16 4.04 5.50 5.11 4.61 -3.85 3.56 .3.24 2.56 1.86 4.04 5.50 5.11 4.48 3.57. 3.23 2.87 3 ' CN14 5.20 7.31 6.68 5.97 =5.20 4.96 4.60 3.81' 2.99 520 7.31 6.68 5.97 4.98 4.60 4.20 3.33 '1.45 ' CEE20 2.37 2.24 2.09 1.92 ;,1.74 .1.45 1.16 .56 - 227 2.1' 1.93 1.76 1.45 1.13 .? = :a..:" y -'+` CEE18 3.69 3.68 3.52 3.34 . 3.09- 274; ' -. 2.37 1.63 :; '• 3.69 3.54 3.35 3.13' 2:77 2.38 1.97 y,1} .�8' .1r-A ; CEE16 6.12 6.91 6.66 .: 6.41 . 6.07 5.64 : 5.10.: - 3.961 ' •2.91 :.8.12 6.91 6.66 6.41- 5.79 5.25 4.67 53' r .42 : 411 "' CEE14 8.01 9.44 9.01 . !8/.54. 8.01 7.88. •7.31 • 5.89 " -4.55 8.01 9.44 ' 9.01 8.54 8.01 " 7.54 6.82 5.34 ,..i1.91 JW18 4.27 4.13 3.97 3.79 • 3.60 3.39 .- 3.16' 2.38' ••1.59 : 4.17 4.00 •3.80 3.59 3.36 3:11 '.2.81 :x:91. '4.7....;- ? JW16 7.60 7.91 7.75 7.55 7.25 7.11 6.55 5.33 4.05 7.60 7.77 7.58 7.37 7.14 6.73 6.10 4.81 '. :: .: JW14 10.44 10.99 10.69 10.38 9.87 9.63 9.34 7.74' 6.06 10.44 10.99 10.69 10.38 9.87 9.63 8.93 7.17 ; =$.48' .. 00 JW12 16.32 17.74 16.94 16.10 15.22 14.79 14.30 12.89 10.34 16.32 17.74 16.94 16.10 15.22 14.79 14.30 12.18 9.61 :' 3 2 JWE18 4.75 4.60 4.44 4.27 4.08 3.87 3.64 2.89 2.07 4.64 4.47 4.28 4.07 3.83 3.58 3.31 2.41 :''.1.54 :` ='• JWE16 8.12 8.44 8.23 7.98 7.71 7,56 7.31 6.00 4.86 8.12 8.44 8.23 7.98 7 -71 7.50 6.67 5.50 --_ .31: f.:.; • JWE14 11.26 11.59 11.37 11.12 10.84 10.68 10.44 9.13 7.40 11.26 11.59 11.37 11.12 10.84 10.68 10.35 8.52 6.74 "5:11 JWE12 19.01 19.98 19.28 18.58 17.89 17.38 16.77 15.40 12.90 19.01 19.98 19.28 18.58 17.89 17.38 16.77 15.08 12.131 -9 4. 16" on Center - 25 P.S.F. 16" on Center - 30 P.S.F. CN20 1.75 1.67 1.48 1.10 .71 .42 .13 - T - 1.58 1.51 1.22 .81 ' -:39 - '.06. _ .-=:. { "= J7�•- CN18 2.80 2.88 2.63 2.13 1.62 1.27 .92 - - 2.63 2.69 2.34 1.80 1.25 .86 ' .471 = CN16 4.04 5.50 5.11 4.31 3.39 3.02 2.64 1.85- - 4.04 5.50 4.92 3.97 3 . 0 3 2.61 ' 2 :19 1 :.=:: = •` - • - . CN14 5.20 7.31 6.68 5.97 4.78: 4.37 3.94 3.02 2.10 5.20 7.31 6.68 5.63 4.39 3.93 3.44 • _144 ; r: ', . CEE20 220 2.03 - 1.83 - -1:61- 1,26- . -•.92• • •.58 - - • 2.07 1.86 1:62 • 1.32 =.9O - :520"". -=T.: t- �':. . `;:•.y:- CEE18 3.64 3.45 3.23 • 3.00 2.56 2.14 1.72 .90 - 3.50 3.27 3.01 2.72 2.15 1.69 ;',,' 1:23' = :.'i, -- : --. CEE16' 6.12 6.91 6.66 • 6.40 5.57 4.99 4.39 3.19 - 6.12 6.91 6.66 6.01 5.12 4.49 3.85 '.2.61 ` -.' CEE14 8.01 9.44 9.01 8.54 7.92 , •7.25' 6.51 4.99 3.58 8.01 9.44 9.01 8.54 7.43 6.70 5.90 . 4.33. r'=. - • JW1B 4.10 3.90 3.69 3.45 3.20 2.92 2.54 1.60 - 3.95 3.72 3.47 3.18 2.87 2.53 2.02 1 :1.02 - t- _ JW16 7.60 7.68 7.47 ' 7.23 6.97 6.48 5.80 4.48 3.17 7.60 7.50 7.24 6.96 6.64 5.95 5.24 i •'3.85= =--- = . ":- JW14 10.44 10.99 10.69 10.38 9.87 9.48 8.60 6.80 5.11 10.44 10.99 110.69 10.38 1 9.81 8.91 7.97 j 6.10 - 4.4Q ..-.- J W 12 16.32 17.74 16.94 16.10 15.22 14.79 14.30 11.73T 9.15 16 32 17.74 116.94 16 10 '5.22 14.79 13.67 10.88 8.28 '6.0E JWE18 11.57 4.38 4.16 3.93 3.67 3.39 3.04 2.10 - 4.42! 4.20 3.94 3.66 1 3.35 1 3.02 2.53 ; 1.51 : - .- ' JWE16 8.12 8.42 8.21 7.98 7.71 7.25 6.59 5.17 3.96 8.121 3.24 7.99 7.71 1 7.40 5.75 6.04 4.55 - - JWE14 11.26 11.52 11.30 11.05 10.77 10.48 10.01 8.13 6.33 11.261 11.33 11.06 10.76 , 10.43 10.07 9.36 1 7.39 . 5.55 . - JWE12 19.01 19.98 19.28 18.58 17.89 17.38 16.77 14.61 11.64 19.01 1 19.98 19.29 18.E9 1 17.89 17.38 16.77 1 13.72 10.72 1-8.07 24" on Center - 25 P.S.F. 24" on Center - 30 P.S.F. CN20 1.34 1.26 .85 .39 - - - - - 1.11 .99 .49 - 1 - . - - 1 - - - - CN18 / 2.37 2.42 1.91 1.31 .72 .27 - - - 2.11 2.13 1.50 .85 1 .21 - - - - - CN16 4.04 5.39 4.48 3.48 2.51 2.03 1.54 - - 3.911 5.03 4.05 3.01 1 2 01 1.48 - 1 - - - CN14 5.20 7.31 6.39 5.10 3.83 3.28 2.73 - - 5.201 7.24 5.93 4.591 3.28 2.67 2.061 - - - CEE20 1.87 1.60 1.31 .86 .38 - - - - 1.67 '.35 .94 .42 - - ' - - - - CEE18 3.28 2.99 2.67 2.19 1.57 1.05 .54 - - 3.06 2.72 2.33 1.69 1.01 .44 - - - CEE16 6.12 6.65 6.32 5.44 ` 4.49 3.79 3.10 - - 6.12 5.38 5.85 4.89 3.88 3.13 2.39 - • - CEE14 8.01 9.44 9.01 7.98 6.73 5.91 5.05 3.41 - 8.01 9.20 8.66 7.38 6.05 5.16 4.26 - - - JW18 3.74 3.45 3.13 2.77 2.39 1.85 1.28 - - 3.52 3.18 2,79 2.37 1,83 1.21 .59 - -. • - = -• -- J W 16 7.51 7.23 6.91 6.55 5.98 5.22 4.45 - - 7.30 6.95 6.57 6.14 5.35 4.52 3.70 - - - JW14 10.44 10.91 10.56 10.18 9.07 8.09 7.08 5.14 - 10.44 10.61 10.19 9.71 8.37 7.31 6.25 4.25 - - J W 12 16.32 17.74 16.94 16.10 15.22 14.05 12.59 9.70 7.10 16.32 17.74 , '6.94 16.10 14.62 13.11 11.58: 8.61 6.02 - JWE18 4.21 3.92 3.61 3.25 2.87 2.37 1.79 - . - 4.00 3.65 i 3.27 2.85 2.37 1.73 1.10 - - - JWE16 8.12 7.97 7.65 7.30 6.80 6.04 5.25 3.69 - 8.04 7.701 7.32 6.90 6.19 5.35 4.51 - - - JWE14 11.26 11.04 10.70 10.33 9.92 9.45 8.43 6.35 - 11.12 10.75 10.35 9.90 9.40 8.64 7.551 5.39 - - JWE12 19.01 19.98 19.28 18.58 17.89 17.38 15.78 12.47 9.45 19.01 19.98 j 19.28 18.58 17.89 16.46 14.72 1 11.32 8.29 - • • • '• 12" on Center - 25 P.S.F. Axial' Load "Fables -- 6" Stud 'Contact DALE/ /INCOR for 8" Axial Load Tables 21 DAL INcoR 12" on C - 30 P.S.F. •_ Notes: Joist Bridging 1. Install mechanical oridgtng spaced at the following invervals: a. 5'•0" on center maximum for any 1%" flanged components or less. b. 7'.0' on center maximum for all remaining member types 2. Proper attachment of diaphragm rated produc :s. such as plywood or metal deck. will prevent rotation of the compression flange of the joists. These may be used in lieu of the installation of the top Ilat strap. Installation of these products and the balance of the mechanical bridging components must be completed before any loads are applied to the joists. 3. Install 16 gage solid bridging in first two and fast two joist spaces. Starting at third joist space, install V•bar bridging, top and bottom. extending for 10'0" run. Follow with solid bridging in one space. Repeat 'o completion. with each 10'0" run of strap bridging followed by one space of solid bridging. (Based on calculations. additional rows of bridging may be required.) Note: Solid bridging shall not be less than 2" maximum reduction to section depth. • Construction Detail Solid Blocking CIIip Angle: • / Attach :o Joist or Stud and Blocking wiScrews (Typo) Construction Detail Floor Assemblies Joists or Ratters / r + Steel stud Ids . , r %.. 16 ga. solid " • Each end 1/4"1/ 1 Two steel ti , studs • Steel joist • (locate joist over studs) 22 Attach Track. to Joist w /Screws at each Flange (Not Req'd. +I web Stiffener is used) Web Stiffener as Req'd. (This side at. tit between Joist Flange) Joist Track Web stiffeners shown weld attached i .Veb stiffeners Track snown weld attached = ^undation Clio as Req'd. Locate Adjacent to Joist 'f.. Exterior Sheathing Expansion or Anchor Bolt Steel joist Yom` • t Track Two steel joists Stud: Align with Floor Joist Joist Below I I V 2 Screws at t Track I ' each Stud to ; j , Joist Below (Farside) Joist V -Bar bridging 16 gage minimum `Screw al each Flange Unilorm Bearng as Req'd. at End of 40.st Short Angle Shealhmc• Depth (IN.) �• CONDITION 1 CONDITIO 2 CONDITION(3) CONOmT103(4 1 1.5 3.0 4.5 6.0 1.5 3.0 4.5 6.0 1.5 3.0 4.5 6.0 1.5 3.0 4f i> 14 12 1843 2082 2322 2562 3462 3790 4118 1 1445 1236 1397 1558 1718 3405 3470 3535: 3600 14 787 925 ; 1062 1200 1590 1795 2005 , 2327 494 580 666 752 1216 1249 1281 i 1314 12 12 1933 2184 2435 2687 3578 3917 4256 ; 4595 1321 1492 1664 1836 3733 3804 3875 , .3946 M 14 851 999 • 1147 1296 1674 1889 2110 2449 553 650 746 843 1445 1483 1522 . 1 5181 10 12 2023 2286: 2549 2812 3695 4044 4394 4744 1405 1588 1771 1953 4060 4137 4215 a 4292 14 914 1073 ! 1233 1392 1757 1984 2216 2571 613 719 828 933 1673 1718 I 1762 1 1807 16 517 625 I 733 842 1063 1229 1455 1716 334 404 473 543 874 903 ! 332 I 961 9 12 2057 2324 ! 2591 2859 3738 4092 4446 4800 1437 1624 1811 1997 4183 4263 : 1342: 411122 14 938 1101 i 1265 1428 1789 2019 2255 i 2617 635 746 856 967 1758 1805 ' 1852 f 1899 16 536 648 759 871 1089 1258 1490 1757 351 425 498 571 941 972 j 1003 E 1034 18 247 308 369 430 493 591 737 383 153 192 230 268 348 362. 377 . 391 8 12 2113 2388 ' 2662 2937 3811 4172 4533 4893 1490 1684 1877 2071 4388 ! 4471 ! 4555: 4636 14 977 1148 1318 1488 1841 2078 2321 2694 672 789 906 1024 1901 i 1952. 2CO3 : 2054 16 566 684: 803 921 1131 1307 1547 1824 380 459 539 618 1052 1087 1 1122 , 1157 18 266 332: 398 465 519 622 775 328 172 215 257 300 414 431 448 : 465 7 12 2147 2426 2705 2984 3855 4220 4585 ; •1949 1522 1719 1917 2115 4510 4596 4 .682 ! 47E3 , 14 1001 1175 1350 1525 1872 2114 2361 i 2740 694 815 936 1058 1987 2040 2093. 21 16 585 707 329 351 1156 1336 i 1582 i '365 397 480 563 i 646 1119 : 1157. 71 94 •23' 1 .8 278 .31' 416 195 534 641 798 ;56 183 228 274 j 319 454 ! 172 491 51C. 6 12 2203 246? 2776 3 06 6 2 3927 j 4299 4671 ; _C43 1574 1779 1984 2188 4715 4805 4895 49EE- 14 1078 1266 1.154 1642 1950 2201 j 2458 ! 2853 758 890 1022 1154 2155 2213 . 2270 1 232 16 645 780: 915 1050 1218 1408 1667 i 1965 446 540 633 726 1250 1292 ! 1333: '375 18 298 372 446 519 560 671 t 836 1 . 1002 201 I 252 302 352 520 541 ' 563 4 14 1144 1343 1543 1742 2035 2297 j 2565 j 2977 819 962 1105 1248 2387 j 2450 . 25'4 2578 1 16 697 342 988 ! 1133 1286 1487 t 1760 1 2075 495 598 1 701 805 1432 i 1480 '527 ' - 575 18 329 411 ; 493 574 601 720 1 898 I `075 231 ! 288 I 346 403 626 i 651 677 7 , f • 1 ` 1.5h I Web Crippling and Joist Tables Bearing in Inches - Maximum Values for Reaction without Web Reinforcement (Values in Pounds) • ='nd required member and bearrg .ength in tables. Refer to diagram below for applicable condition Concentrated lob{: = onfiguraher.s. Compare atlowaoie 'pad in table with the actual applied load. Uniform toad' 1 1 I I I I 1 e i / \ 1 _t. , i 1 1 t i f I I • 15h Ed 03.4.3 Of .5 Lo C3.4.7 .2. Or .3 - 14 ?POr End Foot Notes: Joist Tables (Pages 24 -26) • Allowable ur form loads in pounds der lineal foot (PLF) • or use in seiection of sinaie soar floor and roof foists subjected to .reform ilve and dead toads. The clack ` ;ures in the following :aoles give the TOTAL (TL) safe . n,iormly c:s:r:buted load carrying capacities in pounds per lineal foot PLF). The •. a:ues shown in rea are the LIVE loads ILL) per lineal foot PLF) of joist which will produce a deflection of L/360 of the span. • ..VE loads •. itch will produce a deflection of LJ240 of the span may :e obta nec :y multiplying the values in red by 1.5. In no case shall the TOTAL :ad capacity of the ;oists be exceeded. The use of : tables are limited to applications involving simple sLoportea - embers. • 'o determere equivalent pound oe• square foot (PSF) capacities, divide ne oounc :sir lineal toot PLF .atues shown oy the joist spacing e. 24" :: :y 2. 16" o.c. 3y 1 333. etc.). •ores: • dpplicaticr s involving multiple spans. cantilevers, concentrated loads. mpact ;ca:eng, etc. should be investigated separately. 2. Web drip: ':g should be nvestegated in accordance with the table an this page and section C3.4 of the AISI Specification. Web stiffeners are reccrr ^ended at all support and concentrated load locations. When bearing exceeds 35' two DALE / /INCOR web stiffeners are required. 3. Minimum end bearing shall be 1' z ". Web punchouts shall not be • :441 or •• [i C.744 a, nano. Woof . <7:11 " . •�- 1 d . t� 7. :: a• 1 : :341]. i [ o oleo. 23 --�1n Ea G.41o.•1 tltl INCER a •[ [n/ f.i.� 05400/DAL DALE / /INCOR • yn i l ._y, • B. • ese 01.41 AN... x •••p•• t: -r. sv - c a'a.! located within 12" of a support or concentratea 'cad lcca ::a1. 4. Note: When using joists. web stiffeners should be _sad - _. bearing point where knockouts are located, or : at 237• ::ear :c : when in doubt whether or not to use a web stirle •er 5. To orevent rotation. joists shall be attached to :rack :cmcd a: each end or restrained by the installation of sous ::c<:rg• 6. Deflections and stresses were calculated :rithct.t 'E gar: Ic composite contribution of facing materials. 7. Joist assemblies shall be braced against rotation •vitn bridging spaced at the following intervals: • 5'0" on center maximum or 1 flanged components designation or less. • T0" on center maximum for all remaining ,ois1 ' ances. Reference page 27 for bridging types and installation -em:cs. Bridging shall be installed before loads are aorwea to ;o's Proper attachment of diapnragm rates products. s cn as :iywc:: or metal deck, •Niel act to prevent rotation of the •:o !a•:e :' -_ ioists. Installation. however. must oe lomotetea :tore :was a•e applied to the joists. 8. The load tables may oe uses for parallel : sts mstaiiec '3 a - war. - slope of '/2' per toot. 9. • Denotes total load values In excess o1 400 3oures, 10. Contact GALE / /INCOR !or maximum uniform •cad values framing components not shown in tnese tables. GAUGE DESIGN t CASE PROP- ERR PANS, WIDTH -- INCHES 16 20" 24" 271/4" 8" 9 " � 12" $ X20 Ga. 2.443 *%Fr 41/ 3,3i � .034" AXIAL A in 0.864 Q.802 0.712 0.636 0.590 0.560 0.542 r in 1.215 1.203 1.169 1.116 1.064 1.018 0.983 Q 0.452 0.422 0.367 0.309 0.276 0.234 0.214 BEND= RIBS IN OSS. I in4 1.267, 1.160 0.972 0.791 0.669 0.580 0.524 yin 1.052 0.980 0.851 0.714 0.616 0.514 0.492 S in 0.690 .562 0.443 0.339 0.275 0.232 0.205 BENDING RIBS IN TENSION I in 0.7 1 0.504 0.379 0.304 0.254 0.224 y in 1.629 _0.625 1:627 1.624 1.621 1.620 1.619 1.618 S in 0.456 0.396 0.307 0.232 0.186 0.155 0.137 DIAPI4 SHEAR v lbs. 817 ; 611 363 204 131 91 70 _.., 110 G16 i • 4�3 i �yPr. .31 6 /Fy .046" £' L • AXIAL A in 1.159 1.077 0.957 0.856 0.795 0.754 0.730 r in 1.207 1.194 1,160 1.106 1.055 1.008 0.974 Q 0.586 0.546 0.476 0.401 0.346 0.304 0.277 BENDING RIBS IN COMPRESS. RE'�S. I in 1.690 • 1.536 1.287 1.047 0.885 0.767 0.693 y in •,1.040 0.968 0,840 0.704 0.607 0.533 0.485 S 3 0.845 0.742 0.582 0.448 0.364 0.306 0.271 BENDING RIBS IN 2ENSION I in 1.105 0.960 :0.744,, 0.560 0.450 0.375 0.531 1.507 x.216 174 y in 1.525 1.521 1.516 0.621 T17 1.512 0.365 1.510 1.508 S in 0.714 0.293 324 0.245 DIAPHRl! v lbs. 2020 ,1510 ; 900 506 225 I -RIB PANEL S?:CTION PRRPERTIES - PER POO '.1 WIDTH Section properties computed per AISI "Specification for the Design of Cold- Formed Steel Structural Members ", 1968 Edition. Section properties are for ASTM A446 Grade A material, F : 33 K. :r. Moment of inertias are computed for strength ;kilt limita+t39ns and may be conservative 'for deflection calculati.ons. Section moduli are adjusted for use with a stress of 20 KSI where T actual allowable compressive 'stress is less due to w/t limitations. DiaPhragia shear values shown include 1/3 increase for wind or s r ;itfic load :; w/t ratios for sections right, of the heavy line exceed AISI appn,ar,ance " 4P 0/1 f-4'1 1 Ribs in 111 Load rTens iOn.I `/-- R la Compre:.' %ii' 1 -1/4" 1 -1 /64'" r -') S o n o _ N. A, cn 'o Variable Width J � HI -RIB PANEL. 'l RAYE BECJI'ER COMM Ok-t RECD . . It �l_ 101978 EIVE FENTRON HIGUWAY PROOIICTS,1 PORTLAND, ORYGON 97227 M�. 44.4 NOMINAL SCREW SIZES WISE' STEEL OA uc;tas --, 1 THICKNESS RECOMMENDATIONS FOR TRAXX /TIEKS• w MATERIAL * THICKNESS INCHES • DnII s• Ca/UGH'S e• may vary xltfl , it7trC1 '21' ea ..' t SCREW SIZES ! • • ,, an I. M. .■3 at aA As as FM ll CIOXI1 HIIII MIllammmum ' ........._ ' Y �l� gli' '. V 11.14 mug mamas *vow ' Ionians "Mims w "g i i a1� WWII WINO* 06 07 06 119 � VV Itti 012 M13 - N vggFg F. 26 2 24 = 22 20 `� .015 .024 .030 _ 036 •A .il I .• •t • .• 1A 1 11 •tt •• •/ •A •11 Y• •M #.4 •17 1.f 117 n &i mart mane rels>> Twin nlcli• .slc$II m 40 V N rinIv Hw Ora .060 075 105 FASTENER DESCRIPTION BREAKDOWN EXAMPLE, 10 — 16 x 3/4 HWH TEKS /3 MEAD DRILL POINT NOMINAL THREADS SCREW SCREW SIZE PER INCH LENGTH STYLE TYPE 1 0 t3a I! 1 1 11 1 1 J _ 1 HO is I IV IPN Iota CIOXI1 HIIII MIllammmum ©t l ®Il I 11.14 1 Iat• ®®IElina © IAN ID t IAA I! OP ON Oa lb*** *4 W1 We- YNYH 14W MCI i is I Ie C CIOXI1 HIIII MIllammmum ©t l ®Il I II I a aL7E 3DDl1111taa1•110101•11 ®®IElina © El I ID t tCinIZIIFL IEM111f11111/.1f1. ®IiClE:3111111•rlaTtti ®t©mmBntti motif asrl ® IDDI T Tii1IIIImf ® ®EIMMEDIMI •11111 Sohn i tit 1 11ti•1111ti0181li1•113JWEIItI1 1 A. cal ® .1B uflrte.'s*: VIC Dat• �la! lQ•:IaAasa>• ,srIIIIElli g:031+lr3lsu uEIMIs 1: 111111a11 nummoo_aa :!1CJa ai. MIMI aft monfU atia iaaaet.jn'•;IQ laraa.ao anBaum: Ja III 1C If: It.1a/D111 .AM= QT:lan eaF0l:3ertIMIll :ii•11at. I/FL It.:. IR:Itt m affiesrllall ? I -i I t as IQ:JQ :tar agllileni., %volaR 1111(7 NNE aI1.7l1:•f:!? •aarriso ms3salwimc.n S➢t:• :lam q•ta Amato •a/a� aomiloaMamoodp arlaa: lerurcuist• JIUIl..9 a1r11ia :A se'.aaG :■■ ,M) Ian' min ar1iseal.e au ear.7a,JesnLlst;al :sent maimia.;_I fLiu.IDltilMII.J[41t:: NILlagiJi• 1C.•• • arcaatiltauLae:J1u _1e1111e1 '1QYlt ^1e: 1 vat auill1M t•s)♦e11111111F III7e]IIla •Jfr •JC"W - tit]1 - GG - 7 I .L V : LU/ l 1 r-vfs.■-.i 1 . J 1 J I $-I• I-) .414/21/1997 17:25 50324428137 VV 1'AL! (L 1J •.+. }. Screw tA Si e Section No. 12 0=0.2061 No. 10 0=0.1831 No. 8 0=0.1611 No. 6 (d=0.135) Gouge Shear Putout Shear Pullout Shear Pullout Shear Pullout 25 74 50 69 44 . 65 39 60 32 20 185 92 173 81 163 71 • 149 60 -x- 18 276 120 258 105 242 93 222 78 16 387 151 363 132 341 116 N/A N/A 14 548 190 513 166 N/A N/A N/A N/A Min. Edge I Gist. And 11/16 9/16 1/2 lit O.C. Spacing .......—.. -........-.........,„..... w ri6 etco c.• 1-4 I v • <t3 0 tn CNI • 0 ' r4 r- cn No. 01 .-4 a N N der. @am , . • , • • - • • : • • „ * fir 010041( deck, tbookup ratites. aret swoon, imwers CRYClnilel to metal trot and structural connections. Metal thickneW - 20, 18. 16 and 14 gauge. PAN HEAD - SELF 13RUJNG For ottoching steel deck, backup plates, door frames, lathers channel to metal framing ond structural connections. Metal thickness - 18. 16 and 14 gouge. Nolo: 1. NI oskies based on connected ports hovIng a minimum OM sires', y"33 id and o minimum ultimate stress, Fule43 ksi. 2. When connecting moterials of different gouge thickness, use loads shown for the righter gouge. 3. Applied sheer Foods may be multiplied by 0.75 for wind or eorlhquoke loads per AISI A4.4. 4. For screws in tension, the heod of the screw, or washer if provided, shall have a • minimum diameter of 5/16 inch. • -53- • lot NMI K31 as MO 11r Nn ist) u►M Sums v. a $ DOM as 04 OM / M NI Ill MI tit/ =t CC *II a IDC11:31:21 MI 411 Po MI ©tom 4s t i =I= G:1l♦1111111-11111 II:I 1,0 In tm _MI as t = =DO COto mm = Mo a IN Gaye IN= !• >n 11111Ottf ©t3 «1 es I r■i I ssiE111111111-t121 t�t� WO IN se MOMS D 1a MINI IOC /*/1=31444 CI NM MN nu Ii■ MN MI am as MI NM 1111111111111111 Ps am systems, and fastening techniques to solve 'day's metal fastening application problems to ir ::ase your productivity and the quality of your fastenItyps. Effective, consistent. and reliable fastening. are the results of choosing the right Buildex fastener for your specific application. This BUILDEX METAL FASTENING SYSTEMS SELECTOR GUIDE is a representation of •ULTIMATE PULLOUT VALUES (POUNDS) IIMIIIIIMAIrrierl fill 111[LJ1 )1 :.7K�1.1 11011 =testa Wi u) 107E)/ . 1C 1LL:111Z111Jr) tit: ::: siJitJ n1100111:0111111 Ma NM E..IQ]La *Alit :411L311 1CJ` I1111ra1r Ilia MIRA If . :111 JILA SLOW as m t _aim um (1 JI )E r1LJa J Jt 1::: lfatj!_II!•7E;1[JG:1C_1c11l-- In1 f`) V)E.zl !ui [..f[ J ®C_] t-ll:`:] 11r CUSOi iii- 7e.711LJ1irJ :9 ED1,:L m lZUON tiawaNCti(alIra !')LI) :1t: lLi MOtaMI llL]JE:1v 1 F ILA IS I11tJJLJC,711 :111 A1LDMI rr111111111111 11Ic7CJl y!2]C_111=i1<T 11t9NM a•Gar Lral (21 IFEll Pi 1F I1 UVT ICJLJLA IL: 3141 "pi mil Wit AlEd111..3 t iLilC•:9(.c1(I 7.11111111 Mal MI aim issoEt JLJm)C,1- :1C,ULJ arr J figineles sow our i NOMINAL SCREW SCES M O at 116 117 116 *9 1210 INsteahmt .140 .150 .160 .160 .190 26 x24 22 20 'MM. A. wrw 'v br .wr w Wed • w.•...i. w,+..0 Z. SHEET STEEL GAUGES Comm Slow UM, 4.11141111 iplabot D1/ 424 400 TNICKNtSS w INCHFSa►• 'Gotta& may vaq with NOW Nele .11. ill IV v. I•Prso ervre Y/.yyh •UL:JMATE SHEAR VALUES (POUNDS) Buildex Traxx • and Teks'self -drilling fast exhibit excellent strength. sealing, and performs n atures not found in any other selt- drilling fastener Technkal assistance regarding Buildex fasteners or applications is available by contacting Bui1dex's Application Engineering Department tollhee of 800/323 -0720. 1, MIMI MS 111 rf11 w 1111 • :11 111 II IIl AI t1 In Swift towNw•gA.w.a313 su. M M re M) rq M nisei Verna .4 ... r; MO I PIO • IIMP l• I x.41 • vile. 11. STRENGTH CHARACTERISTICS THICKNESS RECOMMENDATIONS FOR TRAXX /TEAS' 1 as M me eV M 1e W Iq w p nee/ tR*X><13 1rtt1 Ttk;lf • ALEMN 0 - Uses • Integral component of stud or joist bridging methods. • Impedes rotation of C- sections sub- jected to lateral and or axial `crces. • Stiffened section eases nstallation compared to flat strapping. • Reinforced flat surface allows for ease ;n attachment of fixtures. • Provides solid support in lieu of woos `or attacnment of cabinets and rand r ails. Product Data • Designations: KAT x Spacing. • Gages: Heavy or standard. galvanized. • Length: 18" or 26" 2 la' or 26' 26' or 24' .. ... 'DALE 1' Structural Products and Notes TD Deep Leg Track 11/4" Leg CN Stud 1 Flange CEE Stud 1 Flange 05400 /DAL DALE // INCOR JW Joist 2" Flange JWE Joist 21" Flange F = Flange Size W = Web Size (Dimensions on Pages 4 -7) Foot Notes: Physical Property Tables • All section properties are oased on the 1986 edition ol :he American Ircr' 3 Steel nsUtule IAISII Spectlication for me Design ol Cold Formed Steel Structural Members ' 2 ;rose and Torsional properties are oased upon the lull ,nreduced cross section The effective properties Ix and Sx were developed Independently of eac" :trier Sx is basec on the effective section stressed at yield ix :s based on an aoecuve section stressed at allowaole beneina For further inlormation, consult sec: cn 92 :r :he 1986 AISI Specification iowaote :erding moment. Mr, Nas calculated accordirg to AISI Sectic^ :3 ' .sing proceoi.re I. • Newt axis .' effective properties are calculateo assuming the Neo •s :ompression 4 •I CN and CEE Product • puncnea 30" on center unless spec lieo dilferer:iy ail JW and .WE Product • punched 20" from the eno.:ren 48" on center ,n less spec:' ed dillerontly. 3 Standard tract ITD) length is 10' Special lengths to 40 on request 3 Return lips 'or products in design CN • si,G CEE • ' is JW • ri JWE • =r' 3 Ix Sx Rx ly Sy Ry Cw Ro Xo SCJ Super C Joist 3 Flange • Moment 01 trier. a 'or deflection about the x-axis. • Section modulus or load about :he x-axis. • Radius of gyration about the x -axs. • Moment o1 iner.•a about the y -axis. • Section modulus about the y-axis. • Radius of gyration about rte y -axis. • Torsional Warc •g Constart. • St. Venant Torsion Constant. • Polar Radius :r ;yahoo •axen about the shear carter. • Location of shear :enter from the centroid a the y •axis • Parameter usec •+ :etermination :i elastic ::lical •noment Beta • Torsional•Ilexura :onstant Mr • Allowable resist ^g moment L,steo values incorporate the effects of cold •=rming as allowed per aopenoix A5.5 5 01 •rte 1986 A I.S I. Sceciticauon for Design of Cold Formed Steel Structural Memcers Values shown are in inch Dounda. i Skte (W) Section GA. Wt./Ft. Area (ln.r) About Major Axis About Minor Axis Cw (In.') 1 (In!) Ro (in.) Xo On.) j (In.) Beta 1 Mr (In. -lb.) Ix (In9 Sx On-') 1 Rs 1 On.) ly Sy Ry (tn. (In') ( On) 2% CN 20 .666 .1913 .1975 .1336 1.0160 .0483 i .0455 I .5022 .0652 .000076 1.5981 ! - 1.12671 1.6670 .5029 2,917 18 .870 .2494 .2547 .1855 1.0107 .0616 .0578 1 .4968 .0823 .000171 1.5851 •1.1155 1.6617 .5048 4,146 16 1.083 .3089 .3120 .2241 1.0051 .0745 .0696 .4912 .0986 .000332 1.5715 - 1.1037 1.6564 .5067 7,611 14 1.348 .3793 .3767 .2788 .9966 .0883 1 .0817 .4825 .1162 .000637 1.5560 - 1.0933 1.6654 .5063 9,727 2'/= CEE 20 .757 .2163 .22881 .1556 1.0286 .0811 .0686 .6122 .1258 .000086 1.8904 - 1.4631 1.8750 .4010 3,357 18 .988 .2822 .2957 .2196 1.0236 .1040 .0876 .6070 .1596 .000194 1.8773 - 1.4520 1.8674 .4018 4,837 16 1230 .3499 .3628 .2624 1.0183 .1267 .1063 .6016 .1923 ' .000376 1.8637 - 1.4404 1.8595 .4027 8,777 14 1.532 .4325 .44261 .3298 1.0116 .1530 .1277 .5948 .2291 .000727 1.8467 - 1.4259 1.8498 .4038 11,258 21/2 JW •20 .662 .2508 .27301 .1862 1.0434 .1459 1 .1062 ( .7627 .2627 .000100 2.3173 - 1.923412.2244 .3111 3,952 •18 1.128 .3276 .35341 .2486 1.0385 .1881 .1365 .7577 .3351 .000225 2.3044 - 1.912512.2154 .3112 5,371 • 16 1.403 .4052 .43201 .2851 1.0325 .2286 { .1649 j .7511 .4049 .000436 2.2947 - 1.9067 , 2.2156 .3096 9,372 .14 1.747 .5016 .5282 1 .3890 1.0261 .2780 ' .1996 1 .7445 .4856 .000843 2.2779 1- 1.89251 2.2041 .3098 13,008 2% J:YE 20 .948 .2896 .3273 1 .2015 1.0631 .2576 .1554 .9431 .4966 .000115 2.8444 1.2.46401 2.7061 .2496 4.215 18 1.285 .3787 .4242 1 .2794 1.0584 .3332 .2005 1 .9380 .6356 .000260 2.8316 1-2.4531 2.6964 .2495 5,93' 16 1.599 .4691 .5198 1 .3191 1.0526 .4069 .2437 1 .9314 .7714 .000505 2.8226 1- 2.44771 2.6952 ' .2480 10,30C 14 1.992 .5815 .6367 ; .4011 1.0464 .4972 • .2966 • .9247 .9296 .000977 , 2.8058 ! - 2.43361 2.6828 .2477 13,13: 3' /2 CEE 20 .878 .2508 .4938 • .2484 1.4032 .0914 .0769 .6037 .2447 .000100 2.0147 - 1.3137' 2.1382 .5749 5,35£ 13 1.146 .3276 .6400 ' .3482 1.3977 .1173 .0985 .5984 .3119 .000225 2.0021 - 1.3026' 2.1344 .5767 7,665 13,98; 16 1 427 .4067 .7880 .4181 1.3919 .1429 .1198 .5928 .3772 .000437 1.9889 - 1.2910 2.1308 .5787 14 1.777 .5035 .9655 ; .5277 1.3847 .1728 .1446 • .5859 .4519 .000846 , 1.9724 1-1.2766 2.1265 .5811 18.01: 1 31/2 L 20 .802 .2302 .4651: .2272 1.4215 .0546 1 .0515 ! .4871 .1446 • .000091 1.7973 1 -.9860 i 2.1048 .6990 4.96; 18 1.047 .3005 .6020 1 .3131 1.4155 .0697 ! .0656 1 .4816 .1835 .000206 1.7850 1 -.9750 1 2.1071 .7016 6.995 16 1.304 .3728 .7402 1 .3807 1.4092 .0844 1 .0794 i .4758 .2210 .0004011 1.7722 f -.9636 ! 2.1099 .7044 12,930 - 4 1.624 ,4591 ' .8990 • .4755 1.3993 .1001 ' .0938 •' .4669 .2624 .0007721 1.7558 1 -.9523 t 2.1382 .7058 16,59 VA •- CEE 20 .993 .2551 .5354 , .2608 1.4487 .0925. .0776 1 .6021 .2631 .0001011 2.0358 ; - 1.2974; 2.1825 .5938 5,62: 18 '.166 3333 .6941 : .3652 1.4431 .1187 .0994 .5968 .3355 .000229 i 2.0233 ' - 1.2864. 2.1794 .5958 8,04: 1 '6 '.452 .4138 .8549 ' .4388 1.4373 .1447 • .1210 .5912 .4060 .000445 2.0101 ; - 1.2748: 2.1764 .5978 14,68C 14 , ' 8C8 .5124 1.0478 • .5540 1.4300 .1749 .1460 ' .5843 .4867 . .000861 1 1.9937 •1•.2604' 2.1730 .6003 18,9CE 3S/ JW PO 99 '9 ' .304 .2896 3787 .4691 6336 .8228 .3095 1.4792 _ .1672 .1198 ' .7599 .5171 .000115:2.4015 - 1.7325: 2.4131 4795 6,57: .4100 1.4740 .2157 .1544 .7548 .6621 .00026012.3886.•1.7214 2.4065 ..806 8,85 1 7 1 6224 1.0099 .4751 1.4672 .2626 .1873 .7481 .8032 .0005051 2.3770 ;- 1.7140 2.4119 .4801 15,61E 1 14 2.2 .5815 1.2402. .6429 1.4604 .3196 • .2275 • .7414 .9683 .0009771 2.3603 I - 1.6995 i 2.4038 .4815 21,49£ I 12 2.305 .8052 1.6809 .9107 1.4448 .4243 .3003 .7259 1.2668 .0027061 2.3274 . - 1.6740' 2.4007 .4827 31,56E 3% JWE ' 20 ' 1.079 .3284 .7512 .3339 1.5124 .2953 .1749 .9482 .9510 .0001301 2.8733 ' - 2.2515: 2.8117 .3860 6,990 1 18 i 1 .462 .4298 .9766 .4572 1.5075 .3822 .2261 .9431 1.2217 .000295 2.8602 ' •2.2403' 2.8034 .3865 9,707 1 1 " 321 .5330 1.2012 .5266 1.5012 .4674 .2757 .9364 1.4880 .000573. 2.8492 .- 2.2333' 2.8051 .3856 17,0C! ~ 4 1 2.268 6614 1.4776 6623 1.4947 .5716 .3366 .9297 1.8021 .0011111 2.8321 - 2.2187 2.7945 .3863 21.68: 35.211 1 '2 i 3.145 9182 2.0114 1.0444 1,4801 .7676 .4495 .9143 2.3813 .003085; 2.7995 - 2.1933: 2.7838 .3862 4 �- .347 .2431 .5854 .2615 1.5518 .0563 .0527 .4812 .1799 .000096 ` 1.8809 -.9476 . 2.3045 .7462 5,71: 18 07 .3175 .7585 3596 1.5456 .0718 .0672 .4756 .2286 .0002181 1.8689 • •.9367 2.3101 .7488 8,03. 16 .378 .3941 .9334 .1376 1.5391 .0870 .0813 .4698 .2755 .0004241 1.8563 -.9254 2.3165 .7515 14,87r ' 14 '716 .4858 1.1352 .5471 1.5287 .1032 .0961 .4609 .3276 .0008161 1.8398 -.9140 2.3531 .7532 19,09: 4 CEE I 20 .938 .2680 .6722 .2989 1.5837 .0956 .0793 .5971 .3236 .000106 i 2.1049 ' •1.2514' 2.3304 .6465 6,4 18 !_ • ,, '6 '4 1225 ' 1.526 .3503 .4351 8722 .4177 1.5779 .1227 .1018 .5917 .4130 .000241 i 2.0925 .- 1.2405' 2.3293 .6486 9_ 16.81 1.0752 .5027 1.5719 .1495 .1240 .5861 .5003 .000468. 2.0796 - 1.2290 2.3284 .6508 " 900 5390 . 1.3191 .5349 1.5644 .1808 .1497 .5791 6006 .000906' 2.0635 •1.2147' 2.3278 .6535 21,67t 4 JW 1 =0 " : ± 18 .. ' 364 ' 16 ' • 398 302 ` 3957 4904 .6081 3429 .7934 1.3309 3539 1.6194 .1731 .1214 .7565 .6279 .000120. 2.4517 - 1.6782 2.5131 .5315 7.51' 10.10`- .4680 1.3141 .2234 .1582 .7513 .8048 .000272' 2,4390 ' - 1.6671 2.5076 .5328 1.2665 5438 1.6070 .2719 _1921 .7446 .9772 .000527 2.4270 •1.6594 2.5154 .5326 .5343 17,87: 24,54: 36.12 14 2.114 1.5568 .7339 1.6000 .3310 .2336 .7378 1.1797 .001022 2.4104 •1.6449. 2.5088 1 12 2.933 2.1147 1.0422 1.5840 .4397 .3088 .7223 1.5473 .002832 , 2.3774 - 1.6191 2.5105 5362 Physical Properties • ;;nfac1 GALE;' .NCOR for Tables and Avadacoqty. 4 Size ' ,W) Section GA. Wt./Ft. About Major Axis About Minor Axis Cw • J (in.') (n!) I Ro Xo (In.) 1 (In.) j (In.) Bets Mr (In,.•Ib.) Area (In.') Ix ` Sx : Rx (in!) (In. (In. ' (In.) ly 1 Sy • Ry (In.') l (1n. ' (In) 3 20 1.122 .3414 .93751 .3814: 1.6573 .3059 .1763 .9467 1.14761 .000135 2.9046 •2.1895 ? 2.8772 .4318 7.985 18 1.522 .4468 1.21961 .5208 $ 1.6522 .3961 .2319 .9415 1.47571.000307 2.8915 - 2.1782 2.8695 .4325 11,058 JWE 16 1.895 .5543 1.50131 .6014 • 1.6457 .4844 .2830 .9348 1.7990i .000596 2.8801 - 2.1709 2.8727 .4319 19,414 14 2.359 .6880 1.84841 .756311.6391 .5926 .3457 .9281 2.18121.001156 2.8631 - 2.1562 2.86301 .4328 24,763 12 3.273 .9558 2.521211.1894 1.6241 .7961 .4623 .9126 2.8892; .003212 2.8301 - 2.1305 2.85521 .4333 40.106 5 20 1.120 .3198 1.41731 .4676 , 2.1052 .1054 .0799 .5740 .6464 ' 2.4434 •1.0994: 3.1416 1 .7975 10.086 18 1.458 .4184 1.84301 .6485 2.0988 .1353 ' .1064 .5686 .82721 .000288. 2.4318 - 1.0889' 3.1511 1 .7995 14.284 CEE 16 1.815 .5203 2.27721 .7840 ! 2.0920 .1648 .1300 .5629 1.0051' .0005601 2.4197 - 1.0779. 3.1616 1 .8016 28,229 14 2.260 .6455 2.80221 .9907 ' 2.0835 .1994 .1594 .5557 1.2109 i .001085 2.4046 •1.0642 3.1756 1 .8042 33,818 6 20 1.089 .3121 1.53831 .4654 , 2.2201 .0628 .0536 .4487 .4503:.000124 ; 2.3982 -.7880 3.8119 1 .8920 10.166 18 1.423 .4083 1.99921 .6423 2.2128 .0802 .0708 .4431 .5740 .000281 2.3871 - .7780! 3.8414• .8938 14,358 CN 16 1.772 .5077 2.46851 .7862 2.2051 .0971 .0860 .4373 .6945..000548 2.3755 - .7675. 3.8738 I .8956 26,702 14 2.206 .6278 3.01781 .9836 2.1925 .1152 ' .1034 .4283 .8301 .001055. 2.3585 -.7562 3.9705. .8972 34.325 6 CEE 20 1.180 .3370 1.74271 .5234 2.2739 .1080 .0800 5660 .7844:.000134 2.5709 •1.0575± 3.4888 ' .8308 11,290 18 1.541 .4411 2.26751 .7328 2.2672 .1386 .1067 .5605 1.00461 .000303 2.5595 .1.0471 i 3.5027 ; .83213 16,142 _ 16 1.919 .5487 2.80331 .8872 2.2602 .1689 .1303 .5548 1.2213 .000590 2.5476 - 1.0363 3.5180 .8345 29.680 14 2.390 .6810 3.4521 1.1210 2.2514 .2043 .1616 .5477 1.4727 .001144 2.5328 •1.0228 3.5381 .8369 38.264 1 CO JW 20 1.286 .3715 2.0268 .6130 2.3357 .1977 .'224 .7294 1.4657 .000147 2.8411 .1.4439 3.3464 • .7417 13.014 18 1.680 .4865 2.6403: .8130 2.3296 2551 '644 .7240 1.8846 .000334 2.8293 - 1.4331 3.3497 .7434 17.563 16 2.092 .6040 3.2543: .9556 2.3212 .3107 .2008 .7172 2.2967 .000650 2.8163 - 1.4246 3.3758 .7441 31,411 14 2.605 .7501 4.01371 1.2749 2.3132 .3783 .2516 .7102 2.78451 .001260 ' 2.8009 - 1.4107 3.3815 ; .7463 42,638 12 3.649 1.0437 5.49411 1.8210 2.2944 .5030 .3364 .6942 3.68601 .003507 2.7682 - 1.3845 3.4196 ' .7498 63,121 6 .1 18 16 1.838 .5376 3.07561 .8972 2.3919 .4551 .2398 .9201 3.3861..000369:3.1932 - 1.9050 3.47041 .6441 19,051 2.288 .6679 3.79701 1.0474 2.3843 .5570 .2945 .9132 4.1413; .000718 ' 3.1805 - 1.8966. 3.4851 ' .6444 33.814 14 _ 12 2.850 .8300 4.6890; 1.3163 2.3769 .6816 .3716 .9062 5.0421' .001395 3.1644 - 1.8822 3.4829 : .6462 43,098 3.992 1.1566 6.44041 2.0423 2.3597 .9169 .5063 .8904 6.7364 .003886 3.1312 - 1.8556 3.4972 • .6488 68.863 '10 4.941 1.4450 7.9105.2.6237 2.3398 1.0996 6046 .8723 8.0960' .007867 3.1005 - 1.8373 3.5535 .6487 91.295 , CEE 20 t 8 16 1.331 1.739 2.165 .3802 .4979 2.7455 .6132 2.6874 1134 0803 .5462 1.2004 .000151 2.907 i -.2666 4.5227 .8895 13.228 3.5762 .9601 2.6801 4.4265 1.1657 2.6726 .1456 .1071 .5408 1.5391 .000342 1.3735 .000667 2.3967 -.3566 4.5496 .8909 21.149 .6197 .1774 .1309 .5351 2.8552 , -.9462 4.5789 .8924 38.997 14 2.697 .7698 5.4591 ' 1.4723 2.6631 .2145 .1627 .5279 2.2626 .001294 2.8708 •9333 4.6169 .8943 50.256 7 , - JW 18 16 1.877 .5433 4.1290'1.3596 2.7569 .2695 .1651 .7043 2.8566..000373 3.1371 - 1.3210 4.1283 .8227 22.889 2.338 .6750 5.0960: 1.2521 2.7476 .3282 .2017 .5973 3.4860 .000726 3.1238 - 1.3123 4.1704 .8235 41.155 14 2.911 .8389 6.2933: 1.6611 2.7390 .3997 .2531 .6903 4.2331:.001410 3.1090 •1 2368 4.1869 .8255 53,767 JWE 18 16 2.036 .5943 .7389 4.770_2 1.1456 2.8330 5.8959' 1.3378 2.8248 .4828 .2408 .9013 5.1002 .000408 3.4603 -1.7707 4.0513 .7382 24.325 2.535 .5910 .2958 .8944 6.2458 .000795 3.4473 - 1.7620 4.0762 .7387 43.188 14 3.156 .9187 7.2897 1.6850 2.8168 .7233 .3738 .8873 7.6158 .00'544 3.4318 - 1.7479 4.0806 7406 55.172 12 4.421 1.2821 10.0395. 2.6100 2.7983 .9732 .5100 .8712 10.2082 .004308 3.3989 •' 7215 4 1145 .7435 88.005 i 1 3 CN 20 1.331 .3811 3.1156. .5862 2.8593 .0670 .0539 .4193 .8706 .000151 2.9682 572 6.522 .9480 12,804 18 1.739 .4991 4.0569' .9847 2.8511 .0855 .0713 .4139 1.1116 .000343 2.9574 -56' 9 6 .1166 .9490 22.012 _ 16 14 2.165 2.697 .6213 .7698 5_0194: 1.2094 2.8424 .1035 .0866 .4081 1.3472 .000668 2.9461 • 5583 6. .9501 41.076 6.1565. 1.5133 2.8281 .1227 .1052 .3993 1.6149 .001294 2.2296 •6474 6.0699 .9511 52.810 3 CEE 20 1.422 .4060 3.48761 .6684 2.9308 .1161 .0804 .5348 1.5003 .000161 3.1179 -.9197 5 .2560 .9130 14.419 18 1.858 .5319 4.5454 1.1078 2.9233 .1491 .1073 .5294 1.9246 .000366 3.1071 •.9100 5 2920 .9142 24.402 16_ 14 2.313 2.880 .6623 5.6294. 1.3470 2.915_4 6.9477' 1.7007 2.9055 .1817 .1312 .5237 2.3441 .0007'2 3 0957 •5999 8 3310 .9155 45.061 .8230 2196 .1631 .5166 2.8329 .001383 3 0815 - 3873 5:816 .9171 58,053 I I 3 JW 18 16 14 12 1.996 2,485 3.095 4.335 .5773 7176 .8921 1.2445 5.2231 1.2004 3.0079 2768 .1654 .6924 3.5574 .000397 3.3348 - 2626 4 5668 .8566 25.930 4 66.469 6.4507 1.4137 2.9982 .3371 2021 .6854 4.3442 000772 3.3213 - 2539 5.2789 .001499 3.3060 2.'06 - 7402 .8575 7,9714: 1.9105 2.9892 10.9617 2.7322 2.9679 `4105 2537 .6784 4 ..643 .8592 4 8565 3623 63.896 .5458 .3503 6623 7.0234 004182 3.2747 - 1.2152 94,707 DALE Physical Properties INCA; 05400 /DAL DALE // INCOR • Contact DALENINCOR for Tables and Availability 5 :: } Size (W) Section GA. Wt. /Ft. About Major Axis About Minor Axis Cw 1 Ro Xo 1 j Sets (in.') (in. (in.) (in.) 1 (in.) Mr (in. -Ib.) Area (In. Ix : Sx , Rx (In!) • (Um) ' (In.) ly Sy Ry (in. (in. (In) 8 18 2.154 .6284 6.007211.2876 3.0919 .4970 .2413 .9894 6.3359 .000 3.6387 - 1.6999' 4.4739 .7818 27.341 16 2.682 .7815 7.429011.4993 , 3.0832 .6085 .2963 .8824 7.7638..000840 3.6255 • - 1.6911 t 4.5058 .7824 48.403 JWE 14 3.340 .9720 9.1903! 1.9741 3.0749 .7447 .3747 ' .8753 9.4734..001633 3.6103 -1.67731 4.5149 .7842 64.638 12 4.679 1.3574 12.673713.0296 3.0556 1.0020 .5264 1 .8592 12.7173:.00 3.5778 - 1.6510' 4.5628' .7871 102.154 • 10 5.791 1.7006 15.639413.8994 3.0326 1.2023 .6342 ' .3408 15.35901.009258 3.5448 - 1.6316 i 4.6732 .7881 135,689 18 2.055 .5887 6.49811 1.2227 ' 3.3225 .1540 .1078 i .5115 2.6791 , .000104 3.4655 -.8423 , 6.7182 .9409 26.933 CEE 16 2.559 .7333 8.0543 1.48781 3.3141 .1876 .1315 .5058 3.26531 .000789 3.4543 - .8326: 6.7759 .9419 49.771 14 3.187 .9118 9.950812.0936 ! 3.3036 .2268 .1638 .4988 3.9496:.001532 3.4403 -.82051 6.8505 .9431 71.462 91/4 JW 18 2.194 .6341 7.4125; 1.3228 , 3.4191 .2872 .1658 .6730 4.9302:.000436 3.6781 - 1.17691 5.7686 .8976 28,576 16 2.731 .7886 9.163111.5504 ' 3.4087 .3498 .2026. .6660 6.0260..000618 3.6644 - 1.1682 5.8435 .8984 50.962 14 3.401 .9809 11.333412.3369 3.3992 .4259 .2545 1 .6590 7.3292 .0016 3.6502 - 1.1554' 5.8821 .8998 78,154 12 4.765 1.3700 15.618013.3466 ; 3.3764 .5662 .3518 ! .6429 9.7716 • .004603 3.6182 - 1.1305 6.0172 .9024 116.002 91/4 JWE 16 2.928 .8525 10.47861 1.6545 3.5059 .6337 .2971 • .8622 10.7403 .0009' 7 3.9434 - 1.5861 5.3455 .8382 53.415 14 3.646 1.0607 12.97311 2 -4073' 3.4972 .7755 .3760 j .8550 13.1171 .001732 3.9287 - 1.5726 5.3636 - .8398 78.823 12 5.108 1.4829 17.923213.6874 3.4765 1.0434 .5291 , .8388 17.6443 .004323 3.8965 - 1.5467 5.4382 .8424 124,333 10 CEE 18 2.174 .6227 7.887811.2966 3.5590 .1565 .1077 . .5013 3.2007 .000428 3.6836 -.8066 7.6870 .9521 28.561 16 ` 2.707 .7759 9.7809: 1.5770 3.5504 .1907 .1317 . .4957 3.9022 .0GC235 3.6724 -.7971 7.7573 .9529 52.757 60.509 14 3.371 .9650 12.0903 2.3586 3.5396 .2305 .1639 -1887 _ 4.7219 00' "'.22 3.6584 - 7853 7.8480 .9539 10 JW 18 16 14 2.312_ 2.879 3.585 .6681 8.9612' 1.4120 3.6623 .2926 .1660 • .6618 5.8802 .CGC459 3.8898 - 1.1312 6.5077 .9154 30.503 .8312 11.0829' 1.6561 3.6515 .3564 .2029 .6548 7.1904 .0GC59 4 3.8759 - 1.1226 6.5972 .9161 54.434 1.0341 13.7142:2.6231 3.6417 .4339 .2549 . .6477 8.7492 .001738 3.8618 - 1.1100 6.6456 .9174 84.096 12 5.022 1.4453 18.9195; 3.7556: 3.6181 .5767 .3528 1 6317 11.6765 .004256 3.8299 - 1.0855 6.8097 .9197 130.182 10 JWE 16 3.076 .8951 12.624711.7748 - 3.7555 .6469 .2974 :.8501 12.3030 . .000963 4.1433 - 1.5298 5.9228 .8637 57.297 14 3.830 1.1140 15.63641 2.5684 3.7465 .7916 .3766 • .8430 15.6431 .00 4.1288 - 1.5165 5.9471 .8651 84.096 12 5.366 1.5582 21.623014.1254 3.7251 1.0651 .5304 . .8268 21.0627 .005236 4.0967 - 1.4908 6.0398 .8676 139.104 1 95.059 '10 6.641 1.9562 26.770915.3182 3.6994 1.2782 .5444 .8083 25.5220 .01050 4.0623 - 1.4709 6.2220 .8689 11 JW 18 2.549 .7362 12.6321 1.5940 4.1422 .3019 .1663 .6403 8.0735 .00C5:6 4.3211 - 1.0505 8.1873 9409 34.433 - ?6 14 3.174 3.953 .9164 1.1406 15.6362! 1.8694 4.1307 3677 .2033.6334 .1.476 2556 .6264 9.8795 .000966 4.3069 - 1.0420 8.3095 .9415 61,447 19.3637 2.9382 4.1203 12.0292 . 00';" 7 4.2930 -1.0299 8.3802 .9424 98.267 . 2 JW 1 e' 2.6 3.273 .7589 14.0361 1.6554 4.3006 17.3784 1.9420 4.2888 2046 '6_64 6335 3710 .2034 6266 3.3932 'X 4.4665 - 1.3262 8.8067 .3172 0 _ 4.4522 - 1.0178 8.9409 .9477 10.8847 C _ 35.761 63.833 .9448 4.075 1.1761 21.5263' 3.0369 4.2782 .4 516 2558 .5197 13.2555 .0C'.. - 3 1.4383 .1.0059 9.0197 9486 97.899 12 5.709 1.6461 29.7694. 4.9372 4.2527 .5001 3544 .5038 17.7254 .00553 4.4062 -.9824 9.2732 .9503 171.141 12 JWE '6 14 -.. '2 • 10 3.470 4.321 _ 6.052 7 491 1.0087 19.6114 2.0980 4,4093 .6766 .2981 .8190 19.3596 .CC':55 4.6978 - 1.3987 7.7300 .9114 23.6748 .002' ' ' 4.6837 - 1.3860 7.7734 .9124 -- ... - - 31.9412 .005?': 4.6518 - 1.3612 7.9220_.9144 38.7941 .012:4' 4.6162 - 1.3412 8.1936 .9156 67.732 97.899 - - 181,577 241 442 1.2560 24.3115 2.9899 4.3996 .3280 .3778 .8119 1.7590 33.6904 5.3851 4.3764 1.1138 .5330 .7957 .7774 2.2118 41.8166 6.9386 4.3482 1.3366 5560 14 JW 15 ' 4 _ • 2 3.667 1.0584 25.5647 2.2355 4.9147 .3825 .2037 .6011 15.4624 .00" 38 5.0382 -.3318 11.7681 .9658 73.479 4.566 6.396 1.3181 31.6919 3.4420 4.9034 .4655 2563 .5943 18.8410 .0022' 5 5.0243 -.9205 11.8833 .9664 112,147 1.8469 43.9133 6.2516 4.8762 .6184 3556 .5787 25.2309 .O06226 4.9918 -.8980 12.2438 .9676 216.700 14 JWE 1 6 14 3.863 1,1223 28.6167 2.4239 5.0496 .7004 2986 .7900 27.5089 .00'207 5.2712 - 1.2897 9.9238 .9401 78.253 4 .811 1.3980 35.5000 3.4250 5.0392 .8569 3786 .7829 33.6607 .0023 5.2573 -1 2776 9.9901 .9409 112.147 228,544 12 6.739 1.9598 49.2776; 6.7780 5.0144 1.1526 .5348 .7669 45.4783 .006585 5.2253 - 1.2536 10.2058 .9424 2 TD 20 .590 .1733 .1713. .1054 1.0674 .0268 0290 .3961 .0340 .000 1.3745 .0000 1.5218 .6861 2.082 1 8 15 _ _' 4 .771 .2268 .2378 , .1513 1.0626 .0353 .0381 .3944 .0437 .000200 1.3690 .0000 1.5153 .6655 2,989 4 .015 5.352 960 ', 195 .2822 .3503 .2032 1.0570 .0435 :;72 .3926 _ _ .3081 .0535 .000300 1.3632 ` .0000 1.5085 .6848 .3872 2709 1 0514 0533 3583 .3904 0650 CCC500 1.3560 0000 1.4999 .6840 DAL E' Physical Properties 6 ' Contact DALE, /1t/CC 'or 'rabies anti AvaUaai: ty. DALE / /INCOR assumes no liability for failure of ourproducts resulting from the misapplication of information shown in this publication or for 'allure resulting from improper installation. These products sr..ouid not be used in any application without a thorough evaluation oy a qualified structural engineer. +. ' • Size 1N) Section GA. Wt. /Ft. Area (in. About Major Axis About Minor Axis (in!) • (In.') ! (in.) (In.) 1 I (In.) I Beta 1 (inMib.) Ix (In!) Sx (In. Rx (In.) ty (tn.') : Sy (In.) In (In) 20 .711 .2078 .3632 .1682 1.4095 .0279 .0296 .3789 .0716 .000100 1.6086 .0000 2.04521 .8232 3,324 18 .929 .2722 .5015 .2385 1.4045 .0385 .0396 .3772 .0924 .000200 1.6028 .0000 2.03881 .8233 4,712 3 TD 16 1.157 .3390 .6488 3173 1.3994 .0478 .0492 .3754 .1134 .000400 1.5967 .0000 2.0322: .8234 6.270 14 1.440 .4213 .8173 4200 1.3930 .0586 .0607 .3732 .1383 .000700 1.5892 .0000 2.0239; .8234 8,299 20 .726 .2121 .3933 .1769 1.4512 .0280 .0296 .3767 .0774 .000100 1.6407 .0000 2.1256; .8351 3,496 18 .949 .2779 .5432 .2505 1.4462 .0387 .0396 .3750 .1000 .000200 1.6349 .0000 2.11931 .8352 4,949 33/4 TD 16 1.181 .3461 .7026 .3329 1.4411 .0482 • .0494 .3732 .1227 .000400 1.6288 .0000 2.11281 .8353 6,578 14 1.471 .4302 .8852 .4403 1.4346 .0592 .0610 .3710 .1497 .000700 : 1.6212 .0000 2.10461 .8354 8.700 20 .772 .2250 .4942 .2041 1.5752 .0283 .0298 .3702 .0966 .000100 1.7394 .0000 2.38651 .8654 4.033 18 1.008 .2949 .6806 .2879 1.5702 .0392 .0399 .3685 .1248 :.000200 1.7335 .0000 2.3806; .8656 5.688 TD 16 1.255 .3674 .8795 3816 1.5649 .0494 .0499 3668 .1532 .000400 1.7274 .0000 2.3745; .8658 7.540 14 1.563 .4568 1.1092 5035 1.5584 .0607 .0616 .3645 .1871 .000800 1.7198 .0000 2.3668' .8660 9,948 20 .953 .2768 1.0576 3158 2.0583 .0290 .0301 .3460 .1979 .000100 2.1576 .0000 3.7252! .9358 6,241 • 18 1.245 .3630 1.4430 .4591 2.0530 .0405 .0404 .3443 .2562 .000200 2.1517 .0000 3.7221! .9360 9.072 51/2 TD 16 1.550 .4526 1.8583 .6031 2.0475 .0521 .0510 .3426 .3151 .000500 2.1455 .0000 3.71881 .9363 11,917 14 1.930 .5633 2.3451 .7896 2.0407 i 2652 .0634 .3404 .3855 .000900 2.1377 .0000 3.7148. .9366 15.603 20 1.014 .2940 1.3150 3397 2.2158 .02_91 .0301 .3386 .2409 .000100 2.3016 0000 4.2_755: .9485 6.712 18 1.324 .3857 1.7803 _ 5238 2.2105 ~ :408.0405 .3370 .3119 000300 2.2953 OOCO 4.2738 .9488 10.351 TD 16 1.649 .4810 2.2904 6865 2.1049 _ .05 25 .0511 - .3352 3837 .000500 2.2894 0000 2 1 .270 - .9490 13,565 5 14 2.053 .5988 2.8920 3969 2.1980 2564 .0639 3330 4697 .001000 2.2916 .0000 4.2698' .9493 17,722 12 2.876 .8369 3.9759 1.2851 2.1799 .1904 .0880 .3289 .0357 .002800 2.2628 .0000 4.2556: .9492 25,394 10 3.559 1.0500 4.8918 1.5812 2.1589 1'05 1090 .3253 .7764 .005716 2.2420 .0000 4.22881 .9483 31245 20 1.165 .3372 2.1225 .4009 2.6045 0294 .0303 .3218 .3691 .000100 2.6660 .0000 5.8777 .9690 7.922 18 1.522 .4425 2.8377 .7023 . 2.5990 :413 .0407 .3202 4783 .000300 2.5600 .0000 5.8803. .9691 13.877 7% :110 16 1.895 .5520 3.6398 9157 2.5932 .0535 .0515 .3184 .5888 .000600 2.6537 .0000 5.8832' .9693 18,094 14 2.359 .6876 4.5965 ' ' 909 2.5a1R1 .0680 .0645 .3163 7213 .001200 2.5458 .0000 5.8869• .9696 23.533 12 3.305 .9624 6.3401 1 .7049 2.567' 0936 .0892 3122 .3779 .003200 2.6262 .0000 5.8818 .9697 33.689 20 1.256 _ .3630 2.7315 - 4387 2.8345 0296 .0303 3127 1606 .000100 2.8863 0000 6.9935 .9764 3.639 18 1.640 .4765 3.6484 7521 2.8292 2415 2408 3111 5970 0CC300 2.8802 CCCO 5.9995 _ .3766 15,059 _ 1 6 2.042 .5946 1.6520 ' 2075 2.322 1 :538 0516 • 3094 I 352 .000600 2.3 .0004 7.0059 2 767 21 094 14 2.543 .7408 5.8725 • .3852 2.8' o0. 3686 .0647 3073 3010 .001200 2.8660 0 0000 7.0140 .9769 27.371 12 _ _3.563 1.0377 8.1133 ' 3819 2.7967 :952 .C898 .3032 ~ '.2225 .003500 2.8459 COCO 7.0162. .9771 39.162 10 4.408 1.3056 10.0408 2 1527 2. . 1113 2996 I 1 .4968 .007108 2.3225 .0000 6.9974 .9769 48.466 18 1.838 5333 5.3140 5578 3.2095 L .3410 i 0 2974 0 000400 3.2483 .0000 3.1228. .9846 16.951 16 2.298 .6656 6.7132 03442 3.2034 .0543 .0513 2957 1 3191 .000700 3.2419 .0000 9.1362 .9847 26,562 14 2.850 .8296 8.4698 ' - 3853.1959: :593 .0649 2936 ' 2494 �-' .001400 3.2339 ::CCO 9.1530 9849 34 353 12 3.992 1.1632 1'.7277 2.4853 3.:752 » 0374 .2906 2996 3969 003900 3.2132 2000 9.1704 3850 49.111 L 18 1.956 .5673 6.5120 3176 3.4359 2420 .0410 2899 ! 3849 .000400 3.1594 .0000 '0.5512 .9878 13, , 1 16 2.436 .7082 8.2122 1 .4589 3.4298 2546 .0519 2883_ 2135 000800 3.4629 3000 10.5694 .9879 29.328 '0 TD 14 3.034 .8828 10.3347 '.3682 3.4222 3697 .0651 2862 • 4982 .001500 3.4549 OCCO 10.5925 .9880 38.893 12 4.250 1.2385 14.3263 2.3125 3.4015 3985 .0910 2822 2.0222 .004200 3.4339 .0000 10.6208 .9882 55.576 1 10 5.250 1.5612 17.3009 3 4947 3.3775 1207 .1128 .2787 2.4791 .008499 3.4093 .0000 10.6183 .9881 69.056 18 - - 2.194 .6354 3.4044 • 2411 3.8859 0422 .0411 .2765 1 3450 .000400 3.9114 0000 13.7545 .9920 20.573 ' 1 02 1 TD 1 16 - 14 2.731 .7934 11.3604 • 5225 3.8797 0549 .2749 ' .6577 .000900 3.9048 .0000 13.7842 .9921 32,062 ! 3.401 .9893 14.8246 2.4677 3.8719 3702 .0653 2729 2.3335 00 3 8967 .0000 13.8216 .9922 48.53 . F '6 2.830 .8218 13_2751 ' 5800 4 0289 2550 0521 2708 ' 3222 .000900 4.0520 0000 14.9589 .9931 33.197 1 14 3.524 1.0248 16,5626 1 3460 4.2211 0704 3653 2688 2.2355 .001700 4.0439 .0000 15.0016 .9932 52.287 . 1 12 - 4.936 1.4393 23 3.7770 3.9998 0998 0914 2649 3.0403 004800_ 4.0221 CCCO 15.0655 .9933 74.636 , 1 10 3.109 1.8168 28.6834 17070 3.9744 .1236 .1138 2615 3.7304 .009891 3.9964 .0000 15.0876 .9933 93.012 1 16 3.224 9354 19.9834 • 3201 - 3 4.6232 .0554 .0522 .2561 _2.5633_ .001000 4.5401 CCCO 20.172_0 .9958 37.942 ' 4 TO 1 t 4.014 1.1668 24.8402 0057 4.6151 0709_ .0655 2541 3.1456 .002000 4.6318 .0000 20.2391 .9958 59,394 ; 12 5.623 1.6401 34.5850 4.8754 4,5932 .1007 .0917 2504 4.2805 .005500 4.6095 0000 20.3481 .9959 96.340 ',DALE Physical Properties 05400 /DAL DALE // INCOR SPAN Section 6 SCJ Wt. /Ft. Area (tn.3) 3 SCJ About Minor Axis ter 1 OM (In.') 10 SCJ Ito (lw.) 12 SCJ Mr On. 141210141210141210141210 ly Sy Ry (In.') (in.'1 (in) 6 sai 14 3,340 .9720 5.937011.402312. 1.55721 .6125 1.2657 1130791.001633 3.9254 10' 267.0 441.6 44,793 430.8 4.679 13574 8,187612.0724 2.4560 2.11941 .8650 1.2495 15.2629 .004561 3.8912 -2.7475 401376 254.1 '359.3 10 430.3 • 10.114012.932412. 2.57.5811.0477 1.2310 18.5418 .009258 32622 -27302 • 12' 185.4 306.6 406.5 299.2 428.5 ■ 1.1140 365.6 • 1,71251 .6275 429.1 212047 .001872 42579 •25177 4,0162 147.0 207.9 • 251.9 265.4 390.8: • 365.6 ' ' 1.2234 429.1 24503 47207 14' 136.2 225.3 298.6 219.8 31,4.8: 440.1 268.6 428.0 35.0704 .0106501 41924 318.1 , 4.7774 .6526 144,393 92.6 ' 30 9 158.6 167 1 246.1 307 1 268.': 413.4 1.2080 318.1 ' • • 16' 104.3 172 5 228.6 168 3 241.0 • 337.0 205.7 327.7 455.4 243.5 429.1 137,183 10 62.0 37 7 106.3 111 9 164.9 ' 205. 1 36 7 276 9 346.4 243.5 425 7 • ' 8' 82.4 136.3 180.7 133.0 190.4 266.3 162.5 258.9 359.8 192.4 339.1 467 1 1.9598 43 6 i1 5 74 6 73 5 115.8 144 5 131 1 194.5 243.3 192.4 299.0 374 ? :0' 66.8 '10.4 146.3 107.7 154.3 215 7 131 6 209.7 291.5 155.9 274.6 378.4 31 3 4 4 5 54.4 57 3 64.4 105 3 95 6 141 3 177 4 150.8 218 , 273 2 Z 55.2 91.2 120.9 89.0 127.5 178.2 1C8 3 173.3 240.9 128.8 227.0 312.7 • 23.9 33 7 40.9 43.1 53.4 79.1 7 ' .3 106.5 133.3 113.3 163.3 205.3 =4' 76.7 101.6 74.8 107.1 149 8 91 4 145.6 202.4 108.2 190.7 262.8 - :6.0 31.5 33 2 48 9 60 9 55 3 32.1 102.6 37.3 126 ' 158 1 25' - 65.3 86.6 1 63.7 91.3 127 5 77.3 124.1 172.5 92.2 162.5 223.9 • :3 4 243 261 38.4 479 435 645 307 585 992 124 25' - 55.0 78.7 110 0 57 2 107.0 148.7 79.5 140.1 193.1 20 S. 30 3 38.4 34 3 51.7 64 6 54.9 79 4 99 6 30' - • 68.6 95.9 58.5 93.2 129.5 69.3 122.1 168.3 • 25.0 31 28 3 42.0 52.6 44.7 64 5 30 9 32 - - 60.3 84.2 51 4 81.9 113.9 60.9 107.3 147 3 • - 20 6 25.7 74.6 23.3 _ 34.5 72.6 43.3 100 36.8 53.9 53.2 95.0 56 130.9 34' - - - 21. 28 9 36 1 30.7 44.4 55 35' - . 64.7 90.0 48.1 84.8 116 8 • 24 3 30.4 25 9 37 4 465 2 3 • • 58.1 80.7 43.2 76.1 104 3 - - 207 259 22.0 31 5 393 40' - • 72.9 - 68.7 94.6 • • 22 2 • 272 34 4 2' - • - 62.3 85.8 • • . • 23 _ 29 5 Size (W) Section • GA. Wt. /Ft. Area (tn.3) About Major Axis About Minor Axis ter 1 OM (In.') Ro lin.) Ito (lw.) (in.) t Mr On. Ix ■ Sx • Rx (1n,4) (in.') ' (in.) ly Sy Ry (In.') (in.'1 (in) 6 sai 14 3,340 .9720 5.937011.402312. 1.55721 .6125 1.2657 1130791.001633 3.9254 27747 40408 .5004 44,793 12 4.679 13574 8,187612.0724 2.4560 2.11941 .8650 1.2495 15.2629 .004561 3.8912 -2.7475 401376 .5015 67,642 10 5.791 1.7006 10.114012.932412. 2.57.5811.0477 1.2310 18.5418 .009258 32622 -27302 40655 .5003 97,969 8 sat 14 3.830 1.1140 11.422112.1583 3.2021 1,71251 .6275 1.2399 212047 .001872 42579 •25177 4,0162 .6504 68.943 12 5.366 13582 15,606313.0914 3.1849 2.33211 .8979 1.2234 28.7478 .0052361 42240 24503 47207 .6524 100501 10 6.641 1.9562 19.5994 4.3219 3.1653 2.8380)1.1070 1 .2045 35.0704 .0106501 41924 24711 4.7774 .6526 144,393 10 SCJ 14 4.321 12560 19.136112.6378 3.9033 1.83271 .6307 1.2080 34.9969 .002111 4.693S -23296 56669 .7579 84,257 12 6.052 1.7590 26542714.2030 3.8845 2.49621 .9052 1.1912 475787 .005910 4.6 C2 .22625 57063 .7601 137,183 10 7.491 22118 32.998615.8411 3.8626 3.038911.1282 1.1722 58.2069 .012041 4.6272 1.22623 518333 .7610 195,148 12 Sal 14 4.811 139E0 29363213.1232 4.5830 1.92841 .6327 1.1745 53.0032 .002349 5,1912 21366 6.9167 .8306 99.764 12 6.739 1.9598 40.7987 5.50371 4.5626 2.6267' .9099 1.1577 72.1963 .006585 5.1584 -21099 69850 .8327 179,637 10 8.674 2.4674 53223317.58281 4.5385 3.198111.1436 1.1385 885043 .0134331 5.1244 20892 7.1279 .8338 253,330 gpALE Super "C" Joist Properties & Tables Pounds Per Lineal Foot NOTE: See toot notes on page 3 for physical property table. 2. See toot notes on page 23 for joist span tables. 8 'INCOR .: • 2 2 ..- 12 GA. Slide Clip: VSC -I Lateral Capacity - 400 pounds (increased 11/2 for wind forces. 18 gage minimum stud thickness.) Slip Track: VSC -11 Lateral Capacity - 700 pounds ( incxeased 1'h for wind forces. 18 gage minimum stud thickness.) VST -I Deflection Systems • VST•I Used for standard stick oust construction with :rarrel or bracing adached within 2' of track member to each stud. Uses • For attachment at •:c of •ntdt curta.r wail systems to the primary 'rare• a for one rtad inch of trve load deflection or settlement of the primary frame without :rarsterr :rg the load to the exterior wail white bracing :re watt against 'ateral forces. )ot Notes: Wind Load Tables (Pages 10-15) 'ACED C• STUDS SUBJECT TO LATERAL (WIND) LOADS • - .miting -? gilt in *eel itt) • = Or use - setec::cn of single span non -axial loan . .vad studs suolect- d to ur •••T aterat iwino) forces. • Sqlect a _ • _c anion provices an allowable Height eaual to or greater 'ran the • • _a: nrcject •ecuirements based on the required spacing, ateral ; a ✓e and deflection criteria. 'totes: oplicat : ^s ^• :o'v•no muniote spans, cantilevers. concentrated loads. :tc.. are :;,:s ce r. •rfe it of these tables. These design conditions lnould :a s1'catec separately in accordance •vith Section C3.4 :1 the Stud Irar -es Brad rpe : {aced against minor axis rotation. Bridging shall :e spat=: intervals Tot exceeding 5' -0" on :enter maximum, Reference :ages 17 and 27 'or bridging types and :rstadation methods. Bracing :an oe provided by the attachment of :iaohragm rated :heathir; :r;aucts to :cth flanges. When attacr,ment of sheatning 9 Typical VSC connection (stud reversed) Standard Track.— 1% Leg .00T14 • ■, VST•II Track r Leg Mena 05400 /DAL DALE /1 INCOS VERTICAL SLIDE CLIP (VSC 1 and VSC 11) US Patent No, 4,121.391 Uses • For attachment of floor to floor curtainwall systems to the primary structural frame. Allows for live Toad deflection and settlement of the primary frame without transferring the load to the exterior wall while bracing the wall against lateral forces. Product Data • Designations: VSC I & VSC II. • Galvanized and painted finish. VST -11 • VST —II Usea .n typrcat cane construction •were panel :-. ac.. attached to studs. Panel :Hen slides inside of VST•Il Deflecncr Track. Product Data • Jes.gnatic - : VS'-. 'ST••; 'Nlctn z Gage • Widths: 3 — 3' and d' Winer wic: -s avaitaoiei • Gage: 18. •5. ' and '2 GA. • Lengths: Standard 10' to both flanges is not performed concurrently :nth the installation of the stuc frames, mechanical type br'cging rretnods shall oe use 3. Stud ends shall be attached 10 track comoonents at the top and oottom of the wall assembly. Contact DALE INDUSTRIES for technical information. 4. For comoonents subjected to 20 PSF and greater :ateral wino loads. the actual bending and axial stresses were multiolied by 0.75 n accordance with AISI Section A4.4. The 0.75 adjustment was not incorporatea in the review of comoonents suolecteo to a 5 or 10 PSF interior lateral load since national cotes do not classify them as wind loads. Deflections were calculated on the basis of actual iurreduced) :ateral Ioacs shown. 5. Deflections and stresses were calculated .vitheut regard :o the composite contribution of facing materials. 6. All numoers in red denote LI360 Deflection, 7. Contact DALE INDUSTRIES for limiting heights of framing comoonents not shown in these tables. Wind Load Stud Size CN (1%" Flange) CEE (1%' Flange) J JW (2' Flange) JWE (21/2 Flange) 1 Detlee- Lion 20 GA.118 GA.. 16 GA. 14 GA. 20 GA., 18 GA. :16 GA. 14 GA. 20 GA.. 18 GA. 16 GA. a 14 GA. 20 GA.' 16 GA. { 15 GA.114 GA. , 21/2 L/240 13.7 14.9 16.0 17.0 14.4 15.7 16.8 18.0 15.3 '6.7 17.8 19.1 16.1 17.7 18.9 20.3 5PSF L/360 12.0 13.1 14.0 14.9 12.6 13.7 14.7 15.7 13.4 '4.6 15.6 16.7 14.0 15.5 16.5 17.7 ' L/600 10.1 11.0 11.8 i 12.5 10.6 11.6 12.4 13.2 11.3 12.3 13.1 14.0 11.8 13.1 13.9 14.9 21/2 L/240 10.9. 11.9 12.7 1 13.5 11.4 12.5 13.3 14.3 12.1 13.2 14.1 15.1 12.7 14.1 15.0 16.1 10PSF L/360 9.5 10.4 11.1 1 11.8 10.0 10.9 11.7 12.5 10.6 11.6 12.4 13.2 11.1 12.3 13.1 14.1 L /600 8.0 • 8.7 9.4 ' 10.0 8.4 9.2 9.8 10.5 8.9 9.7 10.4 11.1 9.4 10.4 11.1 11.9 ' 2 L/240 8.7 9.4 10.1 10.7 9.1 9.9 10.6 11.3 9.6 10,5 11.2 12.0 10.1 11.2 11.9 12.8 20PSF L/360 7.6 • 8.2 8.8 i 9.4 7.9 3.6 9.3 9.9 8.4 9.2 9.8 10.5 8.8 9.8 10.4 11.2 L /600 6.4 6.9 7.4 • 7.9 6.7 7.3 7.8 8.3 7.1 7.7 8.3 8.8 7.5 8.2 8.8 9.4 . 21 L /240 8.0 8.7 9.4 + 10.0 8.4 9.2 9.8 10.5 8.9 9.7 10.4 11.1 9.4 10.4 11.1 11.9 25PSF L/360 7.0 ' 7.6 8.2 , 8.7 7.4 3.0 8.6 9.2 7.8 3.5 9.1 9.7 8.2 9.1 9.7 10.4 L /600 5.9 6.4 6.9 7.3 6.2 5.8 7.2 7.7 6.6 7.2 7.7 8.2 6.9 7.6 8.2 8.7 21/2 L /240 7.6 8.2 8.8 9.4 7.9 3.6 9.3 9.9 8,4 9.2 9.8 10.5 8.8 9.8 10.4 11.2 30PSF L/360 6.6 7.2 7.7 8.2 6.9 7.6 8.1 8.6 7.4 3.0 8.5 9.2 7.7 8.5 9.1 9.8 L /600 5.6 6.1 6.5 ' 6.9 5.8 5.4 6.8 7.3 6.2 6.8 7.2 7.7 6.5 7.2 7.7 8.2 2 L /240 6.9 7.5 8.0 8.5 7.2 7.3 8.4 9.0 7.6 3.3 8.9 9.5 8.0 8.9 9.5 10.1 4OPSF L/350 6.0 5.5 7.0 7.4 5.3 5.3 7.3 7.8 5.7 '.3 7 a 9.3 7.0 7 7 3.3 3.9 L /600 5.1 5.5 5.9 5.3 5.3 5.8 6.2 6.6 5.6 5.1 6.5 7.0 5.9 6.5 7.0 7 5 2'2 L /240 6.4 6.9 7.4 7.9 6.7 7.3 7.8 8.3 7.1 7.7 3.3 8.8 7.5 8.2 9.8 9.4 50PSF L /360 5.6 6.1 6.5 6.9 5.8 5.4 6.8 7.3 6.2 5.8 7 2 7.7 6.5 7.2 7.7 8.2 L /600 4.7 5.1 5.5 5.8 4.9 5.4 5.8 6.1 5.2 5.7 6.1 6.5 5.5 6.1 6.5 6.9 3% L /240 18.3 19.9 21.3 : 22.8 19.1 20.9 22.4 23.9 20.3 22.1 23.7 25.3 21.2 23.4 25.0 26.9 5PSF L/360 16.0 17.4 18.6 19.9 16.7 ' 8.2 19.5 20.9 17.7 '9.3 20.7 22.1 18.5 20.4 21.8 23.5 L /600 13.5 14.7 15.7 16.8 14.1 '5.4 16.5 17.6 14.9 '6.3 174 18.7 15.6 17.2 18.4 19.8 3 L /240 14.5 15.8 16.9 .18.1 15.2 '6.6 17.8 19.0 16.1 '7.5 18.9 20.1 16.8 18.6 19.8 21.3 1 : ?SF L/360 12.7 13.8 14.8 15.8 13.3 '4.5 15.5 16.6 14.0 '5.3 16.4 17.6 14.7 16.2 17.3 18.5 L /600 10.7 11,6 12.5 13.3 11.2 '2.2 13.1 14.0 11.8 '2.9 13.8 14.8 12.4 13.7 14.6 15.7 3 , L /240 11.5 12.5 13.4 14.3 12.1 '3.2 14.1 15.1 12.8 • 3.9 14.9 16.0 13.3 14.7 15.7 16.9 20PSF L /360 '0.1 11.0 11.7 '2.5 10.5 " 5 12.3 13.2 11.1 '2.2 12: '3,9 11.6 '29 133 14.8 L /600 9.5 9.2 9.9 10.6 8.9 3.7 10.4 11.1 9,4 • 2.3 11.8 9.8 '0.9 11.6 12.5 • 3 L/240 10.7 11.5 12.5 13.3 11.2 '2.2 13.1 14.0 11.8 '2.9 13.5 14.8 '2.4 13.7 14.6 15.7 25PSF L/360 9.3 10.2 10.9 11.6 9.8 '0.7 11.4 12.2 10.3 '' 3 12.• 12.9 10 3 12.0 12.3 13.7 L/600 7.9 9.6 9.2 9.8 8.2 3.0 9.6 10.3 8.7 3.5 10.2 10.9 9.' 10.1 10.8 11.6 3 L /240 10.1 11.0 11.7 12.5 10.5 '1.5 12.3 13.2 11.1 '2.2 13 0 13.9 11.6 12.9 13.8 14.8 _ 30PSF L /360 9.8 9.6 10.3 10.9 9.2 '0.0 10.8 11.5 9.7 '3 5 11 4 .2.2 10.2 11 2 '2 3 12.9 L/600 7.4 8.1 8.6 9.2 7.8 3.5 9.1 9.7 8.2 3.0 9 5 10.3 3.6 9.5 10 1 10.9 3 L/240 9.1 10.0 10.7 1 1 . 4 9.6 '0.4 11.2 12.0 10.1 ' 1.3 ' 1 3 12.7 10.6 11.7 '2.5 13.4 40PSF Li360 9.0 9.7 9.3 3.9 3.4 3.1 9.8 10.5 8.8 9.7 10.3 9.2 12.2 '0.3 11.7 L /600 6.7 7.3 7.9 8.4 7.1 7.7 8.2 8.8 7.5 3.1 8.7 9.3 1 7 8 9.5 9.2 9.9 3S' L/240 9.5 3.2 9.9 10.6 8.9 3.7 10.4 11.1 9.4 '0.3 11.0 11.8 9.8 10.9 11.6 12.5 50PSF L/360 7.4 8.1 8.6 3.2 7.8 3.5 9.1 9.7 8.2 3.0 9 3 10.3 , 3.6 3.5 1 0.1 10.9 L /600 6.2 6.8 7.3 7.8 6.5 7.1 7.7 8.2 6.9 7 .6 8.1 8.7 7.2 9.0 3.5 9.2 4 L /240 19.7 21.5 23.0 24.6 20.7 22.5 24.2 25.9 21.8 23.3 25.5 27.3 22.8 25.2 26.9 28.3 5PSF L /360 17.2 1 8.8 20.1 215 18.0 '9.' 21.1 22.6 19.1 20.3 22.3 23.9 19.9 22.0 23.5 25.3 L /600 14.5 15.8 17.0 18.1 15.2 16.5 17.8 19.1 16.1 '7 6 18.8 20.1 16.8 18 6 19,8 21.3 4 L/240 15.7 17.1 18.3 '9.5 16.4 '7.9 19.2 20.5 17.3 '3.9 20 2 21.7 18.1 20.0 21 4 23.0 1GPSF L/360 13.7 14.9 16.0 17.1 14.3 15.6 16.7 17.9 15.1 '5.5 17.7 13.9 15.8 175 '8.7 20.1 L /600 11.5 12.6 13.5 14.4 12.1 '3.2 14.1 15.1 12.8 '3.9 1 4 3 16.0 13.3 1 4.7 15.7 '6.9 4 L/240 12.4 13.5 14.5 15.5 - 13.0 '4.2 15.2 16.3 13.7 '5.0 13.1 172 j '4.4 '5.9 17.3 '3.2 2GPSF L /360 10.9 11.8 12.7 '3.5 11.4 '2.4 13.3 14.2 12.0 '3.1 14: 15.0 12.5 13.9 '4.3 '5. _. L /600 9.2 10.0 10.7 11.4 9.6 '0.5 11 2 12.0 10.1 • 1.1 11 3 12.7 10.6 11.7 12.5 13.4 4 L /240 11.5 12.6 13.5 14.4 12.1 13.2 14.1 15,1 12.8 '3.9 14.9 16.0 13.3 14.7 15.7 1 6.3 25PSF L/360 '0.1 11.0 11.8 12.6 10.6 11.5 12.3 13.2 11.2 '2.2 13 0 14.0 11.6 12.9 '3.7 ' a (.1600 8.5 9.3 9.9 10.6 8.9 9.7 10.4 11,1 9.4 '0.3 11.3 11.8 9.8 10.9 11.6 12.5 _ Wind Load Tables 12" on Center Height Limitations Wind Loed Stud Stze CN (1 Flange) CEE (151; Flange) JW (2" Flange) JWE (29 Flange) Dettec- tbn 20 GA. 18 GA. 116 GA. 14 GA. 20 GA.' 18 GA. 116 GA. 14 GA. 16 GA. 16 GA. 114 GA. ;12 GA. 16 GA. 16 GA. 114 GA. 12 GA. , 4 11240 10.9 11.8 1 12.7 13.5 11.4 12.4 1 13.3 14.2 13.1 14.0 ' 15.0 - 13.9 14.8 15.9 1 - 30PSF 11360 9.5 • 10.3 ; 11.1 11.8 9.9 10.8 i 11.6 12.4 11.5 '2.3 ; 13.1 - 12.1 12.9 13.9 1 - . U600 8.0 : 8.7 1 9.3 10.0 8.4 9.1 , 9.8 10.5 9.7 10.3 • 11.1 - 10.2 10.9 11.7 ■ - 4 U240 9.9 ' 10.8 • 11.5 12.3 10.3 11.3 ' 12.1 12.9 11.9 12.8 13.7 - 12.6 13.5 14.5 ; - 40PSF 11360 8.6 1 9.4 1 10.1 ; 10.7 9.0 9.8 1 10.6 • 11.3 10.4 11.1 1 11.9 ' - 11.0 11.8 12.6 - U600 7.3 ! 7.9 1 8.5 1 9.1 7.6 8.3 1 8.9 . 9.5 8.8 9.4 : 10.1 - 9.3 9.9 10.7 - 4 U240 9.2 , 10.0 1 10.7 1 11.4 9.6 10.5 1 11.2 1 12.0 11.1 11.8 : 12.7 • - 11.7 12.5 13.4 , - 50PSF 11360 8.0 8.7 1 9.3 10.0 8.4 9.1 1 9.8 • 10.5 9.7 '0.3 1 11.1 - 10.2 10.9 • 11.7 ' - 1 11600 6.7 7.4 ' 7.9 ' 8.4 7.1 7.7 ; 8.3 ' 8.8 8.1 8.7 9.3 - 8.6 9.2 9.9 - 6 0240 27.2 29.7 1 31.9 • 34.1 28.4 31.0 , 33.2 35.6 32.6 34.9 ; 37.5 41.6 34.3 36.6 39.5 43.9 1 SPSF 11360 23.8 25.9 27,8 29.8 24.8 27.1 1 29.0 31.1 28.5 3.2.5 32.7 36.3 30.0 32.0 34.5 : 38.3 ' U600 20.1 . 21.9 1 23.5 : 25.1 20.9 22.8 ! 24.5 26.3 24.0 25.7: 27.6 30.7 25.3 27.0 29.1 32.3 6 11240 21.6 • 23.6 • 25.3 ; 27.0 22.5 24.6 : 28.4 28.3 25.9 27.7 29.7 33.0 27.2 29.1 31.3 1 34.8 10PSF L/360 18.9 20.6 ; 22.1 j 23.6 19.7 21.5 • 23.1 24.7 22.6 24.2 + 26.0 28.3 23.8 25.4 27.4 30.4 11600 15.9 17.4 i 18.6 ' 19.9 16.6 18.1 • 19.4 20.8 19.1 20.4 21.9 24.3 20.1 21.4 23.1 25.7 6 L/240 17.1 18.7 1 20.1 , 21.5 17.9 19.5 20.9 22.4 20.5 22.0 23.6 26.2 21.6 23.1 24.9 • 27.6 20PSF 11360 15.0 16.3 17.5 18.8 15.6 1 18.3 19.6 17 9 - 3 2 20.6 22.9 18.9 20.1 21.7 24.1 11600 12.6 13.8 14.8 15.8 13.2 14.4 15.4 '5.5 15.1 ':.2 17.4 19.3 15.9 17.0 19.3 20.4 6 L /240 15.9 17.4 18.6 19.9 16.6 18.1 19 4 20.8 '9.1 12 1 21.9 24.3 20.1 21.4 23.1 25.7 :5PSF 1/360 13.9 15.2 16.3 17.4 14.5 15.8 17 ) 182 '5.5 ''"3 '9.1 21.3 17.5 18.7 20.2 22.4 11600 11.7 12.8 13.7 14.7 12.2 13.3 14.3 15.4 14.0 '5.1 16.1 17.9 14.8 15.8 17.0 18.9 6 11240 15.0 16.3 17.5 18.8 15.6 17.0 18.3 19.6 17.9 ' 9.2 20.6 22.9 18.9 20.1 21.7 24.1 30PSF 11360 13.1 14.3 ' 15.3 16.4 13.6 14.9 . 16.0 17.1 15.7 ' 3.8 • 18.0 20.0 16.5 17.5 19.0 • 21.1 11600 11.0 12.0 i 12.9 13.8 11.5 12.6 • 13.5 14.4 13.2 1 4.2 • 15.2 16.9 13.9 14.8 16.0 17.8 6 U240 13.6 14.9: 15.9 17.0 14.2 15.5 16.6 17.8 16.3 ' 7.5 18.7 20.8 17.1 18.3 19.7 21.9 40PSF 11360 11.9 13.0 13.9 14.9 12.4 13.5 14.5 15.6 14.2 ' 5.3 16.4 18.2 15.0 16.0 17.2 19.2 U600 10.0 10.9. 11.7 " 12.6 10.5 11.4 12.2 13.1 12.0 '2.9 13.8 15.3 12.6 13.5 14.5 16.2 6 U240 12.6 13.8 14.8 15.8 13.2 14.4 15.4 16.5 15.1 16.2 17.4 19.3 15.9 17.0 18.3 20.4 !OPSF L1360 11.0 12.0 12.9 13.8 11.5 12.5 13.5 14.4 '3.2 '4 2 15.2 16.9 13.9 14.3 16.0 17.8 11600 9.3 10.2 10.9 11.7 9.7 10.6 11.4 12.2 • 1.' • 3 12.8 14.2 11.7 12 5 13.E 15.0 • SPSF 8 1/240 34.4 37.6 40.4 43.2 35.8 39.1 41.9 45.0 40.9 43 9 47.1 52. 4 2.9 45.3 49.4 55.0 ! L.360 30.1 32.8 35.3 37.7 31.2 36.. 39.3 35.7 . 3 =! 1 4 5.3 37.4 40.: 43.1 48.0 11600 25.4 27.7 29.7 31.8 26.3 25.8 30.9 33.1 30.1 32.3 34.7 38.6 31.5 33.3 36.4 40.5 8 1/240 27.3 29.8 32.0 34.3 28.4 31.0 33.3 35.7 32.5 34.3 37.4 41.6 34.0 36.4 39 2 43.6 10PSF 1/360 23.9 26.1 28.0 30.0 24.9 27.1 29,1 31.2 28.4 .2.4 32.7 36.3 29.7 31.3 34 2 38.1 11600 20.1 22.0 23.6 25.3 20.9 22.8 24.5 26.3 23.9 25.7 27.5 30.6 25.1 26.8 28.9 32.1 8 U240 21.7 23.7 25.4 27.2 22.5 24.6 26.4 28.3 25.8 27 5 29.7 33.0 27.0 28.9 31.1 34.6 :7PSF L1360 19.0 20.7 22.2 23.8 19.7 21 5 23.' 34.8 22.5 :4.2 25.9 28.8 23.6 25.2 2 2 30.3 1 U600 '6.0 17.5 18.7 20.1 1 6.6 19.1 19.5 20.9 1 9.0 22.1 21.9 24.3 19.9 21.3 22 9 25.5 8 11240 20.1 22.0 23.6 25.3 20.9 22.8 24.5 26.3 23.9 25.7 27.5 30.6 25.1 26.3 28.9 32.1 1 :5PSF U360 17.5 19.2 20.6 22.1 18.3 20.0 21 4 23.0 20.9 22.4 24.1 26.8 21.9 23.4 25.2 28.1 U600 14.8 16.2 17.4 18.6 15.4 16.8 18.1 19.4 17.6 ' 8.9 20.3 22.6 18.5 19.7 21.3 23.7 8 1/240 19.0 20.7 22.2 23.8 19.7 21.5 23.1 24.8 22.5 24.2 25.9 28.8 23.6 . 25.2 27. 30.3 30PSF L /360 16.6 18.1 19.4 20.8 17.2 1 8.8 20.2 21.6 19.7 2' .1 22.6 25.2 20.6 22.3 23.7 26.4 L /600 14.0 15.2 16.4 17.5 14.5 15.8 17.0 18.2 16.6 17.8 19.1 21.2 17.4 18.6 20.0 22.3 I B L/240 16.9 18.8 • 20.2 21.6 17.9 1 9.5 21.0 22.5 20.5 21.9 23.5 26.2 21.4 22.9 24.7 27.5 4OPSF 1/360 15.0 16.4 17.6 18.9 15.6 17.1 18.3 19.7 17.9 ' 3.2 20.6 22.9 ' 8.7 20.0 21.6 24.0 L /600 12.7 13.9 14.9 15.9 13.2 14.4 15.5 16.6 15.1 ' 5.2 17.4 19.3 15.8 16.9 18.2 20.3 8 11240 15.1 17.5 18.7 20.1 16.0 18.1 19.5 20.9 19.0 20.4 21.9 24.3 19.9 21.3 22.9 25.5 ;PSF L1360 140 '5.2 16.4 17,5 '4.5 15.3 17.3 18.2 16.8 '" 3 19.1 21.2 '7.4 '86 2C 0 22.3 1/600 11.8 12.9 13.8 14.8 12.2 13.4 14.3 15.4 14.0 15.0 16.1 17.9 14.7 15.7 16.9 18.8 •• Wind Load Tables 12" on Center Height Limitations 11 I 05400 /DAL DALE // INCOR 5PSF L1360 15.7 17.1 18.3 19.5 16.4 17.9 '9.2 20.5 173 18.9 20.2 2 .7 18.1 20.0 21.4 23.3 U600 13.2 14.4 15.4 '6.5 13.8 15.1 "5.2 '7.3 14.6 15.9 17.1 18.3 15.3 16.9 18.0 19.4 4 L1240 14.2 15.5 16.6 '7.7 14.9 16.2 174 '8.6 15.7 17.2 18.4 '9.7 16.4 18.2 19.4 20.3 { 1 DALE ' 5PSF 10PSF 20PSF 25PSF 30PSF 40PSF 2CPSF U240 U360 0600 L/240 U360 L/600 L/240 U360 L/600 L/240 9.9 8.7 7.3 7.9 6.9 5.8 7.3 6.4 5.4 6.9 6.0 5.1 6.2 5.4 4.6 5.8 5.1 4.3 16.6 14.5 12.2 13.2 11.5 9.7 10.8 9.4 7.9 8.6 7.5 6.3 7.9' 6.9 5.9 7.5 6.5 5.5 6.8 5.9 5.0 6.3 5.5 4.6 18.1 15.8 13.3 14.4 12.5 10.6 11.5 10.1 8.5 9.2 8.0 6.7 8.5 7.4 6.3 8.0 7.0 5.9 7.3 6.3 5.4 6.7 5.3 5.0 19.4 16.9 14.3 15.4 13.4 11.3 12.3 10.7 9.0 9.7 8.5 7.2 9.0 7.9 6.7 8.5 7.4 6.3 7.7 6.8 5.7 7.2 6.3 5.3 20.7 18.1 15.2 16.4 14.3 12.1 10.4 9.1 7.7 8.3 7.2 6.1 7.7 6.7 5.6 7.2 6.3 5.3 6.6 5.7 4.8 6.1 5.3 4.5 17.4 15.2 12.8 13.8 12.1 10.2 11.3 9.9 8.3 9.0 7.9 6.6 8.3 7.3 6.1 7.9 6.9 5.8 7.1 6.2 5.3 5.6 5.8 4.9 19.0 16.6 14.0 15.1 13.2 11.1 12.1 10.6 8.9 9.6 8.4 7.1 8.9 7.8 6.6 8.4 7.3 6.2 7.6 6.7 5.6 7.1 5.2 5.2 20.3 17.8 15.0 16.1 14.1 11.9 13.0 11.3 9.5 10.3 9.0 7.6 9.5 8.3 7.0 9.0 7.8 6.6 8.2 7.1 6.0 7.6 6.6 5.6 21.8 19.0 16.0 17.3 15.1 12.7 L/360 U600 1J240 L/360 L/600 L/240 L/360 U600 L/240 L/360 1J600 L/240 L/360 L/600 U240 U36O L/600 L/600 3% L/240 L/360 "11600 7.7 9.7 8.5 7.2 9.1 8.0 6.7 8.3 7.2 6.1 7.7 8.4 10.6 9.2 7.8 10.0 8.7 7.3 9.0 7.9 6.7 8.4 9.0 11.3 3.9 3.4 10.7 9.2 7.9 9.7 3.5 7.1 9.0 9.6 12.1 3.9 41 4 ..9 3.4 10.3 3.0 7 3.6 8.1 '0.2 3.9 7.5 9.6 9.4 7.1 8.7 '.6 5.4 3.1 8.8 11.1 3.7 3.2 10.4 3.1 3.5 3.3 7.0 3.8 9.4 11 9 •04 3.8 11.2 9.8 3.2 102 3.3 '.5 9.4 '0.1 2.7 •' 1 9.4 • 2.0 '0.5 9.8 10.9 9.5 3.0 '3.1 L/240 U360 10.5 11.4 12.2- 13.0 9.1 10.0 10.7 11.4 13.1 14.3 15.3 16.3 11.4 12.5 13.3 14.3 9.7 10.5 11.3 12.0 11.0 11.9 '2.8 13.7 9.6 10.4 11.2 12.0 13.9 15.1 16.2 17.3 12.1 13.2 14.1 15.1 10.2 11.2 11.9 12.8 11.0 12.0 9.6 ' 10.5 8.1 ; 8.9 8.8 9.5 7.6 { 8.3 6.5 : 7.0 8.1 , 8.9 7.1 7.7 6.0 , 6.5 7.6 8.3 6.7 , 7.3 5.6 6.1 6.9 . 7.6 6.1 6.5 5.1 5.6 6.5 7.3 5.6 e.! 4.8 5.2 18.4 20.1 16.1 ; 17.5 13.6 ' 14.8 14.6. 15.9 12.8 13.9 10.8 11.7 12.9 11.2 9.5 10.2 8.9 7.5 9.5 8.3 7.0 8.9 7.8 6.6 8.1 7.1 5.0 7.5 5.6 5.5 21.5 18.8 15.8 17.1 14.9 12.6 13.7 12.0 10.1 10.9 9.5 8.0 10.1 8.8 7.5 9.5 3.3 7.0 8.7 _ 3.4 3.0 5.9 23.0 20.1 17.0 18.3 16.0 13.5 11.6 12.6 13.5 14.5 10.1 11.3 11.8 12.7 9.5 10.8 9 4 7.9 10.1 9.8 7.5 9.2 3.0 6.8 8.5 9.3 11.7 103 3.6 11.0 9.7 8.1 10.0 9.3 7.4 9.3 10.0 12.6 '1.0 9.3 11.8 1 0.3 9.7 10.7 9.4 7.9 10.0 '0.7 '3.5 9.9 12.7 •1 • 9.3 t1.5 3.5 '0.7 14.6 16.1 12.7 ' 14.1 10.7 11.9 17.2 18.4 15.0 16.1 12.7 13.6 11.6. 12.8 13.7 10.1 ; 11.2 11.9 8.5 9.4 ' 10.1 9.2 , 10.1 ' 10.8 8.0 . 8.9 9.5 6.8 . 7.5 ' 8.0 8.5 9.4 10.1 7.5 8.2 8.8 8.3 6.9 7.4 8.0 8.9 9.5 7.0 7.7 8.3 5.9 6.5 7.0 7.3 8.0 8.6 3.4 7.0 7.5 5.4 5.9 6.3 6.8 7.5 8.0 3.9 6.5 7.0 5.0 5.5 . 5.9 19.2 21.3 , 22.7 16.8. 18.6 19.8 14.2 15.7 16.7 15.3 16.9 . 18.0 13,3 14.7 15.7 11.2 12.4 13.3 14.6 12.8 10.8 11.6 10.1 8.6 10.8 9.4 7.9 10.1 8.9 7.5 9.2 8.1 5.3 8.3 6.3 24.4 21.3 18.0 19.4 16.3 14.3 12.1 13.4 14.3 15.4 10.6 11.7 12.5 13.4 Wind Stud Defied. Load Slzs Lion 5CPSF 5PSF 10 PSF 25PSF ( 30PSF 40PSF 3. PSF 10PSF 2'h 3% 3% 354 3% U240 L/360 u600 L/240 L360 L 600 3s %% L/240 L/360 L/600 4 L/240 9.2 CN (1 20 GA. 118 GA. 1 18 GA. 1 14 GA. 20 GA. 18 GA. 18 GA. 14 GA. 20 GA. 18 GA. 18 GA. 14 GA. 20 GA. 18 GA. 16 GA. ,14 GA. 12.5 13.6 14.5 15.5 10.9 11.9 12.7 13.5 6.7 10.0 3 / 7.3 5.7 6.2 17.9 19.5 LL360 12.4 13.5 16" on Center Height Limitations Flange) 10.7 7.9 11.4 6.6 7.1 20.9 _2.3 Wind Load Tables 3.4 CEE (1 5 /; Flange) .1 7.7 3.2 14.5 '5.5 13.0 14.2 ' 12 9.8 5.9 6.5 7.0 '.4 18.8 20.5 21.9 23.5 '5.3 ..5 JW (2" Flange) JWE (2 Flange) 8.' 3.7 06 6.9 7.4 7.9 19.8 21.6 23.2 24.8 8.9 9.9 10.5 .1.2 12.4 13.3 14.3 9.3 40.9 11.6 12.5 3.3 9.2 9.8 10.5 10.6 11.7 12.5 13.4 3.2 10.2 10.9 11.3 7.8 8.6 9.2 9.3 9.6 10.6 11.4 12.2 3.4 9.3 9.9 •0 1 7.8 8.4 9.0 3.9 9.9 10.5 11.3 3 8.6 9.2 9.3 6.6 7.3 7.8 8.3 20.7 22.9 24.4 26.3 2CPSF 25PSF 4 L/240 L.360 L /6 00 4 u240 I L.360 usoo L/600 10.5 11.4 12.2 13.1 11.3 12.3 13.2 1 4.1 3.9 10.8 11.5 12.3 8.3 9.1 9.7 1 0.4 10.5 11.4 12.2 13.1 9. 10.0 10.7 '1.4 7.7 8.4 9.0 9.6 11.0 12.0 '23 '3.7 11.8 12.9 '3.3 '4.8 13.3 11.3 '2.1 '2.9 13.7 15.0 16.1 '7.2 11.8 12.7 13.6 14.5 12.5 13.6 14.6 '6.6 10.9 41 3 12.3 8.7 9.5 10.2 '0.9 11.0 12.3 12.8 '3.7 ?.6 10.5 '1 2 '2.0 8.1 3 6 9.5 10.1 3.2 10.0 10.8 11 5 11.6 12.7 13.6 '4. 10.1 11.' 1' 3 •2.7 8.5 9.3 10.3 '0.7 12.1 13.4 14.3 15.4 13.0 14.4 15.4 16.6 9.6 12.1 10.6 3.9 10.6 13.4 11.7 9.9 11.3 14.3 12.5 10.5 12.2 15.4 13.4 11.3 14.4 15.9 17.0 '9.2 12.6 13.5 14 Wind Load Tables 16" on Center Height Limitations 13 05400 /DAL DALE / /INCOR I/ Wind '_oed } Stud Size O e@ec- don CN (1 Flange) CEE (1 %" Flange) JW (2' Flange) AVE (2W Flange) 20 04. 18 GA. 18 GA. ;14 GA. 20 GA.118 GA. 16 GA. 14 GA. 1* GA. 1* GA. 14 GA. 12 0A. 111 GA. i 1e GA.114 GA.112 GA. 4 L1240 9.9 10.8 11.5 12.3 10.3 11.3 12.1 12.9 11.9 12.8 13.7 1 - 12,6 13.5 14.5 - 30PSF 0360 3.6 9.4 1 10.1 10.7 9.0 9.8 10.6 11.3 10.4 11.1 11.9 . - 11.0 11.3 12.6 - U600 7.3 7.9 ' 8.5 9.1 7.6 8.3 8.9 • 9.5 9.8 9.4 10.1 • - 9.3 9.9 10.7 - 4 L/240 9.0 9.8 ; 10.5 11.2 9.4 10.2 11.0 ; 11.7 10.8 11.6 12.4 - 11.4 12.2 13.1 - 40PSF U360 7.8 , 8.5 ! 9.1 9.8 8.2 8.9 9.6 1 10.3 9.5 10.1 10.8 - 10.0. 10.7 11.5 - U600 6.6 7.2 ! 7.7 8.2 6.9 7.5 8.1 j 8.7 8.0 8.5 9.1 1 - 8.4 9.0 9.7 • - '! ,' 4 U240 8.3 9.11 9.7 10.4 8.7 9.5 10.2 1 10.9 10.0 10.8 11.5 - 10.6 11.3 12.2 - 50PSF U360 7.3 7.9 8.5 9.1 7.6 8.3 8.9 9.5 8.8 9.4 10.1 j - 9,3 9.9 10.7 - L/600 6.1 6.7 ; 7.2 7.6 6.4 7.0 7.5 1 8.0 7.4 7.9 8.5 - 7.8 8.4 9.0 - 6 L/240 24.7 27.0 . 29.0 31.0 25.5 28.1 30.2 ; 32.4 29.6 31.7 34.0 37.8 31.2 33.3 35.9 39.9 5PSF L'360 21.6 23.6 : 25.3 27.0 22.5 24.6 26.4 j 28.3 25.9 27.7. 29.7 • 33.0 27.2 29.1 31.3 34.8 U600 18.2 19.9 21.3 22.8 19.0 20.7 22.3 ! 23.9 21.8 23.4 • 25.1 27.9 23.0 24.5 26.4 29.4 6 U240 19.6 21.4 23.0 24.6 20.5 22.3 24.0 ; 25.7 23.5 25.2. 27.0 30.0 24.7 26.4 28.5. 31.3 10PSF L/360 17.1 18.7 20.1 21.5 17.9 19.5 20.9 • 22.4 20.5 22.0 23.6 26.2 21.6 23.1 24.9 27. U600 14.5 15.8 16.9 18.1 15.1 16.5 17.7 1 18.9 17.3 18.6 19.9 • 22.1 18.2 ' 19.5 21.0 23.3 6 L/240 15.6 117.0 ' 16.2 19.5 16.2 17.7 19.0 20.4 18.7 20.0 ' 21.4 23.8 19.6 21.0 22.6 25.1 ZOPSF U360 ' 3.5 14.9 15,9 17.0 14.2 15.5 16.6 17.8 ' 6.3 17.5 18.7 20.8 17.1 18.3 19.7 21 9 L.1600 11.5 12.5 13. 14.4 12.0 13.1 14.0 15.0 13.7 14.7 15.8 17,5 14.5 15.4 16.6 18 TS ,. 6 L1240 '4.5 15.8) 16.9 18.1 15.' 16.5 17.7 18.9 17.3 18.6 19.9 22.1 18.2 19.5 21.0 23.3 25PSF L'360 12.6 136 1 4. . 15.8 '3.2 14.4 15.4 16.5 15.1 16.2 17.4 19.3 15.9 17.0 18.3 20.4 0600 10.7 11.6 12.5 13.3 11.1 12.1 13.0 14.0 12.8 13.7 14.7 16.3 13.4 14.3 15.5 17.2 6 L/240 13.6 14.9 15.9 17.0 14.2 15.5 16.6 17.8 16.3 17.5 18.7 20.8 17.1 • 18.3 19.7 21.9 30PSF Li360 11.9 13,0 13.9 14.9 12.4 13.5 14.5 , 15.6 14.2 15.3 • 16.4: 18.2 15.0 ; 16.0 17.2 13.2 U600 10.0 10.9 11.7 12.6 10.5 11.4 12.2 ' 13.1 12.0 12.9 ' 13.8 ' 15.3 12.6 ; 13.5 14.5 16.2 6 L1240 12.4 13.5 14.5 15.5 12.9 14.1 15.1 16.2 14.8 15.9 • 17.0 • 18.9 15.6 16.6 17.9 19.9 40PSF . L'360 '0.8 11.8 12.6 '3.5 . 11.3 12.3 13.2 14.1 12.9 13.9. 14.9 16.5 13.6 14,5 15.7 17 4 L/600 9.1 9.9 10.7 • 11.4 9.5 10.4 11.1 11.9 10.9 11.7 12.5 13.9 11.5 12.3 13.2 14.7 6 L/240 11.5 12.5 13.4 14.4 ^ 12.0 13.1 14.0 • 15.0 13.7 14.7 15.8 17.5 14.5 15.4 16.6 18.5 5'IPSF 1../360 '0.0 10.9 '1 7 '2.5 10.6 11.4 1 2.2 13.1 '2.0 12.9 '3.8 15.3 12.6 13.5 14.5 ' 6.2 ■ L'600 8.5 9 2 9.9 1 0,6 8.8 9.6 10.3 11.1 10.1 10.9 11.6 12.9 10,7 11.4 12.3 ' 3 5 8 Li240 31.3 '34 2 36.7 39.3 32.5 35.5 38.1 40.9 37.2 39.9 42.8 47.6 38.9 41.6 44.9 -2.9 5PSF L360 27.3 29.3 32.0 34.3 , 28.4 31.0 33.3 35.7 32.5 34.3 37.4 41.6 34.0 36.4 39.2 -3.5 L /600 23.' 25.2 27.0 28.9 23.9 25.1 28.1 30.1 27.4 29.4 31.5 35.1 28.7 30.7 33.1 35.3 8 L1240 24.6 27.1 29.1 31.2 25.8 28.2 30.2 32.4 29.5 31.7 34.0 37.8 30.9 33.0 35.5 35.5 10PSF L'360 21.7 23.7 25.4 27.2 22.5 24.6 26.4 28.3 25.8 27 5 29.7 33.0 27.0 29.3 31.1 := 6 • L/600 18.3 20.0 21.4 23.0 19.0 20.8 22.3 23.9 21.7 23.3 25.0 27.8 22.8 24.3 26.2 29 2 1 8 L/240 '9.7 21 5 23.1 24.7 20.5 22.4 24.0 25.8 23.4 25.1 27.0 30.0 24.5 26.2 28.3 31 5 •:PSF L360 ' 2 1 8.3 20.2 21.6 17.9 1 9.5 21.0 22.5 20.5 21.9 23.5 26.2 21.4 22.3 24.7 2 L. 600 ' 4.5 15.9 17.0 18.2 15.1 16.5 17.7 19.0 17.3 18.5 19.9 22.1 18.1 19.3 20.8 23.2 8 L/240 '8.3 200 21.4 23.0 19.0 20.8 22.3 23.9 21.7 23.3 25.0 27.8 22.8 24.3 26.2 29.2 25PSF L360 '5.0 17.5 18.7 20.1 16.6 18.1 19.5 20.9 19.0 20.4 21.9 24.3 '9.9 21.3 22.9 25.5 _ Li600 13,5 14.7 15.8 16.9 14.0 15.3 16.4 17.6 16.0 17.2 18.4 20.5 16.8 17.3 19.3 21.5 8 L/240 16.9 18.8 20.2 21.6 17.9 19.5 21.0 22.5 20.5 21.9 23.5 26.2 21,4 22.9 24.7 27.5 ,30PSF Li360 '5.0 16.4 17.6 18.9 15.6 17.1 18.3 19.7 17.9 19.2 20.6 22.9 '8.7 20.0 21.5 24: U600 1 2.7 13.9 14.9 15.9 13.2 14,4 15.5 16.6 15.1 16.2 17.4 19.3 15.8 16.9 1 8.2 20 3 8 U240 14.6 17.1 18.3 19.6 15.5 17.7 19.1 20.4 18.6 19 9 21.4 23.8 19.5 20.3 22.4 25.0 tOPSF L /360 '3.7 14 9 16.0 17 1 14.2 15.5 16.6 17.9 16.2 17 4 18.7 20.6 17.0 18.2 19.6 21.8 (-1600 11.5 12.6 13.5 14.5 12.0 13.1 14.0 15.1 13.7 14.7 15.8 17.5 '4.3 15.3 16.5 18.4 8 L240 13,1 15.9 17.0 18.2 13.9 16.5 17.7 19.0 17.3 18.5 19.9 22.1 '8.1 19.3 20.8 23.2 3OPSF L;360 2.7 13.9 14.9 15.9 '3.2 14.4 15.5 16.6 '5.1 162 17.4 19.3 '5.3 . .5 '82 20.3 � I L600 10.7 11.7 12.5 13.4 1 1.1 12.1 13.0 14.0 12.7 13.6 14.6 16.3 '3.3 ' 15,3 1 " 1 Wind Load Tables 16" on Center Height Limitations 13 05400 /DAL DALE / /INCOR I/ il_ stud Sts Donee- tlon CN (11 Flange) CEE (11/2" Flange) JW (2" Flange) JWE (2 Flange) 20 GA 118 GA. 16 GA.1 14 GA. 20 OA. 16 GA. 1 16 GA.. 14 GA. 20 GA.1 18 GA. G A . 20 GA. 18 GA.116 GA. 14 GA. 21/2 L/24O '.0.9 11.9 12.7 13.5 11.4 12.5 13.3 14.3 12.1 : 13.2 : 14.1 15.1 12.7 14.1 15.0 16.1 SPSF U36O 9.5 10.4 11.1 11.8 10.0 10.9 11.7 12.5 10.6 11.6 • 12.4 13.2 11.1 12.3 13.1 4 , L /600 8.0 8.7 9.4 10.0 8.4 9.2 9.8 10.5 8.9 9.7 ' 10.4 11.1 9.4 10.4 11.1 11.9 21/2 L/24O 3.7 3.4 10.1 10.7 9.1 i 9.9 10.6 11.3 9.6 10.5 , 11.2 12.0 10.1 11.2 11.9 12.8 10PSF U360 7.6 8.2 ; 8.8 9.4 7.9 j 8.6 9.3 9.9 8.4 9.2 : 9.8 10.5 8.8 9.8 10.4 '1.2 L/80O 6.4 6.9 f 7.4 7.9 6.7 i 7.3 7.8 8.3 7.1 / 7.7 ' 8.3 8.8 7.5 8.2 8.8 9.4 21 L/240 6.9 7.5 : 8.0 8.5 7.2 i 7.9 8.4 9.0 7.6 8.3 i 8.9 9.5 8.0 8.9 9.5 10.1 2OPSF 1/360 6.0 8.5 ' 7.0 7.4 8.3 6.9 7.3 7.8 6.7 ' 7.3 ; 7.8 8.3 7.0 7.7 • 8.3 3.3 L/600 5.1 5.5 5.9 6.3 5.3 5.8 6.2 6.6 5.6 6.1 6.6 7.0 5.9 6.5 7.0 7.5 21/2 L/240 6.4 6.9 : 7.4 7.9 6.7 , 7.3 7.8 8.3 7.1 7.7 ; 8.3 8.8 7.5 8.2 8.8 9.4 25PSF L /360 5.6 6.1 6.5 6.9 5.8 : 6.4 6.8 7.3 6.2 6.8 • 7.2 7.7 6.5 7.2 7.7 3.2 L /600 4.7 5.1 ; 5.5 5.8 4.9 1 5.4 5.8 6.1 5.2 5.7 i 6.1 6.5 5.5 6.1 6.5 5.9 ' 21/2 L/240 5.0 8.5 7.0 7.4 6.3 6.9 7.3 7.8 6.7 7.3 • 7.8 8.3 7.0 7.7 8.3 3.9 30PSF L/36O 5.2 5.7 ' 6.1 6.5 5.5 1 8.0 6.4 6.9 5.8 6.4 ' 6.8 7.3 6.1 6.8 7.2 7.7 L/600 4.4 4.8 5.1 5.5 4.6 , 5.1 5.4 5.8 4.9 5.4 5.7 6.1 5.2 5.7 6.1 5.5 2'4 L /240 5.4 5.9 6.3 6.8 5.7 6.2 6.7 7.1 6.1 6.6 7.1 7.6 6.4 7.0 7.5 8.1 40PSF L/360 4.8 52 5.5 5.9 5.0 5.4 5.8 6.2 5.3 5.8 6.2 5.5 5.5 6.1 5.5 - 3 L /600 1 .0 4.4 4.7 5.0 4.2 4.6 4.9 5.3 4.5 4.9 5.2 5.6 4.7 5.2 5.5 :.9 Z', L/240 3.1 5.5 5.9 6.3 5.3 5.8 6.2 6.6 5.6 6.1 6.6 7.0 5.9 6.5 7.0 7 5 30PSF L.360 4.4 4.3 5.1 5.5 4.6 5,1 5.1 5.8 4.9 5.4 5.7 5.1 5 2 5.7 6.' ..: Li600 3.7 4.1 4.3 4.6 3.9 4.3 4.6 4.9 4.2 4.5 4.8 5.2 4.4 4.8 5.1 5.5 3% L/240 14.5 15.8 16.9 18.1 15.2 16.6 17.8 19.0 16.1 17.5 18.8 20.1 16.8 18.6 19.8 21.3 3PSF U360 12.7 13.8 14.8 15.8 13.3 14.5 15.5 16.6 14.0 15.3 , 16.4 17.6 14.7 16.2 17.3 '2.5 1.600 10.7 11.6 12.5 13.3 11.2 . 12.2 13.1 14.0 11.8 12.9 13.8 14.8 12.4 13.7 14.6 15.7 3%/, L/240 11.5 12.5 13.4 14.3 12.1 13.2 14.1 15.1 12.8 13.9 14.9 16.0 13.3 14,7 15.7 16.9 10PSF„ L/360 10.1 11 0 11.7 12.5 10.5 11.5 12.3 13.2 11.1 12.2 13.0 13.9 11 6 12.9 13.3 1 3 1/600 3.5 9.2 9.9 . 10.6 8.9 9.7 10.4 11.1 9.4 10.3 11.0 11.3 3.8 10.9 11.6 '2.3 3% L/240 9.1 10.0 10.7 11.4 9.6 10.4 11.2 12.0 10.1 11.0 11.8 12.7 10 6 11.7 12.5 '3.4 i9PSF 1/360 3.0 3.7 9.3 9.9 8.4 9.1 9.8 10.5 8.8 9.7 10 3 11.1 3.2 10.2 10.9 L /600 5.7 7.3 7.9 8.4 7.1 7.7 8.2 8.8 7.5 8.1 8.7 9.3 7.3 8.6 9.2 _._ 3 %', L/240 3.5 3.2 3.9 10.5 3.9 9.7 10.4 11.1 9.4 10.3 11.0 11.3 9.3 10.9 11 5 12.5 25PSF • 1/360 7.4 3.1 8.6 3.2 7.3 8.5 9.1 9.7 8.2 9.0 9.6 1C.3 3.5 '3.5 10.1 • _ 11 1 /600 6.2 5.8 7.3 7.8 6.5 7.1 7.7 8.2 6.9 7.6 8.1 3.7 7 2 8.0 8.5 9. .. 3% L/240 3.0 3.7 9.3 9.9 8.4 9.1 9.8 10.5 8.8 9.7 10.3 11.1 9.2 10.2 10.9 ' '.7 30PSF Li360 7 .0 -.6 8.1 3.7 7.3 3.0 8.5 9.1 7.7 8.4 9.0 9.7 81 8.9 9.5 :. L.600 5.9 6.4 6.9 7.3 6.2 6.7 7.2 7.7 6.5 7.1 7.6 8.2 6.8 7.5 8.0 3.5 3'y L.240 7.2 7.9 8.5 9.0 7.6 8.3 8.9 9.5 8.0 8.8 9.4 10.1 8.4 9.3 9.9 '3 7 43PSF L.360 3.3 5.9 7.4 7.9 6.6 7.2 7.8 8.3 7.0 7.7 3.2 3.3 7.0 8.1 3. 3 c L.500 5.3 5.8 06 6.7 5.6 6.1 6.5 7.0 5.9 6.5 6.9 7. 4 6 2 6.8 7.3 2 3 L.24O 6.6 - 3 7.9 8.4 7.1 7.7 8.2 8.8 7.5 8.1 8.7 9.3 7 3 8.6 9.2 9.9 50PSF L /360 5.5 5.4 6.9 7 3 6.2 6.7 7.2 7.7 5.5 7.1 7.5 8 2 5.3 7.5 8. 0 3.5 I L /600 5 0 5.4 5.8 6.2 5.2 5.7 6.1 6.5 5.5 6.0 6.4 6.9 5.7 6.4 6.3 ' 3 a 3 L/240 15.7 "7.1 18.3 19.5 16.4 17.9 19.2 20.5 17.3 18.9 20.2 21.7 18.1 20.0 21.4 23.0 SPSF L/360 '3.7 '4.9 16.0 17.1 14.3 15.6 16.7 17.9 15.1 16.5 17.7 18.9 15 8 17.5 18.7 _.1 1 CC i 1.800 11.5 12.6 13.5 14.4 12.1 13.2 14.1 15.1 12.8 13.9 14.9 16.0 13.3 14.7 15.7 16.9 4 L,240 12.4 '3.5 14.5 15.5 13.0 14.2 15.2 16.3 13.7 15.0 16.1 17.2 14.4 15.9 17.0 '8.2 1 1 10PSF L/360 '0.9 '1.3 12.7 '3.5 1 11.4 12.4 13.3 14.2 12.0 13.1 14.0 150 12.5 13.9 14.8 '5.3 i ' 1/600 9.2 '0.3 10.7 11 4 9.6 10.5 11.2 12.0 10.1 11.1 11.8 12.7 10.6 11,7 12.5 '3. 1 4 1 U240 9.9 1 0.8 11.5 12.3 10,3 11.3 12.1 12.9 10.9 11.9 12.8 13.7 11.4 12.6 13.5 14.5 :3PSF 1 . 1 /360 3.6 3.4 10.1 '0.7 9.0 9.8 10.6 11.3 9.5 10.4 1 1.1 11.9 10.0 11 0 11.3 '2.6 L /600 - 3 7.9 8.5 9.1 1 7.6 8.3 8.9 9.5 8.0 8.8 9.4 10.1 8.4 9.3 9.9 10.7 3 11240 4 3.2 '0.0 10.7 11.4 9.6 10.5 11.2 12.0 10.1 11.1 11.8 12.7 10.6 11.7 12,5 13 25PSF L.360 3.0 3.7 9.3 10.0 8.4 9.1 9.8 10.5 8.9 9.7 10.3 11 1 9.2 10.2 10.9 11 7 l 1 L /600 6.7 7.4 7.9 8.4 7.1 7.7 8.3 8.8 7.5 8.1 8.7 9.3 7 8 8.6 9.2 9.9 : • Wind Load Tables 24" on Center Height Limitations 14 - . 'NInd toad Stud Size Denim- tlon CN (1 % / Flange) CEE (11/4" Flange) ; JW (2' Flange) JWE (2W Flange) 20 GA.118 GA. 116 GA. 14 GA. 20 GA.' 16 GA. 18 GA. 114 GA. 16 GA. I18 GA. 14 GA. 12 GA. 18 GA. ;16 GA.114 GA. 12 GA. 4 1.1240 8.6 9.4 I 10.1 10.7 9.0 9.8 10.6 1 1 . 3 10.4 1 1 . 1 11.9 - 11.0 1 1 . 8 12.6 - 50PSF U360 7.5 8.2 8.8 9.4 7.9 8.6 9.2 9.9 9.1 9.7 10.4 - 9.6 10.3 1 1 . 0 - L/600 6.3 6.9 1 7.4 7.9 6.6 7.3 7.8 ' 8.3 7.7 8.2 8.8 ' - 8.1 8.7 9.3 : - 4 L/240 7.8 8.5 I 9.1 j 9.8 8.2 8.9 9.6 10.3 9.5 10.1 10.8 . - 10.0 10.7 11.5 . - 40PSF 1.../360 6.8 7.5 1 8.0 ' 8.5 7.2 7.8 8.4 , 9.0 8.3 8.8 9.5 • - 8.7 9.3 10.0 : - L/600 5.8 6.3 j 6.7 7.2 6.0 6.6 7.1 ! 7.6 7.0 7.5 8.0 . - 7.4 7.9 8.5 . - 4 L/240 7.1 7.9 ' 8.5 ! 9.1 7.6 8.3 8.9 . 9.5 8.8 9.4 10.1 ; - 9.3 9.9 10.7 - 50PSF U360 6.3 6.9 1 7.4 1 7.9 6.6 7.3 . 7.8 ' 8.3 7.7 8.2 8.8 i - 8.1 8.7 9.3 ; - L /600 5.4 5.8 I 6.3 i 6.7 5.6 6.1 6.6 ' 7.0 6.5 6.9 7.4 - 6.8 7.3 7.9 • - 6 U240 21.6 23.6 1 25.3 27.0 22.5 24.6 26.4 28.3 25.9 27.7 29.7 33.0 27.2 29.1 31.3 34.8 3PSF U360 18.9 20.6 ; 22.1 23.6 19.7 21.5 23.1 24.7 22.6 24.2 26.0 28.8 23.8 25.4 27.4 -, 30,4 1./600 15.9 17.4 ; 18.6 . 19.9 16.6 18.1 19.4 20.8 19.1 20.4 21.9 24.3 20.1 21.4 23.1 . 25.7 6 1J240 17.1 18.7 20.1 21.5 17.9 19.5 • 20.9 22.4 20.5 22.0 23.6 26.2 21.6 23.1 24.9 • 27.6 10PSF L/360 15.0 16.3 ; 17.5 i 18.8 15.6 17.0 18.3 ' 19.6 17.9 19.2 20.6 22.9 18.9 20.1 21.7 24. L/600 12.6 13.8 i 14.8 ; 15.8 13.2 14.4 15.4 16.5 15.1 16.2 17.4 19.3 15.9 17.0 18.3 20.4 6 L/240 13.6 14.9 • 15.9 17.0 14.2 15.5 16.6 17.8 16.3 17.5 18.7 20.8 17.1 18.3 19.7 21.9 20PSF 1./360 11.9 13.0 • 13.9 ' 14.9 12.4 13.5 1 4.5 15.6 14.2 15.3 16.4 18.2 15.0 16.0 17.2 19.2 L /600 10.0 10.9 11.7 12.6 10.5 11.4 12.2 13.1 12.3 12.3 13.8 15.3 12.6 13.5 14.5 16.2 6 U240 12.6 13.8 14.8 15.8 13.2 14.4 15.4 16.5 15.1 16.2 17.4 19.3 15.9 17.0 18.3 20.4 ?SF 1./360 11.0 12.0 12.9 13.8 11.5 12.6 13.5 14.4 13.2 14.2 15.2 16.9 13.9 14.8 16.0 17.3 _ 1./600 9.3 10.2 10.9 . 11.7 9.7 10.6 11.4 12.2 11.1 11.9 12.8 14.2 11.7 12.5 13.5 15.0 6 U240 11.9 13.0 + 13.9 , 14.9 12.4 13.5 14.5 15.6 14.2 15.3 16.4 18.2 15.0 16.0 17.2 19.2 30PSF L1360 10.4 11.3 , 12.2 . 13.0 10.8 11.8 12.7: 13.6 12.4 13.3 14.3 15.9 13.1 14.0 15.1 • 16.7 U600 . 8.8 9.6 i 10.3 11.0 9.1 10.0 10.7 11.5 10.5 11.2 12.1 13.4 11.0 11.8 12.7 14.1 6 U240 10.6 11.8 • 12.6 13.5 11.2 12.3 13.2 14.1 12.9 13.9 14.9 16.5 13.6 14.5 15.7 17.4 40PSF • U360 9.4 10.3 11.0 11.8 9.8 10.7 11.5 12.4 11.3 12.1 13.0 14.4 11.9 12.7 13.7 15 2 L/600 8.0 8.7 9.3. 10.0 8.3 9.1 9.7 10.4 9.5 10.2 11.3 12.2 10.0 10.7 '1.5 12.8 6 0240 9.5 10.9 ' 11.7 12.6 10.0 11.4 12.2 13.1 12.0 12.9 13.2 15.3 12.6 13.5 14.5 16.2 9 SF L/360 8.8 9.6 10.3 11.0 9.1 10.0 10.7 11.5 10.5 11.2 1 2.' 13.4 11.0 11.8 1 2.7 14,• 1./600 7.4 8.1 8.6 9.2 7.7 9.4 9.0 9.7 3.8 9.5 • , 2 11.3 9.3 9.9 10.7 11.9 8 L/240 27.3 29.8 32.0 34.3 28.4 31.0 33.3 35.7 32.5 34.3 3' 4 41.6 34.0 36.4 39.2 43.5 _L -'PSF 1./360 23.3 26.1 28.0 30.0 24.8 27.1 29.1 31.2 28.. 30.4 32.7 36.3 29.7 31.5 34.2 18.' L1600 20.1 22.0 23.6 25.3 20.9 22.8 24.5 26.3 23.9 25.7 27.5 30.6 25.1 26.8 28.9 32 • 8 L/240 21.7 23.7 25.4 27.2 22.5 24.6 26.4 28.3 25.8 27 5 29.7 33 0 27.0 28.9 31.1 34 5 1 3PSF L1360 19.0 20.7 22.2 23.8 19.7 21.5 23.1 24.8 22.5 24.2 25.9 29.8 23.6 25.2 27 2 30. 1./600 16.0 17.5 18.7 20.1 16.6 1 8.1 '9.5 20.9 19 0 20.4 21.9 24.3 19.9 21.3 22.9 25.5 3 L1240 16.9 18.8 20.2 21.6 17.9 1 9.5 21.0 22.5 20.5 21.9 23.5 26.2 21.4 22.9 24.7 27.5 SF 0360 15.0 16.4 17.6 18.9 '5.6 ' . 3.3 19.7 17 3 '3.2 20.5 22.9 18.7 20.0 21 5 24 3 L1600 12.7 13.9 14.9 15.9 13.2 14.4 •5.5 16.6 1 5.1 16.2 17 4 1 9.3 1 5.3 16.9 1 3.2 20.3 8 U240 15,1 17.5 18.7 20.1 16.0 ' 8.1 19.5 20.9 19.0 20.4 21.9 24.3 19.9 21.3 22.3 25.5 .5PSF L/360 14.0 15.2 16.4 17.5 '4.5 15.8 '7.0 18.2 166.5 17.3 '9.1 21.2 17.4 18.6 20.0 22.3 1./600 11.8 12.9 13.8 14.8 12.2 13.4 14.3 15.4 14.0 15.0 15.' 17.9 14.7 1 5.7 '6.9 18.8 8 L/240 13.8 16.4 17.6 18.9 14.6 17.1 18.3 19.7 17.9 19.2 20.6 22.9 '8.7 20.0 21.6 24.0 30PSF U360 13.1 14.3 15.4 16,5 13.6 '4.9 '6.0 17.2 15.6 16.7 18.0 20.0 15.4 17.5 18.8 21.3 L/600 11.1 12.1 13.0 13.9 11.5 12.6 13.5 14.5 13.2 14.1 15.2 16.P 13.9 14.7 15.9 17.7 8 L/240 11.9 14.9 16.0 17.1 12.7 15.5 '6.6 17.9 16.2 17.4 18.7 20.8 17.3 18.2 19.6 21.8 ' 1./360 11.'3 13.0 14.0 15.0 12.4 '3.5 14.5 15.6 14.2 15.2 '6.3 18.2 14.3 15.9 17.1 19.1 1.../600 10.1 11.0 11.8 12.6 10.5 11.4 '2.3 13.2 12.0 '2.8 13.8 15.3 12.5 13.4 14.4 16.1 L/240 10.7 13.9 14.9 15.9 11.3 14.4 •5.5 16.6 15.1 16.2 17.4 19.3 15.5 16.9 18.2 20.3 _ SF 1./360 10.7 12.1 13.0 13.9 11.3 '2.6 '3.5 14.5 13.2 14.1 '5.2 16.9 ' 13.8 11.5 14.7 12.4 '5.9 '3.4 17." 14.9 L1600 9.3 10.2 11.0 11.7 9.7 10 6 '1.4 12.2 11.1 11.9 '2.3 14.2 1 'DALE Wind Load Tables 24" on Center Height Limitations DALE / /INCOR assumes no 'ability for'ailure of our products resulting from The misapplication of information shown 'n this publication or 'or failure resulting from improper installation. These products should not be used in any application without a thorough evaluation oy a qualified structural engineer. 5 ,INCUR . 05400 /DAL DALE// INCOR TABLE A I TABLE B , suggested capacity In stone aggregate concrete (pounds) suggested bearing capacity when used to connect gage I thickness steel (pounds) Stara Minimum Type of 1 Concrete Ccmoress.c Stren :- 'Sil Sra -k Steel _age Tntckress 2000 ! 3CCC =CCO '3 Gage '3 Gage ! 20 Saga D Penetration I Loading 1 : 4-:.star 0.145 1 " ; Pullout 90 ; 1•" '45 0. • - - - - Shear 160 . 225 ' 265 - - j 198 0.17" 1'• I Pullout 150 i 150 150 0.'77" - - 1 - Shear 250 ; 285 i 330 ! 321 { 241 0.205" 1'4" ( Pullout 150 1 150 150 1 0.205" 1 - - - •Shear J 390 /I 445 I 500 ! 465 I 372 279 • Weld and Fastener Tables Suggested design loads for screw connections (pounds) Steel Thickness (Gage) 12 14 16 18 20 No. 12.14 I0 - 16V:7 - .177') No. 10.18 ID - .139 "• 7 - 153 1 No. 4.19 .0 - .120 - • T 1251 No. 3. S-12 - Shear or Bearing 450 412 377 276 143 Pullout 324 215 153 101 91 Shear or Bearing 327 286 261 263 141 Screw Size Type of Loading . Shear or Beartrg 314 205 151 98 69 N.A. N.A. 236., (248 j T40 Pullout 303 200 142 L 94i) 68 Sheer or Bearing N.A. N.A. N.A. 188 • 133 N.A. = Not applicable: two steel thicknesses of this gage cannot be connected by th's size screw. NOTES: 1. Shear and pullout strengths are based on average test results divided by a safety factor of 3.0. 2. Minimum screw spacing and distance from edge shall not be less than 11/20 :tor less than P /.Fyl, where 0 is the screw shank diameter and P is the shear load. 3. When connecting materials of different gage, use loads shown for the lighter gage. a. Screw capabilities are based on a minimum connected material strength of Fy 33.000 PSI. 5. Screw capacities are per Buildex Test No. 845 (Buitdex is a civisfon of Illinois Tool Works, Inc.) Suggested design Toads for power driven fasteners in concrete NOTES: 1. Capacities shown are for stone aggregate concrete and are cased on a low velocity shot. 2. Minimum fastener spacing - 4 "; minimum fastener edge oistance - 3 ". 3. Shear values are per Hilti ICBO Research Report #2388. 4. Bearing capacity is based on Bearing Area x 1.15 x 33.000 :sl. Allowable bearing capacity per Section 4.5.8 of the 1986 A.I.S.I. "Spec'ication 'or Inc Design of Cold Formed Steel Structural Members." 5. Ft 'out values per DALE / /INCOR recommendations. Suggested design loads in pull -out or shear for power driven fasteners in structural steel (pounds) Roiled . Steel Sage . •=5• Shark 0ameter 0 177' Shank hameter I 0.205' Shark : riled Steel 7r:cc:less Not Roiled Steel thickness ! Hot Rotted 5 :ei .tress • • ; 1' „t" ,'." • 1'.' I • ' •■• 12 210 1 210 210 335 ; 395 1 395 ' 485 ; 525 660 . 14 0 210 210 I 335 : 395 ! 395 485 ' 525 581 16 L ; 1 210 210 335 : 395 : 395 465 ; 465 465 • 18 2 1 210 210 I 321 , 321 321 ; 372 ; 372 372 20 '97 1 . 197 197 j 241 : 241 1 241 279 i 279 279 NOTES: • 'cs:s were ccrducted with the fastener point driven completely througn the back side of the not rolled steel memoer. This Nas necessary to obtain proper gripping force. 2. Bearng strengtn is based on Bearing Area x 1.15 x 33.000 csi for cold formed steel. 3. Steer values are per Hilti ICBO Research Report 42388. Suggested design loads for fillet and flare -bevel groove welds Steal ..e :' thickness I ',Veld Size Gags tcnesl 'incresl •i'et aare•oekt' :•:ova 12 1046 1 4 0747 16 .0598 18 0478 51 32 t o ' 1035 740 592 473 Technical Assistance • Welding A mire 1eeC lice :fielder is recommended for fastest ano most uniform welding in he srcp. Good melds are also obtained with a 3/72" or !fe" 82 592 473 379 16 M,n,n um Feutenef Soacing • a M,mrnu m Fastener - ^1 r-• Mlmmum Eagt Spicing • t•1 �_ i O stand • t7• _t L 1 100': T 106 Pullout N.A. 183 132 83 53 Yptrmum Eage Deatanee • 3 • TOTES. 1 .1 _is 'Isted may :e ncreased oy ' 3 'or N rC :r seismic 'Daanq rcaeck tees a:aucancm. 2. , :'. ;s may :e =mane: so •ney are su:'ic• •O inner snear cr :ensile stress 3. ' tuning matena )r cpLerent ;age .04 :ads spawn 'cr the :gnter i 1 _es are :asec :n an 1 Iowaae stress I .: r Site stress :f ' "e mater i• 5 3 sri•cevel ;roc',e we'3S are Nees •'+at 7 .' 3ertieen 'he :uts4e :ad'uS :' . -emoer 3no 're •lit 31 In salacent :er AWS type 6013 cr 7014 rod with a welding heat ci 60.110 amperes depending on the gage of material and the r't of the parts. 1 • V -Bar Bracing (VBB) Spacing - -7 Flat Strapping (FS) A - -1 Cold - Rolled Channel (CRC) Foot Notes: Axial Load Tables (Pages 18 -21) E ^ICED C•S'UDS SUBJECT TO AXIAL AND LATE4AL �S • :.icwaote axial loads in <tos IK) • =:r use in selection of Iowa bearing wail :omconents st.o . ed to a.tial and uni!crm lateral oads. • .: ect a stuc. n terms of height (feet), spacing 'inches O.C.I arc'ateral ::a iPSF1. ..nigh provides an allowable axial :apathy antis, to or ;•rater 'mar :ne applied axial load. • — pens .• •egular type :o not exceed 1./360 C•:•:ection. ▪ . .r :cid type 00 not exceed Detection. 'totes: slues src:'.r, assume concentric lousing of 'he members. - - Oaa•oear rg'axial) wad construction. (recnan :cal bridging shall be .seo :n ail cases. Instailaron of bridging must oe comoleted betore :-y :oaas are applied to the system. V-Bar Bridging as shown on cage ' - s the rrcs: effective ana elficient metric° of •nstailation to prevent •.•ation or ^ anges. Bracing • •• Stud V.Bar bridging attached to both flanges NOTE: For screw attached assembIlies. use (1) No. 10 TEK screw in lieu of welds shown. Stud _ Cold Rolled hanrel Bridge Clip Minimum 16 gage :rack Uses • Bridging (lateral support) in walls carrying axial and /or wind loads. • Bracing studs at door bucks and furring for ceilings. • Used in conjunction with metal lath and plaster :n partitions. ceilings. column and beam enclosures. etc. Held Diagonal bracing Uses • Provides tension 'arcs resistance in shear Nall assemblies. • Resists racking ci bre- fabricated wall assemblies w.vnue handling. :•ar:sbcr, :r.; anc erecting. Product Data • Designation: FS w:cth x Gage. • Moths: 2. 3, 4. 5 ana 6" (custom widths available uoonreouesn • Gages: 20.18, 16 14 and 12 gage (other gages available). • Length: stanaarc 'C' engtn (ctner lengths arc tai available). Lateral loading riot '. Strap (FS1 , aCL weld • Wekt � er . ▪ Additional studs as required to resist strap loading Weld • Additional studs as required to resist strap loading Pi r 17 Uses • Integral component of stud or joist bridging methods. • Impeoes rotation of C•sec :tons subjected to lateral and or axial forces. • Stiffened V section eases installation compared to flat strapping. 05400 /DAL DALE // INCOF Product Data • Designations: VB Gage x Spacing. • Gages: 18 or 16 gage. galvanized. • Spacing: 16 or 24 inch on center. • Length: 12'2' Product Data • Available in galvanized meeting ASTM A-568 or Hot Dipped galvanized meeting ASTM A -525, G -60. Conforms to ASTM performance requirements. • Lengths: 16' starcard (other sizes avalias.e) 3. Studs snail oe orated against rotation.:nstall mechar•cai bridging spaced at r'tervats not exceeding 4'•0" cn center. max.r um. Refer above for •r'aging types and installation methods. 4. Stud ends snarl be attacned to track comocnents at the tco and bottom of the wall assemoly. Stud ends must ce seated tightly into tracks in all comcression and bearing applications. 5. For components suc(e:tea to 20 PSF anc greater lateral .;:nd loaas. he actual tenting ana axial stresses sere multiplies by 0.75 in accordance min AISI Section A4.4. The 0.75 aclustrrent Nas rot incorcoratec 'n the review cr :cmoonents subjected to a 5 or 10 PSF interior lateral load since national ccces do not classify them as .rind loaas. Deflections .+ere calculated on the basis of actual lunrec:.ced) lateral 'oads snown. 6. Deflections and stresses Nere calculated without regard to the composite :ontnbution of 'acing materials. 7. Contact DALE INDUSTRIES for allowable axial capacities of framing components nct shown .1 :he table. • , .... TYPE 8' 9' 10' I 11' 12' 13' 14' 16' 18' 20' 8' 9' 10' 11' 12' 13' 14' K' i 18' CN20 1.40 '. 1.48 ! 1.29 1 1.10 39 .75 1 .61 1 .40 - - 1.27 ' 1.20 .85 .53 - i - - i - • - CN 18 2.04 ' 2.22 1 1.94 1.65 1 36 ■ 1.17 1 .39 1 .69 1 .46 - 2.07 ' 2.06 1.59 1.14 .74 I - - ! - - CN16 3.02 1 3.66 1 3.00 2.47 2.01 1 1.76 1 1.53 i 1.17 I .86 .62 3.26 1 3.96 3.07 2.30 1.69 1 1.33 - 1 - • - CN14 3.99 4.72 1 3.94 3.38 2.78 j 2.43 1 2.11 1.58 1 1.18 .88 4.25 1 5.16 4.20 3.37 2.55 2.07 1 1.6S 1 - - CEE20 1.82 1.86 1 1.65 1.41 1.17 1 1.00 [ .83 .56 .36 - 1.78 ! 1.62 1.23 .86 I - 1 - - - 1 - CEE18 2.58 j 2.72 ' 2.41 2.09 1.77 1 1.54 j 1.32 .94 1 .66 .48 2.77 ; 2.72 2.19 1.69 1.23 .90 1 - CEE16 3.95 ! 4.51 : 3.91 3.12 2.56 ; 2.24 1 1.95 1.53 1 1.15 .84 4.20 ; 4.93 4.05 3.13 2.40 ! 1.95 j - - ' - CEE14 5.12 ! 5.79 ; 4 31 4.21 3.47 , 3.05 1 2 . 6 6 2.03 1 1 . 5 5 1.18 5.38 • 6.22 5.40 4.46 1 3 . 4 9 , 2.89 2.38 - - JW20 2.24 2.27 2.34 i 1.80 1.55 1.35 i 1 . 1 5 .81 ■ .55 - 2.33 2.17 1.74 1.33 1 .96 1 - - - - JW18 3.25: 3.35 . 3.31 2.65 , 2.25 ; 2.00 1 1.73 1.26 1 .91 .65 3.54 • 3.33 2.90 2.33 1.81 1.40 ` - - - JW16 5.08 5 . 4 9 : _'7 1 3.94 3 25 1 2.85 1 2.48 1 1.95 1 1.48 1 1 . 1 3 5.36 • 5.35 5.21 4.12 1 3.23 2.66 2.18 1 - - JW14 6.49 7.12 ! 6 . 1 1 1 5.05 1 4.35 i 3.82 3.35 1 2.57 i 1.99 1 1.50 6.77. 7.58 6.63 5.58 4.60 i 3.86 t 3.23 - - JWE18 3.62 3 . 6 7 , 3 . 3 3 1 3 . 3 6 ; 2 4 , 2 . 4 9 ; 2 . 1 7 1 1 . 6 0 1 1 . 1 7 ! .86 3 . 9 0 : 3 . 8 5 3.41 2.85j2.32 1 . 8 9 1 1 . 4 6 - - JWE16 5.60 5.78 ' 5 3 1 ; 4.70 1 4 ' 1 : 3 . 5 2 . 328 1 2 . 4 2 : 1.85 1 1.43 5.87; 6.17 5.81 1 5.04 1 4.10. 3.41 ' 2.82 • - - JWE14 7.54 9.13 -_, : 6.18 ; 5.29: 4.65 4 .08: 3.15 • 2.45 ! 1.92 7.93 3.59 7.77 6.81 1 5.70 1.31 4.04 2.84 - 16" on Center - 5 P.S.F. 16" on Center - 20 P.S.F. CN20 1.32 1.38 1 ' 7 • .96 ; 75 • .60 . . =7 • .25 ' - 1 - .99 .36 1 .48 I - - 1 - 1 - - - CN18 1.95 " 2 .10 : ' 3C 1 1.50 j . _ . . 1 . 0 1 1 .33 1 .53 1 - 1 - 1.76 1.59 1 1.17 .71 - - I - ; - - CN 16 2.94 3.54 2.30 1 2 . 3 3 : • .. , . 1.61 : 1 . 3 5 : 1.01 1 .71 1 - 3 . 1 4 : 3.55 1 2.65 1.89 1.29 - • - - - CN 1 4 3.90 4.59 3.79 ! . 3 . 2 2 : 2.61 . 2.26 1.94 ` 1.41 ' 1 . 0 2 . .73 4.25 4.88 1 3.75 2.89 2.09 ; - - CEE20 1.71 1.74 : 51 ■ 1.27 1 1 32 .84 ' .58 : .41 ; - 1 - 1.48 1.25 1 .83 - - - - - - CEE18 2.4. _ 5 _ .:7 1 0 3 ' . 1.37 ' • - 77 .50 ; - 2.46 2.22 1 1.75 1.24 i - - ' - - - CEE16 3.97 4.38 _ .- : 2.97 • _ 12 2 . 0 9 . • 30 ; 1 .37 1.00 , .70 4.20 4.52 1 3.61 2.70 1.98 1 - - - - CEE14 5.03 5.66 - - 6 4.05 3 3 1 2.88 2 49 1.85 1.38 • 1.03 5.38 6.22 1 4.99 3.97 , 3 . 0 1 : 2.42 - - - JW20 2 . • . 3 2.16 • r . J 1.54 • , 38 1 . 1 8 =3 .61 .40 • - 2.03 SO 1.33 .90 1 - • - - - - JVy 1 J 3 - - - . • 2 -3 - 1 s l• ' 37 .74 - 3.29 3.:: 2.43 1.84 • 1.31 - - - - J - .: 5.35 - • 3.7? . 1 2 ' 73 32 .98 3.36 3. 4.72 3.64 2.77 ! 2.21 - - - J W 14 3 _ _ 5 38 .. _ 4.59 _ 3.64 1 .'5. 3 2.39 1.31 1.34 6.77 7 33 6.48 5.08: 4.10 3.36 2.74 - - JWE18 3 53 3.55 '. _9 2 •39:2 :,; 2.29 • .3 • ' 39 97 .57 3.80. 3 53 2.93 1 2.33 1 1.78 ' 1.33 - - - JWE16 _ 5 ^r, 53 3.33 3 :9 '' 22 • 57 1.25 5.67 5.' . 5.47 4.52 3.58 2.90 - - - "JWE14 , _ 4 7.98 - 23 6.00 . 5 10 4.45 3.35 ' 2.95 2.25 1.;3 7.93 3.59 7.77 • 6.34 5.13 4.2 3.48 - - 24" on Center - 5 P.S.F. 24" on Center - 20 P.S.F. CN20 1.. - 1.18 34 .72 : 30 .34 ; .21 , - - - - CN18 1. 37 54 122. :2 .72 i .54 i - ' - - 1.20 .98 - . - : - - - - - CN16 2. - 3 2.30 _ 35 2 . 0 7 . 1 . 1.35 " 1 " 1 .74 - ' - 2.60 2.62 1.91 I - 1 - , - - - - CN14 3. 1.34 3 52 2.92 1 2.31 1.95 ' 1.53 . 1 . 1 1 .74 - 3.77 4 39 2.94 ; 2.06 1 - - - - - CEE20 1 5 1.52 ' 26 1.00 75 .56 : .40 ' - - - 92 .58 - , - i - - - - - CE618 _ 22 2.36 _ 20 1.35 1 3 1 1.36 5 ' .48 - , - 1.87 • . 5 . .98 ' - - . - - - - CEE16 3. - : 4.13 _ 43 2.70 ; _ ., 1.J2 • :3 • 1.09 - . - 3.77 _ 33 2.32 ' 1.94 - • - - - - CEE14 4 _. 5.40 -43 3.75. 301 2.57 2:3 1.55 1.10 - 534 5 4.15 3.11 . - - - - - J W 20 1.3 , 3 • .34 ' 55 1.37 ; 1 39 88 .58 - - - 1.47 1.11 - - - - - - - JW18 2.93 2.37 _ _ 2.17 • '5 1.43 • _3 .76 - - 2.66 _.9. 1.58 - ' - - - - - J W 16 •1 5 : 08 4 . • 3 .16 ' 2 3' 2.39 _ :2 1 48 1.03 - 5.-3 - .. 3.84 2.79 - - - - - JW 14 6 22 5.71 5 55 4 59 : 3.37 3.32 2.34 2.07 1.51 - 6.77 - 37 5.57 4.20 3.22 - - - - JWE18 3.35 3 31 2 35 2.57 2. '0 1.90 ' 1.03. 63 - 3.•8 _ - 2.06 1.41 - - - - - JWE16 53_ 512 -57 421 ' 331 3CO _ _5 188 1.35 - 5.87 5: 4.58 3.60 2.68 - - - - J W E 14 7.35 7 59 3 7' 5 65 . 4 75 4.08 _ _ 2.59 1 91 1.41 7 93 a 2' 6.76 5.32 : 4.13 3.26 - - - Axial Load Tables - 3 Stud 12" on Center - 5 P.S.F. 12" on Center - 20 P.S.F. CN18 1.481 1.32 1 .79 1 - I - - - 1 - 1 - 1.20 j .98 1 - 1 - t - I - - 1 - I - CN16 2.87! 3.17 ' 2.27 1 1.51 1 - 1 - - 1 - 1 - 2.60 1 2.82 • 1.91 1 - - CN14 4.05 4.47 ' 3.33 • 2.46 1 1.671 - - 1 - t - 3.77 1 4.09 2.94 1 2.06 j - - ! - ; - 1 - - DALE ,CEE18 CEE16 ' CEE14 „N20 18 uW 16 ti/14 ..'NE18 ,...'1E16 .'.YE13 Axial Load Tables - 3 Stud 12" on Center - 25 P.S.F. k 12" on Center - 30 P.S.F. 05400 /DAL DALE/ /INCOR TYPE CN20 CN18 CN18 CN14 CEE20 CEE18 CEE18 CEE14 JW20 JW18 JW18 JW14 JWE18 J'.VE16 . WE14 8' . 1 9' 1 10' ( 11' 1 12' 1.061 .941 .571 - 1 - 1.841 1.78 1 1.271 .82 i - 3.211 3.65 I 2.751 1.99 1.39 4.251 4.99 1 3.86 I 3.01 1 2.20 1.551 1.34 2.531 2.41 .93 1 .55 1.86 I 1.34 .89 4.201 4.73 .3.71 ! 2.80 2.08 5.381 6.22 5.10 1 4.09 1 3.13 2.11 ; 1.89 1 1.43 { 1.00 1 - 13' 1.71 2.53 3.37: 3.13 . 2.54 1 1.96 •. 1.43 - 5.361 5.33 4.84 1 3.75 1 2.88 2.32 14' 16" on Center - 25 P.S.F. 16' 18' CN20 .73: .541 - - ! - I - - - 6.771 7 58 1 6.60 1 5.20 ' 4.22 3.48 2.85 - - 5.87' 6.17 5.59 4.65: 3.71 3.02 2.441 - 1 - 3.87; 3.61 3.04 • 2.45 1.91 1.46 - - - 7.93 8.59 7.77 6.48 5.27 ! 4.38 I 3.62 - 1 - , 8 . I 9 . .86 1 .70 1.62 1.50 3.00 3.36 4.20 1 4.67 1.33 1.07 2.31 2.13 4.19 1 4.42 5.38 ' 6.05 1.89 1 1.62 3.13 1 2.86 5.36 1 5.60 .49 1 - 10' 11' - 1 .98 1 - 2.46 1 1.70 3.54 1 2.67 .64 1.55 { 1.03 12' 1 13' 1.87 3.40 1 2.49 1.79 I - 4.77 1 3.75 1 2.80 1 2.20 4.49 ' 3.41 2.56 1 - 6.77 1 7.58 6.24 ; 4.85 3.87 1 3.13 14' 16' 18' i 20' 2.21 I 1.61 1.08 i - - - 5.64 i 3.33 2.70 t 2.08 1.53 1 - - - - 5.87 1 6.13 5.24 4 28 . 3.34. 2.63 - - 7.93 ! 8.59 7.51 6.07 4.37 3.98 3.23 i - - 16" on Center - 30 P.S.F. 1 2.'6• : 94 1.35 .82 • - t' - - 4,04: 4.22 3.20 2.30: - 5.38! 5.85 455 3.53' 2.59 - - - I - 1 75 .95 - 2.37 2 :. • c3 1.39 - 5.36 5.:? - _- 3.20 2.36 - • - 66.77 7.5C _ 4.53 3.64 ' 2.91 3.49 .3 • - _ 1.85 1.29 - 537' i_1 404 3.11• - 33 3.59 - 25 5.51 4.51 3.73 1 - 24" on Center - 25 P.S.F. .13; - - :3 .51 - 2.22 2.32 - _ 35 3.55 2.40 - .53. - ' 1 6 1.09 - 3.37 3.33 2.29 - = 82 4 89 3.58 2.54 *.07 .64 - - 2.22 1.73 1.01 - - 58 • -�) 3.26 - 5.55 17 = 3.61 • , ^. •.47 - . 44 .i 33 3 ?8 2.98 - - - 1 - - 32 •' 52 07 4.64 3.47 - ' .87 i 1.59 .98 - 3.77; 3.85 ;2.82! 1.94 - 5.24 ! 5.45 4.15 3.11 1.47 1.11 1 - ! - 2.56 2.27 . 1.58 . - 5.13 ! 4.98 3.84 2.79 ' 5.77 • 7 07 ; 3.57 4.20 • 3.22 3.18 2.75 1 2.06 • 1.41 I - - 1 - 5.31: 5.54. 4.55 3.60 j 2.68 - 7 .93 8.27 6.76 5.32 ' 4.13 3.26 I - 24" on Center - 30 P.S.F. - , .43 ! - - ' .86 1.85 2.95 • 3.04 .17 ' - 1.07 1 .63 2. 98: 2.84 - , 4.41. 4.36 .70 - • 30 . 1.23 - 1 - - 1 - - 1 - 3.05 126 3.86 2.71 . - '3.12 5.90 4.38 . - 1 - 2.30 1.70 - , - 501 4.47 3.41 ! - I - , - 7 44 7.00 5.43 4.01 - CEE2Q 1.191 .901 - 2N20 .N18 :416 :N14 :EE20 CEE18 .cE16 C•E14 .:/20 . /18 d16 .V14 ,..1E18 ..'1E16 .WE14 - - .92 ! .58 ! - 'TYPe CN20 . 127_ on 111121111:111M11 1.81 2.05 1.92 Center MOM 1.78 .1.62 -; 5 ::. i 1.56 ..'"i4...:111.50. 1.49 1.33 'ari.'. ...t1:13 ielleraFfiarigaPqN:4 .91 . .. 12"..::.:on Center.20..P.S.F. ' •, 1.94 . 2.00 -.I 189 1.71 1.40 'f:il- 129 lit waii 1 .96 `,.. 41,;4 I. ;is . -- CN18 2.66 3.07 • Z90 2.69 2.45 2.38 2.30 , Z10 gip 1.53 ..;: 2.80 . 324 ';.3.1 2.41 2.17. i 1.91 1.37 .: . 83 CN16 3.91 5.30 . 4.86 4.31 3.72 3.64 • 3.58 • 3.36 3.06 2.53 - 4.94 5.50 511 4 4.61 ' 4.04 3.89' 3.62 3.03 2.37 CN14 5.07 7.09 :6.41 5.66 • 4.86 4.78. • 4.68 4.45' 4.15 3.52 5.20 721 ' 6.68 5.20 4 5.02 4.33 3.58 CEE20 2.39 2.46 i2•37 2.21. .. 2.17 , 2.08 1.90 KM ;•t.50 1.22 .. 2.47 7-a . 2.24 4,2:11. Nazi . 1.79 4 1.53 •0( - CEE18 3.54 • 3.80 13.66 3.48. .2.16 ' 3.02 ; 2:71; 1223 1.98 7 . 3.69 • 3112 i3.69 =I . 3.39 - 3.11 2.79 2.11 1.45 CEE16 5.96 ' 6.69 8.3' ,. . 6.06 :.5 r a20 - .. - 40103/1• 3.22 : 6.12 811' tea& Mall 6.07 '5.95 - 5.56 4.50 3.45 CEE14 7.84 -• 9.20 , ;f&7f 13.17 . 7.56 ' '7.06 .,tr.26 NM 4.43 ,. 8,01 gi44 if. 901 12331 ; 8..01 - 7.88 ' 7.68 6.48 5.11 JW18 4.34 4.40 "4.30 4.16 4.00 3.87 3.73- ';;-3.319 MI 2.51 .: 4.38 -427 ,...A14 I!'4:00 3.84 3.67 3.49 2.89 2.14 JW16 7.44 7.72 7.50 7.21 6.83 . 6.60 8.34 133 4.05 .. 7.601..7-94. ..7.78 ..7.55 - 7.25 7.11 . 6.95 5.89 4.63 .JW14 10.26 10.76 10.39 9.99 9.41 9.06 8.68 '7.72 .F6.63 5.51 '10.44110.99 10.69 10.38 9.87 9.63 9.34 8.36 6.73 JW12 16.12 17.46 16.58 15.65 14.68 14.13 13.49 12.06 10.30 • 8.55 - 16.32 17:74• 16.94 16.10 15.22 14,79 14.30 13.12 11.13 JWE18 4.69 4.76 '.4.63 4.49 4.33 4.20 4.06 . 3.73 3.35 2.93 • 4.841 4.74 -4.61 .4.47 4.32 4.15 3.97 3.40 2.64 JWE16 7.97 8.24 ' 7.97 - 7.67 7.33 n _6.86 - .{.6.1a - 5.55 4.83 '.. 8.12 8.44- 823 '7:98 "7:71 7.56' ' 7.38 6.54 5.47 JWE14 11.09 11.36 11.08 10.76 10.39 10.13. .9.77 8.85 :.7.81 - 6.66 .11.2113 11.59 11.37 11.12 10.84 10.68 10.44 9.78 8.11 JWE12 18.81 19.71 18.94 18.15 17.35 16.72 15.97 14.27 12.36 10.35 19.01 19.98 19.28 18.58 17.89 17.38 16.77 15.40 13.74 16" on Center - 5 P.S.F. . 16" on Center - 20 P.S.F. CN20 1.77 2.00 1.85 1.69 1.52 1.44 1.36 1.16: .93 .69 1.91: 1.84 1.68 1.40 1.05 .80 ......--54 '..-- C7 2.611 3.01 2.82 2.59 2.34 2.24 .2.14 1.90 - ..1.61 1.27 2.801 3.06 2.89 2.48 2.01 1.71 1.40 11 - CN16 3.87 5.23 4.78 4.22 . 3.61 .. 3.52 3.4t - 3.15' ::2.81 2.27 . 4.041 5,50 5.11 .4.61 3.76 . 3.45, . 3.12 MID t.69 CN14 5.02 7.02 6.33 5.56 • 4.74 4.64 4.52 .. 423 32! ' 5.201 7.31 6.68 : 5.97 ' 5:19 • 4.8* : 4.46 3.65 2.81 CEE20 -- 2.34 - 2:40 "2.30 2718 '2:o5 1.95 '" 1.83 .1.96 - ;;128 .9c 2.34; 2.19 - 2.04 1.88 '.t64 124 :1.04 .111 - CEE18 3.49 3.73 3.57 3.37 3.15 3.01 . 2,86'- 2.50 2.11 1.71 3.691 3.63 :3.46 . 3.27 2.98 2.61 2.23 NEDI - CEE16 5.91 6.62 6.30 5.95 5.52 ' 5.28 5.01 . 4.38 "3.66 2.96 6.12 6.91 : 6.66 '6.41 6.03 5.51 4.96 3.82 2.75 CEE14 7.79 9.12 8.61 8.05 7.41 .7.15 6.81 5.99 5.05 4.12 3.01; 9.44 9.01 8.54 8.01 7.83 7.15 5.70 4.30 JW18 4.29 4.34 4.21 4.06 3.87 3.72 3.56 • 3:14 2.69 2.23 4.24 i 4.09 3.92 3.73 3.52 3.30 3.05 2.22 1.41 JW16 7.39 7.65 7.41 7.09 6.69 6.44 6.15 549 4.63 3.76 7.601 7.87 7.69 7.50 7.25 7.00 6.40 5.15 3.87 JW14 10.21 10.68 10.29 9.87 9.26 8.88 8.45 7.45 • 6.33 5.19 10.44' 19.99 10.69 10.38 9.87 9.63 9.27 7.55 5.88 JW12 16.06 17.37 16.46 115.51 14.51 13.91 13.24 11.67 9.92 8.16 16.321 17 74 16.94 16.10 15.22 14.79 14.30 12.65 110.09 JWE18 4.64 4,70 4.55 4.39 4.21 4.06 3.89 3.51 3.09 2.64 4.71 4.56 , 4.39 4.20 4.00 3.77 3.53 2.73 1.89 JWE16 7.92 8.17 7.88 7.56 7.20 6.94 6.65 5.91 5.27 4.52 8.12; ;.44 8.23 7.98 7.71 7.56 7.16 5.83 4.67 JWE14 11.04 11.29 10.98 10.64 10.24 9,95 9.56 8.57 7.48 6.30 11.26. - .59 11.37 11.12 10.84 10.68 1 10.44 8.92 7.18 JWE12 18.75 19.63 18.83 18.01 17.18 16.50 15.72 13.94 11.96 9.93 19.01 •, '9.98 19.28 1 1 9.58 17.89 17,38 16.77 15.40 12.64 24" on Center - 5 P.S.F. 24" on Center - 20 P.S.F. CN20 1.68 1.88 1.71 1.53 1.33 1.22 - 1 10 .84 .57 .31 1.58 1.51 1.22 1 91 , .39 .D6 - - - CN18 2.52 2.88 2.66 2.40 2.12 1.99 1.84 1.53 1.18 .82 2.631 2.69 2.34 1.80 ! 1.25 .88 .47 - - CN16 3.79 5.10 4.62 4.03 3.40 3.27 3.12 2.78 2.36 1.81 4.04 5.50 4,92 3.97 . 3.03 2.61 2.19 - - CN14 4,93 6,87 6.15 5.36 4.52 4.37 4.21 3.81 3.35 2.68 5.20. 7.31 6.68 5.62 ' 4.39 3.93 3.44 2.43 - CEE20 2.25 2.28 2.15 2.00 1.84 1.70 1.54 1.22 .89 .58 2.07: 1.86 ' 1.62 1.32 .90 .52 - - CEE18 3.39 3.60 3.41 3.17 2.91 2.73 2.54 2.11 1.67 1.25 3.50; 3.27 3.01 2.72 2.15 1.69 1.23 - - CLE16 5.81 6.48 6.12 5.73 5.26 4.98 4.66 3.95 3.19 2.4.) 6.12; 6.91 6.66 6 01 5.12 4.49 1 3.85 2.61 - CEE14 7.68 8.97 8.42 7.81 7.13 6.81 6.42 5.51 4.52 3.59 8.011 9.44 9.01 8.54 7.43 6.70 5,90 4.33 - JW18 4.19 4.20 4.04 3.85 3.62 3.43 1 3 22 2.73 2.22 1.73 3.95' 3.72 3.47 3.18 2.87 2.53 2.02 1.02 - J W 16 7.28 7.51 7.23 6.87 6.43 6.12 5.78 5.03 4.13 3.26 7.60 : 7.50 7..:4 6.'5 6.64 5.95 5.24 3.85 - .. 10,09 10.52 10.09 9.62 8.97 8.53 8.05 6.95 5.77 4.63 10.44. 10.99 10.69 10.'.0 9.81 8.91 7.97 6.10 4.40 JW12 15.92 17,18 16.23 15.22 14,16 13.50 12.75 11.06 9.24 7.47 16.32 17.74 16.94 1' '3 : 15-22 14.79 '3.67 10.88 8.28 JWE18 4.54 . 4,57 4.39 4.19 3.97 3.78 3.57 3.11 2.61 2.12 '" 4.42; 3.20 3.94 ..: i 3.35 3.02 2.53 1.51 1 - JWE16 7.821 8.04 7.71 7.35 6.95 6.65 6.31 5.49 4.77 3.97 8.121 8..4 7.99 7.71 7.40 6.75 6.04 4.55 - JWE14 10.93] 11.14 10.79 10.40 9.96 9.60 9.15 8.05 6.87 5.67 11.26, 11.33 11.06 10.76 10.43 10.07 9.26 7.39 : 5.55 JWE12 18.621 19.45 18.60 17.73 16.83 16.09 15.23 13.31 11.25 9.20 19.01 19.98 19.28 18.58 17.89 17.38 16 77 ' 13.72 10.72 • ' . 20 INCr TYPE ".78. CN20 1.94 , 9'> . 1.88 . 10' 1.74 '':cf 41.11911040211 1.48 1.14 .89 .65 - IX - ft • + • 1.83 1.76 2 1.58 n ',F;'..0 1.25 `.88 .it'c t ' -1.81 -. ► 33 ; '!- { ''?;- (,,� _ i 8 :, , : ;;` -' "':•' • M q`l�_ L y _ $ ' " -Y. CN18 2.80 3.10 2.94 2.56 2.11 1.82 1.52 .92 - ; 2.80 2.97 2.77 2.30 t.81 .1. 49 :`1:18 �' �'i CN16 4.04 5.50 5.11 4.61 •- 3.85 •3.58 . 3.24 2.56 1.66 4.04 5.50 5.11 4.48 3.57. 3.23 . 2.87 °'' ' CN14 5.20 7.31 6.68 5.97 " 5.20' 4.96 4.60 3.81• 2.99 520 7.31 6.68 5.97 4.98 4.60 4.20 3.33 45 i CEE20 2.37 2.24 2.09 '1 :92 31.74 .1.45 1.16 .58. , - 227 2.11 1.93 1.76 1.45 1.13 �?•::81 .:: . •;a; ]8' ,.. CEE18 3.69 3.68 3.52 .3.34 • 3.09; 274' = 2.37 1.63 :' x:.94 ' 3.69 3.54 3.35 3.17 3' 2 7 2.38 1.97 = y r-' ; CEE16 6.12 8.91 6.66 ; 6:4t : 8.07 5.84 ;5.10. - 3.93 ' • 2.91 :.0.12 6.91 6.66 6.41 5.79 525 4.67 ; 6;t' r. :LX._ CEE14 8.01 9.44 9.01 '854.:; 8.01 •7 :88• ;4.31 -•. 5.89 7- 4.50 :8.01 9.44 '9.01 8.54 8:01 " 7.54 '• 6.82 5.34 .1.93 "J'' JW18 4.27 4.13 3.97 3.79 - 3.60 3.39' .• 3.15 2.38 ••1.59 '• 4.17 4.00 •3.80 3.59 3.36 3:11 '.2.81 Stifilt. ' ? 4 : . • "` JW16 7.60 7.91 7.75 7.55 7.25 7.11 : 8.55 5.33 4.05 7.60 7.77 7.58 7.37 7.14 8.73 6.10 4.81 r?,3.5 V ' " '' JW14 10.44 10.99 10.69 10.38 9.87 9.63 9.34 7.74' 6.06 10.44 10.99 10.69 10.38 9.87 9.63 8.93 7.17 x• :%...2/.. 4.-'Z32 JW12 16.32 17.74 16.94 16.10 15.22 14.79 14.30 12.89 10.34 16.32 17.74 16.94 16.10 1522 14.79 14.30 12.18 9.61 JWE18 4.75 4.60 4.44 4.27 4.08 3.87 3.64 2.89 2.07 4.64 4.47 4.28 4.07 3.83 3.58 3.31 2.41 '•': ;'` ='" JWE16 8.12 8.44 8.23 7.98 7.71 " 7.56 '7.31 8.00 4.86 8.12 8.44 . 8.23 7.98 7.71' 7.50 6.87 5.50 � -. .31. Ili:.:;,'JWE14 6.74 �5 :11 12.131 . 9.4: 11.26 11.59 11.37 11.12 10.84 10.68 10.44 9.13 7.40 1126 11.59 11.37 11.12 10.84 10.68 10.35 8.52 JWE12 19.01 19.98 19.28 18.58 17.89 17.38 16.77 15.40 12.90 19.01 19.98 19.28 18.58 17.89 17.38 16.77 15.08 16" on Center - 25 P.S.F. 16" on Center - 30 P.S.F. - CN20 1.75 1.67 1,48 1.10 .71 .42 .13 - - 1.58 1.51 j 1.22 .81 - - :39 : •.06._.: I .•_:":, ' = r -• "' .' '• } -�:, CN18 2.80 2.88 2.63 2.13 1.62 1.27 .92 - - 2.63 2.69 2.34 1.80 1.25. .86 ' .471 = ' CN16 4.04 5.50 5.11 4.31 3.39 3.02 2.64 1.85. - 4.04 5.50 4.92 3.97 3.03 2.61 ''2 :191 :.w:� CN14 5.20 7.31 6.68 5.97 4.78 4.37 3.94 3.02 2.10 5.20 7.31 6.68 5.63 4.39 3.93 3.44 . Z4Z 4'4,-i-: i •''' CEE20 2.20 2.03 -•1.83 = -3:61- • 1.26• - •.92• ° • •.58 - - ` . - 2.07 1.86 1,62 • 132 •- .90 r :52 .;=`= = s . c e.1'c' - 4: -It" -g--'-i s •- :.- : CEE18 3.64 3.45 3.23 ' 3.00 2.56 ' 2.14 1.72 .90 - 3.50 3.27 3.01 2.72 2:15 1.69 ;',',1:23 •:. CEE16' 6.12 6.91 6.66 ' 6.40 5.57 4.99 4.39 3.19 - 6.12 6.91 6.66 6.01 5.12 4.49 3.85 '•2.61 `4 ° i' CEE14 8.01 9.44 9.01 8.54 7.92 4 ,.7.25' 6.51 4.99' 3.58 8.01 9.44 9.01 8.54 7.43 6:70 5.90 1 . 4.33.'33.7-•; '-- JW18 4.10 3.90 3.69 3.45 3 :20 2.92 2.54 1.60 - 3.95 3.72 3.47 3.18 2.87 2.53 2.02 1 1.02 •• t- -: I J W 16 7.60 7.68 7.47 • 7.23 6.97 6.48 5.80 4.48 3.17 7.60 7.50 7.24 6.96 1 6.64 5.95 5.24 i , 3.85: = JW14 10.44 10.99 10.69 10.38 9.87 9.48 8.60 6.80 5.11 10.44 10.99 110.69 10.38 1 9.81 8.91 7.97 i 6.10 -, 4.40 ~ --z• JW12 16.32 17.74 16.94 16.10 15.22 14.79 14.30 11.73 9.15 16 32 17.74 16.94 16 10 '5.22 14.79 13.67 10.88 8.28 ' 6.0E JWE18 21.57 4.38 4.16 3.93 3.67 3.39 3.04 2.101 - 4 . 4 2 4.20 3.94 3.66 1 3.35 1 3.02 2.53 , 1.51 - - . _- 3WE16 8.12 8.42 8.21 7.98 7.71 7.25 6.59 5.17 3.96 8.12 3.24 7.99 7.71 7.40 5.75 6.04 j 4.55 - - JWE14 11.26 11.52 11.30 11.05 10.77 10.48 10.01 8.13 6.33 11.26 11.33 11.06 10.76. 10.43 10.07 9.361 7.39 . 5.55 I.' -. JWE12 19.01 19.98 19.28 18.58 17.89 17.38 16.77 14.61 11.64 19.01! 19.98 19.23 18. 53 1 17.89 17.38 16.77 ' 13.72 10.721- 8.07 24" on Center - 25 P.S.F. 24" on Center - 30 P.S.F. CN20 1.34 1.26 .85 .39 - - - - - 1.111 .991 .49 CN18 2.37 2.42 1.91 1.31 .72 .27 - - - 2.11 2.13 1.50 .85 1 .21 - - I - - - CN16 4.04 5.39 4.48 3.48 2.51 2.03 1.54 - - 3.91 ! 5.03 4.05 3.01 1 2 01 1.48 - I - - - CN14 5.20 7.31 6.39 5.10 3.83 3.28 2.73 - - 5.20 7.24 5.93 4.59 1 3.28 2.67 2.061 - - - CEE20 1.87 1.60 1.31 .86 .38 - - - - 1.67 '.35 .94 .42 - - ' - 1 - - - CEE18 3.28 2.99 2.67 2.19 1.57 1.05 .54 - - 3.06 2.72 2.33 1.69 1.01 .44 - I - - CEE16 6.12 6.65 6.32 5.44 4.49 3.79 3.10 - - 6.12 5.38 5.85 4.89 1 3.88 3.13 2.39 - • - CEE14 8.01 9.44 9.01 7.98 6.73 5.91 5.05 3.41 - 8.01 9.20 8.66 7.38 6.05 5.16 4.26 - - JW18 3.74 3.45 3.13 2.77 2.39 1.85 1.28 - 3.52 3.18 2.79 2.37 1.83 1.21 .59 - -• - _ -• -• J W 16 7.51 7.23 6.91 6.55 5.98 5.22 4.45 - - 7.30 6.95 6.57 6.14 5.35 4.52 3.70 - - - JW14 10.44 10.91 10.56 10.18 9.07 8.09 7.08 5.14 - 10.44 10.61 10.19 9.71 8.37 7.31 6.25 4.25 - - JW12 16.32 17.74 16.94 16.10 15.22 14.05 12.59 9.70 7.10 16.32 17.74 j '6.94 16.10 14.62 13.11 11.58 ; 8.61 6.02 - JWE18 4.21 3.92 3.61 3.25 2.87 2.37 1.79 - - 4.00 3.65 1 3.27 2.85 2.37 1.73 1.101 - - - JWE16 8.12 7.97 7.65 7.30 06 6.04 5.25 3.69 - 8.04 7.701 7.32 6.90 6.19 5.35 4.51 - - - JWE14 11.26 11.04 10.70 10.33 9.92 9.45 8.43 6.35 - 11.12 10.75 10.35 9.90 9.40 8.64 7.55 ! 5.39 - - JWE12 19.01 19.98 19.28 18.58 17.89 17.38 15.78 12.47 9.45 1 19.01 19.98 j 19.28 18.58 17.89 16.46 14.72 t 11.32 8.29 - • : • • 21 Axial. Load:; Tables <<: 6" M 12" on Center - 25 P.S.F. 12" on Center- 30 P.S 'Contact DALEJ/INCOR for 8" Axial Load Tables Notes: Joist Bridging 1. Install mechanical bridging spaced at the following invervals: a. 5'•0" on center maximum for any Ws" flanged components or less. b. 7'-0" on center. maximum for all remaining member types • 2. Proper attachment of diaphragm rated produc :s. such as plywood or metal deck. Will prevent rotation of the compression flange of the joists. These may be used in lieu of the installation of the top flat strap. Installation of these products and the balance of the mechanical bridging components must be completed before any loads are applied to the joists. 3. Install 16 gage solid bridging in first two and last two joist spaces. Starting at third joist space, install V -bar bridging, top and bottom. extending for 10'0" run. Follow with solid bridging in one space. Repeat to completion. with each 10'0" run of strap bridging followed oy one space of solid bridging. (Basco on calculations. additional rows of bridging may be required.) Note: Solid bridging shall not be less than 2" maximum reduction to section depth. Construction Detail Construction Detail _ Solid Blocking / Ctlip Angle: Attach :o Joist or Stud and Blocking wrScrews (Typ.) Joists or Rafters Floor Assemblies Each end /a" / 3 V -Bar bridging 16 ga. solid bridging Joist 16 gage minimum Web stiffeners shown weld attached ;�• ':deb stiffeners Track -� i.,i snows weld •� attached r Steel stud Attach Track to Joist wrScrews at each Flange ;Not Req'd. it web Stiffener is usedl Web Stiffener as Req'd. (This side 3r fit between Joist Flange) Joist Track ^truncation Clip as Req'd. Locate Adjacent to Joist Exterior Sheathing Expansion or Anchor Bolt t 'i ✓ '' • Track 22 Two steel ,j studs Steel joist (locate joist over studsl Steel joist Two steel joists Joist Uniform Bearing as Req'd, at End of Joist Short Angle Stud: Align with Floor Joist ^� I Below \ I \j 2 Screws at Track each Stud to Joist Below (Farside) r _ `Screw at each Flange Sheathing Depth (IN.) �' CONDITION° CONDITION(2 CONDITIOI(3 CONDR101(4 1.5 3.0 i 4.5 3 6,0 1.5 J 3.0 4.5 ] 6.0 1.5 3.0 4.5 6.0 1.5 1 3.0 1 4.1 V 14 12 1843 2082 2322 2562 3462 3790 4118 1 44 45 1236 1397 1558 1718 3405 3470 3535. 3600 14 787 925 1062 1200 1590 1795 2005 i 2327 494 580 668 752 1216 1249 1281 1314 12 12 1933 2184 2435 2687 3578 3917 4256 ; 4595 1321 1492 1664 1836 3733 3804: 3875 3946 14 851 999 1147 1296 1674 1889 2110 l 2449 553 650 746 843 1445 1483: 1522 1 581 10 12 2023 2286 2549 2812 3695 4044 4394 4744 1405 1588 1771 1953 4060 4137: 4215 } 4292 14 914 1073 1233 1392 1757 1984 2216 2571 613 719 826 933 1673 1718 1762 1807 16 517 625 I 733 842 1063 1229 1455 1716 334 404 473 543 874 903 1 932 1 961 9 12 2057 2324 2591 2859 3738 4092 1 4446 j 4800 1437 1624 1811 1997 4183 4263 4342 1 4422 14 938 1101 i 1265 1428 1789 2019 2255 1 2617 635 746 856 967 1758 1805 1852 ! 1899 16 536 648 1 759 871 1089 1258 1490 1757 351 425 498 571 941 972 j 1003 7 1034 18 247 308 369 430 493 591 737 383 153 192 230 268 348 362. 377 . 391 8 12 2113 2388 ' 2662 2937 3811 4172 4533 4.893 1490 1 1684 1877 2071 4388 4471 ! 4555 4638 14 977 1148 1318 1488 1841 2078 2321 2694 672 789 906 1024 1901 I 1952 2003 : 2054 16 566 684: 803 921 1131 1307 1547 1824 380 459 539 618 1052 1087 ! 1'22 • 1157 18 266 332 , 398 465 519 622 775 1 928 172 215 257 300 414 431 ; 448 : 465 71/4 12 2147 2426 2705 2984 3855 4220 4585 4949 1522 1719 1917 2115 4510 t 4596 ; 4 582 1 4755 14 1001 1175 1350 1525 1872 2114 2361 i 2740 694 815 936 1058 1987 . 2040 2093 • 2148 16 585 747 329 951 1156 1336 1582 '365 397 480 563 646 1119 : 1157 71 94 ' 18 278 34- 416 195 534 641 ; 798 ;56 183 228 274 319 454 j t72 491 SIC 6 12 2203 2462 2776 i 3062 3927 4299 1 4671 5.343 1574 ! 1779 1984 2188 4715 j 4605 4895 49S4 14 1078 1266 1154 i 1642 1950 2201 1 2458 ! 2553 758 890 1022 1154 2155 ; 2213 . 2270: 2733 16 645 750: 915 , 1050 1218 1408 1 1667 i 1965 446 540 633 726 1250 1 1292 1 1333 1 7375 18 298 372 446 ! 519 560 671 1 836 1002 201 I 252 302 352 520 1 541 563 1 4 14 1144 1343 1543 1 1742 2035 2297 1 2565 i 2977 819 962 1105 124.8 2387 ! 2450. 25•4 2576 16 697 342 • 988 1 1133 1296 1487 j 1760 1 2075 495 ( 598 701 805 1432 i 1480 '527 :575 18 329 411 493 1 574 601 720 1 898 ! '375 231 i 288 346 403 626 551 67 7r 'DALE Uniform Load: Web Crippling and Joist Tables Bearing in Inches - Maximum Values for Reaction without Web Reinforcement (Values in Pounds) • ' recutrec ^tember and bearirg .ength In tables. Refer to diagram below for aoolicable condition :onfiguratior.s. Compare allowaoie .oaa in table with the actual applied Joao. l i l : n j_2 r �. ' {51.5h1 6 i i 1 l 1 • I 5 Eq C3.4.4 or •5 Eq C3.4.!. •2. or 3 - tenor End Foot Notes: Joist Tables (Pages 24 -26) - • Allowable ur'form loads in pounds per lineal foot IPLF) • =or use in se ection of single soap Poor and roof joists subjected to :nllorm live and dead Toads. • 'he olack ' ;ures in the following !aoles give the TOTAL (TL) safe ..nlformly ctslnbuted load carrying capacities in pounds per lineal foot PLF). The ...awes shown in red are the LIVE Toads ILL) per lineal foot PLF) of joist which will produce a ceflection of L1360 of the span. • . loads .rich will produce a reflection of U240 of the span may re obtainec :y multiplying the values in red by 1.5. In no case shall :. ^.e TOTAL :ad capacity of the ;oists be exceeded. • - he use of : tables are limited to applications involving simple st:oporiea - embers. • - o determ.re equivalent oouno oe' square foot IPSF) capacities, divide 're oounc :er lineal toot iPL F) .awes shown oy the joist spacing e. 24" , - =y 2. 16" o.c. oy t 333, etc.(. 'otes: Applicaucrs involving multiple spans. cantilevers. concentrated loads. •mpact :casing, etc. should be .nvestigated separately. 2. Web cricc ^g should be nvesl gated in accordance with the table on this page and section C3.4 of the AISI Specification. Web stiffeners are recorr'-lended al all support and concentrated load locations. When bearing exceeas 3 two DALE! /INCOR web stiffeners are required. 3. Minimum end bearing shall be 1''2 ". Web punchouts shall not be . t9 :: +•' r :• 1 13 N at •. l:].Na 4' Ira M•.a/ •n. 23 7.414.1 Ce 341 or n •MI wow 0 Sn INCGR Concentrated Load.: Up.4•, .4. a •• •N In 05400/DAL DALE/ /INCOR • c 7.4 at •. :3 .. • t i•• •� 1 • • f, •Iw.. C4.41 1011. 1RIOR f.: ••n" t?.a' CYO -.Yc •• • w located within 12" of a support or concentrates 'cac :cca ::s... 4. Note: When using joists. web stiffeners should be •_•ac • I _. bearing point where knockouts are located, or , at a v ce :r^'g when m douot whether or not to use a web sutte -e* 5. To prevent rotation, joists shall be attacned to track :cmcc each end or restrained by the installation of sotic 6. Deflections and stresses were calculated ,vlihoLt *4 ;am IC - composite contribution of facing materials. 7. Joist assemolies shall be braced against rotation .v. :n - =-:rar,.ca, bridging spaced at the following intervals: • 5'0" on center maximum or 1 sa" flangel components designation or less. • 7'0" on center maximum for all remaining ,01st • arses. Reference page 27 for bridging types and :nstaliat!on - etrccs. Bridging shall be installed oefore !cans are aopi!ea 'c ire Proper attachment of diapnragm rates oroaucts. :.:cn as :iywc :: or metal deck, will act to prevent rotation of the ':o `!ar :e :' - e ioisls. Installation. However. must oe -ompletea :e'ore :ans s•9 applied to the foists. 8. The lead tables may oe used fcr parallel :fists instailec '0 a •�axlm„ slooe of 1/2" per foot. 9. • Denotes total load values in excess of 400 oouras. 10. Contact DALE / /INCOR for maximum uniform cad vau:es .- framing components not shown in these taxies. ■ D ?AVID ^ EVANS AND ASSOCIATES, CLIENT cLei /i enA✓ z 11 /! JOB DESCRIPTION /,� INC. SHEET / OF SHEETS - / ?7 DATE s'j t I ,k I _ i _ 1 ' 7,7 6, /' ' i : ' I �, G.;:056 G= ,5 f c)Y.G. ... ._ /'J /.'c+a-' ....CY• ....:.......... i I i 1 4(?6 ."a4.:‘ � _/i ,* ' ' J , J r �e 7c�' = - ;�• ° t S sS/.:.-, N , -, I , / , ;....._---... /4%! ,5-%'/./._ ' r , • -7' rc - - -_.. 1 r;G'.�rJ .... ..,-; U_ / /c^iy w /3 Ay, G. .:1 !i //�'1 1 2 G is � � .. __ I?'Y ! arc / 41? r G �%'1h,�C , , . s � � 5... /r'.s. - - ::J '1L - -- t w �� --- G � _. ?%'- L .. _- ^N",e?LCi f" . G.�i.7G 1 .D.>-1r 22.ai, - -- 1 ,: Oy'G.�� L //.1/._. '� .._ ' . ._Gib :. ,ele : F i ? . 1 ;wCGIV$D CITY OF TUKWII -J 14 N .2 1 PERMIT CEN'TE 199 r -. • _. _ __. ......__. ;..... ' t -.... __ ! ...;._ + - - -- ■ D ?AVID ^ EVANS AND ASSOCIATES, CLIENT cLei /i enA✓ z 11 /! JOB DESCRIPTION /,� INC. SHEET / OF SHEETS - / ?7 DATE s'j t 10017 1.1 at. KM Sr, II SCAM( •T3 OS MCI 5/41•••01 0 03, 1 0111379 K 003 LAZE PAC UR( 3 1PtA00 .2.• WM 1/1• 1 440 CAI 1Sp33. (3/14/35) 1•70 VCR - (0( l3,( •& 7i• 97 0 1 or • • 1 \ ......... 1114 N. AP 3IA 1* ..1310 (0220 2V•( (t"(0 y . CO 0/ 9311 Pw ** CO.0 (0/93) a4R3tr.(PSP. f L Co /2. 0( TAMS 3/V • 730 340 A CAP • � *3 /1114 ((p3) '0 -_ I 1 .. _ - P• S P, & L Co R/GN 1"Of""7TAY r d• fi --, / -. - - ' • S3,. l 1 ' t r iri - 4sf1i^"'j4'L \ -+- ..--- - 1 'C 20 � - .. 3� .• 4 �Ama 000. ' - } J• ' • ■ . ___11---1,,,, 111 �]' - IN l •.s ) [rA Syr ]• 30 • • PROPERTY AREA 3 21 4o n. 93 x3,. r•• (0 W.A• CAL C rr era -7l r rt • 7a39 1 00A0 ,07 0O 3d", 5 2 24 I s )J_ 791.76 • 791 33'1 . :. (Ar/ 23)34.71 • 21/ 214 4070) 13 Ull1Tr EASEMENT A/( NO 8200141047 f - O• S .,>t•l da y" f1, n • 2]34• 3,10 • 3,R' may. 3 ' a�� � 'rty1•^ - ��� . i �'/�L� _ - -T - 7934. AMP 0of 07 0 . 1 •751 +4:l(• w0• Y WY ASR t �. = 510 vAUE „s , ,,,,,..,,,c.,..,..!... 64.9 1AC. 64_..x5. I 1 : "!i• I• ..�. •• . •�. --4?� y.. .. - _. 3 * .••S3 •• ;1bt. r] .r3, •,x rr -y ..r u - p7T• u• (Vs 4W NU PCS 71,r (G L° r i _3.004+.. a a e)(/5t Basin 1 :nn) NOTES 1 r. • w it 3*571Syu1N7.' 1470'* 10721. sTA n030744 - Arab (3 5(C0•0 . 171•0207.1 44[100 US(D: 0 Y� 5U01 75210 Aw0 (3 RAC JJ2- 1J0070 0270 Of 31vAKY .t]1C .903 7ovw4 80144(5024. (0 -71 /1000 ZONC: 00(409 ( *1000 7(3143.8! PA 7C YAP, P22f1 223 or 030) 0111010 507 8209 P(0W81117((7S : 1.047 )0.0• (0.10.*) 50( 750' REAR 10 0 72]1 2550355 5295(1 Na 000300 -0020 BENCHA1ARKS 131 - 077 Or 1•04.• N / 0 -2 (340 )3) KM OR •503 O(NO M 90.7 Or 01C 3+0(2•7 ld 0(19[1 7. •000 3 1911(• Dr 5023..57 0013 Or •4001070r 0(0(11 210043 3270 (251 SP1 .0(3. (3(64 nor • 21304 107 3Y /r 511 1,01 00 M( (237 So( K 107(• AK1( sr 04' 1031 50( 0. M JOUM (■'04/15( K 22O• 0.3 (1(1.001 • x34• 17703 80.70 O S7(15 IK•71 205 7•10 13 225125901 :not • 1734' LEGEND • 7013,0 (1 9039•(11 N G • (I 1(1144.0K /Gr • SOAVES 402. 010 C (+ p0K3 our 4. !MAO (I 1201 P4 1120 0 (I OAS Kit" • 107 10 /7' 3(323 43 CAP *1/33)4 9 (l GS v21*( O (0{10 10/• 4201 PP( 03 (+ MAIM! 22.00* 907 (9017 A(343 (10770) O (I 1411 Pa( O (+ 17713 uw0.2 O (I CAHOr 345+1 O (l Sto7P 9211.0( I (3 *Arr VAT•( '� C+ woe 94L*(N 9AM.0( O (3 l.( nro3Ali • (3 647(3 •7(3 14512•[ -O• -(I 093920 500 •••■•• ( 4PO(R00.w0 P0.0 *5.10 - Or - CI OK3.KA0 1(1040K ...3 .. (3 Uso - 17( - Er molt" =30= (+ VOW 1]•( 133'- (+ 1.4•0111 0103 424 M r u)00)0■03,3 371213 90•• *03(Ov A3( 3A370 Salt • 1101 430153113.4 4 .02003 37 01.3(1 10.04 120403 OKs 101 2CC01 3(DOV901.77 D0 21••• *weeny r07 ▪ MM ACCV74C7 co - (•41(RK55 9 TT () PD•10 80•400 (110 7030 74(3 3* 1(40 R/WA53 9WN(5 15) 2222! (3/33) • GRAPHIC SCALE --6 a 0/7 .R( II (3 0217 •O( 4 (190/ _O (l 0(03043* 10•(4 =S (3 C0013 1185 vaunts C0•ARrs 647(3 - 077 0 1144••• 3(•01 • 011 0 1127*94 51039 - 077 0 A.m. OAS • ...+•170134141.7 W5 IOK3 - 59071 manor( • US •51 727(3/1 PC 572 47.0032 1013,0 7 9r /3100 3 / 0045 3/ .20 N 802 (3/93) CITY OF TUKWILA JUN 2 6 1991 PERMIT CENTER • ••5344 arloo•o,O•R Ir 2• )4 44- .0..43 030(3 2.177 310 04 P(3 O.3 .. 4641.4.4 14. 11.4 n ' :' "...,,,•,.• '".• ' ' • ., • • 6/2 0 Evans • ••E0 p age • • OFFSITE ' HIGHWAY' AREA '• • • • ' : '. ■ • , ..„ .. -. ..... ,. , , • ..■ , '" .. • :. . • .• •, •. 1 1 •,, • . ..• 1 .•., 3040 0.07 0.26 . 470 7.83 SHIM Method 0:34 ...... exZ5YR 3639 0.08 0.38. 470 7.83 . EBNH Method ' 0.34 • t . .. BASIN RESULT - SUMMARY . . " ••••.: ,-.." ' '•' ethodo ogy Acre • 1 FlOSIVED cliv OF TUKwILR fi 2 6 1997 PERMIT CENTER '6/20/97 5:21:42 pm David Evans & Associates Inc SOUTHCENTER BP OFFSITE HIGHWAY AREA BASIN ID: PRO_10YR SBUH METHODOLOGY TOTAL AREA RAINFALL TYPE PRECIPITATION TIME INTERVAL ABSTRACTION COEFF: 0.20 impTcReach - Sheet L: 35.00 ns:0.0110 p2yr: 2.00 s:0.0200 impTcReach - Channel L: 200.00 kc:21.00 s:0.0050 PEAK RATE: 0.27 cfs VOL: 0.07 Ac -ft TIME: 470 min TIME DESIGN RUNOFF (min) (cfs) 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250 260 270 280 290 300 0.0002 0.0016 0.0037 0.0055 0.0071 0.0084 0.0096 0.0124 0.0149 0.0158 0.0170 0.0179 0.0187 0.0219 0.0245 0.0249 0.0257 0.0262 0.0268 0.0302 0.0329 0.0328 0.0334 0.0338 0.0342 0.0384 0.0415 TIME DESIGN RUNOFF (min) (cfs) 310 320 330 340 350 360 370 380 390 400 410 420 430 440 450 460 470 480 490 500 510 520 530 540 550 560 570 580 590 600 0.0412 0.0417 0.0420 0.0423 0.0469 0.0503 0.0498 0.0502 0.0504 0.0507 0.0641 0.0741 0.0719 0.0887 0.1005 0.1534 0.2659 0.2135 0.1023 0.0839 0.0725 0.0756 0.0587 0.0469 0.0500 0.0492 0.0495 0.0494 0.0495 0,0495 0.33 Acres KC24HR 2.90 inches 10.00 min TIME DESIGN RUNOFF (min) (cfs) 610 620 630 640 650 660 670 680 690 700 710 720 730 740 750 760 770 780 790 800 810 820 830 840 850 860 870 880 890 900 DETAIL BASIN SUMMARY NAME: OFFSITE PROPOSED 10 YE 0.0495 0.0496 0.0496 0.0496 0.0439 0.0398 0.0409 0.0406 0.0407 0.0407 0.0407 0.0407 0.0407 0.0407 0.0407 0.0407 0.0354 0.0315 0.0325 0.0322 0.0323 0.0323 0.0323 0.0323 0.0323 0.0323 0.0323 0.0323 0.0298 0.0280 TIME DESIGN RUNOFF (min) (cfs) 910 920 930 940 950 960, 970 980 990 1000 1010 1020 1030 1040 1050 1060 1070 1080 1090 1100 1110 1120 1130 1140 1150 1160 1170 1180 1190 1200 BASEFLOWS: 0.00 cfs PERV IMP AREA..: 0.01 Acres 0.32 Acres CN 85.00 98.00 TC 5.00 min 2.91 min 0.0285 0.0283 0.0284 0.0284 0.0284 0.0284 0.0284 0.0284 0.0284 0.0284 0.0248 0.0222 0.0229 0.0227 0.0227 0.0227 0.0227 0.0227 0.0227 0.0227 0.0227 0.0227 0.0228 0.0228 0.0228 0.0228 0.0228 0.0228 0.0228 0.0228 TIME DESIGN RUNOFF (min) (cfs) 1210 0.0228 1220 0.0228 1230 0.0228 1240 0.0228 1250 0.0228 1260 0.0228 1270 0.0228 1290 0.0228 1290 0.0228 1300 0.0228 1310 0.0228 1320 0.0228 1330 0.0228 1340 0.0228 1350 0.0228 1360 0.0228 1370 0.0229 1380 0.0228 1390 0.0228 1400 0.0228 1410 0.0228 1420 0.0228 1430 0.0228 1440 0.0228 1450 0.0085 1460 1470 0.0006 1480 1490 1500 - Bellevue page TIME DESIGN RUNOFF (min) (cfs) 1510 1520 1530 1540 1550 1560 1570 1580 1590 1600 1610 1620 1630 1640 1650 1660 1670 1680 1690 1700 1710 1720 1730 1740 1750 1760 1770 1780 1790 1800 SUCEIVED l"!?v ()F TUKWIIA i 9 6 1997 PLi6m CENTER • '6/20/97 5:21:42 pm David Evans & Associates Inc - Bellevue page SOUTHCENTER BP. OFFSITE HIGHWAY AREA BASIN ID: PRO_25YR SBUH METHODOLOGY TOTAL AREA RAINFALL TYPE PRECIPITATION TIME INTERVAL....: ABSTRACTION COEFF: 0.20 impTcReach - Sheet L: 35.00 ns:0.0110 p2yr: 2.00 s:0.0200 impTcReach - Channel L: 200.00 kc:21.00 s:0.0050 PEAK RATE: 0.31 cfs VOL: 0.09 Ac -ft TIME: 470 min TIME DESIGN TIME RUNOFF (min) (cfs) (min) 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250 260 270 280 290 300 0.0010 0.0036 0.0063 0.0084 0.0102 0.0117 0.0131 0.0166 0.0197 0.0206 0.0218 0.0228 0.0236 0.0275 0.0307 0.0309 0.0318 0.0323 0.0329 0.0370 0.0401 0.0400 0.0406 0.0410 0.0414 0.0463 0.0501 310 320 330 340 350 360 370 380 390 400 410 420 430 440 450 460 470 480 490 500 510 520 530 540 550 560 570 580 590 600 DESIGN RUNOFF (cfs) 0.0496 0.0501 0.0504 0.0507 0.0561 0.0601 0.0594 0.0599 0.0601 0.0603 0.0762 0.0881 0.0854 0.1052 0.1191 0.1816 0.3144 0.2522 0.1208 0.0990 0.0856 0.0892 0.0692 0.0553 0.0589 0,0580 0.0583 0.0583 0.0583 0.0583 610 620 630 640 650 660 670 680 690 700 710 720 730 740 750 760 770 780 790 800 810 820 830 840 850 860 870 880 890 900 DETAIL BASIN SUMMARY NAME: OFFSITE PROPOSED 10 YE 0..33 Acres KC24HR 3.40 inches 10.00 min TIME DESIGN RUNOFF (min) (cfs) 0.0583 0.0584 0.0584 0.0584 0.0517 0.0468 0.0481 0.0478 0.0479 0.0479 0.0479 0.0479 0.0479 0.0479 0.0479 0.0479 0.0417 0.0370 0.0382 0.0379 0.0380 0.0380 0.0380 0.0380 0.0380 0.0380 0.0380 0.0380 0.0351 0.0329 TIME DESIGN RUNOFF (min) (cfs) 910 920 930 940 950 960 970 980 990 1000 1010 1020 1030 1040 1050 1060 1070 1080 1090 1100 1110 1120 1130 1140 1150 1160 1170 1180 1190 1200 BASEFLOWS: 0.00 cfs PERV AREA..: 0.01 Acres CN 85.00 TC 5.00 min 0.0335 0.0333 0.0334 0.0334 0.0334 0.0334 0.0334 0.0334 0.0334 0.0334 0.0292 0.0261 0.0269 0.0267 0.0267 0.0267 0.0267 0.0267 0.0267 0.0267 0.0267 0.0267 0.0267 0.0267 0.0267 0.0267 0.0267 0.0268 0.0268 0.0268 TIME DESIGN RUNOFF (min) (cfs) 1210 1220 1230 1240 1250 1260 1270 1280 1290 1300 1310 1320 1330 1340 1350 1360 1370 1380 1390 1400 1410 1420 1430 1440 1450 1460 1470 1480 1490 1500 0.0268 1510 0.0268 1520 0.0268 1530 0.0268 1540 0.0268 1550 0.0268 1560 0.0268 1570 0.0268 1580 0.0268 1590 0.0268 1600 0.0268 1610 0.0268 1620 0,0268 1630 0.0268 1640 0.0268 1650 0.0268 1660 0.0268 1670 0.0268 1680 0.0268 1690 0.0268 1700 0.0268 1710 0.0268 1720 0.0268 1730 0.0268 1740 0.0099 1750 1760 0.0007 1770 1780 1790 1800 TIME DESIGN RUNOFF (min) (cfs) IMP 0.32 Acres 98.00 2.91 min CITY OF TUKWILA J U N 2 1997 PERMIT CENTER '6/20/97 5:21:42 pm David Evans & Associates Inc - Bellevue page 4 SOUTHCENTER BP OFFSITE HIGHWAY AREA DETAIL BASIN'SUMMARY BASIN ID: ex_10yr NAME: OFFSITE EXISTING 10 YEAR SBUH METHODOLOGY TOTAL AREA 0.34 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE • KC24HR PERV IMP PRECIPITATION 2.90 inches AREA..: 0.06 Acres 0.28 Acres TIME INTERVAL 10.00 min CN 85.00 98.00 TC 5.00 min 2.41 min ABSTRACTION COEFF: 0.20 impTcReach - Sheet L: 35.00 ns:0.0110 p2yr: 2.00 s:0.0200 impTcReach - Shallow L: 200.00 ks:27.00 s:0.0050 PEAK RATE: 0.26 cfs VOL: 0.07 Ac -ft TIME: 470 min TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) 10 310 0.0372 610 0.0489 910 0.0286 1210 0.0229 1510 20 320 0.0379 620 0.0490 920 0.0284 1220 0.0230 1520 30 330 0,0382 630 0.0490 930 0.0285 1230 0.0230 1530 40 0.0002 340 0.0387 640 0.0491 940 0.0285 1240 0.0230 1540 50 0.0015 350 0,0432 650 0.0433 950 0.0285 1250 0.0230 1550 60 0.0034 360 0.0464 660 0.0394 960 0.0285 1260 0.0230 1560 70 0.0049 370 0.0459 670 0.0406 970 0.0285 1270 0.0230 1570 80 0.0063 380 0.0466 680 0.0402 980 0.0285 1280 0.0230 1580 90 0.0074 390 0.0469 690 0.0404 990 0.0285 1290 0.0230 1590 100 0.0085 400 0.0472 700 0.0404 1000 0.0285 1300 0.0230 1600 110 0.0111 410 0.0606 710 0.0404 1010 0.0248 1310 0.0230 1610 120 0.0132 420 0.0699 720 0.0405 1020 0.0223 1320 0.0230 1620 130 0.0140 430 0.0675 730 0.0405 1030 0.0230 1330 0.0230 1630 140 0.0150 440 0.0847 740 0.0405 1040 0.0228 1340 0.0230 1640 150 0.0157 450 0.0956 750 0.0406 1050 0.0229 1350 0.0230 1650 160 0,0165 460 0.1487 760 0.0406 1060 0.0229 1360 0.0230 1660 170 0.0195 470 0.2594 770 0.0351 1070 0.0229 1370 0.0230 1670 180 0.0217 480 0,2024 780 0.0314 1080 0.0229 1380 0.0230 1680 190 0,0219 490 0.0969 790 0.0325 1090 0.0229 1390 0.0230 1690 200 0.0227 500 0.0827 800 0.0321 1100 0.0229 1400 0.0230 1700 210 0.0231 510 0.0702 810 0.0323 1110 0.0229 1410 0.0231 1710 220 0.0236 520 0.0744 820 0.0322 1120 0.0229 1420 0,0231 1720 230 0.0268 530 0.0567 830 0.0323 1130 0.0229 1430 0.0231 1730 240 0.0290 540 0.0460 840 0.0323 1140 0.0229 1440 0.0231 1740 250 0.0289 550 0.0493 850 0.0323 1150 0.0229 1450 0.0081 1750 260 0.0296 560 0.0483 860 0.0323 1160 0.0229 1460 1760 270 0.0300 570 0.0487 870 0.0323 1170 0.0229 1470 0.0008 1770 280 0.0305 580 0.0487 880 0.0324 1180 0.0229 1480 1780 290 0.0346 590 0.0488 890 0.0298 1190 0.0229 1490 1790 RECEIVED 300 0.0374 600 0.0488 900 0.0280 1200 0.0229 1500 1800 CMV OF TUKW(LA nil l 2 6 1997 NC,i T CENTER • W20/97 5:21:42 prn David Evans & Associates Inc - Bellevue page SOUTHCENTER BP OFFSITE HIGHWAY AREA DETAIL BASIN SUMMARY BASIN ID: ex_25YR NAME: OFFSITE EXISTING 25 YEAR SBUH METHODOLOGY TOTAL AREA 0.34 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE KC24HR PERV IMP PRECIPITATION 3.40 inches AREA..: 0.06 Acres 0.28 Acres TIME INTERVAL 10.00 min CN • 85.00 98.00 TC 5.00 min 2.41 min ABSTRACTION COEFF: 0.20 impTcReach - Sheet L: 35.00 ns:0.0110 p2yr: 2.00 s:0.0200 impTcReach - Shallow L: 200.00 ks:27.00 s:0.0050 PEAK RATE: ,0.31 cfs VOL: 0.08 Ac -ft TIME: 470 min TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF (min) (cfs) (min) • (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) 10 310 0.0453 610 0.0581 910 0.0338 1210 0.0271 1510 20 320 0.0461 620 0.0592 920 0.0336 1220 0.0271 1520 30 330 0.0465 630 0.0582 930 0.0337 1230 0.0271 1530 40 0.0010 340 0.0469 640 0.0593 940 0.0337 1240 0.0271 1540 50 0.0033 350 0.0523 650 0.0514 950 0.0337 1250 0.0271 1550 60 0.0056 360 0.0561 660 0.0467 960 0.0337 1260 0.0271 1560 70 0.0075 370 0,0555 670 0.0492 970 0.0337 1270 0.0272 1570 80 0.0090 380 0.0563 680 0.0477 980 0.0337 1280 0.0272 1580 90 0.0104 390 0.0565 690 0.0479 990 0.0337 1290 0.0272 1590 100 0.0116 400 0.0569 700 0.0479 1000 0.0337 1300 0.0272 1600 110 0.0148 410 0.0729 710 0.0490 1010 0.0294 1310 0.0272 1610 120 0.0175 420 0.0839 720 0.0480 1020 0.0264 1320 0.0272 1620 130 0.0182 430 0.0811 730 0.0430 1030 0.0272 1330 0.0272 1630 140 0.0193 440 0.1016 740 0.0481 1040 0.0269 1340 0.0272 1640 150 0.0201 450 0.1146 750 0.0481. 1050 0.0271 1350 0.0272 1650 160 0.0209 460 0.1778 760 0.0481 1060 0.0270 1350 0.0272 1660 170 0.0245 470 0.3095 770 0.0416 1070 0.0270 1370 0.0272 1670 180 0.0271 480 0.2417 780 0.0372 1080 0.0270 1380 0.0272 1680 190 0.0272 490 0.1158 790 0.0385 1090 0.0271 1390 0.0272 1690 200 0.0280 500 0.0986 800 0.0381 1100 0.0271 1400 0.0272 1700 210 0.0285 510 0.0837 810 0.0382 1110 0.0271 1410 0.0272 1710 220 0.0290 520 0.0885 820 0.0392 1120 0.0271 1420 0.0272 1720 230 0.0329 530 0.0675 830 0.0382 1130 0.0271 1430 0.0272 1730 240 0.0357 540 0.0547 840 0.0382 1140 0.0271 1440 0.0272 1740 250 0.0356 550 0.0586 850 0.0393 1150 0.0271 1450 0.0096 1750 260 0.0365 560 0.0574 860 0,0383 1160 0.0271 1460 1760 270 0,0369 570 0.0579 870 0.0383 1170 0.0271 1470 0.0009 1770 280 0.0375 580 0.0578 880 0.0383 1180 0.0271 1480 1780 290 0.0423 590 0.0580 890 0.0353 1190 0.0271 1490 0.0001 1790 300 0.0457 600 0.0580 900 0.0332 1200 0.0271 1500 1800 RECEIVED CITY OF TUKWILA JUN 2 (i9 1997 PERMIT CENTER . • '■ ' 6/0/,§7 5 pm David. Evans & Associates ' 'Inc 7 Bellevue page SOUTHCENTER BP .1 . OFFSITE HIGHWAY AREA BASIN RESULT SUMMARY ' , • . •. „ .• . . BASIN VOLUME---- RATE- Area ID -- hours Methodology, . AcreS ,...• •• • ••. • • . • .- , PRO '10YR • 3135 . 0.07 0.27 470 7.83 SBUH Method 0.33 PR0_25YR " 3726 0.09 0.31 470 7.83 SBUH Method 0.33 eic.10yr 3040 0.07 • ' 0.26 `. 470 7.83 SBUH Method, , 0.34 - 0.08 0.31 . 470 7.83 SBUH Method ' 0.34 , '• i•••: • •• . , RECEIVED CITY OF TUKWILA Jud 2 1997 vERAor CENTER • 6/20/97 5:22:48 pm David Evans & Associates Inc SOUTHCENTER BP OFFSITE.HIGHWAY AREA BASIN ID: PRO10YR SBUH METHODOLOGY TOTAL AREA RAINFALL TYPE PRECIPITATION TIME INTERVAL TIME : DESIGN RUNOFF (min) (cfs) 10 20 30 40 0.0002 50 0.0016 60 0.0037 70 0.0055 80 0.0071 90 0.0084 100 0.0096 110 0.0124 120 0.0149 130 0.0158 140 0.0170 150 0.0179 160 0.0187 170 0.0219 180 0.0245 190' 0.0249 200 0.0257 210 0.0262 220 0.0268 230 0.0302 240 0.0329 250 0.0328 260 0.0334 270 0.0338 280 0.0342 290 0.0384 300 0.0415 TIME DESIGN RUNOFF (min) (cfs) 310 320 330 340 350 360 370 380 390 400 410 420 430 440 450 460 470 480 490 500 510 520 530 540 550 560 570 580 590 600 0.0412 0.0417 0.0420 0.0423 0.0469 0.0503 0.0498 0.0502 0.0504 0.0507 0.0641 0.0741 0.0719 0.0887 0.1005 0.1534 0.2659 0.2135 0.1023 0.0839 0.0725 0.0756 0.0587 0.0469 0.0500 0.0492 0,0495 0.0494 0.0495 0.0495 DETAIL BASIN SUMMARY NAME: OFFSITE PROPOSED 10 YE 0.33 Acres KC24HR 2.90 inches 10 00 min ABSTRACTION COEFF: 0.20 impTcReach - Sheet L: 35.00 ns:0.0110 p2yr: 2.00 s:0.0200 impTcReach - Channel L: 200.00 kc:21.00 s:0.0050 PEAK RATE: 0.27 cfs VOL: 0.07 Ac -ft TIME: 470 min TIME DESIGN RUNOFF (min) (cfs) 610 620 630 640 650 660 670 680 690 700 710 720 730 740 750 760 770 780 790 800 810 820 830 840 850 860 870 880 890 900 0.0495 0.0496 0.0496 0.0496 0.0439 0.0398 0.0409 0.0406 0.0407 0.0407 0.0407 0.0407 0.0407 0.0407 0.0407 0.0407 0.0354 0.0315 0.0325 0.0322 0.0323 0,0323 0.0323 0.0323 0.0323 0.0323 0.0323 0.0323 0.0298 0,0280 BASEFLOWS: 0.00 cfs PERV. AREA..: 0.01 Acres CN 85.00 TC 5.00 min TIME DESIGN RUNOFF (min) (cfs) 910 920 930 940 950 960 970 980 990 1000 1010 1020 1030 1040 1050 1060 1070 1080 1090 1100 1110 1120 1130 1140 1150 1160 1170 1180 1190 1200 0.0285 0.0283 0.0284 0.0284 0.0284 0.0284 0.0294 0.0284 0.0284 0.0284 0.0248. 0.0222 0.0229 0.0227 0.0227 0.0227 0.0227 0.0227 0.0227 0.0227 0.0227 0.0227 0.0228 0.0228 0.0228 0.0228 0.0228 0.0228 '0.0228 0.0228 TIME DESIGN TIME RUNOFF (min) (cfs) (min) 1210 1220 1230 1240 1250 1260 1270 1280 1290 1300 1310 1320 1330 1340 1350 1360 1370 1380 1390 1400 1410 1420 1430 1440 1450 1460 1470 1480 1490 1500 - Bellevue page 0.0228 1510 0.0228 1520 0.0228 1530 0.0228 1540 0.0228 1550 0.0228 1560 0.0228 1570 0.0228 1580 0.0228 1590 0.0228 1600 0.0228 1610 0.0228 1620 0.0228 1630 0.0228 1640 0.0228 1650 0.0228 1660 0.0228 1670 0.0228 1680 0.0228 1690 0.0228 1700 0.0228 1710 0.0228 1720 0.0228 1730 0.0228 1740 0.0085 1750 1760 0.0006 1770 1780 1790 1800 IMP 0.32 Acres 98.00 2.91 min DESIGN RUNOFF (cfs) RECEIVED CITY OF TUKWILA JUN 21 1997 AEkMIrC • `6/20/97 5:22:48 pm David Evans & Associates Inc - Bellevue page SOUTHCENTER BP OFFSITE HIGHWAY AREA BASIN ID: PRO_25YR SBUH METHODOLOGY TOTAL AREA RAINFALL TYPE PRECIPITATION TIME INTERVAL ABSTRACTION COEFF: 0.20 impTcReach - Sheet. L: 35.00 ns:0.0110 p2yr: 2 00 s:0.0200 impTcReach - Channel L: 200.00 kc:21.00 s:0.0050 PEAK RATE: 0.31 cfs VOL: 0.09 Ac -ft TIME: 470 min TIME DESIGN RUNOFF (min) (cfs) 10 20 30 40 0.0010 50 0.0036 60 0.0063 70 0.0084 80 0.0102 90 0.0117 100 0.0131 110 0.0166 120 0.0197 130 0.0206 140 0.0218 150 0.0228 160 0.0236 170 0.0275 180 0.0307 190 0.0309 200 0.0318 210 0.0323 220 0.0329 230 0.0370 240 0.0401 250 0.0400 260 0.0406 270 0.0410 280 0.0414 290 0.0463 300 0.0501 TIME DESIGN RUNOFF (min). (cfs) 310 320 330 340 350 360 370 380 390 400 410 420 430 440 450 460 470 480 490 500 510 520 530 540 550 560 570 580 590 600 0.0496 0.0501 0.0504 0.0507 0.0561 0.0601 0.0594 0.0599 0.0601 0.0603 0,0762 0.0881 0.0854 0.1052 0.1191 0.1816 0.3144 0.2522 0.1208 0.0990 0.0856 0.0892 0.0692 0.0553 0.0589 0.0580 0.0583 0.0583 0.0583 0,0583 0.33 Acres BASEFLOWS: 0.00 cfs KC24HR 3.40 inches AREA..: 10.00 min CN TC TIME DESIGN RUNOFF (min) (cfs) 610 620 630 640 650 660 670 680 690 700 710 720 730 740 750 760 770 780 790 800 810 820 830 840 850 860 870 880 890 900 DETAIL BASIN SUMMARY NAME: OFFSITE PROPOSED 10 YE 0.0583 0.0584 0.0584 0.0584 0.0517 0.0468 0.0481 0.0478 0.0479 0.0479 0.0479 0.0479 0.0479 0.0479 0.0479 0.0479 0.0417 0.0370 0.0382 0.0379 0.0380 0.0380 0.0380 0.0380 0.0380 0.0380 0.0380 0.0380 0.0351 0.0329 TIME DESIGN RUNOFF (min) (cfs) 910 920 930 940 950 960 970 980 990 1000 1010 1020 1030 1040 1050 1060 1070 1080 1090 1100 1110 1120 1130 1140 1150 1160 1170 1180 1190 1200 0.0335 0.0333 0.0334 0.0334 0.0334 0.0334 0.0334 0.0334 0.0334 0.0334 0.0292 0.0261 0.0269 0.0267 0.0267 0.0267 0.0267 0.0267 0.0267 0.0267 0.0267 0.0267 0.0267 0.0267 0.0267 0.0267 0.0267 0.0268 0.0269 0.0268 1210 1220 1230 1240 1250 1260 1270 1280 1290 1300 1310 1320 1330 1340 1350 1360 1370 1380 1390 1400 1410 1420 1430 1440 1450 1460 1470 1480 1490 1500 PERV IMP 0.01 Acres 85.00 5.00 min TIME DESIGN RUNOFF (min) (cfs) TIME DESIGN .RUNOFF (min) (cfs) 0.32 Acres 98.00 2.91 min 0.0268 1510 0.0268 1520 0.0268 1530 0.0268 1540 0.0268 1550 0.0268 1560 0.0268 1570 0.0268 1530 0.0268 1590 0.0268 1600. 0.0268 1610 0.0268 1620 0.0268 1630 0.0268 1640 0.0268 1650 0.0268 1660 0.0268 1670 0.0268 1680 0.0268 1690 0.0268 1700 0.0268 1710 0.0268 1720 0.0268 1730 0.0268 1740 0.0099 1750 1760 0.0007 1770 1780 1790 1800 RECEIVED CITv OF TUFNVILA � 11 14 2 6 1997 r r M1T CENTER '6/20/97 1 5:22:48 pm David Evans & Associates Inc - Bellevue page SOUTHCENTER BP OFFSITE HIGHWAY AREA DETAIL BASIN SUMMARY BASIN ID: ex_l0yr NAME: OFFSITE EXISTING 10 YEAR SBUH METHODOLOGY TOTAL AREA 0.34 Acres BASEFLOWS:. 0.00.cfs RAINFALL TYPE....: KC24HR PERV IMP PRECIPITATION 2.90 inches AREA..: 0.06 Acres 0.28 Acres TIME INTERVAL 10.00 min CN 85.00 98.00 TC 5.00 min 2.41 min ABSTRACTION COEFF: 0.20 impTcReach - Sheet L: 35.00.ns:0.0110 p2yr: 2.00 s:0.0200 impTcReach - Shallow L: 200.00 ks:27.00 s:0.0050 PEAK RATE: 0.26 cfs VOL: 0.07 Ac -ft TIME: 470 min TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) 10 310 0.0372 610 0.0489 910 0.0286 1210 0.0229 1510 20 320 0.0379 620 0.0490 920. 0.0284 1220 0.0230 1520 30 330 0.0382 630 0.0490 930. 0.0285 1230 0.0230 1530 40 0.0002 340 0.0387 640 0.0491 940 0.0285 1240 0.0230 1540 50 0.0015 350 0.0432. 650 0.0433 950 0.0295 1250 0.0230 1550 60. 0.0034 360 0.0464 660 0.0394 960 0.0295 1260 0.0230 1560 70 0.0049 370 0.0459 670 0.0406 970 0.0295 1270 0.0230 1570 80 0.0063 390 0.0466 680 0.0402 980 0.0295 1280 0.0230 1580 90 0.0074 390 0.0469 690 0.0404 990 0.0285 1290 0.0230 1590 100. 0.0085 400 0.0472 700 0.0404 1000 0.0285 1300. 0.0230 1600 110 0.0111 410 0.0606 710 0.0404 1010 0.0248 1310 0.0230 1610 120 0.0132 420 0.0698 720 0.0405 1020 0.0223 1320 0.0230 1620 130 0.0140 430 0.0675 730 0.0405 1030 0.0230 1330 0.0230 1630 140 0.0150 440 0.0847 740 0.0405 1040 0.0228 1340 0.0230 1640 150 0.0157 450 0.0956 750 0.0406 1050 0.0229 1350 0.0230 1650 160 0.0165 460 0.1487 760 0.0406 1060 0.0229 1360 0.0230 1660 170 0.0195 470 0.2594 770 0,0351 1070 0.0229 1370 0.0230 1670 180 0.0217 480 0.2024 780 0.0314 1080 0.0229 1380 0.0230 1680 190 0.0219 490 0.0969 790 0.0325 1090 0.0229 1390 0.0230 1690 200 0.0227 500 0.0827 800 0.0321 1100 0.0229 1400 0.0230 1700 210 0.0231 510 0.0702 810 0.0323 1110 0.0229 1410 0.0231 1710 220 0.0236 520 0.0744 820 0.0322 1120 0.0229 1420 0.0231 1720 230 0.0268 530 0.0567 830 0.0323 1130 0.0229 1430 0.0231 1730 240 0.0290 540 0.0460 840 0.0323 1140 0.0229 1440 0.0231 1740 250 0.0289 550 0.0493 850 0.0323 1150 0.0229 1450 0.0081 1750 260 0.0296 560 0.0483 860 0.0323 1160 0,0229 1460 1760 270 0.0300 570 0.0487 870 0.0323 1170 0.0229 1470 0.0008 1770 280 0.0305 580 0.0487 880 0.0324 1180 0.0229 1480 1780 290 0.0346 590 0.0488 890 0.0298 1190 0.0229 1490 1790 300 0.0374 600 0.0488 900 0.0280 1200 0.0229 1500 1800 RECEIVED CITY OF TUKWILA JUN 2 ' 1997 R ANDY CENTER 6/20/97 5:22:48 pm David Evans & Associates Inc - Bellevue page SOUTHCENTER BP OFFSITE HIGHWAY AREA DETAIL BASIN SUMMARY BASIN ID: ex_25YR NAME: OFFSITE EXISTING 25 YEAR SBUH METHODOLOGY TOTAL AREA 0.34 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE KC24HR PERV IMP PRECIPITATION 3.40 inches AREA..: 0.06 Acres 0.28 Acres TIME INTERVAL 10.00 min CN....: 85.00 98.00 TC 5.00 min 2.41 min ABSTRACTION COEFF: 0.20 impTcReach Sheet L: 35.00 ns:0.0110 p2yr: 2.00 s:0.0200 impTcReach - Shallow L: 200.00 ks:27.00 s:0.0050 PEAK RATE: 0.31 cfs VOL: 0.08 Ac -ft TIME: 470 min TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) 10 310 0.0453 610 0.0531 910 0.0338 1210 0.0271 1510 20 320 0,0461 620 0.0582 920 0.0336 1220 0.0271 1520 30 330 0.0465 630 0.0582 930 0.0337 1230 0.0271 1530 40 0.0010 340 0.0469 640 0.0583 940 0.0337 1240 0.0271 1540 50 0.0033 350 .0:0523 650 0.0514 950 0.0337 1250 0.0271 1550 60 0.0056 360 0.0561 660 0,0467 960 0.0337 1260 0.0271 1560 70 0.0075 370 0.0555 670 0.0492 970 0.0337 1270 0.0272 1570 80 0.0090 380 0.0563 680 0.0477 980 0.0337 1280 0.0272 1580 90 0.0104 390 0.0565 690 0,0479 990 0.0337 1290 0.0272 1590 100 0.0116 400 0.0569 700 0.0479 1000 0.0337 1300 0.0272 1600 110 0.0148 410 0.0729 710 0.0490 1010 0.0294 1310 0.0272 1610 120 0.0175 420 0.0839 720 0.0480 1020 0.0264 1320 0.0272 1620 130 0.0182 430 0.0811 730 0.0480 1030 0.0272 1330 0.0272 1630 140 0.0193 440 0.1016 740 0.0481 1040 0.0269 1340 0.0272 1640 150 0.0201 450 0.1146 750 0.0481 1050 0.0271 1350 0.0272 1650 160 0.0209 460 0.1778 760 0.0481 1060 0.0270 1360 0.0272 1660 170 0.0245 470 0.3095 770 0.0416 1070 0.0270 1370 0.0272 1670 180 0.0271 480 0.2417 780 0.0372 1080 0.0270 1380 0.0272 1690 190 0.0272 490 0.1158 790 0.0385 1090 0.0271 1390 0.0272 1690 200 0.0280 500 0.0986 800 0.0391 1100 0.0271 1400 0.0272 1700 210 0.0285. 510 0.0837 810 0.0382 1110 0.0271 1410 0.0272 1710 220 0.0290 520 0.0885 820 0.0382 1120 0.0271 1420 0.0272 1720 230 0.0329 530 0.0675 830 0.0382 1130 0.0271 1430 0.0272 1730 240 0.0357 540 0.0547 840 0.0382 1140 0.0271 1440 0.0272 1740 250 0.0356 550 0.0586 850 0.0383 1150 0.0271 1450 0.0096 1750 260 0.0365 560 0.0574 860 0.0383 1160 0.0271 1460 1760 270 0.0369 570 0.0579 870 0.0383 1170 0.0271 1470 0.0009 1770 280 0.0375 580 0.0578 880 0.0383 1180 0,0271 1480 1780 290 0.0423 590 0.0580 890 0.0353 1190 0.0271 1490 0.0001 179 P'' pCE11�,�N r 1 300 0.0457 600 0.0580 900 0.0332 1200 0.0271 1500 18 TY OF TUKWILt JUG`' ' i RV PERMIT TEN EIS_ 9112110767 LATECOMERS AGREEMENT BETWEEN THE CITY OF TUKWILA AND KOAR - SEATAC PARTNERS, L.P. FOR STORM SEWER EXTENSIONS WHEREAS, the City of Tukwila ( "City ") entered into a Developers Agreement with the predecessors -in- interest to KOAR- SEATAC Partners, L.P., a California limited partnership, for the construction of the Embassy Suites Hotel in Tukwila, and that Developers Agreement was recorded and given King County Auditor's File No. 8907070618; and WHEREAS, as a part of the Developers Agreement, the City and the Developer agreed to enter into a Latecomers Agreement whereby the City would collect a pro rata payment from properties which were benefitted by the storm sewer improvements installed by Developer pursuant to Chapter 35.91 RCW; and WHEREAS, the improvements are now installed and the Developer has obtained his final costs, it is hereby agreed as follows. 1. COSTS AND BENEFITTED PROPERTIES. 1.1 The total cost of the extension of the storm sewer is $242,942.02. This cost includes the Developer's share of the construction costs. :K.i.`. n+ S: i�. x` �3513Cf�. i!` S" Yimar..• c: i�xn'[ ararawrywxre�axrer ..nrxwu- .mvwwnn., o............__ti....._,...._..._.. �.._....•._..__._._....._..- v,........ _..........,..».�. »....�..•...w rx.w Mnoa+ anmblrupe.. wamrwm+ rw+ rnvYC .KtMr%M+Mw..tIMD91KtAtl2t7L'M� e'?T�xi W.++.f.. 36013.41UDJ1$3.34111 1 ND IMPROVEMENT DISTRICT ASSESSMENT CHART OF PROPERTIES tR- ,SEATAC PARTNERS, LP. MARCH 4, 1991 BE( LEGAL )0E • OWNER w LOTS secnowrovateHrimme sV 24 -23-04 1 TUKWILA ASSOCIATES ! TUKWILA ASSOCIATES ! TU•WU AI0OI'JIATUS 4 TUKWILA ASSOCIATES • MOU1TRIAL CRAMS • PAWN. 0( B.LER MASS CO. 7 v .J$1T 0011110 TOWS,' • UNIT CO. TAX LOT NUMBER : LASTS • NW 2S -2S-04 (TANS • U MOWN 0001TOAATION • S N 11 I! 13 14 15 • 10 A 1 1 170 10 1• 05 21 12 14A 105 TUKWILA ASSOCIATES SON CNT. VOINON GULL OIL 00. OM 14001.111111 E.N. TRYST$/ KAIJPUT. PETS,( N. KAUPUT. TETER H. COI I FACE MTG. CO. TAYLOR MELVIN M 'IOWA. NOUN COMMENCE YTS. 00. PUGET SOUND TOWS • UNIT CO. MA- EEATAO TARTNESS. LP. %SET SOUND POWER a Miff CO. PUGET SOUND POWER • LINT CO. JOHNS PUNIITURE CO. LTD. W1IUTNIY MO& KOAA -MAT AC PMTNEAS. LT. KOI MATAC TMTNOW LP. YUN(AN1A. ANDREW • CAROL F. %R EN S. NELSEN HELEN S. NELSEN 7$ 14 A 4$ M 05 b 33 1AT1ON CLAIMS MEADER DONATION CLAIM PLAT NOt 000610 ASSESSOR'S AREA W TUKWILA ACCOUNT sOUARE FEET GENERAL PAW NUMBER (A) DESIGNATION $4!334 5514 142354 143354 5514 34!354 0.14 MUM NM $433.41510 341354 0013 3/1304 $ •01105 ••$3 11 GNOMISH 33 •00500.0311 44 • 0410.034 14. •051050014 2$ 0055• 0010 !• 050505.0211 2S ••0.05.0.0 M 050••• 0531 • 050505 0005 • •00505 0000 • •005051001 • 050.05 5505 as 110011•0 IOU •• •11w 0050 31 110.105.031 24 ••05.0.0!4 as 050505103$ • •00505 0005 • •00••0 0005 31122 UNIT $OUSTNAL 11103 LMNT INDUSTRIAL 1•37 LIGHT INDUSTRIAL 10705 LINT 11OUSRNAL 140305 UNIT MOUITNAL 44444 MKT INDUSTRIAL 47003 PUSUC MACKJTI!S 45554 COMMERCIAL 1258263 192.012I 16 INS USW INDUSTRIAL *3345 LIGHT I OUSTRIAL 25230 UOINT INDUSTRIAL $0774 MINT 1NOUITNAL 13144 LIGHT INDUSTRIAL 24330 LIGHT INDUSTRIAL 10171 LIGHT INDUSTNAL 11400 LIGHT INDUSTRIAL 11111 UONT INDUSTRIAL 50000 PUSLIC FACIUTIES $2000 0OM4ERCIAL 11100 MKT MOUSTNAL 00300 PUSUC FOCUSES 01405 LIGHT MOUSTNAL 10 11 LIGHT INDUSTRIAL M17• OOMMEACIAL 1402!3 COMIERCML 1130$ COIMMEACIAL 43100 UONT INDUSTRIAL 543IS C00MUERCUAL RUNOFF FACTOR (R) 55.00% 20405.30 05.00% 7475.05 55.00% 12557.01 55.00% 12047.00 55.00% 07077.50 55.00% 15555.00 70.00% 31515.71 55.00% 31525.75 110.00% 1.10.10 55.00% 1.17421 011.00% 10.105.00 55.00% 20213.10 55.00% 5143.55 55.00% 11410.70 5510% 13113.75 55.00% 100711.00 55.00% 12131.71 71.00% 41700.00 51.00% 17025.00 51.00% 15510.00 78.00% 64600.00 51.0041 42140.00 51.00% 14055.15 55.00% 30320.30 55.00% 133130.05 SIAM 51120.10 51.00% 2737010 11.00% 71113.10 PERCENT OF TOTAL (A)I(R) (A) (R) 2.22% M.3.4.% 0.21% $1.005.05 1.40% 03.305.11 1.3046 13.312.71 10.12% 12•.105.40 3.13% *7.1011.04 3.50% 11.41710 4.32% 0.12% 1.54% 1.75% 2.50% 0.53% 1.71% 1.42% 1.00% 1.40% 5.20% 2.110% 2.00% 7.01% 4.01% 1355% 3.2.% 13.30% 7.35% 1.17% 7.71% 13.Y0r ♦1 COST $10.40•.03 $13.12 1$.$1$.21 $4.317.•0 05.80•.$3 12.240.43 14.1.1.11 $3.482.70 32.•12.53 $3.404.70 $12.138.32 17.27•30 *4.550.10 $17.011.11 $11.!03.17 $1,3•1• 17.504.87 132.•00.23 $17.••3.11 *7.20015 $11.17.15 922721.35 100.00% $242.942.02 I Rill . n, ,'7 1 � r 4- /c•A/r Mi.:W -l1' TX //4:•. C /t G /4/77/ 5evgt.e k CODE AS C: AT • ,alttic • izK. 61 4-/,/r G61.6772../A4. P /0/1,/ 6evg&ek Go AG MET 014-isza.T MP, • • • • COMMITMENT FOR TITLE INSURANCE CHICAGO TITLE INSURANCE COMPANY CHICAGO TITLE INSURANCE COMPANY, a Missouri corporation, herein called the Company, for a valuable consideration, hereby commits to issue its policy or policies of title insurance, as identified in Schedule A, in favor of the proposed Insured named in Schedule A, as owner or mortgagee of the estate or interest covered hereby in the land described or referred to in Schedule A, upon payment of the premiums and charges therefore; all subject to the provisions of Schedules A and B and to the Exclusions from Coverage (appearing herein) and to the Conditions and Stipulations hereof. This Commitment shall be effective only when the identity of the proposed Insured and the amount of the policy or policies committed for have been inserted in Schedule A hereof by the Company, either at the time of the issuance of this Commitment or by subsequent endorsement. This Commitment is preliminary to the issuance of such policy or policies of title insurance and all liability and obligations hereunder shall cease and terminate six months after the effective date hereof or when the policy or policies committed for shall issue, whichever first occurs, provided that the failure to issue such policy or policies is not the fault of the Company. In Witness Whereof, CHICAGO TITLE INSURANCE COMPANY has caused this commitment to be signed and sealed as of the date of policy shown in Schedule A, the policy to become valid when countersigned by an authorized signatory. ' Issued by: CHICAGO TITLE INSURANCE 1800 Columbia Center 2 701 Fifth Avenue Seattle, Washington 98104 (206) 628.5666 COMPANY By: • Y.k .t. • � _ `ic I L; PUBLIC li OFKS CHICAGO TITLE INSURANCE COMPANY GGt A"� CITY t't JUN 2 X01997 By: / PERMIT CENTER Scrrctury �w ~— 4. 417 1 +J�'r •.3 �tJi s ��" s'4+ �:�W �j � ��P_ _; t y v ` 4 r . .. N : V < � v V y s ma y!',. - 7EyFt y wy-i tr U. GRANTEE: PURPOSE: AREA AFFECTED: RECORDED: RECORDING NUMBER: GRANTEE: PURPOSE: AREA AFFECTED: RECORDED: RECORDING NUMBER: EASEMENT 2. CHICAGO TITLE INSURANCE COMPANY A.L.TA. COMMITMENT SCHEDULE B (Continued) SPECIAL EXCEPTIONS A 1. EASEMENT AND THE TERMS AND CONDITIONS THEREOF: B 2. EASEMENT AND THE TERMS AND CONDITIONS THEREOF: EASEMENT 1. THE EASTERLY 15.00 FEET OF SAID PREMISES; CHICAGO TITLE INSURANCE COMPANY Ca. i t • 3 1'g97 r1424 uE uc ':ur,KS Order No.: 45 Your No.: ANDYS TUKWILA STATION STATE OF WASHINGTON CONSTRUCTING AND MAINTAINING HIGHWAY SLOPES, DRAINAGE SYSTEM, UNDERGROUND ELECTRIC TRANSMISSION LINE, UNDERGROUND TELE TRANSMISSION LINE, WATER LINES, SANITARY SEWER LINES, AND NATURAL GAS LINES STRIP OF LAND ADJOINING STATE ROAD 181 JUNE 17, 1969 6525398 CITY OF SEATTLE ELECTRIC OVERHEAD AND UNDERGROUND DISTRIBUTION FACILITIES WESTERLY 10 FEET JANUARY 7, 1988 8801070497 C 3. UNRECORDED AGREEMENT DISCLOSED BY EXHIBIT B ATTACHED TO STATUTORY WARRANTY DEED RECORDED UNDER RECORDING NUMBER 8506141047, SAID AGREEMENT DATED NOVEMBER 24, 1975, EXECUTED BY BNL DEVELOPMENT CORPORATION, A DELAWARE CORPORATION, PROVIDING THAT IN CONSIDERATION OF THE RENTON DEPARTMENT OF PUBLIC WORKS GRANTING A PERMIT TO CONNECT WATER AND SEWER SERVICE FOR THE PREMISES NO PROTEST CAN BE MADE AGAINST THE CONSTRUCTION OF, OR ASSESSMENT FOR, A PERMANENT WATERMAIN OR SEWER LINE WHICH MAY BE CONSTRUCTED, SAID AGREEMENT TO BE A COVENANT RUNNING WITH THE LAND. D 4. UNRECORDED EASEMENT DISCLOSED BY EXHIBIT B ATTACHED TO STATUTORY WARRANTY DEED RECORDED UNDER RECORDING NUMBER 8506141047, SAID EASEMENT DATED NOVEMBER 24, 1975, EXECUTED BY BNL DEVELOPMENT CORPORATION, A DELAWARE CORPORATION, IN FAVOR OF THE CITY OF RENTON, FOR PUBLIC WATER AND SEWER UTILITIES WITH NECESSARY APPURTENANCES UNDER THE SURFACE, SAID EASEMENT AFFECTING THE FOLLOWING PORTION OF THE PROPERTY; RECEIVED CITY OF TUKWILA JUN 2 1397 PERMIT CENTER CHICAGO TITLE INSURANCE COMPANY A.L.TA. COMMITMENT SCHEDULE B (Continued) SPECIAL EXCEPTIONS Order No.: 451424 Your No.: ANDYS TUKWILA STATION THE SOUTHERLY 15.00 FEET OF THE NORTHERLY 42.00 FEET OF SAID PREMISES; EASEMENT 3. A STRIP OF LAND 15.00 FEET IN WIDTH LYING 7.50 FEET ON BOTH SIDES OF THE FOLLOWING DESCRIBED CENTERLINE; BEGINNING AT A POINT ON THE NORTHERLY LINE OF SAID PREMISES DISTANT THEREON NORTH 87 °13'12" WEST 80.00 FEET FROM THE NORTHEASTERLY CORNER OF SAID PREMISES; THENCE FROM SAID POINT OF BEGINNING SOUTH 02 °46'48" WEST 27.00 FEET; TO THE NORTHERLY LINE OF EASEMENT 2 ABOVE. EASEMENT 4. THE WESTERLY 10.00 FEET OF THAT PORTION OF SAID PREMISES LYING SOUTHERLY OF WASHINGTON STATE HIGHWAY ENGINEERS STATION 160 + 00 FOR S.R. 181, AND THE WESTERLY 20.00 FEET OF SAID PROPERTY LYING NORTHERLY OF SAID STATION 160 + 00. 5. EXCEPTIONS AND RESERVATIONS CONTAINED IN DEED: FROM: RECORDED: RECORDING NUMBER: STANDARD EXCEPTIONS: GLACIER PARK COMPANY, A WASHINGTON CORPORATION JUNE 14, 1985 8506141047 AS FOLLOWS: EXCEPTING AND RESERVING UNTO THE GRANTOR, ITS SUCCESSORS AND ASSIGNS, ALL MINERAL RIGHTS INCLUDING, BUT NOT LIMITED TO URANIUM, COAL, COAL BED METHANE, IRON, NATURAL GAS AND OIL IN OR UNDER THE ABOVE — DESCRIBED LAND, AND INCLUDING ALL STEAM AND WATERS AND THE MINERALS AND GRASS THEREIN; PROVIDED, HOWEVER, NO DRILLING OR OTHER OPERATION WILL BE CONDUCTED ON THE SURFACE OF THE ABOVE — DESCRIBED LAND. GRANTEE SHALL HAVE THE RIGHT TO USE WATER, EXCEPT GEOTHERMAL WATERS AND STEAM, FOUND IN OR UPON OR PRODUCED FROM THE ABOVE — DESCRIBED LAND AS NECESSARY OR CONVENIENT FOR GRANTEE'S OPERATION. A. ENCROACHEMENTS OR QUESTIONS OF LOCATION, BOUNDARY AND AREA, WHICH AN ACCURATE SURVEY MAY DISCLOSE. B. PUBLIC OR PRIVATE EASEMENTS, STREETS, ROADS, ALLEYS OR HIGHWAYS, UNLESS DISCLOSED OF RECORD BY RECORDED PLAT OR CONVEYANCE, OR DECREE OF A COURT OF RECORD. RECEIVED CITY OF TUKWILA C. RIGHTS OR CLAIMS OF PERSONS IN POSSESSION, OR CLAIMING TO BE d 26 1917 POSSESSION, NOT DISCLOSED BY THE PUBLIC RECORD. ' CHICAGO TITLE NSl: RA.NCE COMPANY PERMIT cairvi V.LTACM8t /I I• 7L90 /EK CHICAGO TITLE INSURANCE COMPANY A.L.TA. COMMITMENT SCHEDULE B (Continued) SPECIAL EXCEPTIONS E. WATER RIGHTS OR MATTERS RELATING THERETO. G. EXCEPTION AND RESEVATIONS IN UNITED STATES PATENTS. Order No.: 451424 Your No.: ANDYS TUKWILA STATION D. MATERIAL OR LABOR LIENS, OR LIENS UNDER THE WORKMEN'S COMPENSATION ACT NOT DISCLOSED BY THE PUBLIC RECORD. F. ANY SERVICE, INSTALLATION OR CONSTRUCTION CHARGES FOR SEWER, WATER, ELECTRICITY OR GARBAGE REMOVAL. H. GENERAL TAXES NOT NOW PAYABLE; MATTERS RELATING TO SPECIAL ASSESSMENTS AND SPECIAL LEVIES, IF ANY, PRECEDING THE SAME BECOMING A LIEN. I. RIGHT OF USE, CONTROL OR REGULATION BY THE UNITED STATES OF AMERICA IN THE EXERCISE OF POWERS OVER NAVIGATION. J. ANY PROHIBITION OR LIMITATION ON THE USE, OCCUPANCY OR IMPROVEMENT OF THE LAND RESULTING FROM THE RIGHTS OF THE PUBLIC OR RIPARIAN OWNERS TO USE ANY WATERS WHICH MAY COVER THE LAND. 6. AGREEMENT AND THE TERMS AND CONDITIONS THEREOF: BETWEEN: AND: RECORDED: RECORDING NUMBER: REGARDING: 7. AGREEMENT AND THE TERMS AND CONDITIONS THEREOF: BETWEEN: AND: RECORDED: RECORDING NUMBER: REGARDING: 8. PAYMENT OF THE REAL ESTATE EXCISE TAX, IF REQUIRED. THE CITY OF TUKWILA KOAR - SEATAC PARTNERS, L.P. DECEMBER 11, 1991 9112110767 LATECOMERS AGREEMENT FOR STORM SEWER EXTENSIONS EXXON CORPORATION ANDREW YURF.ANIAN AND CAROL F. YURKANIAN APRIL 15, 1992 9204150708 ENCROACHMENT OF ASPHALT PAVEMENT T Y EC OF IIVE CHICAGO TIT LE INSURANCE COMPANY JUN 197 PERMIT' CENTER THE PROPERTY DESCRIBED HEREIN IS SITUATED WITHIN THE BOUNDARIES OF LOCAL TAXING AUTHORITY OF CITY OF TUKWILA. PRESENT RATE IS 1.53 %. V.tTACMUt/ 11.7!.90 /FJC ti GENERAL & SPECIAL TAXES: CHICAGO TITLE INSURANCE COMPANY A.L.TA. COMMITMENT SCHEDULE B (Continued) SPECIAL EXCEPTIONS ANY CONVEYANCE DOCUMENT MUST BE ACCOMPANIED BY THE OFFICIAL WASHINGTON STATE EXCISE TAX AFFIDAVIT. THE APPLICABLE EXCISE TAX MUST BE PAID AND THE AFFIDAVIT APPROVED AT THE TIME OF THE RECORDING OF THE CONVEYANCE DOCUMENTS. 9. GENERAL AND SPECIAL TAXES AND CHARGES, PAYABLE FEBRUARY 15, DELINQUENT IF FIRST HALF UNPAID ON MAY 1, SECOND HALF DELINQUENT IF UNPAID ON NOVEMBER 1 OF THE TAX YEAR (AMOUNTS DO NOT INCLUDE INTEREST AND PENALTIES): YEAR: 1996 TAX ACCOUNT NUMBER: 000580- 0038 -04 LEVY CODE: 2340 ASSESSED VALUE -LAND: $ 963,200.00 ASSESSED VALUE- IMPROVEMENTS: $ 381,800.00 BILLED: $18,708.56 PAID: $ 0.00 UNPAID: $18,708.56 AFFECTS: SAID PREMISES, EXCEPT THAT PORTION AFFECTED BY EASEMENT TO THE STATE OF WASHINGTON RECORDED UNDER RECORDING NUMBER 6525398 10. DEED OF TRUST AND THE TERMS AND CONDITIONS THEREOF: GRANTOR: BNL DEVELOPMENT CORPORATION, A DELAWARE CORPORATION TRUSTEE: PIONEER NATIONAL TITLE INSURANCE COMPANY, A CALIFORNIA CORPORATION BENEFICIARY: FIRSTBANK MORTGAGE CORPORATION, A WASHINGTON CORPORATION AMOUNT: $ 450,000.00 DATED: APRIL 22, 1975 RECORDED: JUNE 26, 1975 RECORDING NUMBER: 7506260369 LOAN NUMBER: NOT DISCLOSED THE AMOUNT NOW SECURED BY SAID DEED OF TRUST AND THE TERMS UPON WHICH THE SAME CAN BE DISCHARGED OR ASSUMED SHOULD BE ASCERTAINED FROM THE HOLDER gibOED INDEBTEDNESS SECURED. CITY OF TUKWILA ASSIGNMENT OF SAID DEED OF TRUST: DATED: DECEMBER 12, 1975 RECORDED: DECEMBER 16, 1975 CHICAGO TITLE INSURANCE COMPANY Order No:: 451424 Your No.: ANDYS TUKWILA STATION JUN 761997 PERMIT CENTER WLTACM82 /11.2&90 /EX RECORDING NUMBER: ASSIGNEE: DATED: RECORDED: RECORDING NUMBER: CHICAGO TITLE INSURANCE COMPANY A.L.TA. COMMITMENT SCHEDULE B (Continued) SPECIAL EXCEPTIONS JUNE 13, 1985 JUNE 14, 1985 8506141049 Order No.: 451424 Your No.: ANDYS TUKWILA STATION 7512160394 SEATTLE -FIRST NATIONAL BANK, HEAD OFFICE REGION MODIFICATION OF DEED OF TRUST AND THE TERMS AND CONDITIONS THEREOF: 11. ASSIGNMENT OF RENTS AND /OR LEASES AND THE TERMS AND CONDITIONS THEREOF: ASSIGNOR: ASSIGNEE: DATED: RECORDING DATE: RECORDING NUMBER: ASSIGNMENT OF SAID ASSIGNMENT: DATED: RECORDED: RECORDING NUMBER: ASSIGNEE: 0 12. DEED OF TRUST AND THE TERMS AND CONDITIONS THEREOF: GRANTOR: TRUSTEE: BENEFICIARY: AMOUNT: DATED: RECORDED: BNL DEVELOPMENT CORPORATION, A DELAWARE CORPORATION FIRSTBANK MORTGAGE CORPORATION, A WASHINGTON CORPORATION NOT DISCLOSED JUNE 26, 1975 7506260370 DECEMBER 12, 1975' DECEMBER 16, 1975 7512160393 SEATTLE -FIRST NATIONAL BANK ANDREW YURKANIN AND CAROL F. YURKANIN, HUSBAND AND WIFE, AS TO PARCEL 1, AND ANDY'S DINER, INC., A WASHINGTON CORPORATION, AS TO PARCEL 2 TICOR TITLE INSURANCE COMPANY ORNIA SEATTLE -FIRST NATIONAL BANK,O BANKING ASSOCIATION $ 755,000.00 JUNE 5, 1985 JUNE 14, 1985 CHICAGO TITLE INSURANCE COMPANY JUN 2 t9 1997 PERMIT CENTER NLTACM 112/ 11.2b90/FK .; P R r RECORDING NUMBER: LOAN NUMBER: CHICAGO TITLE INSURANCE COMPANY A.L.TA. COMMITMENT SCHEDULE B (Continued) SPECIAL EXCEPTIONS 8506141048 B- 153668 -9 Order No.: 451424 Your No.: ANDYS TUKWILA STATION THE AMOUNT NOW SECURED BY SAID DEED OF TRUST AND THE TERMS UPON WHICH THE SAME CAN BE DISCHARGED OR ASSUMED SHOULD BE ASCERTAINED FROM THE HOLDER OF THE INDEBTEDNESS SECURED. AFFECTS: INCLUDES OTHER PROPERTY 13. UNRECORDED LEASE, INCLUDING THE TERMS AND CONDITIONS THEREOF: LESSOR: SEATTLE -FIRST NATIONAL BANK, A NATIONAL BANKING ASSOCIATION LESSEE: ANDY'S TUKWILA STATION, INC., AND ANDY'S DINER DISCLOSED BY: SUBORDINATION AGREEMENT RECORDED UNDER RECORDING NUMBER 8702110092 SUBORDINATION AGREEMENT AND THE TERMS AND CONDITIONS THEREOF: DATED: RECORDED: RECORDING NUMBER: JUNE 13, 1985 FEBRUARY 11, 1987 8702110092 SAID AGREEMENT RELATES TO THE LIEN PRIORITY OF THE ABOVE LEASE AND THE DEED OF TRUST SHOWN HEREIN AT PARAGRAPH 12. S 14. THE FOLLOWING MATTERS DISCLOSED BY SURVEY RECORDED UNDER RECORDING NUMBER 8610019003: ENCROACHMENT OF CURB AND ASPHALT OVER SOUTHERLY BOUNDARY LINE NOTE NUMBER 1: A SURVEY HAS BEEN RECORDED UNDER RECORDING NUMBER 8701309001, A COPY OF WHICH IS HERETO ATTACHED. FIECEIVED CITY OF TUKWILA END OF SCHEDULE B CHICAGO 7TrL INSURANCE COMPANY J !1 N 2 6 1097 i:AM1T CENTER WLTACM 112/ 11.1tr90/ FJ: `'CHICAGO TITLE ... 4SURANCE COMPANY 1800 COLUMBIA CENTER, 701 5TH AVE, SEATTLE, WASHINGTON 98104 IMPORTANT: This is not a Survey. It is furnished as a convenience to locate the land indicated hereon with reference to streets and other land. No liability is assumed by reason of reliance hereon. -23 - 4- 41• /1' -ae w .bp re At kl 5 ,.c t =o' • 40. to 4 ,v 3 46 LOT I 000580 t ar .4 pi" NW'A- 2S .... G _s G• r. • E•w 1.44$ P.ti...� N Nd's•29 -s ?w ze9DT. y �urver 'tv? h LOT I m tA a C3 a '' f � � t' N !q - 1 lf) 17 h a ,e I 7 15434 ti 1 °. " • CO ^� 0 °:) LOT 2 co ,iI 4� r me7.14 w t.G 34 n ECEIV D CI OF TU !lA `/1►N 6k '97 i'EH IT CEIITER to N taR 11/2'd The Creator, amme Ph . coRtA1R, I Minnesota corporation, for and in ooAalderation at the mai of Tan Dollars ($10.00) and other valuable consideration, to it in hand pail, receipt whereof la hereby aoknowledgcd, dca a hereby grant to the STATE Of WasHING?ON, Grantee, the porp.tual right, permit, license and easement to uae and occupy the hereinafter described lands for the purpose of constructing and maintaining highway slopes in excavation and /or embankment, together with the right to construct and maintain a draincoo'system. together with the right to construct, erect, alter, repair, operate, maintain and keep clear overhead and underground electric tranemieoion and distribution lines, overhead and under- ground telephone trenemleaion and distribution lines, transmission and distribution water lines, sanitary sewer lines, natural gap lines, and other utility facilities, along with their necessary onnurtcnancas, said lands being situated in King County, State of :!ashington, and described as follows: C ) 0-1 Prnr of SAI0 Y,S All that nortion of the following described Parcel "A" lying Westerly of the following described line: neginnino on the Southerly line of Parcel "A ", which noint helnn a dietnnce of 40 feet Easterly, when measured at right anrrlee from the center line of exioting State Highway and the center line of SR lel MP 9.17 to HP 13.02 So. Corn. liriito of Tukwila to roster Interchange: thence Northwesterly narallel with said center line to a point oanosite highway Engineer's Station 165 +20: thence Easterly at rierht angles a distance of 10 feet c opposite Highway rnriineor'n !station 165 +20r thence Northwesterly & parallel with nairt center line to a point opnoaite Highway Engineer's Station 160400: thence Masterly at right angles a distance or 10 fact 6 onno,ite Highway rngineer's Station 160400: thence ::nrthwenterly t nnrnllel with said center line to the North "rly lino of vorcnl '•!t" and continuing to a point npnosite t'inhwny rneinocr'n Otatlnn )5R +50, said point hairy.' 42 feet Easterly of cxiatinn hlnhwnv center line, And 60 fret Easterly onnnnito cantor lion of sn 101. meeir.c VI is r.overnrient loth 2 nnrl 11, lyin,t nAnt of the enAt line or the "ent Valle., Road in Section 25, Town 'thin 21 'inrth, panels 4 Taal. ''.' :. , in rine County, rinshinntnn, And went of the n,tnet Sound I.lcctrlc right of wev: r.xCr.rr the south 210 • �V ' . Y t.i' .v! 1. 1 PER 31111 d•133d0d3A3 I•Id30 : vO S6, OE hrlti RECEIVE CITY OF TU JUN 2 T 1 6525398 • igai ti Bt ft Meader Donation Claim No. 46 lying ed4sUl and teat at Aau Lake Pips Line and east of east iseL t thd�Fmetut ty * d. and wilt of the Puget sound liacld The lands heiein contain an area of 0.21 acre, more or less, the specific' details concerning all of which are to be found within that certain map of definite location now of remrd.aaa oo file in the office of the Director of $ighraya at ciropia, Washington and bearing date of approval May 16, 1960 and revised October 10, 1,60. This easement Le made subject to and upon the following express conditiono: z This easement ie subject to existing interest in the premises of whatsoever nature and any and all extension and renewals thereof. II The Grantor, its succeesora or asaigna shall not place, construct or maintain any building or other structure within the boundary limits of said strip of land and shall do no blasting or discharge any explosives within a distance of three hundred 000) feet of said otrip of land without giving reasonable notice in writing to any Utilities occupying said strip of land of intention to do so. III The elimination of the necesaity for any geographic or functional portion of this easement shall in no way effect nor eliminate the rights, title, privileges and authority hereby granted for the remaining portions of this easement. At such time as all utility facilitieu hove bean removed or otherwise permanently abandoned and the drainage and elope encroachments of this eane- ment aril no lonnor necessary by virtue of the drainage being en- closed or diverted and the Grantor's and Grantee's ad aQ�gp� o- / ��VM'Y parties brought to the name elevation, all such riovie, RECEI 0mnrOFT privile and authority hereby may be terminated atn4'3 e Grantor shell thenceforth hold and enjoy title to its right of s " ENTER 2 PERMIT C 311 I 1 6I3389d3A3 It d2t3 : y0 56, OE tf1H 1 ILA 197 A way eree and oleos of the epeesessot bereby gtaatsd And *ay, at its option, re- enter, retake and bold Maid land and preelees as of the present estate o2 the Grantor without compensation to the State, the public or any other person vhosaoever, for improvements or property removed, taken, or destroyed or liability for loss of or damage to any premises or improvements thereon abetting on said highway or any port thereof. IN WITNESS W)IEPEOP, Clecier Park Company has caused this instrument to be executed by its proper officer. and its corpor- ate . +a * •.eunto affixed this 15th day of May u$ru , i • 1 . STATE OF MINNESOTA ) County of Ramsey ) On this 15th day me 'personally appeared t y' 1 j f: A 0 . • • Aipted and opprov.d • /9. • STATE 0 WASHINGTON DicPA•T • P HIGH wAYe of 13, By Attest: GLACIER PA COMPANY 3 May R. w. (Aft( Their d We A Downing ary 1969. before , to me known to be the Vice and President and Secretary, respectively, of Glacier Park Company, the corporation that executed the within and foreooinq instrument, and acknowledged the said instrument to be the free and voluntary act and deed of said corporation, for the uses and purposon therein mentioned. and on oath stated that they wore authorized to execute •laid instrument, and that the seal affixed is the corporate seal nr 33ia corporation. IN PIITur, r, t•`iitrucor. r have hereunto set my hand and affixed he day and year first above written. o ary n . s' n n a Tor the Shfte of ltinneso a, residing at t-t, Paul. My Commiavion expires: Jan. CITY OFT •A.r a. Oft' n i7 1•. � M•x1 A 11s1 p' f (( I�lj w.a..►101 r1. ':M h. \1 ' 111' ;. cu. 11.41614.141 A 4.1J•llll., �,..n••11 w I I ip .d 31111 1133e0a3A3 HdEO u O S. of 9nd LA 197 PEi1MIT C ER E r © • CASEMENT (Overhead and Underground) • P.M. #230A25 -2 -001 ..I ?HIS INDENTURE, made this 0 day of _7A■..,,ty between ANDREW YURRANIN and CAROL F. YUMMIER, husband and wife, hereinafter called the Grantors; and the CITY OF SEATTLE, a municipal corporation, hereinafter called th Grantee; WITNESSETN; That the Grantors, for and in consideration of the sum of One Dollar (01.00) and other valuable considerations, receipt of which is hereby acknowledged, hereby convey and grant to the Grantee, its successors and amalgam, the right, p•ivilege and authority to inscp1, construct, erect, alter, improve, repair, energise, operate and matntWef electric overhead and underground distribution facilities at depths not exceeding 21 feet, which consist of poles with braces, guys and anchors, eroa•arms, transformers, ducts, vaults, manholes, cabinets, containers, conduits, wires and other nscasasry or convenient appurtenance• to melee said underground and overhead installations an integrated electric system. All such electric system is to be located ecrosa, over, upon and under the following described Lends and premises situated in the County of Xing, State of Washington, to wit: �4J-Y f�N G1✓' 544 e -user The westerly ten feet of the following deacribetg..01 ..07 property: ;IG O> F CRSHSL That portion of Government Lots 2 and 11 of Henry Header Donation Land Claim Ho. 46, all in Section 25, Township 27 North, Range 4 East of W.N. Ring County, Washington, described as follows: Commencing at the intersection of the centerline of Wea Valley Highway, also known as State Road No. 181, with the north line of the south 210 feet of said Governm•nc Lot 11, and its westerly prolongation; thence South 87 °47'19" East along said north line 40.76 feet to the east margin of said highway and the point of beginning; thence North 8 °51'30" West along said easterly highway margin 808.08 feet to the south line of the City o Seattle's Bow Lake Pipeline Right -of -Way; thence South 87 °13'12" East along said south right - of-way line 273.28 feet to the westerly line of a 100 foot right - of-way conveyed to Puget Sound Power and Light Company by deeds recorded under King County Auditor's File Nos. 2629432 and 2644020, formerly known as Puget Sound Electric Railway Right -of -Way; thence South 1 °13'24" East along said westerly right -of -way line 791.16 feet to the north line of the south 210 feet of said Government Lot 11; thence North 17 °47'19" West along said north line 165.53 feet to the point of beginning. EXCEPT that portion lying south of a line parallel with and distant 5 feet north, measured at tight angles, from the following described line: Beginning at the point of intersection of the south line of the Henry header Donation Claim No, 46 and the centerline of State Highway 181 (West Valley Highway); thence North 8 °52'29" Wtet • distance of 48.98 feet along said highway centerline; thence South 85 °30'26" East 41.14 feet to the easterly margin of said highway and the TRUE POINT OF 1EGINNING of this described line; thence continuing South 85 °30'26" East 227.79 feat, more or less, to the westerly margin of said Puget Sound Electric Railway Right -of -Way and the terminus of this described line; and,' EXCEPT that portion lying a line produced easterly at right angles from Algh+i41Engineers station 160.00, SR 181. •• ;r 11/6'd ": 31111 1133i0d3A3 I9 , 6. 00 mweni.. 00 CI CO IT 11 7'C t frol Ild -' 0 : r'0 S6. 11049? B o "Dnti to X el m n m .` c . m d RECEIVED CITY OF TUKWILA JUN 2 1997 PERMIT CENTER a , • • thereof; and that no blasting or discharge of any explosives will be permitted within fifty (SO) feet of said lines and appurtenances. It is understood and agreed that the City of Seattle, City Light Department, may grant other utilities the right and privilege to occupy and use jointly said distribution system and /or easement. the City of Seattle and other utilities are to be responsible, as provided by law, for any damage to the Grantors through their negligence in the construction, maintenance and operation of said electric and /or other utility systems across, over, upon and under the property of said Grantors. The rights, title, privileges and authority hereby granted shall continue and be in force until such time as the Grantee, its successors, assigns and other utilities shell permanently remove said poles, wire, and appurtenances from said lands or shalt otherwise permanently abandon said electric and other utility systems, at which time all such rights, title, privileges and authority hereby granted shall terminate. • II/01'd IN WITNESS WHIRt0t, this instrument has been executed the day and year ' first above written. AN A Ct URE 4 ,Lc0 (-- 'UREANUA STATE OP WASHINGTON ) ) ea. COUNTT OP K0 ) _L ' CAROL F. YURKANIN (POR INDIVIDUAL ACKNOWLEDGKtNT) 3'1111 11338!M .n t—. ti gr. v 9 I, the underei n,d, a Notary Public, do hereby certify that on this 4 day of j4P..wR 14$_, personally appeared before me ANDREW YURKANIN and CAROL P. YURRAMIN, husband and wife, to me known to be the individuals described in and who executed the within instrument ? acknowledged that they signed the s c as their free and volunatle � deed for the uses and purposes in mentioned. Qh en'v tSdt +tq !fd and of L cal the day .401 in this certificate AAP ,'\' .;* 1 b• :"..0''• 0 . ti N. ary Pub •i n the State of Washington, . J '4; r aiding a 1L... Af 1'1f'� ,,,• ...... 1... ..... • RECEIVED CITY of TUKWILA JUN 2 &71997 PERMIT 4ENTER 8506141017 Ira PIONEER NATIONAL TITLE INSURANCE Y • • • • N eel AnCOA COUN.NT Filed for Record at Request at AFTER R£CORDINO W►IL TOt . .,Louis H. Treiger rseuton, - &norg rrmson, Ellis 6 Dolman P.O. Box 2927 Seattle, WA 98111 qao L • 334,,ze THEGRAXTOR County of t'�Ihet r JUN141985 22562 ST,1TK OF WASHINGTON. 1 st• On thix /►h { • t •' day of a Nowt" Public in unit fora the State rat FA • • P t<,,e ar! F u tNrr• era bt nut knnu n to be the VI . L 1',t• Ille'.corpo;rtlgp that nrtutrd Ihr larrituina Iowa • 14'1109% 1 t•I wild t•ulr,rut on, fur 11 /e(yythurltr1 to nnute the •aid in ` • • 11'bntw t►ythnm 11 l and utiuiIt a. burin al(isr,l the d•v :l;c V 056S9 IIII I IIII IIII (CORPOIIATC room GLACIER PART( COMPANY, , a Washington Anti ye if (t %1 nine M rInrn. C 85/o6/)4 Statutory Warranty ueed RECD F CASHSI. P.E a'nrw w...e rO t R 1047 5.50 *.ui• * *S.50 Corporation, $5 formerly BNL Development Corporation for an in conaldtrallon of Ten Dollars ($10.00) In hand paid. convey and t.•arronu to Andrew Yurkanin and Carol F. Yurkanin, husband and wife, the following dexrilxd real '+rate, s tuu•rd in thr C•• ul Washington: See Exhibit A attached hereto, rn „� c l n RE ►L'.; AT •.:, SUBJECT TO: See Exhibit A attached ttzret�. ' I I�T I E INSURANCE C. 1C/•19 WESTERN AVE . SUITE. lit, SEATf1F, WJ1 P8104 ••.)6 EXCEPTING AND RESERVING unto the Grantor, its successors and assigns, all mineral rights including but not limited to uranium, coal, coal bed methane, iron, natural gas and oil in or under the above - described land, and including all steam and waters and the minerals and grass therein; provided, however, no drilling or other operations will be conducted on the surface of the above - described land. Grantee shall have.the right to use water, except geothermal waters and steam, found in or upon or produced from the above - described land as necessary or convenient for Grantee's oeprations. King , State of IX WITXESS 11')IF,REOF• "aid corporation 1141 rare`q$ this in.rument to 1.1. tuKutee by its proper officers and Its corporate uJ to ,reunto affixed this / /1- ifay of June, 19 85. KING COIIPIIY EXCISE TAX PAID GLACIER PARK COMPANY 1' I. a l1bo t ,•.itutt nl tl'alAutru•r. er;1011 al S • aunu, 1985 ,htlyreme. the undersigned. 11'aehtnalnn, duly cutnntl.•uuu•d and ....ion. per. ariv\rrd and :7Y•rne.b 1•JY / 41.4{.! 0Qa illenl and / } bvf. Srurinly. rr. ttm uer h, .,I GLACIER PARK COMPANY t .4, P 6.4 C°.arorA ••u.e t► a.. mini. and eknnulcllyed the sinn, inslrun+enl to hr the fare and ,e t1Y. and tlurtnly/ therein nlenth•netl, unit Inn win /fated Ilul REC •u un,ru• and fiat the seal nfin,rd In she ...apnea-- oral ul Arid CITY OF rn rlru ntlnr4' f EIVED TUKWILA JUN 2 1 97 FERMI CENTER If 1•i • • • . , That portion of Government Lots and 11 of Henry Header Denotion Land :Claim Ho. 46, All in Section 25, Township 23 North, Range 4 • .....East of W. M., described as follows: , Commencing at the intersection of the centerline of West Valley 'Highway, also known as State Road No. 181, with the north line of the south 210 feet of said Government Lot 11, and:its westerly prolongation; thence South 87'47'19" East along said north line 40,76 feet to the east margin of.said.highway and the Point of Beginning; thence North 8'51'30" West along said easterly highway f4s-i-Amargin 808.08 feet to the south line of the City of Seattle's Bow Lake Pipeline right-of-way; thence South 87'13'12" East along said south right-of-way line 273.28 feet to the westerly line of a 100-foot right-of-way conveyed to Puget Sound Power & Lignt Company by deeds recorded under King County Auditor's File cos. 2629432 and 2644020, formerly known as Puget Souno Electric Railway right-of-way; thence South 1'13'24 East along said westerly right-of-way line 79176 feet to the north line cf the south 210 feet of said Covealnat Lot 11; thence forth 87•4719" Vest along said north line 165.55 feet to the Point of Beginning. 1-xddfit, that portion lying south of a line parallel with and distant 5. feet north. measured at rinht.angles,.from the following described Beginning at the point of Intersection of the south line of the Henry Meader Donation Claim Ho, 46 and the centerline of State Highway 181 (West Valley Highway); thence North 8'52'29" West a distance of,48.98• feet along said hignway centerline; thence South 25'30'26" East 41.14 feet to the easterly margin of said 'highway and the True Point of Beginning of this described line; • thence continuing South .C5"30'26' East 227.79 feet, more or less. to the westerly margin of said Puget Sound Electr)c Railway right-of-way and the terminus of this described line:v. • • Easement 1: Easement 2: Easement 3: , „ • „ • , ■ . CXItXIJIT 111" SUBJECT TO: :a deed 'of.truutundor auditor's file no..1506260369i and an •siiInm4nt of said deed of trust under auditor's file no... aisignment of leisee's interest under auditor's file no. 7506260370/. an: oasement.under auditor's file no. 6525398; an unrecorded Agreement dated NoVember 24, 1975, executed by BNL Development Corporation, a Delaware corporation, providing'that in conaideration of the Renton Department of Public Works granting a permit to connect water and eewer service for the premises,no protests can be made against the construction of, or assessment. for,.a permanent water mein or sewer line Which may be constructed. Said agreement to be a covenant running with the land; an unrecorded Easement: dated November 24, 1975, executed by.BNL.Development Corporation, a:Delaware corporation, in'favor o1ihe:city of Renton', foe public water and sewer utilities with necessary appurtenances under the surface, said easement affecting the following portiona.of the property: The easterly 15.00. feat of said premiers; The southerly 15.00 feet of the Northerly 42.00 feet of said:: premises; .A strip of land 15.00 feet in width lying 7.50 feet on bath: - sides of the following described centerline: Beginning at point on tho northerly lino of said premises distant thereon north 87 13'12" west 80.00 feet from the northeasterly :corner of said premises/ Thence from said point of beginning, south. 02.46'48" west 27.00 feat; to the northerly line Of . . Easement'2 abnve. .EaaeMant:4:, The weuterly 10.00 feet of that portion of said premises • lying southerly of Washington State Highway Engineers Station 160 + 00 for S.R. 181, and tha westerly 20.00 feet, • :ot aaid property lying northerly of said Station 160 +00.', . . • • 9204150708 encroacHMENT AGREEMENT COUNTY OF KING Agreement ('Agreement') is made effective as of the day of IE'/agj / , 1992: by and between EJocon Corporation. a New Jersey C having an office at 1200 Smith Street, Houston, Texas 77002 1'Exxon ") end Andrew Ytxicanian and Cud F. Yurlranian, 2963 4th Avenue, South, 1 Seattle, Wasting /on 96133 (cd ecthrety, "Yurkanian•). n v A. Exxon is the owner of the tract or parcel of land more particularly (NI described in Exhibit 'A' attached hereto ('Exxon Tract tijsi B. YuricaNan Is the owner of the tract or parcel of lend more particularly described in Exhibit '8' attached hereto ('Yurkanian Tract'). C. The Exxon Tract and the Yurkanlan Tract are contiguous tracts, and the northern boundary of the Exxon Tract Is a common boundary with the southern ,.4 boundary tine of the Yurkanian Tract. Moog W ® To rcra 04.1.. O. During the course of construction, asphalt pavement w constricted on the Yurkan an Tract so that approximately 4.8 feet of the pavement encroaches onto the northern portion of the Exxon Tract (' Encroachment'). E. Exxon and Yurkanlen desire to recognize the existence of the Encroachment and desire to evidence their agreement with respect to such Encroachment. RECITALS AGREEMENT - n-t . Tr .ms In consideration of the promises end other good and valuable consideration, 3 1 © the receipt and sufficiency of which ars hereby acknowledged, Exxon and Yurkenian hereby agree as follows: 1. Exxon and Yurkanlan acknowledge the existence of the common boundary line. Exxon acknowledges end consents to the existence offllidllVED Encroachment on the Exxon Tract under the terms end conditions set fora N gilUKWILA Agreement. JUN 2 6 1997 PERMIT CENT 31111 1433 Hdeo :coo £6, of vnd ACTIVITY NUMBER 1)61-7_ OOci (D DETERMINATION OF COMPLETENESS: (T,Th) COMPLETE E COMMENTS REVIEWERS INITIAL APPROVALS OR CORRECTIONS: (ten days) APPROVED 1 APPROVED W/ CONDITIONS ❑ REVIEWERS INITIAL CORRECTION DETERMINATION: APPROVED I 1 APPROVED W/ CONDITIONS 111 REVIEWERS INITIAL C:ROUTE -F i Rb1 grDR. CoP PROJECT NAME Sou-TACW1 - 131 - eAR wAS)-I D P ARTMENT: eogREGT'1nN) t 1- W ING DIVISION FIRE PREVENTION ❑ L C WO lq X STRUCTURAL ❑ p • 1 / !5) 1 NOT COMPLETE ❑ DATE DATE DATE (Ceniticadoa of occupancy required. DATE l0 (0 - q 7 rn5 CANNING DIVISION r 1 COORDINATOR ❑ DUE DATE 1 ' g 1 NOT APPLICABLE ❑ TUES /THURS ROUTING: PLEASE ROUTE ❑ NO FURTHER REVIEW REQUIRED ❑ ROUTED BY STAFF ❑ (If routed by staff, make copy to master file & enter Sierra.) 1 1 DUE DATE 1 NOT APPROVED (attach coa tts) ❑ DUE DATE NOT APPROVED (attach comments) ❑ 1 PLAN REVIEW / ROUTING SLIP ACTIVITY NUMBER ' "I7 - 0Oc9 (D DATE (o - 2(o _ I PROJECT NAME SOUFA Ume:R- SF - CA (Z WASH DEPARTMENT: CORRecrior BUILDING DIVISION,'" FIRE PREVENTION E , PLANNING DIVISION El PUBLIC WORKS DETERMINATION OF COMPLETENESS: (T,Th) COMPLE COMMENTS REVIEWERS INITIAL I APPROVALS OR CORRECTIONS: (ten days) APPROVED El APPROVED W/ CONDITIONS APPROVED n APPROVED W/ CONDITIONS REVIEWERS INITIAL C:ROUTE -F STRUCTURAL El PERMIT COORDINATOR Q NOT COMPLETE E] DATE DATE DUE DATE 1' I '11 NOT APPLICABLE Ei TUES /TUIJRS ROUTING: PLEASE ROUTE f NO FURTHER REVIEW REQUIRED ROUTED BY STAFF El (If routed by staff, make copy to master file & enter Sierra.) ? 1 DUE D A T E 1 - 1 - 91 NOT APPROVED (attach comments) r/ 1 REVIEWERS INITIAL " w DATE 7 t 1 CORRECTION DETERMINATION: DUE DATE NOT APPROVED (attach comments) 0 (Certiftadoa of occupancy required. ) DETERMINATION OF COMPLETENESS: (T,Th) COMPLETE El COMMENTS REVIEWERS INITIAL REVIEWERS INITIAL REVIEWERS INITIAL C:ROUTE -F N 4 - frv 1 -1 1 CORRECTION DETERMINATION: ' PLAN REVIEW / ROUTING SLIP ACTIVITY NUMBER %6q--/ - O09 Co DATE ( - 2( PROJECT NAME 0 '' Z SF C Z ' WASH COP - '101 DEPARTMENT: BUILDING DIVISION FIRE PREVENTION 1111 PLANNING DIVISION p PUBLIC WORKS [J STRUCTURAL p PERMIT COORDINATOR 0 NOT COMPLETE p NOT APPLICABLE 0 TUES /THURS ROUTING: PLEASE ROUTE fl NO FURTHER REVIEW REQUIRED ROUTED BY STAFF p (If routed by staff, make copy to master file & enter Sierra.) DATE 7 "' 2 ? DUE DATE 1 - / 1(s- q1 17 I APPROVALS OR CORRECTIONS: (ten days) DUE DATE 1 - 3 APPROVED APPROVED W/ CONDITIONS C NOT APPROVED (attach comments) p DATE APPROVED I l APPROVED W/ CONDITIONS p NOT APPROVED (attach comments) p DATE DUE DATE (Cerdficadoa of occupancy required. ) C'A� WAS -1 DATE (o 2(0 PLANNING DIVISION II PERMIT COORDINATOR Q 1 J DUE DATE 1 ` \ k• q NOT APPLICABLE ) 1 TUES /THURS ROUTING: PLEASE ROUTE NO FURTHER REVIEW REQUIRED E ROUTED BY STAFF (If routed by staff, make copy to master file & enter Sierra.) REVIEWERS INITIAL I I APPROVALS OR CORRECTIONS: (ten days) APPROVED REVIEWERS INITIAL REVIEWERS INITIAL C:ROUTE -F APPROVED W/ CONDITIONS L. tii0 CORRECTION DETERMINATION: APPROVED 1 APPROVED W/ CONDITIONS DATE 1 6 1 / 7 7 7 NOT APPROVED (attach comments) DATE 1 1111 DATE DUE DATE DUE DATE NOT APPROVED (attach comments) 0 (Ccrtifreadon of occupancy required. .. DATE 3/25/97 PLANNING DIVISION E PERMIT COORDINATOR Q l 4 DUEDATE 3/27/97 NOT COMPLETE El • NOT APPLICABLE n TUES /TEURS ROUTING: PLEASE ROUTE F NO FURTHER REVIEW REQUIRED E ROUTED BY STAFF rn (If routed by staff, make copy to master file & enter Sierra.) REVIEWERS INITIAL,. APPROVALS OR CORRECTIONS: (ten days) APPROVED n CORRECTION DETERMINATION: APPROVED REVIEWERS INITIAL C:ROUTE -F DATE DATE I I DUEDATE 4/10/97' APPROVED W/ CONDITIONS C NOT APPROVED (attach comments) [X - 60- „'t cy�a - sfge tE 0 e Ce 0. K- APPROVED W/ CONDITIONS NOT APPROVED (attach comments) L on ' i010Icf DATE - / 2 14 (Certification of occupancy required. ) BUMPING DIVISION (� itzr .-Cent L 1 - 97 PUBLIC WORKS 4.11ifid-19 Ptn!k C�r6rokor Copy PLAN REVIEW / ROUTING SLIP ACTIVITY NUMBER PROJECT NAME DEPARTMENT: D97 -0096 SOUTHCENTER BP (CAR WASH) FIRE PREVENTION ( Pr L ilaIq STRUCTURAL DETERMINATION OF COMPLETENESS: (T,Th) COMPLETE NOT COMPLETE EI COMMENTS REVIEWERS INITIAL CORRECTION DETERMINATION: APPROVED n APPROVED WI CONDITIONS REVIEWERS INITIAL C:ROUTE -F DATE REVIEWERS INITIAL DATE DATE DATE 3/25/97 in(Chati e.nk+n G RMIT COORDINATOR U DUEDATE 3/27/97 NOT APPLICABLE n TUES /THURS ROUTING: PLEASE ROUTE fn NO FURTHER REVIEW REQUIRED ROUTED BY STAFF n (If routed by staff, make copy to master file & enter Sierra.) I 2 APPROVALS OR CORRECTIONS: (ten days) APPROVED El APPROVED W/ CONDITIONS E. NOT APPROVED (attach comments). `46) coir Le4er Pqr cilenbc,irq .5 P-0 • 16,1( DUEDATE 4/10/97 '20' DUE DATE NOT APPROVED (attach comments) 0 (Certification of occupancy required. ) D97 -0096 SOUTHCENTER BP (CAR ,WASH) FIRE PREVENTION E STRUCTURAL OF COMPLETENESS: (T,Th) NOT COMPLETE APPROVALS OR CORRECTIONS: (ten days) CORRECTION DETERMINATION: APPROVED W/ CONDITIONS DATE c k 7/c 7 DATE DATE 3/25/97 PLANNING DIVISION PERMIT COORDINATOR DUE DATE 3/27/97 NOT APPLICABLE ED TUES /THURS ROUTING: PLEASE ROUTE [V NO FURTHER REVIEW REQUIRED E ROUTED BY STAFF n (If routed by staff, make copy to master file & enter Sierra.) DUEDATE 4/10/97' APPROVED n APPROVED W/ CONDITIONS E NOT APPROVED (attach commcntsYJ REVIEWERS INITIAL DATE - DUE DATE NOT APPROVED (attach comments) (Ceraficsdoa of occupancy required. ) ..... PLAN REVIEW / ROUTING SLIP C 7 DATE DATE //2/1 7 DATE DATE 3/25/97 PLANNING DIVISION' PERMIT COORDINATOR DUEDATE 3/27/97 NOT COMPLETE ❑ NOT APPLICABLE TUES /TH RS ROUTING: PLEASE ROUTE NO FURTHERREVIEW REQUIRED ROUTED BY STAFF n (If routed by staff, make copy to master file & enter Sierra.) 3/27/9 El I APPROVALS OR CORRECTIONS: (ten days) APPROVED APPROVED W/ CONDITIONS NOT APPROVED (attach comments) fl REVIEWERS INITIAL c (2 DUEDATE 4/10/97' DUE DATE NOT APPROVED (attach comments) ❑ (Certification of occupancy required. ) DEPARTMENT: BUILDING DIVISION 0 PUBLIC WORKS REVIEWERS INITIAL REVIEWERS INITIAL L ACTIVITY NUMBER D97 -0096 PROJECT NAME SOUTHCENTER BP (CAR WASH) DETERIVIINATION OF COMPLETENESS: (T,Th) APPROVALS OR CORRECTIONS: (ten days) REVIEWERS INITIAL <I CORRECTION DETERMINATION: APPROVED I I APPROVED W/ CONDITIONS PLAN REVIEW / ROUTING SLIP FIRE PREVENTION t l PLANNING DIVISION STRUCTURAL C PERMIT COORDINATOR Q r COMPLETE • NOT COMPLETE E NOT APPLICABLE COMMENTS ' /Ui GL TUES /THURS ROUTING: PLEASE ROUTE E NO FURTHER REVIEW REQUIRED ROUTED BY STAFF Ft (If routed by staff, make copy to master file & enter Sierra.) DATE I eemsmseeSsol APPROVED k APPROVED W/ CONDITIONS C NOT APPROVED (attach comments) E. DATE t DATE DATE 3/25/97 DUE DATE 3/27/97 DUEDATE 4/10/97' DUE DATE NOT APPROVED (attach comments) (Certification of occupancy required. ) Roger 011enburg and Associates Architectural and Ikveloponent Services 555 116th Avenue NE, Suite 155 Bellevue, Washington 98004 Telephone 425 451-1232 Fax 425 4514841 rogerolalnwlink.com MEMORANDUM . - . •: 07/ 23/1 99 8 • .To: . ; • ,• Co ' Re: Southcenuff BP 9621 • Special Inspection Sentices . • . Permits D97-0096, D97-0376, D97-0377 • Regard • July 23, 1998 City of Tukwila • Building Division • Van Zetkeles Special inspection services will be performed by the following: Concrete, welding, high strength bolts Cascade Testing Laboratory, Inc. • Soils Giles Engineering -P91 P 15 ? ;i SEATTLE PUBLIQ UTILITIES FAX Real rroporty Service4 !Inter ' ortan �Nll�in9 710 2nd Avenues, Floor eA seattIe, WelihIn9ton, 05104 pATU: T0: AcoPer e, 1 &,Joanna ap.nfs,r ii•nlor f'-ngfneer Pity 4 Tukwila To riaair 011enbura A!reNtect roc* Oltenburg and Assoolir Tol • REM4AKIlf Urgenf Moseaa, Dear Mr,r4llop �'IMItt 12;12 RM rrlotir; • (2O6) 434 -Q17Q !AXt (425) 431 -3635 Nurnber p1 Pagpa Including cover shaft TWO (2) Pages 425) 451.1232 425) 451-1841' 025) 482 -2923 425) 482 -630Q R}alY 4SAP, P1!A4R Comment NQ, 447 P ,l' Puh is ullgee ether Project Manager pIlea,l~nelneering Asecolates rRoMi III Cb4ckey PhQNsi 685��Q eel rrpparty Services fllxc 206) 206) 684 4 - -qdb� A1141hcenter t3P Station - TNjcwila Washtngtol - BR -181 West Valley Highway Cgr1etructlon Dewatering for Toni( installations slit RP Tukwila alto IneurRPce Provision RequlrernRnt ' gGU n4pr ernent to General Liablllty Policy seablp PN e �ItiIIUes annlneerinq and MI(nt.nenal sMNs h1010 rsvIew d the attached communication froth alllpsFftgineprlho Aesoaletei, Ina„ 11 Ie §pu' aplr D ar14 reeling to* the comments within said comr1un ;cstlgrl qr• very mere, And do nqt directly respond to and/Or elddress Air concerns regarding the settl empftt d' a ti;Q" pipeline, Therefore, OW rAeammendgapn to thA �11y Ar Tukwila that the monitoring we Ps drilled well In Advance cif flu drilling for the Huger Il(ng And +any proposed • deweleting for IN* or enY Dtha Installapq which could directly ;POW Indirectly leopardtzs end /or Fornprglrl ;q phi + . general over Integrity or Beattie public Utilities SO" pipeline, 'ilea r Otll ate osrrld'dolirnlio ►I►It bUlpJrbrJ suolisvnb Jegiir11 Ada dndt rlbA blho4s Boa ld �Ii 10l uilyd b tl h�sl allMflnl to /GIO eql d1 ailb ididd Ja4�n� oU say solllll111 ollgnd alheas'slUelllaflhbeJ' lilt 0110010 away' to uopaoJllou pua 1U* UihJ Uodr1 Egg-mit -164 U PJbI46W sluuea •JW 'dupttld►d Bbd salllll1r1 ollgnd e111 1a Mll� ay' brlwoldUlbo lbjpul stlpladoaf Amu Teo) eoseasdJd UdllbhneJod alb lolluow O ego Uo peleool sd dl rloldadrlll ati+ eu purr eleudoidda Jo'uaWAeldap blaplul AeW am lag os AlJad0Jd de e43 uodti lemnliON UOIlotthaktod eq$ jo Aue to bd l { oil ad elpaog Jo A110 041 luewarlhbJJ sallIIgll oilbnd dlboos s oaie s! �! 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FAX: (200) 256-0197 Mr. Duane Griffin City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Regarding: 97 -T -07 (Southcenter BP Car Wash) RFA #97102 -07 Dear Mr. Griffin: We have reviewed the resubmittal information for the proposed project for compliance with the structural provisions of the 1994 Edition of the Uniform Building Code as adopted and amended by the City of Tukwila. It appears the permit applicant has successfully responded to our comments. Enclosed are the drawings, calculations, and geotechnical report for your use. We have forwarded a copy of this letter to the architect at Roger 011enburg and Associates for your convenience. If you have any questions or require any additional clarification, please call me directly at (425) 255 -3099, Sincerely, ROBERT FOSSATTI ASSOCIATES, INC., P.S. Senior Plan Reviewer Enclosures a :1RFA197t07 ^3.doc cc: Mr, Roger 011enburg Roger 011enburg and Associates 515 - 116th Avenue NE, Suite 202 Bellevue, WA 98004 CITY OF TUKWILA Department of Community Development Building Division - Permit Center 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431 -3670 REVISION SUBMITTAL DATE: P ' 24. 9 7 • PLAN CHECK/PERMIT NUMBER: > I 'O0 9( PROJECT NAME: \ LO V a I 1 f kJ PROJECT ADDRESS: ') 1C C (2P - c- c \NCLSh CONTACT PERSON: R06 E4 &i,e/U6U/ . PHONE: 425 ¢S /' 127 2 REVISION SUMMARY: I1 S7 4 rril CHHE 0 SHEET NUMBER(S) 4 601Pl. 4)64u SETJ' SCE( /- f17ThD "Cloud" or highlight all areas of revisions and date revisions. RECEIVED CITY OF TUKWILA ,J J N 2 g 1997 SUBMITTED TO: PERMIT CENTER CITY USE ONLY F? to -c;140 3/19/96 ROGER OLLENBURG/ARCHITECT 515 116th Avenue NE, Suite 202 Bellevue, Washington 98004 Telephone 425 451-1232 Fax 425 451-1841 rogero@nwl ink.com PLANS CORRECTIONS AND CHANGES June 24, 1997 Application Number D97-0096 Southcenter BP - Car Wash 16200 West Valley Highway Four complete sets of drawings are submitted herewith. Revisions are "clouded" and all sheets dated 06/20/97 in title block Permit Review. A. Riifldlng 1. Sheets CW.A1, A2 and A7 (Door Schedule) have been revised to indicate door from Office to Exterior. 2. Metal ceiling panels with R-19 rigid insulation above has bee added to the Wash Bay and Mechanical Room. Sheets CW.A3, A4 and A5 have been revised. Other Revisions: a. Sheet CW.A4, detail F, and Sheet CW.A6, detail 9, FRP has been indicated attached to soffit board. • RECEIVED CITY JUN 2 4v 1997 PERMIT CENTER ROGER OLLENBURG /ARCHITECT 515 116th Avenue NE, Suite 202 Bellevue, Washington 98004 Telephone 425 451 -1232 Fax 425 451 -1841 rogerog nwIink.com PLANS CORRECTIONS AND CHANGES June 24, 1997 Application Numbers D97 -0095, -0096 and -0097 Southcenter BP - Public Works 16200 West Valley Highway Four complete sets of drawings are submitted herewith. 1. Copies of all recorded easements are attached hereto. 2. Geotechnical report pending. 3. Sheet C3 added for plan and profile of West Valley Highway. 4. WSDOT Channelization Plan sheet revised. Copy submitted to WSDOT and copy attached to plans submitted herewith. 5. WSDOT wants only the channelization plan revised. All other approvals are responsibility of Tukwila. 6. Meeting held with Public Works staff. Drainage revisions include, a) revised invert of West Valley Highway north catch basin #8 and revised discharge location from catch basin #8. Analysis has been made that indicates culvert slope can be extended to new pipe which connects to West Valley Highway crossing. Copy of analysis attached hereto. 7. Tukwila trail adjacent east of project site indicated. 8. Puget Sound Power & Light (Puget Sound Energy) right of way indicated. 9. Storm drain pipe connected to Northwest Expo Center catch basin #B -3 and discharge pipe from catch basin B -3 revised as necessary. 10 Easement not necessary. Northwest Expo Center has lease for parking and drainage. 11. Agreement with Northwest Expo Center pending. 12. Grease interceptor indicated on Sheet CS.P1, Waste and Vent Plan. 13. Locations of water and sewer connections to buildings indicated in same locations on C2 and CS.P1, CS.P2, CW.P1, and CW.P2 14. Call -out number of catch basin type I revised on Sheet C2. 15 and 16. Approval letter obtained from King County Industrial Waste Division, copy sent directly to Tukwila, attention Joanna Spencer. Per requirements of Industrial waste Division, a valve has been added just RECEIVED downstream of fueling system oil /water separator. CITYOFTUKWILA JUN 2 69 1997 PERMIT CENTER 17. Street Frontal /Proportionate Fair Share Agreement pending. • ROGER OLLENBURG/ARCHITECT PLANS CORRECTIONS AND CHANGES June 24, 1997 Application Numbers D97-0095, -0096 and -0097 Southcenter BP - Public Works 16200 West Valley Highway Page 2 16:. Water line in northeast corner of building indicated on Sheet- C2. Bioswale revised as heeded. • • • • • , 19.. Additional gate added for access to sanit sewer manhole. . • , 20. See comment 13. Other Revisions a. Added two street lights. Final design of electrical connection pending with Puget Sound Energy. Added concrete valley system to surface drainage system to direct flow to catch basins. • RECEIVED CITY OF TUKWILA JUN 2 1997 PERMIT CENTER May 15, 1997 City of Tukwila Mr. Roger 011enburg 515 -116th Avenue Northeast, Suite #202 Bellevue, Washington 98004 Dear Mr. 011enburg: Sincerely, *eQ , 0: 1 2 < 5,"PJZ.*32aWY) Kelcie J. Peterson Permit Coordinator Enclosures File: D97 -0096 PRE96 -036 Department of Community Development Steve Lancaster, Director SUBJECT: CORRECTION LETTER #1 Development Permit Application Number D97 -0096 Southcener BP (Car Wash) 16200 West Valley Hy John W. Rants, Mayor This letter is to inform you of corrections that must be addressed before your application for development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed review comments from the Building Division and Public Works Department. At this time the Planning Division and Fire Department have no comments regarding your application for permit. The City requires that four (4) complete sets of revised plans be resubmitted with the appropriate revision block. In order to better expedite your resubmittal a Revision Sheet must accompany every resubmittal. I have enclosed one for your convenience. Corrections /revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions please contact me at the City of Tukwila Permit Center at (206) 431 -3672. 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 4313670 • Fax (206) 4313665 DATE i April 9, 1997 PROJECT NAME BP Southcenter permit application (car wash building) APPLICATION NO.: D97 -0096 BUILDING DIVISION COMMENTS PLAN REVIEWERS ` Ken Nelsen, Plans Examiner (206) 431 -3670 No further comments at this time. T he submitted application requires the following corrections or clarifications. 1 Because of the probability for hazards and /or obstructions in car wash bay #100 and mechanical room #105, the proposed office #102 may not exit through these adjoining spaces. Provide an alternate exit design for office #102. 2. The car wash bay and mechanical room are shown on sheet AC -1 to have gas unit heaters. These spaces have not been provided with building insulation. Provide revised plans or additional documentation to show compliance of these spaces with Washington State Energy Code Section 1310. At the minimum, a Semi - Heated conditions should be considered per Section 1310.2. DATE: City of Tukwila Department of Public Works Ross A. Earnst, P. E., Director PROJECT NAME: West Valley BP PUBLIC WORKS DEPARTMENT COMMENTS May 12,1997 PLAN CHECK NO.:D97 -0095, D97 -0096 PLAN REVIEWER: Contact Joanna Spencer at (206) 433 -0179, if you have any questions regarding the following comments. Additional Public Works comments will follow after required items are submitted. 1) Submit copies of all the recorded easements/ agreements listed in the title report. 2) Update the geotechnical report to address residual settlement or movement of Seattle pipe line and public /private infrastructure as that may result from dewatering, construction and subsequent operation of the proposed BP gas site /mini -mart development (see attached). 3) Submit a plan and profile (line and grade) for proposed West Valley Highway roadway widening, curb /gutter, sidewalk, and associated street drainage. Show gutter flow line, top of curb , back of sidewalk and storm drainage profiles. Street lights are required at the back of the sidewalk as part of the frontal improvements., see Public Works Standarts. 4.) Channelization and striping shall be shown on a separate sheet. 5) Obtain WSDOT permit /approval for West Valley Highway roadway widening, sidewalk and associated sheet drainage. Contact Mr. Don Hunter at WSDOT Developers Services Group at (206) 440 -4664. 6) Additional meeting with Public Works is required to discuss drainage issues. Drainage from West valley Hwy can not be discharged to City of Seattle Contact Mr Phil Fraser, PW Surface Water Engineer @ 433 -0179. 7) Show and dimension sixteen foot (16') wide city trail with twelve foot (12') wide pavement and two foot (2') shoulders on each side. John W. Rants, Mayor 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: (206) 433 -0179 • Fax (206) 431-3665 8) Label and dimensionC -ie width of Puget Power right -of -w y °'on the west side of the subject property. 9) The length of the proposed twelve inch (12 ") storm drain from catch basin #1 to the Northwest Expo Center is incorrect. Based on the data that Public Works has at this time, information submitted by BP does not match Northwest Expo plans. Please note that Don Miles is no longer the engineer of record for the Northwest Expo project. Show the existing infiltration trench (2' wide x 4' deep) which extends to the Embassy Suites Hotel on the west side of the Tukwila city trail. 10) Obtain easement from Puget Sound Energy (formerly Puget Power) for storm drainage connection to Northwest Expo Center project. Contact Mr. Bressler , Puget Sound Energy Real Estate Representative @ 462 -3029 11) Please provide a right -of -entry /storm drainage easement agreement from Northwest Expo Center property owner. 12) Provide a grease interceptor or bio- enzyme grease treatment for the food service area inside the convenience store. Show this addition to the plans on the floor plans and add all information to the kitchen equipment schedule. 13) Revise location of the water service for the proposed convenience store. Sheet C SP- 2 shows the water service on the east side of the building, but sheet C2 shows the water service on the north side of the proposed building. 14) Revise the call -out number of catch basin Type I in the sanitary sewer construction notes on sheet C2. 15) Provide an approval letter for storm drainage discharge from area under canopy to sanitary side sewer via an oil water separator from King County Industrial Waste Section. Contact Mr. Arnaud Girard at (206) 689 -3012. 16) Provide an approval letter for car wash overflow discharge to sanitary side sewer from King County Industrial Waste Section. Contact Mr. Arnaud Girard at (206) 689- 3012. 17) Submit a Street Frontal /Proportionate Fair Share Agreement for remaining portion of West Valley Highway at the north end of the property. 18) Show existing water lines' at the northeast corner of the property. 19) Additional gate will be required on the east side of the property of City maintenance access to the existing sanitary sewer manhole at the northeast property corner. 20) Show water service line on the north side of the car wash building per plumbing floor plan sht CW.P -1. If any potential disturbance, settlement, movement or damage to Ceder River Pipeline #4 is identified as a result of this development, then the geotechnical analysis will include recommendations to eliminate development conditions under which potential damage to Pipeline #4 could occur. Prior to conducting this goetechnical review, agreement needs to be reached between the City and the Developer as to where the relocated public water main at the north end of the property will occur. • 1 Provide Geotechnical stab& 'analysis to determine what/if any disturbanc residual settlement or movement) may occur to Seattle Water Department's Ceder River Pipline #4 just north of the development (a.k.a. "Andy's Diner" site) as result of the construction and/or operation of the proposed BC gas station/mini-mart development. This analysis will include a residual settlement calculation in the zone of influence of Seattle Water Deaprtments' Ceder River Pipeline #4 relative to: a) surcharging the site; b) grading and construction of the bioswale (or ponds) at the north end of the site; c) installing foundations (including pilings, if appropriate) and building structures; and, d) constructing new or relocation of existing utilities. • A review of this geotechnical report by the Seattle Water Department, and their comments will be provided as part of this submittal, including the approval of this development relative to their pipe. All utilities need to be clearly marked along with type of material, depth and size of the utilities, and any other information that could assist the geotechnical engineers conducting this analysis. If the site plan changes then the geotechnical report will be modified to reflect review of these changes and ammendments to the report be submitted along with any plan revision. • Department of Public Works Ross A. Earnst, P. E., Director PUBLIC WORKS DEPARTMENT COMMENTS DATE: May 12, 1997 PROJECT NAME: West Valley BP PLAN CHECK NO.:D97 -0095, D97 -0096 • PLAN REVIEWER: Contact Joanna Spencer at (206) 433 -0179, if you have any questions regarding the following comments. Additional Public Works comments will follow after required items are submitted. 1) Submit copies of all the recorded easements /agreements listed in the title report. 2) Update the geotechnical report to address residual settlement or movement of Seattle pipe line and public /private infrastructure as that may result from dewatering, construction and subsequent operation of the proposed BP gas site /mini -mart development (see attached). 3) Submit a plan and profile (line and grade) for proposed West Valley Highway roadway widening, curb /gutter, sidewalk, and associated street drainage. Show gutter flow line, top of curb , back of sidewalk and storm drainage profiles. Street lights are required at the back of the sidewalk as part of the frontal improvements., see Public Works Standarts. 4.) Channelization and striping shall be shown on a separate sheet. 5) Obtain WSDOT permit /approval for West Valley Highway roadway widening, sidewalk and associated sheet drainage. Contact Mr. Don Hunter at WSDOT Developers Services Group at (206) 440 -4664. 6) Additional meeting with Public Works is required to discuss drainage issues. Drainage from West valley Hwy can not be discharged to City of Seattle Contact Mr Phil Fraser/ PW Surface Water Engineer C 433 -0179. 7) Show and dimension sixteen foot (16') wide city trail with twelve foot (12') wide pavement and two foot (2') shoulders on each side. 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: (206) 433-0179 • Fax (206) 431-3665 John W. Rants, Mayor �; .......�... L 8) Label and dimension width of Puget Power right -of -wa on the west side of the subject property. 9) The length of the proposed twelve inch (12 ") storm drain from catch basin #1 to the Northwest Expo Center is incorrect. Based on the data that Public Works has at this time, information submitted by BP does not match Northwest Expo plans. Please note that Don Miles is no longer the engineer of record for the Northwest Expo project. Show the existing infiltration trench (2' wide x 4' deep) which extends to the Embassy Suites Hotel on the west side of the Tukwila city trail. 10) Obtain easement from Puget Sound Energy (formerly Puget Power) for storm drainage connection to Northwest Expo Center project. Contact Mr. Bressler , Puget Sound Energy Real Estate Representative @ 462 -3029 11) Please provide a right -of -entry /storm drainage easement agreement from Northwest Expo Center property owner. 12) Provide a grease interceptor or bio- enzyme grease treatment for the food service area inside the convenience store. Show this addition to the plans on the floor plans and add all information to the kitchen equipment schedule. 13) Revise location of the water service for the proposed convenience store. Sheet C SP- 2 shows the water service on the east side of the building, but sheet C2 shows the water service on the north side of the proposed building. 14) Revise the call -out number of catch basin Type I in the sanitary sewer construction notes on sheet C2. 15) Provide an approval letter for storm drainage discharge from area under canopy to sanitary side sewer via an oil water separator from King County Industrial Waste Section. Contact Mr. Arnaud Girard at (206) 689 -3012. 16) Provide an approval letter for car wash overflow discharge to sanitary side sewer from King County Industrial Waste Section. Contact Mr. Arnaud Girard at (206) 689- 3012. 17) Submit a Street Frontal /Proportionate Fair Share Agreement for remaining portion of West Valley Highway at the north end of the property. 18) Show existing water lines at the northeast corner of the property. 19) Additional gate will be required on the east side of the property of City maintenance access to the existing sanitary sewer manhole at the northeast property corner. 20) Show water service line on the north side of the car wash building per plumbing floor plan sht CW.P -1. -.••;• • • • , •-• • • " Provide Geotechnical stabihCalysis to determine what/if any disturbance (I. esidual settlement or movement) may occur to Seattle Water Department's Ceder River Pipline #4 just north of the development (a.k.a. "Andy's Diner" site) as result of the construction and/or operation of the proposed BC gas station/mini-mart development. This analysis will include a residual settlement calculation in the zone of influence of Seattle Water Deaprtments' Ceder River Pipeline #4 relative to: a) surcharging the site; b) grading and construction of the bioswale (or ponds) at the north end of the site; c) installing foundations (including pilings, if appropriate) and building structures; and, d) constructing new or relocation of existing utilities. If any potential disturbance, settlement, movement or damage to Ceder River Pipeline #4 is .identified as a result of this development, then the. geotechnical analysis will include recommendations to eliminate development conditions under which potential damage to Pipeline #4 could occur. Prior to conducting this goetechnical review, agreement needs to be reached between the City and the Developer as to where the relocated public water main at the north end of the property will occur. A review of this geotechnical report by the Seattle Water Department, and their comments will be provided as part of this submittal, including the approval of this development relative to their pipe. All utilities need to be clearly marked along with type of material, depth and size of the utilities, and any other information that could assist the geotechnical engineers conducting this analysis. If the site plan changes then the geotechnical report will be modified to reflect review of these changes and ammendments to the report be submitted along with any plan revision. R 0 B E CONSUMING I:N(IINIsRRS May 12, 1997 R T FOSSATTI 1 I A S S O C I A T E S Mr. Duane Griffin City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 A PROF(SSIONAI, SERVICES CORI'OR vlION 2030 FIRST AVENUE • . SUITE 203 SIiA1'rl.li. WAS' IINGTON 911121 Dear Mr. Griffin: • TE1.13'I IONE: (206) 250.1003 FAX: (206) 250.0107 Regarding: 97 -T -07 (Southcenter BP - Car Wash) RFA #97102 -07 We have reviewed the resubmittal information for the proposed project for compliance with the . structural provisions of the 1994 Edition of the Uniform Building Code as adopted and amended by the City of Tukwila. It appears that several of the review comments in our letter dated April 9, 1997, are either unresolved or were only partially addressed. Therefore, we have prepared the following revised list of review comments. These comments supersede the original review comments, and they outline the remaining issues that require additional consideration by the permit applicant: 1. It still does not appear that the Structural Notes call out the mortar specifications. Refer to UBC Section 2103 and UBC Standard 21 -15. The Engineer of Record's response indicated that page 2 of the Structural Notes was previously inadvertently omitted. It does not appear that this information was included in our revised set of drawings. 2. There are a few miscellaneous concrete strength specifications in the Structural Notes that appear as though they should be removed for clarity since it is noted that f'c = 3,000 psi is intended for "all other locations." 3. Since 25 -ton piles are now intended to be used, as noted on Sheet S -1, in addition to the 20- ton piles originally specified, the Structural Notes should be revised to coordinate. 4. The note in Section D /S -1 for Type B piles indicates that vertical pile reinforcing will be 20 feet long with an additional bar at the center of the pile extending the full length of the pile. This coordinates with page R3 of the calculations, however, we do not find a similar note for the Type A piles. The drawings should be clarified. RECEIVED MAY 14 1997 COMMUNITY DEVELOPMENT . May 12, 1997 Southcenter BP - Car Wash Page Two The Structural Notes should be revised to note that an R = 6 was used for design. Refer to our previous comment #15d. Masonry walls should be anchored to the roof as required in UBC Section 1631.2.8. The Engineer of Record should address the effects of out of plane forces at the masonry walls and the adequacy of the channel at the top of the wall to withstand these forces to transfer them • into the roof diaphragm. Both N/S and E/W directions should be evaluated. The above listed review comments should be responded to in itemized letter form. We, therefore, recommend that the permit applicant have the Structural Engineer of Record, Raman Associates, respond and resubmit two copies of revised drawings and one copy of supplemental structural calculations directly to our office, as required. We have forwarded a copy of this letter to the architect at Roger 011enburg and Associates for your convenience. If you have any questions or require any additional clarification, please call me directly at (425) 255-3099. Sincerely, ROBERT FOSSATTI ASSOCIATES, INC., P.S. (.4iiiv Cr Kolke CLK:2 BARFA197t07^24oc cc: Mr. Roger 011enburg Roger 011enburg and Associates 515 - 116th Avenue NE, Suite 202 Bellevue, WA 98004 — .. ■ „ • ,- „,, , DATE.;;; April 9, 1997 PROJECT NAME : BP Southcenter permit application (car wash building) APPLICATION NO : D97-0096 *... PLAN REVIEWER: Ken Nelsen, Plans Examiner (206) 431-3670 The submitted application requires the following corrections or clarifications. Because of the probability for hazards and/or obstructions in car wash bay. #100 and mechanical room #105, the proposed office #102 may not exit through these adjoining spaces. Provide an alternate exit design for office #102. The car wash bay and mechanical room are shown on sheet AC-1 to have gas unit heaters. These spaces have not been provided with building insulation. Provide revised plans or additional documentation to show compliance of these spaces with Washington State Energy Code Section 1310. At the minimum, a Semi-Heated conditions should be considered per Section 1310.2. No further comments at this time. BUILDING DIVISION COMMENTS 0 B FOSSATTI ASSOCIATES CONSUI ;IINn ENGINEERS April 9, 1997 E R T Mr. Duane Griffin City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Dear Mr. Griffin: A PROFESSIONAL SERVICES CORPORATION 203(1 I IRS'I' AVENIJE SUITE 203 SUMP, 1VASIIIN(.foN 98121 TELEPHONE: (206) 260 -1003 • PAN: (206) 256.0107 APR 1 0 1997 COMMUNITY DEVELOPMENT Regarding: 97 -T -07 (Southcenter BP - Car Wash) RFA #97102 -07 We have reviewed information for the proposed project with the structural provisions of the 1994 Edition of the Uniform Building Code as adopted and amended by the City of Tukwila. During our review, it was apparent that the structural calculations were incomplete for the lateral design. Additional comments may, therefore, arise once the drawings and calculations are more complete. The following comments should be addressed by the permit applicant: 1. The Company, Name, Date, and Report Number for the geotechnical report should be identified in the Structural Notes. 2. It does not appear that the Structural Notes call out the mortar specifications. Refer to UBC Section 2103 and UBC Standard 21 -15. 3. The concrete strength specifications in the Structural Notes should be clarified. Refer to Sheet S -5. We specifically question the intended f 'c for augercast piles 4. The Structural Notes should indicate the specifications for the metal roof. Fastening information should be provided on the drawings and adequacy confirmed by the Engineer of Record for applied vertical and lateral loading conditions. 5. Approved documentation for the metal roof system should be submitted for our review. Information should include vertical capacities, maximum span length, shear capacities, etc. 6. A note on the Foundations Plan, Sheet S -2, calls out the slab reinforcing. This note should clarify the direction of the temperature reinforcing. 7. The calculations indicate that the CMU on Grid 3 is solidly grouted. We do not find this information called out on the drawings. RECEIVED ' April 9, 1997 Southcenter BP - Car Wash Page Two b) Masonry shear walls should be designed for lateral forces. 8. We do not find the size of the grade beams supporting the trench called out on the plans, as referred to in the Grade Beam Schedule, Sheet S -l. Refer to Sections A & B /S -3. 9. Page 13 of the calculations shows reactions at Grade Beam P of 59.8 (south) and 55.2 (north). The 20 -ton piles would not be adequate for these vertical loads. The pile foundation should be evaluated by the Engineer of Record. 10. The geotechnical report should address the depth at which the augercast piles should be designed to withstand unstable soils due to liquefaction. Refer to UBC Section 1807.5. The Engineer of Record should submit design calculations for the design of pile reinforcing considering the geotechnical recommendations. Also refer to UBC Section 1808.2. 11. Special detaining requirements are required for the design of piles for a length equal to 120 percent of the flexural length. Refer to UBC Section 1809.5. 12. The Plan on Sheet S -1 refers to a 2' -6" x 2' -6" x 2' -0" pile cap with no reinforcements. The details, i.e. Section D /S -1, do not appear to show this. It appears that the grade beam is intended to act as a pile cap. The Engineer of Record should justify the suitability of using unreinforced concrete if that is what is intended. 13. Calculations should be provided that analyze the metal studs for vertical loading conditions. The drawings should support the design and clearly call out all necessary information. 14. An Exposure Factor = C is being used for this project, as noted in the Structural Notes. Page 1 of the calculations should be revised accordingly and the C factor used on page 14 of the calculations should be revised to 1.13. The design wind pressure should be revised and other aspects of the design verified for adequacy. 15. The lateral calculations are too incomplete to provide a review of the lateral system. Additional information should be provided. The following issues should be addressed, however, the following comments do not reflect the only extent to which calculations should be provided: a) We are assuming that the north shear wall is constructed of metal studs with plywood sheathing. The purpose of the bracing shown in Elevation D /S -5 should be clarified. Approved documentation should be provided evaluating the lateral strength of the screws, bracing, etc.; otherwise, calculations should be provided that evaluate the structural capacity of the metal stud shear walls using approved methods. Referring to connections per the manufacturer would not be sufficient. April 9, 1997 Southcenter BP - Car Wash Page Three The above listed review comments should be responded to in itemized letter form. We, therefore, recommend that the permit applicant have the Structural Engineer of Record, Raman Associates, respond and resubmit two copies of revised drawings and one copy of supplemental structural calculations directly to our office, as required. We have forwarded a copy of this letter to the architect at Roger 011enburg and Associates for your convenience. If you have any questions or require any additional clarification, please call me directly at (206) 255 -3099. Sincerely, c) We do not find calculations that consider seismic effects at shear walls. A complete evaluation should be provided considering both wind and seismic forces. Refer to UBC Section 1624.2. e) Calculations should be provided that evaluate chord forces. f) Connections at the roof should be clarified and a load path identified at all conditions. For requirements at diaphragms, refer to UBC Section 1631.2.9. g) Overturning forces should be considered at all locations. h) Masonry walls should be anchored to the roof as required in UBC Section 1631.2.8. i) The drawings should clarify the connection of the metal stud wall to the foundation. Adequacy should be verified for the applied loads. ROBERT FOSSATTI ASSOCIATES, INC., P.S. Crystal Kolke CLK :1 a:\RFA\97t07^l.doc The Structural Notes indicate an R = 8. Since masonry shear walls are used in combination with the wood structural panel walls, the R factor used should be the least value of any of the systems utilized in the same direction. An R = 6 would be appropriate. Refer to UBC Section 1628.3.4. ,gee-ec. cc: Mr. Roger 011enburg Roger 011enburg and Associates 515 - 116th Avenue NE, Suite 202 Bellevue, WA 98004 Fire Department Review Control #D97 -0096 (512) • City of Tukwila John W. Rants, Mayor Fire Department Thomas P Keefe, Fire Chief April. 2,. 1997 Valley Highway. Southcenter BP (car wash) - 16200 West Dear The attached set of building plans have been reviewed by The Fire Prevention Bureau and are acceptable with the following concerns 1. The total number of fire extinguishers required for your establishment is calculated at one extinguisher for each 3000 sq. ft. of area. The extinguisher(0 should be of the "All. Purpose" (2A, 10B:C) dry chemical type. Travel distance to any fire extinguisher must be 75' or less. (NFPA 10, 3 -1.1) Clear access to fire extinguishers is required at all .times. They may not be hidden or obstructed. (NFPA 10, 1 -6.5) Maintain fire extinguisher coverage throughout. 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) 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. Exit hardware and marking shall meet the requirements of the Uniform Fire Code. (UFC 1207.1- 1212.8) 3. A fire alarm system is required for this project. The Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 575.4404 • Fax (206) 5754439 • page number • City of Tukwila Fire Department ;*` ..olarm systemmhell meet the requirernontm.of N.F,p.A � !� � d:Oity Ordinonoe #1742. ,..�`��' !.` ll: new firo alarm systems or modifications to :existing systems shall have the written approval of - ' .. - ^'Tha Tukwila,:Fire Prevention Bureau. No work shall '�. commence until a fire department permit has been : :Obtained. (City Ordinance #1742). (UFC 1001,3) Local U.1_, central station supervision is re' ired. ' ,. (cjty Ordinance #1742) Maintain square foot coverage of detectors per mnoufooturer,m Speojficationa in all areas' inoludjn8` moaate, elevator ohafta top of stairwells, ato. :/NFP4 72 5-1.3.4) .Call the Tukwila Fire Department at 575-4407 for approval of any system shut down. Have job site address, name and the Tukwila Fire Department Job Number available to confirm shut down approval. (City Ordinance #1742) 4. All electrical work and equipment shall conform strictly to the standards of The National Electrical Code. (NFPA 70) 5. Roquired fire resistive construction, including occupancy separations, area separation walls, exterior walla due to looation on property, fire resistive requirements based on type of oonatruot1mn 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 701) This review limited to speculative tenant space only special fire permits may be necessary depending on detailed description of intended use. John W. Rants, Mayor P. Keefe, Fire Chief . Headquarters Station; 444 Andover Park East • Tukwila, Washington 98188 • Phone: /2Yd/J75-40y4 • Fax. (206) 5754\K39 Page ` number .The .Tukwila .Fire Prevention Bureau. An overlooked hazardous condition an;d /or viofat of the adopted Fire or,' `Bu i i d i_ng; Codes does not. ` impl y , ` app.rova l of such. condition.' or ;: .v.iolation: Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 5754404 • Fax (206) 575.4439 City of Tukwila John W Rants, Mayor Department of Community Development . Steve I D ....nc..,ter; Director Crystal Kolke Robert Fossatti Associates Consulting Engineers 2212 Camas Circle S.E. Renton, WA 98055 Sheltie L. Bates Permit Technician Regarding: 97-T-07: Southcenter BP - Car Wash (D97-0096) Dear Crystal Kolke: Please do structural review per U.B.C., 1994 Edition. Sincerely, eAL&L Bccb 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 431-3670 • Fax (206) 431-3665 . March 27, 1997 City of Tukwila Department of Community Development FILE COPY John W. Rants, Mayor Steve Lancaster, Director Mr. Roger 011enburg 515 -116th Avenue Northeast, Suite #202 Bellevue, Washington 98004 Dear Mr. 011enburg: Development Permit Application Number D97 -0096 SUBJECT: Southcenter BP (Carwash Building) 16200 West Valley Hy This letter is to inform you that your permit application received at the City of Tukwila Permit Center on March 25, 1997, was reviewed at the March 27, 1997, plan review meeting. Your application was determined to be complete. Your permit has . begun the plan review process, you will be notified of any required corrections or when your plan is approved. If you have any concerns or questions please contact me at the City of Tukwila Permit Center at (206) 431 -3672. Sincerely, 100-q.'7 Kelcie J. Peterson Permit Coordinator File: D97 -0096 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 4313670 • Fax (206) 4313665 Kind of Fixture Fixture Units No. of Fixtures Total Fixture Units Public Private Public Private Bathtubs and /or shower 4 2 Dental units or lavatory 1 1 Dishwasher 4 2 Drinking fountain (each head) 1 1 Hose bibb or sill cock 5 3 Laundry tub or clotheswasher 4 2 Sink, bar or lavatory 2 1 1 I Sink, clinic, flushing 10 10 Sink, kitchen 4 2 • Sink, other 4 - 2 i 2. Sink wash, circle spray 4 4 '` Urinal, flush tank 3 3 Urinal, pedestal 10 10 Urinal, wall or stall 5 5 Water closet tank 5 3 I 7, Water closet, flush valve 10 6 KI \'C I:CUNiY (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.) 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 $10.50 per month per residential customer or residential customer equivalent for a period of fifteen years. The purpose of the charge is to recover costs of providing sewage treatment capacity for new sewer customers. The charge is collected semi - annually. All future billings can be prepaid at a discounted amount. Questions regarding the capacity charge or this form should be referred to King County's Wastewater Treatment Division at 684 -1740. (Please print or type) Owner's Name TUku11 LA C7AT&OAJ (Last, First, Middle Initial) Property Legal Address: , L•ry ollJ Subdivision Name ��J)W MtADEaDLUATICAtot# ill Subdiv.# LAMA CIA fM N6.4(0 Block# Property Street J�1� at.s.�y i 4Nwei� Address I IP ' 2 -d0 We't 1/P44$' I4-1.4N ) City, State, Zip 1U tet lf.� t1JA 13 Owner's Phone Number ( bZ2 - 8et1 Owner's Mailing Address: (if different from above) % 6030 &F144-l.6 s tp oO toecz t.A K•E- Nu►L11 'f'T f f 1d1; c g 10 9 A. Fixture Units Fixture Units x Number of Fixtures = Total Fixture Total Fixture Units Residential Customer Equivalents (RCE) 20 fixture units equal 1.0 RCE Total No. of Fixture Units 20 Non - Residential Sewer Use Certification t�l RCE For King County "us ' Account# Monthly Rate SIX Month Due 1058 (nov. 11/96) White - King County Property Tax ID # b ^cam 3 - 04 Building Name (if applicable) 5? LAPL LAJA Party to be Billed (if different from owner) Party's Mailing Address: (if different from property address) or Property Contact Phone # ( City or Sewer District Date of Connection Side Sewer Permit # B. Other Wastewater Flow (in addition to Fixture Units identified in Section A) Type of Facility /Process: CA 2 WASH Estimated Wastewater Discharge: t I 2. ' Gallons /day Residential Customer Equivalents (RCE): 187 gallons per day equals 1.0 RCE Total Discharge (gaVday) _ C. Total Residential Customer Equivalents: (add A & B) A B 187 dr3 Signature of Owner/ R, e�resen RCE Date 63.24.9 h Yellow - Local Sewer Agency Pink - Sewer Customer (c,o2 Dc r -ooq() RCE 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. Print Name of Owner/ Re rem s�enta_tive Ak4% tazbiVISt/ SOUTHCENTER BP 16200 WEST VALLEY HIGHWAY TUKWILA, WA (98188) LEGAL DESCRIPTION (AUDITOR'S FILE No. 8506141047) THAT PORTION OF GOVERNMENT LOTS 2 AND 11 OF HENRY MEADER DONATION LAND CLAIM NO. 46, ALL IN SECTION 25, TOWNSHIP 23 NORTH, RANGE 4 EAST W.M., DESCRIBED AS FOLLOWS: COMMENCING AT THE INTERSECTION OF THE CENTERLINE OF WEST VALLEY HIGHWAY, ALSO KNOWN AS STATE ROAD NO. 181, WITH THE NORTH LINE OF THE SOUTH 210 FEET OF SAID GOVERNMENT LOT 11, AND ITS WESTERLY PROLONGATION; THENCE SOUTH 87'47'19" EAST ALONG SAID NORTH LINE 40.76 FEET TO THE EAST MARGIN OF SAID HIGHWAY AND THE POINT OF BEGINNING; THENCE NORTH 08'51'30" WEST ALONG SAID EASTERL Y HIGHWAY MARGIN 808.08 FEET TO THE SOUTH LINE OF THE CITY OF SEATTLE'S BOW LAKE PIPELINE RIGHT—OF—WAY; THENCE SOUTH 8773'12" EAST ALONG SAID SOUTH RIGHT —OF —WAY LINE 273.28 FEET TO THE WESTERLY LINE OF A 100 —FOOT RIGHT —OF —WAY CONVEYED TO PUGET SOUND POWER & LIGHT COMPANY BY DEEDS RECORDED UNDER KING COUNTY AUDITOR'S FILE NOs. 2629432 AND 2644020, FORMERLY KNOWN AS PUGET SOUND ELECTRIC RAILWAY RIGHT—OF—WAY; THENCE SOUTH 01'13'24" EAST ALONG SAID WESTERLY RIGHT —OF —WAY LINE 791.76 FEET TO THE NORTH LINE OF THE SOUTH 210 FEET OF SAID GOVERNMENT LOT 11; THENCE NORTH 8747'19" WEST ALONG SAID NORTH LINE 165.55 FEET TO THE POINT OF BEGINNING. EXCEPT THAT POR770N LYING SOUTH OF A LINE PARALLEL WITH AND DISTANT 5 FEET NORTH, MEASURED AT RIGHT ANGLES, FROM THE FOLLOWING DESCRIBED LINE; BEGINNING AT THE POINT OF INTERSECTION OF THE SOUTH LINE OF THE HENRY MEADER DONATION CLAIM No. 46 AND THE CENTERLINE OF STATE HIGHWAY 181 (WEST VALLEY HIGHWAY); THENCE NORTH 08'52'29" WEST A DISTANCE OF 48.98 FEET ALONG SAID HIGHWAY CENTERLINE; THENCE SOUTH 8530'26" EAST 41.14 FEET TO THE EASTERLY MARGIN OF SAID HIGHWAY AND THE TRUE POINT OF BEGINNING OF THIS DESCRIBED LINE; THENCE CONTINUING SOUTH 8530'26" EAST 227.79 FEET, MORE OR LESS. TO THE WESTERLY MARGIN OF SAID PUGET SOUND ELECTRIC RAIL WA Y RIGHT —OF —WAY AND THE TERMINUS OF THIS DESCRIBED LINE. RECEIVED CI* OF TUKWILA MAR 2 5 1997 f'EHMIT CENTER 1;. 8KINA1 tinE ISSUED BY DEPARTMENT .OF LABOR A aa P17-- 00-1. BP SOUTHCENTER NEW SERVICE STATION RETAIL DEVELOPMENT ' 16200 WEST VALLEY HIGHWAY TUKWILA, WASHINGTON Owner L.L.C. 98109 -8517 -4565 /ARCHITECT NE, SUITE 202 98004 -1232 -1841 Project Information TUKWILA STATION c/o EVAN ZEFKELES 600 WESTLAKE NORTH SEATTLE, WASHINGTON PHONE 206 623 FAX 206 623 Architect ROGER OLLENBURG 515 116th AVENUE BELLEVUE, WASHINGTON PHONE 206 451 FAX 206 451 Scope of Work Vicinity Map ri c1' ri' Ki MGM a0 G 3 W�o j N F a DEVELOPMENT OF NEW RETAIL FACII TO INCLUDE THE FOI I OWING: „ e ' I� [n 1. A NEW SERVICE STATION WITH 6 DISPENSERS, 2 UNDERGROUND TANKS AND AN OVERHEAD CANOPY. 2. A CONVENIENCE STORE BUILDING.. 3. A CONVEYOR .SYSTEM CAR WASH. 4. LANDSCAPING ALONG WEST VALLEY HIGHWAY AND THROUGHOUT SITE 5. PAVED CIRCULATION AND PARKING AREAS. I 6. STORM WATER COLLECTION - CONVEYANCE SYSTEM. SITE N Legal Description THAT PORTION OF GOVERNMENT LOTS 2 AND 11 OF HENRY MEADER 005511ON LAND CLAM NO. 46, ALL IN SECTION 25, TOWNSHIP 23 NORTH. RANGE 4 EAST OF W.M., DESCRIBED AS FOLLOWS: COMMENCING AT THE INTERSECTION OF THE CENTERUNE OF WEST VALLEY HIGHWAY, ALSO KNOWN AS STATE ROAD NO. 181, WITH THE NORTH LINE OF THE SOUTH 210 FEET OF SAID GOVERNMENT LOT 11, AND RS WESTERLY PROLONGATION; THENCE SOUTH 874719' EAST ALONG SAID NORTH LINE 40.76 FEET TO THE EAST MARGIN OF SAID HIGHWAY AND THE POINT OF BEGINNING; THENCE NORTH 08'51'30' WEST ALONG SAD EASTERLY HIGHWAY MARGIN 808.08 FEET TO THE SOUTH. UNE OF THE CRY OF SEATTLE'S BOW LAKE PIPELINE RIGHT-OF-WAY: THENCE SOUTH 8713'12' EAST �. POWER 0 D ALONG SAD SOUTH RIGHT -OF -WAY UNE 273.26 FEET TO THE WESTERLY UNE OF A 700 -FOOT RIGHT-OF-WAY CONVEYED TO PUGE7 SOUND k LIGHT COMPANY. BY DEEDS RECORDED UNDER KING COUNTY AUDITOR'S FILE NOS. 2629432 MD 2644020. FORMERLY KNOWN AS. P UGET SOUND ELECTRIC RAILWAY RIGHT -OF- WAY; THENCE SOUTH mina" EAST ALONG SAD WESTERLY RIGHT -OF -WAY LINE 791.76 FEET TO THE NORTH LINE OF THE SOUTH 210 FEET OF SAID GOVERNMENT LOT 11; THENCE NORTH 874719' WEST ALONG SAD NORTH UNE 165.55 FEET TO THE POINT OF BEGINNING. EXCEPT THAT PORTION LYING SOUTH OF A UNE PARALLEL WITH AND DISTANT 5 FEET NORTH, MEASURED AT RIGHT ANGLES, FROM THE FOLLOWING DESCRIBED, UNE: BEGINNING AT THE POINT OF INTERSECTION OF THE SOUTH. LINE OF THE HENRY MEADER DONATION CLAIM NO. 46 AND THE CENTERUNE OF STATE HIGHWAY 181 (WEST VALLEY HIGHWAY); THENCE NORTH 08'62'29' WEST A DISTANCE OF 48.98 FEET RANG SAID HIGHWAY CENTERLINE; THENCE SOUTH 8530'26' EAST 41.14 FEET TO THE EASTERLY MARGIN OF SAID HIGHWAY AND THE TRUE POING OF BEGINNING OF THIS DECRIBED LINE; THENCE CONTINUING SOUTH 8530'26' EAST 227.79 FEET, MORE OR LESS, TO THE WESTERLY MARGIN OF SAID PUGET SOUND ELECTRIC RAILWAY RIGHT-OF-WAY AND THE TERMINUS OF THIS DESCRIBED UNE AUDITOR'S FILE NO. :8506141047I' Drawing Index SITE DEVELOPMENT INFORMATION CONTROL PLAN AND UTIUIY PLAN PLAN (M.P. 7.59 TO M.P. 11.37) DRAINAGE CAR WASH 1 SITE PLAN AND PROJECT C1 TEMPORARY EROSION C2 GRADING, 'DRAINAGE PLAN C3 FRONTAGE IMPROVEMENTS 3 OF 3 CHANNELIZATION PLAN NORTHWEST EXPO CENTER STORM CW.A1 FLOOR PLAN' CW.A2 BUILDING ELEVATIONS CW.A3 ' BUILDING SECTIONS CW.A4 WALL SECTIONS CW.A5 CEILING AND ROOF PLAN CW.A6 WINDOW AND DOOR DETAILS CW.A7 SCHEDULES AND ELEVATIONS CW.S1 FOUNDATION PLAN CW.S2 FLOOR PLAN CW.S3 FOUNDATION DETAILS CW.S4 ROOF FRAMING PLAN CW.S5 WALL DETAILS AND NOTES CW.P1 PLUMBING FLOOR PLAN CW.P2 PLUMBING PLAN & DETAILS CW.AC1 HVAC PLAN CW.E1 ELECTRICAL SCHEDULES & DETAILS CW.E2 LIGHTING AND POWER PLANS CW.FA FIRE ALARM PLAN CANOPY S -14 GRADING AND. STORM S -15 ' GRADING AND STORM T.1 LANDSCAPE PLAN L2 IRRIGATION PLAN CONVENIENCE STORE, DRAINAGE DRAINAGE DETAILS AND SCHEDULES NOTES AND DETAILS AND SCHEDULES DETAILS ONE LINES & LOAD CALC PLANS CS.A1 FLOOR PLAN CS.A2 BUILDING ELEVATIONS CS.A3 BUILDING SECTIONS CS.A4 WALL SECTIONS CS.A5 ROOF PLAN AND DETAILS CS.A6 CEILING PLAN CS.A7 WINDOW AND DOOR DETAILS CS.AB DETAILS CS.A9 SCHEDULES AND ELEVATIONS CS.F1 EQUIPMENT PLAN CS.S1 FOUNDATION PLAN CS.S2 FRAMING PLAN AND NOTES CS.S3 FRAMING DETAILS CS.P1 PLUMBING PLAN, NOTES, CS.P2 SUPPLY AND GAS PLAN, CS.AC1 NOTES, LEGENDS, DETAIL, CSAC2 HVAC PLAN, NOTES AND CS.E1 ELECTRICAL SITE PLAN CS.E2 ELECTRICAL SCHEDULES CS.E3 LJGHTING AND POWER CS.FA FIRE ALARM PLAN CAA1 PLAN AND ELEVATIONS S1 PLAN AND SECTIONS S2 DETAILS FUELING FACILITY G1 SITE PLAN AND PROJECT INFORMATION G2 PLANS AND MATERIALS UST G3 TANK SECTIONS AND DETAILS REFERENCE SURVEY DRAWING B ' WIDE PAINT STRI'ES OG UNE ;N DIAGONALS TUKWILA- CITY TRAIL EASEMENT - - -- rasaGME S01227tE 343.50 cox plIsTM9 FR+88 FENCE NOTES: 1. THE CONTRACTOR SHALL TAKE ALL PRECAUTIONARY MEASURES NECESSARY TO PROTECT FROM DAMAGE TEL EXISTING IMPROVEMENTS WINCH ARE TO REMAIN IN PLACE ANY SUCH IMPROVEMENTS OR STRUCTURES DAMAGED BY THE CONTRACTOR'S OPERATIONS SHALL BE REPAIRED OR RECONSTRUCTED SATISFACTORY TO THE OWNER AT THE EXPENSE OF THE CONTRACTOR EQ SPACES 0 8' -6' = 68' ar-c b s/ % : ADIYO', SPAC �� -�If� vJ �LK'Hf I r Yi� ✓��� J '` r r'� !`I'ra', }TSJ -� ` r is f , /,f! /T•T .ems.,_. I understand shat the Plan Check approvals are subject to errors and omissions and approval of plans does not authorize the violation of any adopted code or ordinance. Receipt of Con- tractor'scop /'f o -' pla :r Taco ` BEU:' SIGN SITE PLAN 1' = 20' 2. THE CONTRACTOR SHALL, AT HIS OWN EXPENSE, LOCATE ALL OVERHEAD AND UNDERGROUND INTERFERENCES WHICH MAY AFFECT HIS OPERATION DURING CONSTRUCTION, AND SHALL TAKE ALL NECESSARY PERCA.UIIONS TO AVOID DAMAGE TO THE SAME THE CONTRACTOR SHALL USE EXTREME CATION WHEN WORKING NEAR OVERHEAD OR UNDERGROUND POWER AND /OR TELEPHONE FACILITIES TO SAFELY PROTECT ALL PERSONNEL AND EQUIPMENT. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL COSTS AND LIABILITY IN CONNECTION THEREWITH. 3. LOCATION OF UNDERGROUND MIMES 5110081 ON THESE DRAWINGS WERE OBTAINED BY A SEARCH OF AVAILABLE RECORDS. NETHER THE OWNER THE ARCHITECT NOR THE ENGINEER ASSUME ANY RESPONSIBILITY FOR UTILITIES OR STRUCTURES NOT SHOWN OR NOT IN THE LOCATION SHOWN IN THESE DRAWINGS. THE CONTRACTOR IS REQUIRED TO TAKE PRECAUTIONARY MEASURES TO PROTECT THE UTLTY LINES SHOWN. MD ANY OTHER LINES NOT OF RECORD OR NOT SHOWN ON THESE DRAWINGS. EXISTING 001111E5 ARE LOCATED ON THE PLANS ONLY FOR THE CONVENIENCE OF THE CONTRACTOR TOR AND SHOULD BE USED FOR BIDDING PURPOSES ONLY. 4. HC ACCESSIBLE SIGN SHALL BE AS FOLLOWS: SIGN MOUNTED ON POST CENTERED BETWEEN 3 AND 5 FEET ABOVE THE PARKING SURFACE, AT THE HEAD OF THE PARKING SPACE SIGN SHALL INCLUDE THE INTERNATIONAL SYMBOL OF ACCESS AND THE PHRASE 'STATE DISABLED PARKING PERMIT REQUIRED'. BELOW INTERNATIONAL SYMBOL SIGN MOUNT SIGN 8101 THE PHRASE 'VAN ACCESSIBLE'. 5. RAMPS SHALL BE AS FOLLOWS: MAX SLOPE = 1:12 MAX LENGTH = 6' MAX RISE = 6 WIDTH = 44 WITH DIAMOND PATTERN TACTILE SURFACE 6. ALL SIGNS SEPARATE PERMIT. SEPARATE PERMIT REWIRED FOR: MECHANICAL ,ELECTRICAL III P UMBING GAS PIPING CITY OF TUMrL#LJ1 (3LIILDING DIVTS!0N JAS CITY OF TUKWILA APPROVED OCT 31 1997 CU V' 115' . ob' 3b• 1 -R00-4 -5555 ll 5EE WNV. 5 I ® #E gtHt iT Din-0095 . FZ ALL PUB LI C 3 I\R. S L4TI L ITY CJ fER.III`f I}CTIVITI I NCLU DING, LANDs- C, PE IRRIGATION. IA N E S 0 0 o Ti N o C1 0 O Y 00 5 of =GD 3 OB 3 O) C tE Rn N a bic C' c B Z ° - o W o, lD E. E7 cf, to • m O d .CI • Q3 LD � 1 m e, m 0 N O � it > NI. d . 1 .:I'' -._ o , 6 N D) 1 IO m X CC In w PROJECT: 9621ZEF FLE: ' 9621 - DRAWN BY: JSA /EIN CHECKED BY: IR 0 DATES: DESIGN REVIEW PEBIlT REVIEW] a /s7 O6�D /97 BID SET CONSTRUCTION. BET © 1997 ROGER OLLENRUR0 : sheet: to 1 r BURIE9_C oP— _ _ TT � —_ - = RAIL ROAD TIES g8 OP t TG rl IA /`EDG= PA =MEN7 — J V 1 � FOG LINE 08°51'30 8 51 3 — CO N S T R UE R OAD 18 1 ERLINE OT_41 30 F THE OF STAT � OLD pyE57 VALLEY HIGHWAY 111.77 15" MAPLE WOOD DECK FRAMED WALKWAY BETWEEN CARS -EAVE — Y (SR 1 81 WEST VALLEY 1165.83 WES N OS'S1; y 1165.71 TOUMA STATE) N ' 08' 51 22 15" CEDAR TRASH ENCLOSURE I V EL = 20.96' 0 L EL = 23.83' OZ N 0 N FOUND 2x2 CEDAR HUB SET BY SEATTLE WATER DISTRICT STA.188+05.05 ON THE CENTERLINE OF BOW LAKE PIPE LINE REPLACED HUB W1711 1/2" REBAR AND CAP LS#5524 (6/14/95) LIMIT EDGE FOG LIN 214.677 (MEAS) STATE HWY AP STA. 156+ ±15.10 FOUND PIPE FILLED W/ CONC W/ METAL PIN IN CONC. ( EX SS MN RIM EL 2 INV EL = 13 2 CENTERL REP. & L Co TRANS. R/W FOUND 1/2" REBAR & CAP LS 1.5524 (6/95) EDGE OF PAVEMENT UNALBE TO FIND FFZ�z� 11 11 � q ,s EX CB RIM EL = 22.53 INV EL = 20.63' Q S F -- ' - - - -1 / S 01 °93',24" E S ,0122 22" E ^J k G / 9 — 22 — �1 P.S.P. & L. Co RIGHt OF`WAY - — — (AF1. 2629432 & AEI 2644020)- EX CB RIM EL = 2229' WY EL = 20.59' 12 °- S� _ ILWOOD DOCK ARE A 50.44 WOOD STEP. FOUNDATION LINE OF BUILDING ?3_ 791.76' (DEED 790.62' (GAL ) DI -009& S 0122'22 E EXTRUDED CONCRETE CURB B.S.B.L. 15' UTILITY EASEMENT A/F NO. 8506141047 EDGE OF PAVEMENT ti -GAURD ___P 1.5� ry k• ti3• , 3g 1 WO M EL - 2243 21.23' TRANSMISSON POLE WITH 4'X4' CONCRETE BASE 181_41' __ -- 8- " c EX CB RIM EL - 22.94' INV EL = 20.79' 4' CONCRETE ALKWA 4' CONCRETE WALKWAY COULD NOT FIND c - OUTLET 75" C Fo CEDAR EX SSIMH DROP MANHOLE RIM EL X2355' INV EL IN = iEO5&5;, INV EL OUT = 15.32' 8' I SD I ry � cL TACO r BELL SIGN . MAPLE; —SS EX RIM INV INV ) 78.98' (C tC) VERTICAL CURB E ST AN T MH L = 26.02 L = 20.12' -36' L = 20.22' -12" RIM EL = 24.42' INV EL - 22.12' -8' POINT OF BEGINNING (P05) Z' CD 10 LEGEND FOUND EX MONUMENT IN CASE B FOUND EX MONUMENT 4- FOUND EX TACK IN LEAD • SET 1 /2" REBAR & CAP LS#5524 O FOUND 1/2" IRON PIPE OR EXISTING REBAR (NOTED) (oj EX STORM MANHOLE ❑ EX CATCH BASIN O EX SEWER MANHOLE B EX WATER VALVE EX WATER VALVE IN MANHOLE EX FIRE HYDRANT EX WATER METER EX GAS LINE EX UNDERGROUND POWER LINE EX USW PHONE LINE GRAPHIC SCALE 10 ( III FEET) NOTES 1 inch = 20 IL INSTRUMENT.• NIKON TOTAL STATION DTM -ATOLG (5 SECOND INSTRUMENT). METHOD USED: FIELD TRAVERSE WITH ACTUAL FIELD MEASURMENTS AND ANGLES WAC .332-130-070 DATE OF SURVEY: JUNE 1995 ZONING: COMMERCIAL (C -2) FLOOD ZONE: ZONE X (FLOOD 1NSURACE RATE MAP, PANEL 328 OF 650) BUILDING SET BACK REQUIREMNETS : FRONT 20.0' (B.S.B.L.) REAR 10.0' TAX ASSORSS PARCEL NO: 000580 -0038 BENCHMARKS 7BM - CITY OF TUKWILA BM 1. D -7 (NAD 29) METRO BM 1.ES445 BEING THE BOLT ON FIRE HYDRANT TOP BETWEEN THE WORD MUELLER ON SOUTHEAST LONER OF INTERSECTION BETWEEN ANDOVER PARK EAST AND STRANDER. ELEVATION = 25.504 SET BM SET SPIKE ON THE EAST SIDE OF POWER POLE AT THE NORTH SIDE OF THE SOUTH ENTRANCE OF ANDY DINER ELEVATION = 26.94' SET BM #2 NW CORNER OF STEEL PLATE FOR THE TRANSMISSION POLE. ELEVATION = 2Z54' ❑ EX TELEPHONE BOX 1 EX POWER VAULT O EX GAS METER H EX GAS VALVE ® EX TRAFFIC JUNCTION BOX -0- EX UTILITY POLE -I EX GUY WIRE IS EX LIGHT POLE EX SIGN `0 EX DECIDOUOS TREE ,.0 EX CONIFER TREE - OP— EX OVERHEAD POWER - OT —EX OVERHEAD TELEPHONE EX WATER =SD= EX STORM LINE =SS= EX SANITARY SEWER LINE NOTE: ANY UNDERGROUND UTILITIES SHOWN HEREON ARE BASED SOLELY UPON INFORMATION PROVIDED BY 07HERES. TOUMA ENGINEERS DOES NOT ACCEPT RESPONSIBILITY OR ASSUME LIABILITY FOR THEIR ACCURACY OF COMPLETENESS. 322 8 , ( (CALL) . ,. 127• ° FOUND TACK IN LEAD W /BRASS SHINNER LS# 22333 (6/95) UTILITIES COMPANYS WATER - ClT]' OF TUKWILA SEWER - CITY OF TUKWILA STORM - CITY OF TUKWILA GAS - WAHINGTON NATURAL GAS POWER - PUGRT POWER TELEPHONE - US WEST POINT OF COMMENCEMENT STATE HWY PC STA 167+80.93 FOUND PIPE FILLED W/ CONC W/ NAIL IN CONC. (6/95) RECEIVED CITY OF TUKWILA JUN 2 61997 PERMIT CENTER RENSFD BOUNDARY LINE PER SR IBI RAI 2 REVISED C_UNOMY NO. D£SCRIP710N/DATE B` REVISIONS JOB'. NO. 694 -001 -951 DESIGNED DRAWN DT COMP. CHECKED DATE DECEMBER 1996 DWI;: N0. 69401BT.DWC ti PLANT SCHEDULE SYMBOL QTY. BOTANICAL NAME / COMMON NAME SIZE NOTES 0 W 11W 5 TREES EEEMANII 'JEFFERSRED' / AUTUMN BLAZE MAPLE 2" GAL BSB, MATCHED FORM ' 8 BETULA PAPYRIFERA / PAPER BIRCH I-5/4" GAL. BSB, MATCHED FORM 10 FRAXIM)5 P. 'MARSHALL SEEDLESS' / GREEN ASH 2" GAL. BSB, MATCHED FORM 14 PSEUDOTSUGA MENZIE511 / DOUGLAS FIR 6' HT. BSB, FULL 4 BUSHY SINGLE LEADER SHRUBS 20 CORNUS STOLONIFERA 'FLAVIRAMEA' / YELLOW -TWIG DOGWOOD 5 GAL_ FULL FOLIAGE, 48" O.G. 25 CORMS STOLONIFERA / RED -TWIG DOGWOOD 5 GAL. FULL FOLIAGE, 48" O.G. 6 EUONYMUS ALATA 'GOMPAGTA' / DWARF WINGED EUONYMUS 5 GAL. FULL FOLIAGE, 48" O.G. 44 JUNIPERS C. 'FRUITLAND' / JUNIPER 5 GAL. FULL FOLIAGE, 48" O.G. 33 POTENTILLA FRUTICOSA 'GOLD DROP' / BUSH CINQUEFOIL 5 GAL. FULL FOLIAGE, 36° O.G. 25 THUJA OCGIDENTALIS 'PYRAMIDALIS / ARBORVITAE 6' HT. BSB, 30" O.G. GROUNDGOVER COTONEASTER 'CORAL BEAUTY' / BEARBERRY GOTONEASTER 4" POTS. IS' O.G. ° iiiig ARGTOSTAPYLOS WA -URSI / KINNIKINNICK 4" POTS. IS O.G. ' A EROSION CONTROL HYDROSEED SEE NOTES -- _ SOD SEE NOTES BSIINC WATER PIAFNT 3 CF 4 CS 4 GS 5 F 8 GS 4 CF —I I I— IE illl i��I -III III- 111 2 x ROOIBALL DIA OsH RUB PLANTING NOT TO SCALE t2cr1 ooctlo //% ,.z•: o __........,,ipas iles SET GROAN AT NURSERY HEIGHT BARK MULCH PER SPECS BAGKFILL TO. CONSIST OF TOPSOIL SPECS. ADD FERTILIZER PER SPECS. scARIFY ROOTBALL ON CONTAINER MATERIAL REMOVE TOP 1/3 OF BURLAP ON 54B MATERIAL. 6 C5 3 CF 5 CS 3 CF BARK HuLCH EDGE OF BED - 50 JO GROUNDGOVES SPACING NOT TO SCALE PLANT TREES HIGH ENOU641 TO ALLOW POSITIVE DRAINAGE AWAY FRAM ROOTBALL -a C CURB OR HEADS NOTE: SPACING FOR 6ROUND0OVER TO BE TRIANGULAR PER DISTANCE SHOMN ON PLANT. 5GHEDU) 0. PIT TO BE TWICE Tie ROOTHALL DIA O ON GRADE TREE PLANTING LANDSCAPE NOTES L Lnddscape drawings are based on the Site Plan prepared by Roger 011enburg and Associates. Notify the architect of any discrepancies between actual field conditions and the drawings. Immediately notify the Owner's Representative of any adverse drainage conditions which may affect the health of plant material. 2. Provide protection of all property, persons, work In progress, structures, utilities, survey markers and paved surfaces from damages incurred arising from this Contract. Verify locations of all existing underground utilities prior to commencement of work. 5_ Clean all paved surfaces free of soil and debris On a dally basis. 4. Provide landscape maintenance beginning at the first installation of plant material and continuing until 30 days beyond Final Acceptance including all watering, weeding, spraying, fertilizing, resetting of plants, removal of dead or damaged plants, replanting and adjustment of free staking. Submit a separate one year maintenance proposal for the entire project with the construction bid. 5_ Guarantee all materials and workmanship for a period of one year from the time of Final Acceptance. Remove and replace Immediately any dead, diseased, dying or missing plant materials at no cost to the Owner during the guarantee period. Guarantee does not apply to plant material damaged or destroyed by vandalism or vehicular damage (other than Contractor's vehicles) during the guarantee period. S. Obtain and pay for all necessary permits and fees as required by applicable codes and ordinances for this work. Comply with all applicable codes, regulations and ordinances which pertain to this work. 7_ Make no materials substitutions without the written approval of the Owner's Representative. S. All plant material Is subject to inspection, and approval or rejection by the Owner's Representative. 4. Provide reproducible record drawings at 1 " -20' for all landscape work. 10_ Remove all surface vegetation, debris and rock larger than 2" from subgrade and scarify prior to installation of topsoil. Install Pacific Topsoils S-Way His as required to achieve Indicated.berming.. Place . minimum of 6" of topsoil in all new planting areas. IL Install 2" of fine ground bark over all new landscape areas. 12_ Place 15 lbs. of 10 -20 -20 granular fertilizer per 1000 s.f. over all new landscape areas. Place Agriform 21 gram 20 -10 -5 fertilizers tablets at all trees (2 per) and shrubs (I per). 13. Actual plant quantities shown on the drawings shall prevail over quantities shown on plant schedule in the event of discrepancy. Determine grand cover quantities based on triangular spacing and square footage. Provide continuous ground cover Installation under tree' and shrub symbols indicated on the Drawings. 14_ Final Acceptance of the landscape work in this section shall be made by the Owner's Representative after an Inspection to determine 100 percent completion of the contract work, maintenance Issues and punch list Items. 15. Erosion control hydroseed shall consist of the following mix: 55% Chewings Fescue, 40% Perennial Ryegrass, and 5% Dutch White Clover. Apply seed at a rate of 4 lbs. . per 1000 square feet. Hydroseed slurry to be mixed with 10 -20 -20 fertilizer at a rate of ? lbs. per 1000 Square feet, Silva Mulch at a rate of 40 lbs. per 1000 square feet and J -tac Binding Agent at a rate of I I lbs. per 1000 square feet. Promptly re -seed all areas which do not germinate within 14 days. 16. Hass of bloswaie to be lined with Emerald Turf "Shadowmaster" or approved equal. Width of sod strip to be a minimum of 4' wide. re -seed all areas which do not germinate within 14 days. z BFAIRE. TRUNK WITH DOUBLE STRAND OF 14 GAUGE BALV. WIRE WRAPPED INCLEAR VINYL - MST TIGHT. 212IA13VC' LOD6EPOLE PINE TREE STAKES MTN 6' CONICAL POINT NOT TO SCALE TREE WRAP OF SPECIFIED) S6' DIA TREE WELLS IN LAMM AREAS. FILL WITH. 2' OF SPECIFIED MULCH. REMOVE TOP VS OF BURLAP_ LOOSEN MIRE BASKETS. BACKFILL PIT WITH SO% TOPSOIL AND NATIVE SOIL ADD. SPECIFIED FERTILIZER TO MIK CITY OF TUKWILA APPROVED OCT 31 1997 BUILDING DIVISION RECEIVED CITYOF TUKWILA MAR 2 5 1997: PERMR CENTER y O N 2 44 CtS F N U of >A W N F ▪ o ▪ N"4" U 0 GO O 0,„ too ; (0 Da) C C V 0 Q J C Z i (5D m WV DL C 7 d 6 v i G) • ; • O 313 ( "I d O O 107:1 �- O N N D) i` Nm _ O� I J PROJECT: 9650BPTW FILE 9650 DRAWN BY: MI / CR CHECKED BY: CB DATES: DESIGN REVIEW PERMIT REVIEW BID SET CONSTRUCTION SET 0 um ROGER OLLENBURG sheet: of LI 1 2 IRRIGATION SCHEDULE • SYMBOL DESCRIPTION PS.I. RADIUS 6.P.M. RAINBIRD 1806 - 5AM- PR5 -15F -FLT, 6" POP-UP SPRAY mo` gory ooh o 00 0 RAINBIRD 1806- SAM- PRS -ISH -FLT, 6" POP-UP SPRAY RAINBIRD 1806 - SAM- PRS -ISO 5" POP-UP SPRAY RAINBIRD 1806 - SAM- PRS- ISVAN, 6" POP-UP SPRAY RAINEIRD 1806- SAM- PR5-I0H -FLT, 6' POP-UP SPRAY RAINBIRD 1806- SAM- PRS -100-FLT, b" POP -UP SPRAY RAINBIRD 1806- SAM- PR5- IOVAN, b" POP-UP SPRAY RAINBIRD 1806- SAM- PR5-8H -FLT, 6" POP-UP SPRAY RAINBIRD 1506-SAM-FRS-80-FLT, 6" POP-UP SPRAY RAINBIRD 1806- SAM -PRS -EVAN, b" POP -UP SPRAY VAN, 6° POP-UP SPRAY RAINBIRD 1506 SAM -PRS -b b" POP -UP SPRAY RAINBIRD 1806 - SAM- PRS -PCS -040, RAINBIRD 1806 - SAM- PRS- PCS-020, 6" POP -UP SPRAY V RAINBIRD 1806- SAM- PRS -15E5T, 6" POP -UP SPRAY RAINBIRD IOC -PEB, I' REMOTE CONTROL VALVE RAINBIRD ISO -PEE, IV REMOTE CONTROL VALVE Iii" FESGO 805 Y, DOUBLE CHECK VALVE ASSEMBLY WITH RAINBIRD ISO -PEE N" MASTERR VALVE. RAINBIRD ESP -8LX +, MULTI- PROGRAM HYBRID CONTROLLER IN/ PED -DDI6, WALL MOUNT CLASS 200 PVC 2" MAINLINE. CLASS. 200 PVC LATERAL LINE (SIZE AS NOTED) SCHEDULE 40 PVC SLEEVING (TWICE SIZE OF INTERIOR PIPE) IRRIGATION CONTROLLER WALL MOUNT SCALE: I" = 20' - 0 PVC SCH. 40 SLEEVING MIN. 2X DIAMETER OF ENCLOSED PIPE 2" PVC SCH. 40 WIRE SLEEVE • CONVENIENCE STORE PVC MAIN NOTE: BACKFILL TO SE FREE. OF ROCK OR DEBRIS LARGER THAN I" DIA..ABSOLUTELY NO ROCK OR DEBRIS SHALL BE PLACED DIRECTLY' ADJACENT TO ANY PIPE. ACCURATELY NOTE LOCATION AND DEPTH OF ALL SLEEVES ON IRRIGATION DRAINING. P VG `LATERAL VALVE WIRING INSTALL POP -UP SPRINKLER HEADS 3" ABOVE GRADE AND ADJUST TO FINISH GRADE. SEE PLAN FOR MODEL AND BRAND. FINISH GRADE PVC LATERAL LINE J PVC SCH. 40 ELL (OR TEE). NOTE: THIS DETAIL APPLIES. ONLY TO POP-UP SPRAY SPRINKLER HEADS, INSTALL ALL STREAM ROTOR SPRINKLER HEADS ON TRIPLE SWING ASSEMBLIES. POP - UP HAD / FUNNY PIPE NOT TO SCALE (I) MARLEX FITTING (2) SPIRAL BARB FITTINGS. — SWING. PIPE (I8", MAX.). AUTOMATIC CONTROLLER 120 V POWER BY OTHERS ) FINISH SNAPS — 2" P.V.C. ' SWEEP ELL I/2' IN LAWN - - 2 IN BED AREAS FINISH GRADE' PEA GRAVEL REMOTE CONTROL ZONE NOT TO SCALE WATER Epp.. 5 4 29 5 33 11 COMPACT SUBGRADE. PERBACKFILL d: TRENCHING SPECIFICATIONS PAVING O SLEEVING DETAIL 2 NOT TO SCALE BUILDING RRIGA710N NOTES I. Irrigation drawings are based on the Site Plan prepared by Roger 011enburg and Associates. Notify the architect of any discrepancies between actual field conditions and the drawings. 2. Provide protection of all property, persons, work In progress, structures, utilities, survey markers and paved surfaces from damages Flcurred arising from this Contract. Verify locations of all existing underground utilities prior to commencement of work. 3. Glean all paved surfaces free of soil and debris on a dally basis. 4. Provide Irrigation system maintenance beginning at the first of materials and continuing until 50 days beyond Final Acceptance Including all adjustments of materials and settings. S. Guarantee all materials and workmanship for a period of ors year from the time of Final Acceptance_ Remove and replace Immediately any broken, damaged or missing materials at no cost to the Owner during the guarantee period. Guarantee does not apply to materials damaged or destroyed by vandalism or vehicular damage (other than Contractor's vehicles) during the guarantee period. 6. Obtain and pay for all necessary permits and fees as required by applicable codes and ordinances for this work. Comply with ciII applicable codes, regulations and ordinances which pertain to this work 7_ Provide 12OV electrical service from the the building to the automatic controller. 8_ Head and pipe layout is diagrammatic. Adjust in field as necessary to provide adequate coverage. 4_ Contract work Includes. (I) startup of the system at time of installation and (I) winterization in Fall following Installation. Winterization to include complete vacation of all water from piping via compressed air. 10. Make no materials substitutions without the written approval of the Owner's Representative. II. Provide reproducible record drawings at I" -20 for all Irrigation work - SERVICE LINE L DRAIN ROC MIN.. l2" DEPT H IRRIGATION METER (SEE CIVIL DRAIN - ANGLE VALVE SHUT OFF CITY APPROVED VAULT W/ LID - DOUBLE CHECK — GIUIGK COUPL VALVE ASSEMBLY l L ii� i y iiu v ��` - :I Iii-" nn: 1 R l I T 7f— I �T 7L'-1 '11 =11- +II =11- 11 III =11 i I m 1 1t,', GALV. PIPE STUB OUT FROM METER ED POINT OF CONNECTION NOT TO SCALE PROVIDE FOR A 24" LOOP OF EXCESS WIRE WATERPROOF WIRE CONNECTORS STANDARD CARSON VALVE BOX. LEGTRIC CONTROL VALVE PVC SCH. 80 NIPPLE PVC. Sx5 40 PVC SCH. 80 NIPPLE SCH. 40 PVC MAINLINE TEE MAINLINE NG VALVE VALVE q e , q t y frM e n -o " c 4 3 % ,4°.° DRAIN ROCK MIN. 12" DEPTH CITY Of TUKWILA APPROVED OCT 31 1997 /) / LLI I cu !JILDING DIVISION CITVOFTUKWILA' MAR 2 5 1997 _ PERMIT CENTER STATE OF WASHINGTON REGISTERED • i A T i 4 MARK H. BRUMBAU CERTIFICATE NO. 458 (8)° (8) �h- • � 4 1 2 ;_co 6 0 2-440 F w N E 0)d O o • N -4- 0 5/ SO O� = c (O V Pi g a L C N n C ▪ Z o UT RE Q, m E CI'S 2 L V] L , - < : ! c S CO I O d tp j " 4 (1) U N C1) t Ill m Lo O 1 PROJECT: 9650BPTW FILE 9650 DRAWN - BY. MI' /' CR CHECKED BY: CB DATES: DESIGN ,REVIEW P ERMIT. REVIEW t.ir,R Z. - 4 ` 397 BID SET CONSTRUCTION SET ©' 199S ROGER OLLENRURG 'sheet: of \♦ L2 f 2 �� IRRIGATION PLAN • 1 1IIIIIIIh II 111111111lllllllllll i'��1 \� \ \ \ \� ��.��... �._l_ 3•_4° Illllllllll1111111 I �l�llllll��lll�� � 1 �I �� 3 6._ 8 . 1. - 11' -0" 3 ._ 8 " 12 30' -0" oI 0 z 0 '" BP NEW BP SERVICE STATION RETAIL DEVELOPMENT 16200 WEST VALLEY HIGHWAY TUKWILA, WASHINGTON CAR WASH FLOOR PLAN 32' -4" Roger 011enburg and Associates Architectural and Planning Service 515 116th Avenue NE, Suite 202 Bellevue, Washington 98004 206 451 -1232 fox: 206 451 -1841 rogeroanwllnk.aom O S 6 10' -0 c i 1 s !!g g E I • A r m * R d MEM MEM NEM MEE MEE MEE MEE MEE MEM MEE b o MEE MEM MIME U) MEE MEE MEM C MIME I m MEM NEE ✓ ▪ \MEMI ( glum - :MIMI 0 ®'=E ARV Z I pJ M■■ MEM I MEE ■ ■■ E IE ■■■ ■ ■■ M ■M MEN REM EE: ■EM MEE ■■■ MEM I rmuntre-eii — Incom VIIIIMr\ Vi•I ■1 MIMI MgiZM® ■MM ■1 I Any N`t 0 l ° m0 A C z 5 O z --1 `< W c -- vo CD ' NEW BP SERVICE STATION BP RETAIL DEVELOPMENT 16200 WEST VALLEY HIGHWAY TUKWILA, WASHINGTON CAR WASH BUILDING ELEVATIONS z 0 0 Roger 011enburg and Associates Architectural and Planning Service 515 116th Avenue NE, Suite 202 ,Bellevue, Washington 98004 206 451 —1 232 fax: 206 451 -1841 rogeroanwltnk.aom L r 41) 1 GLASS SLIDING UNIT STE= L PAN CEILING STEEL AN CEILING 14' -0" RECLAIM ACM PANEL OVERHEAD DOOR O SECTION I /4" • 1' -0" GRADE HEAIIS STEEL PAN ROOF STEEL PAN ROOF 16-6" SECTION GLAZED CMU WALL a I I I I I I I I I I I1 I I I 1 I I I I I' I I I III`�'II111 IiI I II III I I I I'I I I I I I I I I I I I I II I 1 1 I 1 1 1 I I I I L I III' ` I I I I 1 I I I I.I.I I I I I I I I I I I I I 1 1 I I I i I I I I I 1 I I I 1 1 I I I I I I I I I I i 1I I I II 1 1 1111 11 ® ® ® ® ®M113 CONVEYOR. F I6' -6" ROOF O SECTION Li D1k% STEEL P. ILMG 14' -0" 6" STEEL FRAME WALL R -19 STUCCO GUS. SHEATHING S STEEL FRAME WALL O SECTION 1/4" • 1' -0" STEEL PAN ROOF 14' -0" 16-6" 14' -0" \ 12'_6" 1 6" STEEL FRAME WALL CMU WALL W /STUCCO OVER-IF-AID DOOR UTILITY VAULT 4656 CITY OF TUKWILA APPROVED 0 CT 31 1997 nJ WILL/ BUILDING DIVISION RECEIVED CITY OF TUKWILA -' -� JOY 2� ]997 ADOCD me-.1 PAN GE-It-11\1( P UN 2 1 99 7 1A// K -I9 1ZTG O IN,SLILATIOl�l 11 co N d ° O o s 0 m0 C 002 = O 3G C 0 b V) M ® a pw> =N n C ▪ z ; D rn W 0 , D C F 3s � Vl • D Q „Fir) 0 Q 3 cfl ® r s m 0 ' N ID D) e. 10 m 0 `A ▪ N ' 0 I PROJECT: 962¢EF FL& 9621GWA3 DRAWN BY: I5A CRECIIFD BY: R 0 DATE& DEBION RENEW PERMIT REVIEW 033/247 06/20l BD BET CONSTRUCTION SET © 1907 ROGER OLLENBURO shg AA -3 0 J yy 1 y m y- � yy a � s 4 1 11 1 7777 1 1 1 o y �° to HIMMWeVe NEW BP SERVICE STATION RETAIL DEVELOPMENT 18200 WEST VALLEY HIGHWAY TUKWILA, WASHINGTON CAR WASH WALL SECTIONS m 0 -1 0 z, 6 I" BP m 0 z s m 0 z O s CO m 0 z Roger 011enburg and Associates Architectural and Planning Service 515 116th Avenue NE, Suite 202 Bellevue, Washington 98004 206 451 —1 232 fax: 206 451 -1541 rocero®nwllnk.com EOIS ERE l0 S ATE OF WASHINGTON ti 0' i go l oN e a m w erwil orar 92 j 1® NEW BP SERVICE STATION RETAIL DEVELOPMENT 16200 WEST VALLEY HIGHWAY TUKW1LA, WASHINGTON CAR WASH CEILING AND ROOF PLAN r >Oa 01`t .? M g 6 G T-711 3to 5 A f r .Af O T O 11 z D co 0 D 0 m r 0 r 92 Roger 011enburg and Associates Architectural and Planning Service 515 116th Avenue NE, Suite 202 Bellevue, Washington 98004 206 451 -1232 fee: 206 451 -1841 rogero®nwIlnk.aom m TER R GER _ t ITE� R� (dl/ ENBURO ¢TATS OF WASHINGTON t 0 al $ I F $ C O P ;1 o q i go l oN e a m w erwil orar 92 j 1® NEW BP SERVICE STATION RETAIL DEVELOPMENT 16200 WEST VALLEY HIGHWAY TUKW1LA, WASHINGTON CAR WASH CEILING AND ROOF PLAN r >Oa 01`t .? M g 6 G T-711 3to 5 A f r .Af O T O 11 z D co 0 D 0 m r 0 r 92 Roger 011enburg and Associates Architectural and Planning Service 515 116th Avenue NE, Suite 202 Bellevue, Washington 98004 206 451 -1232 fee: 206 451 -1841 rogero®nwIlnk.aom m TER R GER _ t ITE� R� (dl/ ENBURO ¢TATS OF WASHINGTON t 0 z 0 0 0 r m 411KM.N 0 z 0 0 1 I IF IWN N IM =M IW .■‘ NI V A N w D w O ➢� i - 0 O F to r^ - fir 1 A 0 n a $ n � A C� o > 9 g1 w in NWV "M■V • < 0 ' O w w 0 NEW BP SERVICE STATION I� RETAIL DEVELOPMENT 16200 WEST VALLEY HIGHWAY TUKWILA, WASHINGTON CONVENIENCE STORE WINDOW AND DOOR DETAILS v a 2 Roger 011enburg and Associates Architectural and Planning Service 515 116th Avenue NE, Suite 202 Bellevue, Washington 98004 206 451 -1232 fax: 206 451 -1841 rogeroanwltnk.com w 0 m D 0 2 m 0 D m m fp 0 51 y m 4 v I A N r m m 0 N m� 0 0 1 m 0 TYPES «°4 NN �V l9 to co -I b` tII W 1 J tiF I RESTROOM I NO_ I DOOR SCHEDULE WASH WAY ROOM NAME WASH WAY TO HALL HALL TO OFFICE HALL TO RESTROOP i HALL TO MECHANICAL EXT- TO MECHANICAL EXT: TO WASH BAY I EXT_ TO WASH BAY h EXi_ TO OFFICE CONTROL TO WA5H BAY EXT.. TO CONTROL R'4 I LOCATION I 0 i+ 1# O : SHEET VINYL UJICJTI -I DOOR 1 t t t t t f t ! t t HEIGHT P4' I P4. P4' b P4 'I P4• I I P 44 •I. b THICKNESS L--CLEAR FCLYCARSCHATE GLAZIM —Si L/WSUL KICK 2 SASE 1 I STEEL STEEL STEEL STEEL STEEL STEEL STEEL 1 STEEL I STEEL! FOLYCAREONATEI 1 MATERIAL � 6" COVE SASE IP 0 n n C1 n in 0 (i! y TYPE FRAME STEEL STEEL STEEL STEEL STEEL STEEL STEEL MATERIAL 4 111 F STEEL STEEL u u : u w u I u u u SUTTS \ "/ HARDWARE D ." CMu w /GLAZED suwACE WALLS I FINISH SCHEDULE NO r l I0 © 0 LOCK5ET I- tf) U 0 0 0 00 O 0 LATCH GUARD 9 .0" ® O I LATCHSET 2N m r ill m" J 0 0 PRIVACY 8.. OMu 0 TRACK 0 0S0000 �, ©0C oSER 5/8" 'x' GLUE' O O ) 0 KICK PLATES I 0000 '• STOP m I L _ 12` -0" 0 00 0I C THRESHOLD O 000 OI C WEATHERSTRIP 1 n i l I I I n 0 THRESHOLD TT mm- PETALS STEEL ELECTRIC ROLL -UP P PAINTED - LATEX SATIN A D A A A A 0 /-A A A JAMIE m i m e 0 m p1 0 p1 to to , 9 eat to to HEAD a p d` R -11 INSULATION - INT. WALL 0 SC) C O C I U *TWO t QU RED 00 ( O O )(Doe © O NOTES 1 = «°4 NN �V 1 104 103 ud � 1 100 INS- I tiF I RESTROOM HA CONTROL ROOM OFFICE WASH WAY ROOM NAME 0000 0 DDND. SEALER AND HAI +NER FLOOR I 0 VINYL TILE O O SHEET VINYL 00 0 4" RUSSER SASE SASE 1 0 6" COVE SASE O ." CMu w /GLAZED suwACE WALLS I FINISH SCHEDULE 0 S" CMU w/ GLAZED SURFACE O 6" am W/ GLAZED SURFACE 0 8.. OMu 0 0 0 0 5/8" 'x' GLUE' 0 5/8" GWIE. GREENBOARD 0 0 FRP BOARD 0 PAINTED - ENAMEL O 0 PAINTED - LATEX SATIN 0 0 0 R -11 INSULATION - INT. WALL 0 METAL PANELS CE ILINCs 0 0 0 0 5/8'. GWB 0 0 00 PAINTED - LATEX ENAMEL I6' -0" 8' -0" 8 _ ID n 8 -cD CEILING HEIGHT I 1 01VLT 2 UNDER WINDOWS NOTES 1 = «°4 NN �V * e F O i ud � n 7„ w DOE 0 - 7 p CDc o r NEW BP SERVICE STATION RETAIL DEVELOPMENT 16200 WEST VALLEY HIGHWAY TUKWILA, WASHINGTON CAR WASH SCHEDULES AND ELEVATIONS I J S-ao tSAW N Roger 011enburg and Associates Architectural and Planning Service 515 116th Avenue NE, Suite 202 Bellevue, Washington 98004 206 451 -1232 fax: 206 451 -1541 rogero®nwlink.aom m 0 0 ITTO RE ERE TE R'GE TATE OF WASHINGTON _J # SIZE 13OT_ REINFORCEMENT TOP ADD_ a SUPPORTS STIRRUPS (@ 24" X 36" 5 - •10 2 LAYERS ( 10 TOTAL) 6 - *10 — 12 - '4 • 6" OC EA END •4 • 12" CO. (TYPJ O 12" X 30" 4 - *9 4 - *6 3 - *6 6 - •3 • 6" OC EA END •3 • 12" OC. CTYP) 12" X 30" 3 - *9 3 - *6 6 - •3 • 6" OC EA END *3 • 12" 00 (YIP- ( .D, 12" X 24" 3 - •9 •3 • 2" 0G. CTTPA END 12 "X24" 3 -*10 (_ 12 "X24" 3- Q 12 "X24" 3 -e (,g 12 "X30" 4 -*9 4 - *6 (� 12 "X30" 4 -h0 4 - *6 4 -*6 @ SEE PLAN 2 - *9 2 - *9 2 - '6 P3/09-3 ® 11 SEE PLAN 2 - •8 2 - & • 2 - •6 15/05-3 nl 2" 24" ' 2 - •8 * 2 _ 8 6 - •3 • 6" OC EA END •3 • 12" OC_ CTYP.) GRADE 2- •4 *4 • 12" OC_ TOP - 7' - 1 1 /2 '' E — — I 12X24 TOE -5 CONCRETE W ALL 12 "0 X 6' -0" AUGER FOOTING 6 -*b. REINF• CORE W/ *3 LOOPS. t1oo1 0 4 PILE 6P r ()SECTION DWL/S FROM PILE INTO GRADE BEAM TO MATCH PILE VERT REINF EXTEND MlhL IS' INTO GRADE BEAM I2 S R PILE W/ 6- *5 VERTICAL OFFSET VERT_ REINF. FOR DOWELING IN CONC_ BEAM W/ *3 • 4° OC. SPIRAL TIES RESIT SEE NOTES 4 SPECS. 'CAPACITY 20 TONS C 9 LOCATIONS Elf 1 1 -•4 5" SLAB 8" WALL 1 l'J 1 TOP -T -Ph" 20' -0" 122(24 Q TOE - 5' -I TOP - 4' -10b TYPE A FF. O' -2%2" 12X30 TOP - 10 11 12X24' 5" SLAB <I ) TOB FF 0-2%2" 2 -*4 STRUCTURAL PER UNIFORM BUILDING CODE 0- NON - STRUCTURAL PER UNIFORM BUILDING CODE p - WAC 51.20 BARRIER -FREE REGULATIONS THE APPLICANT IS RESPONSIBLE FOR CONFORMANCE WITH ALL APPLICABLE ORDINANCES SUBJECT TO REQUIREMENTS AND INTERPRETATIONS OF THE GOVERNING AUTHORITY. Date In I• Date Out — 1.14• ° 0 7 BY' I PILE 1 PILE CAP © SECTION I FOP -6 -3" SEE SCHEDULE TYPE 12X30 `G) 1 TCP -6' -3' GRADE 8 WALL 5 4.2° 2m' -0" 2- •4 TYPE 9 AU CAST CONCRETE PILES 8 AUGER CAST CC,_�J CRETE PILES CAPACITY 20 TONS 1 CARRYING TYPE 'U GRADE BEAM LOADS DEPTH OF PILE TO BE 35' -0" CA I T FILE T CAPACITY 25 TONS REFER TO GEO TECH REPORT FOR O BE 35' -0" INSPECTION AND RECDMMENDATIOlkumENTs REVIEWED FOR CONFORMANCE WITH THE REFER TO GEO 15014 REPORT FOR FOU WING ORDINANCES INSPECTION AND FECOMMENDATION PILE TYPE © SECTION 4 -12X23 � TOW -4' -6" 12X24 .... (, I` I I I , I I I 1 I I m1 0 STEEL FRAME WALL I- •5[TYF) 5" SLAB SEE SCHEDULE TOP. - 6' - 3" 2._3 % " ... I TOP -6-3" PILES AND GRADE BEAMS i /4" " I' -0" FF. FINISH FLOOR TOE TOP OF GRADE BEAM TOP TOP OF PILE CAP 12x74 TOO - 1 , 3" 12X30 5" SLAB 102' -4° FF.0 12X24' 'CI TOW -I' -3 PILE CAP 2' -6 ". X 2' -6" x 2' -0" NO REINFORCEMENTS 2- HE 0 4 • M OC_ PILE SECTIO 1' -0" 1 1 -2' -5 . /2" •4 X 2' -6" DOLLS TO SLAB S" WALL EXP_ JT_ TOP -H. - 3" GRADE BEAMS f'c • 5000 PSI, ALL OTHER CONCRETE POURS f'o • 3000 PSI' AUGER CAST PILES No * 3000 PSI SIDEWALK 4 -*6 X 3' -6" CTYP.) SEE SCHEDULE DWL /S FROM PILE INTO GRADE BEAM TO MATCH PILE VP-RT- REIT -F. EXTEND MIN- IS" INTO GRADE BEAM TYPE 14"0 AUGER PILE W/ 6- *6 X20 VERTICAL OFFSET VERT. REIN. FOR DOWELING IN CONC_ BEAM U11 • 4* OC- SPIRAL TIES REINFORCEMENT EMEND I - •IID, 2' -0° INTO PILE AND ALL THE WAY POOH TO THE 80TTCM OF PILE CTfPJ SEE NOTES / SPEC'S CAPACITY 25 TONS S LOCATIONS ) 20' -0" I2) 30 n 2252 �� TOE -I' - 3" 14°0 AUGER PILE (FINAL LENGHT DETERMINED BY SOILS ENGINEER IN FIELD) 6 -5 VERTICAL WI 6 3. 4" OC SPIRAL TIES 40 TCP GRADE BEAM SCHEDULE TOP -6' -3" - 2'-3 TOP -6' -3" eta 22' -4" 12X24 - c TOE - 1' - 3" 12X30 (9) TYPE A L � TCF 11 F.F. 0' -0' I I] 22' -4" TYPE A _2 F. TYPE A TYPE A CI1Y T APP ©CT 3' 1 1 .... mt f: DNI SIOI , 1 3' 4" OP -6-3" 6 3' 3" TOP. 3' -3.'2" RECEIVED JUL 9 1991 ROBERT FOSSATT1 ASSOC O N E 0 O to m O CO >; K) D C E Z o W 9 m C OI" 3 In V N c0 i m e + m O; O11D ' N� 15 Z„ N • ' Inm i x IA) - w 1 —z < LU Z 0 0 co o. LLI 0 > J W �3 � � NJ J_ m C ~ 3 0 LU Z N 1 PROJECT: 96200F FILE: 962IC-W51 D RAWN IS J5A CNECNED'RY: R 0 DATES D ESIGN REVIEW PERJT REVIEW 06/20/97 06/20/97 RD SET CONSTRUCTION SET © 1097 C ROSES OLLENSURO sheet: o lf S -1 r 15' -0" 4- "6 EA. END W/•3 4 116 "TIES OC. ' -2" RADIUS PIER OR COL. COVER TO SIT ON 4 -.. EA. EN ?. W/•3 •16 "TIES ac. 4- ''6 EA. EN W/ •16 "TIER O G GRADE SEAM O SEE GRADE BEAM SCHEDULE bJ 7 FF. • 0' -2!2" L NORTH FOOTING ELEVATION V4" • 1' -0' fi CCIItIiI TlIIfl lUl 5" CONC. FLOOR GRADE BEAM O 8" CONE WALL (T1'P.) I -2" RADIUS PIER FOR COL_ COYER TO SIT ON RETAINING WALL 1_t11i GRADE BEAM 12 25' -0" TENSION LAPS 36 DIA COMPRESSION LAPS 30 DIA SLOPE 1" PER 10' TO DRAM i WEST FOOTING ELEVATION 1/4" • 1' -0" 102' -4" 102' -4' W-4• 1 -I'4 X 3/16" STEEL G-RATIP - M BANDED f`/ / ( ngstsi E R 3 E E ' J (NON- LP SE I AND @JBT4L l ED 8T aG. AFTER EQUIPMENT DISiR1EUTOR INSTALLS CONVEYOR 0 2?E' -frY CONVEYOR TRENCH SECTION 1/4" • t' - GRADE BEAM I [1 NEW ONC. SLAB 8" CONC. WALL (TYP.) (T) L GRADE 25' -0" FF.. OJ " I I — J_I . CITY OF TUKWILA APPROVED OCT 3'1 1997 (4; r L FF_ 0 -0" 1 / bJ J Er — IJ I i 1 I $ FINISH I I 5 " CO . NC SLAB WILT- SMOOTH TROWEL wWBH I 1 . F.F 0 ' -0 " I .4 - ./ // .1///// / //r/ ///U/r//////////M/./A93 i I • • I ® I - Top r1 ; >n I IV r f 1 ' I it W H / /H/YHH / //YHH/// ////Y/ We'd ffli/////Y/X6,1//%////Z/y %// /7////%/////////// /o / //I/H /// /// B/Y / /H//.'HB T � P. I I f 4' -0" TS 6XEX'4" 20' -0" I 20' -0" 20' -0" 10' -0" I / 1' -2" RADIUS PIER FOR COL. COVER TO SIT ON "X" BRACING SLOfI'E I"P ER 10' TO DRAIN CONVEYOR TRENCH ® 8 FOUNDATION WALL REINF. ' " M • CC. VERTICAL 0 4 • 10" OC. HORIZONTAL I _'W . TOP' METAL STEEL FRAME WALL TYPE ON 18 GA. ( 3" FLANGE ,.6!' PEEP) • 16" OC. PROVIDE HORIONAL MOCKING • 4' -0 OC. PROVIDE (FS) STRAP LATERAL DIAGONAL 13RACING AT ENDS. SEE PLAN 8EE STRUCTURAL NOTES CONVEYOR SHELF I 1 ' I I I I ADlig : EZ" UlP ENT LOCATIONS: I I I • EOTr9iM VERIFY EQUIPMENT LOCATION 20' -0' CN I8 METAL STUD WALL (SEE NOTE BELOW) 14' -0" 6'_0" I &LO P PER 10' TO D� I I I I 20' -0" IS • 12" OC (TO°) Lf — IS • 12" OC crop) 1 -•4 TOP SLc7PE 14 4 " /10m' 22•-4" 4- •5.12 " I • BOTTOM 5" CONC. SLAES W /LTEROOM FINISH • 4 • 12" Oa. .'. BOT,___/ • 4. 15" O0. TEMP. 22' -4" TS GX: X'%" 4" PIPE 6' -0" -2' -6" 4 -•6'A. W/•3•1- "TIE = 0.0. CEIVED iL 9 1991 ROBERT FOSSAITI ASSOC, N E O a N 't o 0 p0 703 M w C C' u Z-2 i D 1D j N N Nt- Inm X In w PROJECT: 952WEF PRE: 9521CW52 DRAWN BY: ,JSA CHECKED BY :_�_R00 DATE& DEBION REYEW. PIBIYT RE'61W OO/24/97 CK /2Q/97 BID BET CONSTRUCTION BET 0 1897 IIODER OLLEBURC L•.�.AY4W6 a 74•67040■ MEMO J 1 "X1 "X ANGLE 4 1 STEEL GRATING, FURNISHED 4 INSTALLED BY G.C. AFTER EQUIPMENT 15 INSTALLE SEE PLAN FOR RENT WATER STOP 5" TRENCH BOTTOM EXT. NELSON ANCHOR NT. NELSON ANCHOR EXT. ANCHOR I" CLR DOOR 5 ' -0 ° I I GRi E BEAM ® SECTION 2' -9 V4" 2' -9 5/8" 4 OF DRIVER SIDE TIC DOOR 1 2. -4" 12" PLAN OF CORRELATOR SMOOTH TROWEL NT. ANCHOR r CLR •4.12" QC. EA WAY at CENTER OF SLAB EXT_ NELSON ANCHOR NGROUND CORRELATOR TO RECLAIM DOOR OF DRIVER SIDE TIRE INGROUND CORRELATOR EXT. NELSON ANCHOR 8" WALL SEE REIl C5 -2 OF PASSENGER SIDE TIRE GRADE FRAME PIRNISHED WY CAR EQUIP. SUPPLIER INSTALLED BY G.G. BEFORE EQUIP. IS INSTALLED CONVEYOR FURNISHED 4 INSTALLED BY EQUIP. SUPPLIER •4 • 12" OC. EA WAY • CENTER OF SLAB I - 5 " 8" WALL 1° CLR F l 1" SLO 3 . -4 ° 3 ._4" GRAD BEAM I ® SECTION •4• END WATER STOP 11404 SLAB • GRADE BEAM -3° -3" 5 TRENCH BOTTOM to - +4X2' -6• EXT. NELSON ANCHOR t;i- (:x5q0 2' -5 2' -10" S OF PASSENGER SIDE TIRE 4" PVC TO TRENCH I S SECTION AT CORRELATOR EXT. NELSON ANCHOR u SECTION !�2 ". CDX TEEL FRAME WALL 10 GA SASE TRACK W/I'2 °0 .ANCHOR • 2' -8" OC .6 GA •' I2° 00. L/4 5 °' SLAB 1 CLR 6 MIL VW 4" GRAVEL GRADE BEAM SECTION 34 • 2 - CLR L/4 I -'+4 • END I- .5. iifj• r i fiI! °f�i ) I -: -. • !�id.i fi:; e4 i nWtiliStFSW 8" WALL •4 • 16" OC. VERT_ 4 • 10° OG HORIZ GRADE BEAM SEE SCHEDULE S - 1 f 1 1 1.1 I I SGF�B_EBE 8 -I O SECTION DO LS TO MATCH PERT. RENT X 2' -b" (TYR/ 2° RADIUS 5° SLAB 1° CLR • •4 • 16° OC. TEMP_ 12 °X30° GRADE BEAM SEE SCHEDULE S -1 L/4 2° RADIUS i l OWi EXT. NELSON ANCHOR GRADE BEAM - IF I ® SECTION © NELSON ANCHOR'S ) 4" ° I' -0" SUPPLIED AND INSTALLED BY GC_ I I �� L. FILE CAP -1.-3 O SECTION 4 - 5 PILE CAP •4 X 4" ROD AT I' -6' OC. •4X3 "ROD 10" CMU PU LS TO MATCH VERT_ RENF_ X 2' -5" CTYP - EXP. JOINT •4 X I' -6" DOWEL • 4' -0" OC 4" SIDEWALK - GRADE BEAM SEE SCHEDULE 8 -1 GRADE BEAM SEE SCHEDULE CS -I GRADE. SEAM SEE SCHEDULE 5 -1 2 ANGLE STEEL UNLESS NOTED OTHERWISE II- X1N2X14" ANGLE STEEL UNLESS NOTED OTHERWISE NT. NELSON ANCHOR FF. 0' -0" i. `iw l�fil ° i�tif � CD SECTION • J CITY Of TUKWILA APPROVED OCT 3 1 1997 BUILDING DIVISION •4 X 4" ROD AT 2' -0" OC •4.X ROD 8" CMU SEE REINF. NOTES DWLS TO MATCH VERT. EXP. JOINT •4 DOWEL 4" SIDEWALK 3 11.4140•04e •0.f GRADE BEAM SEE SCHEDULE S -1 PILE CAP PILE B: cEI f JUL 9 1991 ROBERT FOSSATTIASSOC. W� �o �S s i t w o3 • N ® O O o Zug NO O V w m0 E 0 1i) t B ; B)1" o a g w c DI . C d Z o R , m m 0 O1 s N m O d C ▪ gg B 1 m F t m Q 0 „ p 1:1 IO B 0,4 • N PROJECT: 9621ZEF FEE 9521C-W53 DRAWN IS J5A CHECKED 9Y: E 0 DATE& DESIGN REVEW PERYT REVIEW 03/24/97 ID SET CONSTRUCTION SET © 1997 ROGER OLLENEURO sheet: S -3 0 '/ GUTTER ROOF PANEL C 6X105 TS 6X10 FFP 12' -b" • WINDOWS 12' -0" • DOORS O FASCIA DETAIL '1 o W 1 4" DRAIN 6" METAL STUD 91." SHEATHING 1" STUCCO EXTRA SOFFIT CHANNEL ACM PANEL 14' -0" O WALL PLATE Q FASCIA DETAIL • l ._ 4 " P4. 1' -2" 4" DRAIN VIP 16•_6• 15' -10" ACM PANEL 14'_0" 102' -4° GUTTER •8 SHEET METAL SCREWS • 6. 00 ROOF PANEL •6 GA • 12° OC 10 GA JW METAL STUDWALL ROOF FRAMING I/4" • 1' -0" 4" DRAIN AND OVER"LOW r -2• TS 4 r& FASCIA DETAIL 1 - P-0• 10 16' -6" ACM PANEL 14'_ erwco 10 "' CMU EA10_011 PAPER Ig• CDX PLY W/ +16 SHEET METAL SCREWS • 6 OC • ALL PANE!_ EDGES 4 • 12. OC AT 011-ER SLS?PORtS 4" DRAIN DRAIN B'0 X 9"• 2' -0" OC. 15' -10" le � J I , L • � - S EL PAN TS L_ 4xI /CE LI GUTTER 18 GA 3" DEEP PANS 12" OC. W/ PREFINISHED SURFACES — rT II O FASCIA DETAIL C 6XI0.5 CONT. 4 - •5 EA ENDOF OPENING 1' 1. t_ METAL WALL FRAMING Arak DRAIN 12' -6" • WINDOWS SIM 0 0 CITY OF TUKWILA APPROVED O CT 3 1 1997 BUILDING DIVISIOT` CEIN/ D ,111L 9 199/ ` ROBERT FOSSATTI ASSOC. N E W O o N Cl O Y W� 1n 0 N® != Ny o Q • (' o C d Z 2 ,-- W 0. ' 0 C En 7� N od' c. " <! i ® O F ° ' d W Y .C' o ,- x CC !n w PROJECT: 962EZEF FLU, 96210W54 DRAWN BY: , 5A CHECKED BY: R 0 DATE &'.', DEBION. BMW PERMIT. REVIEW 03/24/97 OeS /90/97 BD BET CONSTRUCTION BET ©. 1907 ,. ROGER OLLEIEURO sheet: C W ' S - 4 `' BOND BEAM 10" CMU BOND BEAM TS 6X10X 5° CLR C 6X10.5 ■�//` \ TS 6X10X1/4t" ! ! k-i � 1� /arO �I min ME= 6 -0" I. I ( I ji + ' J1� I I I II c SOUTH WALL ELEVATION © FRAME WALL TO CMU <212° I_ %ND X 9" • ANCHOR TO SOND SEAM 9• 12 ,_ 0 " SUSP. METAL SKIRT .3 • I6 ° 4 -5 EA END 10" a-lU WALL SREAK INSIDE CENTER CORE TO GET CLEAR GROUTED CELL AT EACH END CF PILASTER G �l ^ ROUT ALL CELLS ON GRID 2 -5 5 DWL'S TO MATCH 6" CURS 5" SLAB S" CONC. WALL 8 BEAM SEAT fys I' -0" Id C 6X(0.5 10' -0" © FRAME WALL TO CMU - ELEV. STRUCTURAL NOTES GENERAL : Contractor shall verify all dimensions in the field and shall provide adequate shoring and bracing for all structural members during construction. Contractor shall, notify the Architect /Engineer of any deviations from the drawings. CODE: UBC 1994 or latest adapted edition. LOADS: Roof: 25 PSF Wind: 80 MPH Seismic Zone 3 OSURE C FOUNDATIONS: All concrete all footings to rest on grade beams placed between 12 4 inch diameter auger cast piles that are estimad to be -five foot in depth with a capacity of 20 5 tons, ee S -1 0 oca tons Slabs shall bear on compacted fill wit granular mater: . Refer to Geo Tech report for pile depth, capacity,strength and fill under slab on grade. Geotech report furnished by Giles Engineering Associates (206) 771 -5775, project # 6G- 9702009 CONCRETE: f'c = 5000 PSI at rode beams / _ •:• a g -r as p es fc = 1350 PSI Add air entrainment to all exposed concrete slab pour. Special inspection is required per 1701.5, item 1 of UBC 1994 REINFORCING: Slab dowels and welded bars to be Grade 40 1s =20000 PSI. All other reinforcing steel shall conform to ASTM A -615, Grade 40. Lap continuous reinforcing bars 36 diameters. Corner bars shall be provided for all hor:Lontal reinforcement. Detail in accordance with AC: Manual or Standard Practice of detailing reinforcing concrete structures. Su9mit shop drawings for reinforcement placement for all footings, grade beams, and concrete auger cast piles. Cover : Footings 3" Formed 1 1/2" Earth 3" STRUCTURAL STEEL Structural steel A 34 Allowable stress f's = 20.000 PSI METAL. ROOFING: Fy = 50 KSI; 18 Ga; 3* standing seam. Manufactured by Hart Architectural Systems, Tulatin, OR. or equal. All fasteners are #8 pan head, self dril l in g screws at 6"/12" O.C., see plan_ METAL. STUDS: CN 18 at 16 "0.C., Fy = 50 KS'. 6" deep by Dale/Incor Systems or equal. Attach 5/8 CDX s,ywood to studs and blocking sv / #8 screws with washers at 12v C.C. MISCELLANEOUS STEEL: Miscel'aneous steel shat conform to A36 Welds shall be 3/16" minimum. All welding shall se doe by WABO certified welders. All machine bolts sha I be A-3,7_ Al( concrete anchors shal`. be per UBC. Table 23 -: -G, uness otherwise specified. LUMBER: All grades shall conform to WWPA Grading RsIcs !Cr Western lumber. All wood sills in contact with concrete are to be pressure treated. Anchor all sill plates embedded in concrete with 5/8" dia.. anchor bolts at 48 on center, unless otherwise specified. All posts or lumber resting on or abutting doncrete or masonry shall be pressure treated. Provide cross bridging at all mi dspans of joists. Lumber grades Studs Douglas fir (North) Construction grade 2x4,2x6 =1000 PSI Joists Douglas Fir (North) Grade #2, 2X4 = 1425 PSI 206 = 1235 PSI 2X8.= 1140 PSI 2X10= 1045 PSI Beams Douglas Fir Grade #1, fb =1750 PSI Posts Douglas. Fir Grade #1, fb =1750 PSI GLU- LAMINATED BEAMS: All glu- laminated wood :beams shat 1. be Douglas Fir Coast Region, kiln dried,' industrial appearance, stress. grade combination 24F -V4.., E 1;600,000 PS I, fv 165 PSI, ,Deft 1/360 span. All giu- laminated members must be fabricated by a 'recognized glU- Laminated fabricator. : Submit Shop! 'drawings prior to manufacturing and erection of all beams' ROOF,. TRUSSES Manufacturer to submit shop. to Architect /Engineer for approval and conformance to piers PLYWOOD:,All plywood shalt conform to U.S. Product Standards. All nailing shall be as in d)ca.ted on the plans. Contractor shall request a nailing inspection prior to roofing.'All exterior plywood shall be CDX grade.. NAILING SCHEDULE: Joist : to .sill, toe nail 2 -16d Bridging to joist (ends) 2 -t0d Top plate to stud 2 -1Ed Corner studs build -up 16d A 24 "p.c Header to stud 4'-8d Blocking. between studs (toe nail) 2 -16d Ledger t.o stud wall 21Ed (P. ea st :id Wall plywood Roof plywood Nailing Schedule MASONRY: Hollow concrete masonry units shat: be grade N, TYPE I .(exposed) f'm =1 500 PSI. Grant all .cavities containing reinforcing in lifts not Le' exceed 4,' -0" on center. Seedier inspection required by inspection agency. Reinforcing V e r t i c a l : 2 #5 at w a l l . ends ':and ends of openings. 1-#5: all other locations :spaced at 32. on center, unless otherwise indicated.', Horizontal: 2 -X5 at lop of all wal.s and 2 -R4 at intermediate bond beams' at .4 . - " ,on center (max.). Corner reinforcing bars. Pe I ' -6' x +'. -6" ClT OF 1000 Bond Beams I 2 - #5 top and bottom at support locations RPPROVD '. 2 - #4. bottow at other locations - T • f': P wit 3.. 8" aggregate. see plan see plan 23-I-Q Mortar & grout proportions Shall be per UBC 21A. OCT 311997 BUILDING DIVISION 1991 ,it nssoc. PROJECT :. 462IZEF FLE 1621GW53 DRAWN BY:'...' USA CHECKED. BY: A O DATER: DEBION REVIEW PERMTRE /24/47 06/20/47 BD BET CONSTRUCTION SET © 1997 ROSES OLLEI/ORO PLUMBING FIXTURE CONNECTION SCHEDULE MARK ITEM DIRECT DRAIN INDIRECT DRAIN VENT COLD W FILTERED COLD W 120 DEG HOT W 140 DEG HOT W GAS REMARKS P -1 WATER CLOSET 4" - Y Y - - - - - P-2 URINAL - 2 - 1 - 1/2' 1/7 - 1/2" - - NOT USED P -3 LAVATORY 2 - 1 -1/2" 1/2 - 1/2 - - - P-4 WASHER CONNECTION 2 - 2 1/2 - - 3/4" - - P-5 EMERGENCY EYE WASH 2 - 1 - 1/2 1/2 - - - - - P-6 MOP BASIN / FAUCET 7 - 1 -1/2 1/2 - 1/7 - - - EQUIPMENT SCHEDULE ITEM DESCRIPTION WH -1.CW GAS WATER HEATER, RHEEM PH30, 30 GALLON .. STORAGE, 40 MRS INPUT GAS FIRED,, 113# DRY WEIGHT, 61 "x17"0 W 1-1- 2 GAS WATER HEATER, RHEEM 067 -114, 67 GALLON STORAGE 114MBH INPUT, 100 GPH RECOVERY 0 LOOT RISE 240x66" TALL 300 #. DRY WEIGHT, 120V/10 2k KEY FLOOR 1" CW SERVICE NC = NORMALLY CLOSED RPBP = REDUCED PRESSURE BACKFLOW PREVENTOR CCU = CENTRAL CONTROL UNIT NP = NON - POTABLE 1" CW TO BUILDING 1Jl RPBP TO CCU SERVICE 1J¢" TO FACILITY FUNNEL & INDIRECT DRAIN TO FLOOR DRAIN BELOW PRESSURE GAGUE (TOP.) 3" BYPASS - BALL VALVE, TYP. - 1W PRESSURE REDUCING VALVE (SET _AT 60PSIG) COLD WATER HEADER DETAIL SCALE: NONE KEY 10 SHEET METAL SCREW W/ NEOPRENE WASHERS, SPACE PER MANUFACTURER'S INSTALLATION INSTRUCTIONS. 02 HIGH TEMPERATURE ROOF FLASHING ASSEMBLY 03 CUT ROOF 1" LARGER THAN FLUE VENT OUTSIDE DIAMETER. FLUE VENT DETAIL SCALE: NONE \ \ _ SIUCON SEALANT ALL AROUND. KEY NOTES: PLUMBING GAS AND SUPPLY 1. DO NOT SCALE DRAWINGS. 2. GENERAL CONTRACTOR AND PLUMBING CONTRACTOR SHALL VERIFY GAS REQUREMENTS OF THIS PROJECT BEFORE BIDDING AND PROCEEDING WITH WORK. 3. ALL HOT AND COLD WATER PIPING LOCATED ABOVE CEILING AREAS BUT BELOW ROOF INSULATION SHALL BE INSULATED WITH 1" FIBERGLASS WITH ALL- SERV." E JACKET. ALL HOT AND COLD WATER UNDERGROUND PIPES LOCATED INSIDE BUILDING TO BE ENCASED IN FLEXIBLE POLYETHYLENE. 4. PROVIDE FROST PROOF, BOX TYPE WALL HYDRANTS, JAY R. SMITH MODEL 5509. 5. PROVIDE SEPARATE SHUT -OFF VALVES FOR ALL EQUIPMENT REQUIRING WATER CONNECTIONS. 6. PROVIDE COUPLINGS TO ALL EQUIPMENT AS REQUIRED. 7. SEE SHEET CW AC -1 FOR FLUE VENT REQUIREMENTS. 8. PROVIDE BACKFLOW PREVENTOR ON WATER ONES WHERE REQUIRED BY LOCAL CODES. 9. PROVIDE WOOD BLOCKING AS REQUIRED FOR FIXTURES AND PIPING. 10. PROVIDE TEMPERING VALVES BELOW EACH HAND SINK PER CODE REQUIREMENTS. 11. REFER TO BELANGER, INC. GENERIC PLANS & NOTES FOR EXACT DIMENSIONS OF CHASEWAY TERMINATIONS. DIVISION 15 - PLUMBING SPECIFICATIONS CODES AND ORDINANCES CODE ALL WORK SHALL COMPLY WITH APPLICABLE LOCAL BUILDING, VENTILATION AND ENERGY CODES STANDARDS MATERIAL AND INSTALLATION SHALL CONFORM WITH THE APPUCABLE PORTIONS OF THE UPC, 1991- DOMESTIC COLD AND HOT WATER PIPING SYSTEMS INTERIOR COLD AND HOT WATER PIPING TYPE "M" COPPER TUBING WITH WROUGHT COPPER SOLDER END FITTINGS. PROVIDE ISOLATION FITTING WHENEVER DISSIMtAR MATERIALS ARE USED. UNDERGROUND COLD AND HOT WATER PIPING TYPE L" COPPER TUBING WITH WROUGHT COPPER SOLDER END FITTINGS. PROVIDE ISOLATION FTTIING WHENEVER DISSIMLRR MATERIALS ARE USED. PIPING RUNOUTS TO FIXTURES PROVIDE PIPING RUNOUTS TO FOQURES SIZED TO COMPLY WITH GOVERNING REGULATIONS. PLUMBING PIPING SYSTEMS THE FOLLOWING PARAGRAPHS (OVER THE FURNISHING AND INSFALIJNG OF ALL PLUMBING SYSTEMS COMPLETE AND READY FOR INTENDED SERVICE. SOIL, WASTE AND VENT PIPING SERVICE WEIGHT HUBLESS CAST IRON PIPE AND FITTINGS WITH COUPLING ASSEMBLY SCHEDULE 40 ABS PIPE AND FITTINGS WITH SOLVENT WELD WHERE ALLOWED BY LOCAL CODE SUPPLY PLAN' 5•G 'B' VENT FLUE UP THROUGH ROOF SEE CWAC -I /7 - 34% SCHEDULE .40 COPPER TO 'CCU' 4 AIR STATION_. III IIIIIIIIIIIIIIIIINIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII I IIIIIIIIIIIIIIIUII II 111111111111111111111111111 � 11 SEE CIVIL PLAN FOR GONT114 HOT AND COLD WATER VALVES GATE VALVES JENKINS FIG. NO. 47 CHECK VALVES JENKINS FIG. NO. 92A BALL VALVES JENKINS 900T PIPE HANGERS SINGLE RUNS RISERS TRAPEZE: INSERTS PIPE INSULATION HOT AND COLD WATER PIPE SHALL BE INSULATED IN ACCORDANCE WITH THE GOVERNING STATE OR LOCAL CODE AUTHORITY BUILDING /ENERGY CODE. MINIMUM INSULATION LEVELS SHALL BE AS FOLLOWS PIPE 517F 1" DIAMETER OR LESS 1' - 2 DIAMETER 2 DIAMETER OR GREATER P -3 LAVATORY FAUCET SYMMONS S -60 -H P-4 WASHER FITTING GUY GRAY MODEL B200 P -5 EMERGENCY EYE WASH WESTERN MODEL W360BT P -6 MOP BASIN GRINNELL FIG. 260 GRINELL FIG. 26A UNISTRUT P -1000. WITH TREADED RODS. GRINELL 282 NOTE 10 3 4' Hp out 4 I5•A DOOM BELOW FOUNDATION U.e•SHER. 4 PIT TO AIR I WATER STATION. INSULATION THICKNFSS. 1.0" 1.0" 1.5" . CONDUCTIVITY BETWEEN 0.24 & 0.28 BTU- IN /H -SQ FT - DEG F PLUMBING FIXTURES P -1 WATER CLOSET TOILET (WITH LEFT TANK) AMERICAN STANDARD "CADET MODEL if 2168.100 - W/ BEMIS OPEN FRONT SEAT. P -2 URINAL (NOT USED) AMERICAN STANDARD # 0356 "LUCERNE' ENAMELED CAST IRON WITH WALL HANGER SIZE 19"x17 POWERS FIAT MSB2424, 24"x24 x10" TALL MOLDED FIBERGLASS MOP BASIN. FAUCET CHICAGO FAUCET #897VB W /PAIL HOOK & WALL SUPPORT NATURAL. GAS PIPING SYSTEM PIPING SHALL BE SCHEDULE 40 BLACK STEEL WITH MALLEABLE IRON SCREWED FITTINGS WHERE ACCEPTABLE TO THE LOCAL BUILDING OFFICIAL OTHERWISE FORGED STEEL SOCKET WELD IUH -31 PLUMBING LEGEND LEGEND MAY CONTAIN ITEMS NOT USED IN THIS BUILDING. CONTRACTOR TO VERIFY COLD WATER ABV. FLOOR /GRADE - - -NP- NON- POTABLE COLD WATER " " HOT WATER ABV. FLOOR /GRADE - - - -NP- NON - POTBALE HOT WATER " " - CWF COLD WATER FILTERED ABV FLOOR /GRADE (CWF) - 120 — HOT WATER (120') 140 — HOT WATER (1401 G GAS PIPING GAS SHUT -OFF VALVE MECHANICAL GAS SHUT -OFF VALVE —f HB HOSE BIB W /VACCUM BREAKER WASTE VENT NEW (N) EXISTING (E) A AIR LINE GATE VALVE CHECK VALVE. 0 FCO - FLOOR CLEANOUT SCO - SITE CLEANOUT — I WCO - WALL CLEANOUT FD - FLOOR DRAIN FS - FLOOR SINK HUB OR FUNNEL DRAIN G o7 G G G D1 G - 7 V 1�1 0 vgige II •G GAS METER N SERVICE BY OTHERS_ CITY OF TUKWILA APPROVED OCT ,311997 n., ivV l[V. BUILDING DiVISIO RECEISED CITY OF TUKWILA JUN 20 1997 PERMIT CENTER FCEIVED KWILA 1997 PERMIT CENTER z O < z W x O Na =o wo >- W „ „4 w W > 0I-< 10 J rnJ 0.< m I- 0 W W z PROJECT: 9621ZEF FILE: DRAWN BE TOO CHECKED BY: TGH DATES: DESIGN RENEW PERMIT RENEW D0/2O/97. 03/20/97 BID SET, I) 9 193' CONSTRUCTION SET © 16ST ROGER. OLLENBURG )\ sheet: C w.P -'1 of 2 ■m BALL SHUT-OFF VALVE FLEX HOSE CONNECTION TO CCU MANIFOLD. 1W TO BACKFLOW PREVENTOR FLEX HOSE CONNECTION TO CCU MANIFOLD FROM COMPRESSED 1 AIR SUPPLY (BY iii OTHERS) FRESH WATER /AIR SUPPLY DEIAIL SCALE: NONE FREES -LESS WALL HYDRANT WITH VACUUM BREAKER WATER HYDRANT DETAIL SCALE: NONE 2' VTR ool b HOLD PIPE TIGHT TO WALL 12" ABOVE FLOOR GRADE OR AS NOTED ON PLAN ° CW SUPPLY AUTOMATIC DRAIN VALVE CI . IIIIIDII AIR DRYER AIR DRYER 4' TYPICAL STUB — UP SCALE: NONE AIR CONPRESSOR PIPING DIAGRAM SCALE: NONE NOTE COMPRESSOR FILTER, REFRIGERATOR, AIR DRYER & REGULATOR PROVIDED BY OTHERS & INSTALLED BY PLUMBING CONTRACTOR. WASTE, VENT, AND UNDERGROUND CHASE PLAN AIR FILTER AIR LINE TO EQUIPMENT. REFER TO FLOOR PLAN. BALL VALVE PROVIDE }¢" REGULATOR WITH GAUGE SET 0 100 PSI PROVIDE REFRIG. AIR DRYER ROUTE DRAIN DOWN WALL, TERMINATE WITH ELBOW AT FLOOR DRAIN f 2• WASHER SEE CIVIL PLAN. FOR CONTINUATION. AIR COMPRESSOR, PROVIDE SEISMIC RESTRAINT STRAPS TO WALL OR. BOLT UNIT TO FLOOR. TO DRAIN. rP — CL: 1 L?F. 2' • GAS COCK DRIP LEG FLOOR SCALE NONE COLD WATER SUPPLY HOT WATER SUPPLY �• " COMBINATION P & T RELIEF VALVE ID a I DOMESTIC GAS WATER HEATER r� TYPICAL DIALECTPIC UNION DRIP PAN WITH INDIRECT DRAIN TO FLOOR DRAIN WATER HEATER DETAIL °LAI TANK ROOF FLASHING ^ � ROOF COUNG EXPANSION TANK, AMTROL ST -5 -C ° REUEF DRAIN TO DRIP PAN STRAP TO WALL STRUCTURE W /2 WOE, 16 GA. STEEL BAND DRAIN VALVE %4 INDIRECT DRAIN 1 FLOOR DRAIN 2' V GENERAL UNDERGROUND PLUMBING NOTES 1. ALL STUB UPS ARE TO PROTRUDE 1 FT ABOVE FINISHED FLOOR UNLESS OTHERWISE NOTED. 2. EXACT LOCATION OF THE CCU STUB UPS ARE TO BE FIELD LOCATED WITH BELANGER, INC. DISTRIBUTOR PRIOR TO INSTALLATION. 3. ALL MATERIALS FURNISHED AND INSTALLED BY THE PLUMBING CONTRACTOR UNLESS SPECIFICALLY SHOWN AS FURNISHED AND INSTALLED BY THE EQUIPMENT MANUFACTURER OR DISTRIBUTER. 4. ALL CHASE BENDS ARE TO LONG SWEEP L'S OR DUAL 45 ELBOWS. 5. CONSULT LOCAL BELANGER, INC. DISTRIBUTOR FOR FINAL EQUIPMENT SELECTION, OPTIONAL EQUIPMENT AND SPECIAL REQUIREMENTS PRIOR TO BID PROCESS. KEY NOTES O 4" SCHEDULE 80 PVC TO RECLAIM TANKS FROM CONVEYOR TRENCH. (2 PLACES) 2. 4" SCHEDULE 40 PVC DWV CHASE FROM UNDER CARRIAGE WASH & MISC. TO APPROX. MIDPOINT OF CONVEYOR TRENCH. 2" SCHEDULE 40 PVC 01W ENTRANCE END PNUEMATIC CHASE FROM CCU TO CONVEYOR ROLL-UP CYUNDER. 4O 4" SCHEDULE 40 PVC DWV EXIT END HYDRAUUC CHASE FROM CCU TO CONVEYOR DRIVE. 0 1" SCHEDULE 80 PVC PRESSURE PIPE TO RECLAIM TANK. O 2" SCHEDULE 80 PVC SUCTION PIPE TO RECLAIM TANK. O SEE TYPICAL STUB -UP DETAIL - SEECIVIL PLAN- FOR CONTINUATION. 6' PVC TO CATCH BASIN, SEE SHEET C-2 CITY OF TUKWILA APPROVED OCT 31 1997 M.) LWILV BUILDING DIVISION RECEIVED CITY OF TUKWILA JUN 20997 PERMIT CENTER CITY Or UKWIIA 1997 PERMIT CENTER. 0) N d d O i B Net O U d WO y E. DU] "'c R D: o J N B Q hi =Na O) In 7 j O C d < : ID j O6' c° 3N � Q) ii NN O)gIOW o., I / © 1997 C ROGER OLLENBURG PROJECT: 9621ZEF FILE DRAWN. BY: S,1D CHECKED BY: - ME{ DATES: DESIGN REVIEW • PERMIT REVEW OA'2,/97 03/20/97 BID SET MAY II 9 P597 CONSTRUCTION SET sheet: CW.P-2 EQUIPMENT SCHEDULE MARK I ITEM. MAKE /MODEL I DESCRIPTION ELECTRICITY EF -1.CW CEILING EXHAUST FAN GREENHECK /SP -7 110 CFM 0 0.125" SP 120V/10/80W EWH -1 • ELECTRIC WALL HEATER DAYTON /2E434 COMPACT COUNTER FLOW STYLE 120V/10/1500W EWH -2 s ELECTRIC WALL HEATER DAYTON /2E878 COMPACT COUNTER FLOW STYLE 208V/10/2KW UH -1 GAS UNIT HEATER REZNOR /FE -25 REZNOR /FE -50 25 MBH INPUT /20 MBH OUT 50 MOH INPUT /40 MBH OUT 120V/10/2A 120V/10/2A UH -2 GAS UNIT HEATER 1114-3 GAS UNIT HEATER _ REZNOR /FE -50 50 MBH INPUT /40 MBH OUT 120V/10/2A PTAC -1 PACKAGED TERMINAL AR CONODIONER CARRIER /52SE207 1/2 TON, 2.5KW HEAT 208V/10/15A i CEILING EXH. FAN — SEE SCHEDULE FOR COMPLETE INFO. ANGLE MOUNTING BRACKETS — SECURE TO CEILING FRAMING GRILLE TO MATCH SIZE OF EXHAUST FAN CABINET. EXTERIOR WALL PIPING AS SHOWN ON PLANS. UNISTRUT PIPE SUPPORT, SECURE TO WALL GAS BALL VALVE DIRT LEG DUCT DISCHARGES THRU WALL, TO ATTIC OR THRU ROOF AS INDICATED ON PLANS. SEE PLANS FOR SIZE. WALL — SEE ARCH. PLANS. CEILING EXHAUST FAN DETAIL NOT TO SCALE WALL CAP 3' ANGLE IRON SUPPORT FRAME, SECURE TO ADJACENT WALL 'B' VENT FLUE —SEE DETAIL FOR ROOF PENETRATION. '" ALL THREAD ROD GAS UNIT HEATER, MAINTAIN 24' REAR CLEARANCE ADJUSTABLE LOUVERS PROVIDE FLEXIBLE CONNECTION TO UNIT HEATER. UNION GAS UNIT HEATING MOUNTING AND PIPING DETAIL NOT TO SCALE DIVISION 15 — MECHANICAL SPECIFICATIONS (GENERAL) CODES AND ORDINANCES CODE ALL WORK SHALL COMPLY WITH APPLICABLE BUILDING, VENTILATION AND ENERGY CODES. STANDARDS EQUIPMENT AND MATERIALS SHALL CONFORM WITH APPROPRIATE PROVISIONS OF ARL, ASME, ASTM, UL, NEMA, ANSI, SMANCA, ASHRAE, NFPA, AS APPLICABLE TO EACH INDIVIDUAL UNIT OR ASSEMBLY. AIR MOVING — TREATING EQUIPMENT & MATERWS AIR HANDUNG /CONDITIONING UNITS SEE PLANS FOR SIZES, MAKE, & MODEL NUMBERS DUCTWORK: ALL RIGID DUCTWORK SHALL BE LOW PRESSURE SHEETMEFAL CONSTRUCTED IN ACCORDANCE WITH SMANCA STANDARDS. DUCTBOARD MAY BE USED IN CONCEALED AREAS ABOVE CEILING.. EXHAUST FANS SEE PLANS FOR SIZES. MAKE, & MODEL NUMBERS THERMOSTATS THERMOSTATS TO BE HONEYWELL 17200 FOR PTAC -1. COORDINATE WITH CARRIER FOR APPROPRIATE INTERFACE KIT WITH HONEYWELL UTILIZE LINE VOLATAGE THERMOSTATS FOR UNIT HEATERS. THERMOSTATS ARE FOR FREEZE PROTECTION, SET TO 44'F. FIRE DAMPERS INSTALL UL LABELED FIRE DAMPERS IN ACCORDANCE WITH NFPA AND LOCAL CODES ACCESS DOORS INSTALL ACCESS DOORS IN DUCTWORK AT ALL EQUIPMENT REQUIRING ACCESS. COORDINATE ACCESS DOOR LOCATIONS WITH ARCHITECT. THERMAL COVERING NFPA FLAME SPREAD OF 25, SMOKE DEVELOPED 50, NO EXCEPTIONS. DO NOT INSULATE EXPOSED DUCTWORK. INSULATE PER THE REQUIREMENTS OF LOCAL ENERGY CODE. FLASHING AND COUNTERFLASHING FLASH AND COUNTERFLASH ALL PIPING AND DUCTWORK PENETRATING EXTERIOR WALLS AND ROOF IN ACCORDANCE WITH APPROVED ARCHITECTURAL STANDARDS. TESTING, ADJUSTING AND START —UP THE MECHANICAL SUB — CONTRACTOR IS RESPONSIBLE TO PROVIDE COMPLETE SERVICES FOR TESTING, ADJUSTING AND STARTUP OF ALL EQUIPMENT AND MATERIALS INSTALLED UNDER THIS DIVISION INCLUDING TOOLS, INSTRUMENTS, LABOR AND SUPERVISION. . i111111111OHp1111 - IIBIIIIIIIIINIIID 1111111 11111111111111111111111111111 IIIIIIIIIIIIII ;IIIIIIIIIII IIIIIIIIIIIIII x FURNISHED BY TIE MECHANICAL CONTRACTOR, INSTALLED BY THE ELECTRICAL CONTRACTOR. CONTRACTORS NOTES AIR CONDITIONING CONTRACTOR 1. THE AIR CONDRIONNG CONTRACTOR SHALL FURNISH AND INSTALL ALL AIR CONDDIONING UNITS, EXHAUST FANS, DUCTWORK, INSULATION, DIFFUSERS, THERMOSTATS, SMOKE DETECTORS, FIRE DAMPERS (IF REQUIRED BY LOCAL CODES), AND ELECTRIC HEATERS. 2_ THE AIR CONDMONING CONTRACTOR SHALL INSTALL ALL HOODS AND DUCTWORK PER LOCAL CODES. 3. ALL DUCTWORK TO BE INDEPENDENTLY HUNG FROM STRUCTURAL MEMBERS. 4. ALL . DUCTWORK SHALL BE FABRICATED AND INSTALLED PER SMACNA LOW VELOCITY DUCT MANUAL.(HATEST ISSUE) 5. THE AIR CONDDIONNG CONTRACTOR SHALL FURNISH A WRTREN GUARANTEE COVERING A ONE YEAR PERIOD FOR ALL PARTS, LABOR AND SHIPPING COSTS, AND AN ADDITIONAL FOUR YEAR PERIOD FOR THE A/C COMPRESSOR AND HEAT EXCHANGER PARIS. B. AIR CONDITIONING CONTRACTOR SHALL PROVIDE HONEYWELL T -7300 THERMOSTATS AND ALL NECESSARY DAMPERS, ACTUATORS, RELAYS, AND WIRING. LEGEND { i 0 )2( -,. -- F✓ } I RETURN AIR DIFFUSER A/C UNIT OR FAN NUMBER ROUND FLEX DUCT ROUND METAL DUCT FIRE DAMPER (FD) VOLUME DAMPEI(VD) THERMOS FAT THERMOSTAT CONTROL WIRING SUPPLY DIFFUSER ONE WAY BLOW GENERAL CONTRACTOR 1. THE GENERAL CONTRACTOR SHALL LOCATE, CUT, AND FRAME WALL OPENINGS AS SHOWN FOR ALL AIR CONDITIONING EQUIPMENT AND EXHAUST FANS. 2. EXHAUST FAN OPENINGS ARE BASED ON GREENHECK EQUIPMENT. IF OTHER FANS ARE USED VERIFY ROOF OPENING REQUIREMENTS. 3. ANY FRAMING REQUIRED FOR DIFFUSER INSTALLATION IN CEILING SHALL BE BY THE GENERAL CONTRACTOR. 4. GENERAL CONTRACTOR SHALL SUPPLY AND INSTALL COMBUSTION AIR LOUVERS FOR GAS WATER HEATER. ELECTRICAL CONTRACTOR 1. THE ELECTRICAL CONTRACTOR SHALL INSTALL ALL LOW VOLTAGE CONTROL WIRING FOR AIR CONDITIONING UNITS AND ALL FANS. COORDINATE WITH AR CONDITIONING AND ELECTRICAL PLANS. (LOW VOLTAGE WIRE SUPPLIED BY ELECTRICAL CONTRACTOR). 2. THE ELECTRICAL CONTRACTOR SHALL FURNISH AND INSTALL DISCONNECTS FOR AIR CONDITIONING UNITS. PI UMRING CONTRACTOR 1. THE PLUMBING CONTRACTOR SHALL PROVIDE & INSTALL FLUE GAS EXHAUST VENT FOR HOT WATER HEATER. VENT TO OUTSIDE AIR. 2. PLUMBING CONTRACTOR TO PROVIDE & INSTALL CONDENSATE DRAINS FOR ALL A/C UNITS ACCORDING TO LOCAL CODE REQUIREMENTS. 3. PLUMBING CONTRACTOR SHALL PROVIDE GAS CONNECTIONS FOR ALL A /C. CITY OF TUKWILA APPROVED OCT 3 1 1997 BUILDING G DIVISION RECEIVED CITYOFTUKWILA JUN 2' 1997 PERMIT CENTER ci A CO (1) m o N 'f U V DO O OS) ._ ER In • C d et a d cd a> 8 O cc N ` w c N ° Z -2 � D 1 rn S a � (0 t a 0 LD3 Nv 0 N ID Ol In ,° z 0 1.71-- QW = z Tna = E wO r? - >> I w QQ Dw > wO I-A EN co a< aR-Op. w 3cc w z PROJECT: 9621ZEF FILE DRAWN BY: 5J5 CHECKED BY: TGH DATES: DESIGN REVIEW • PERMIT REVEW 03/20/97 BID BET HAY II 0 1391 CONSTRUCTI SET • ROGER OLLENBURG sheet: CW.AC -1 of 1 0e ®®®e (D®Q liriliq P OOOO 1 ® ®Qcp9 HHO 110' F ®C IINRip ij \ i ® <>0 1 r I tOt-3 Tti norm RATED mu. 42. Loy ta1 dc,I T04 WI' =ltd � 1+ $ ;g.wa 111110 i lql 1,0) 1111 �L`i V CI larae1 OR 0120R5 ECJWM'ENT Q FE0$AFICAI. ECUIFT• NT MISCELLANEOUS ✓ DATA NILET WALL Q DATA CUTLET BOOR ✓ DATA TELEEI00E CUTLET WALL ✓ TELEF... cUT(..ET LLNLt. ✓ 1125554002 CUTLET FLOOR TAGS 1 11 iI ÷ `,)) 1/1 1 S I i i1:3®1-6 1 III4-2 G Continucus Loads 1.449 kva x 125% • 9311 kva R Receptacles: lot 2:100 kva x 00% • 2100 kva Remaining kva x 50% • kva LM Largest Motor 11160 kva x 55% • • - 13.950 kva M Remaining Motors 23.040 kva x 100% • 23040 kva O Other: Mlsc 46340 Loa x 100% • 46340 kva I _ •_ I LOAD CALCULATICT1 ''II I tOt-3 tDI JIIP WI' =ltd � 1+ +I H Hh 1Ef otric Faced Fan Wall Heater 9 h Toilet (Efeartc Forced Fan WHIZ 1:6eter 2 b C:ootroi Room Subreed to Panel 1112 • Prep Gun I Unimac 2 Unimac 9 Then UPS Reclaim Unit Air Compressor 05): ... 0 0 0 0 0 0 0 0 0 0 0 0 3 3 3 3 3 3 4115 1 4.980 L194 FFW ggg 2520 1 2520 1 2520 I 1 2520 2520 2520 4200 4200 4200 3.120 3120 MEM 3.120 3.120 L_ " _1 w N w 63 , SS ,, S'SSS s 20AIP 20A2P 20AIP MEM 3360 20425 1 1 20415 3520 3240 4200 ff Toggle Switch T q1e Switch Toggle Switch 5560 PANEL WI to 1C ■ameplate , Ground Bar 1 PHASE LOADING 3R 4.980 3360 4080 A 4020 5.100 1 5560 _ 5560j 1154 I 3360 4.080 1 3520 1 ( 4.440 5560 `\ w 20 20 20 aaaaaaaaa L Cot. 28,30: 11.0.62 kva 0.25 kva d:r9685 -wl NOTES 0.120 1 1500 (SOW 1500 0140 000 0 0 0 3 0 0 3 3 3 3 3 3 III Prep Gin 2 01211ce AC Control Heater E1111 -2 Gas Unit Heaters (3) Toilet Heater 01St -I Av- /vJatu. Dtspernse. Elec. Water Heater 9 Gas Water Neater 5 Vacua 5 Vaanwl '6 Vaa= 9 Vaasa 5 ti 0 `4u tI'il 24 I 26 201 22 e v R t W . III4-2 C Contloous Loads 1.445 kva x 125 % • 9311 kva R Receptacles: First 2.100 kva x 100% • 2.100 kva Remaining kva x 50% • kva LM Largest Motor 0100 kva x 125% = 0125 kva II Remaining Motors kva x 100% • kva O 01St- Misc. 0800 kva s 100% • 0800 kva 1 11111 1 •� ■■ ■0©' io A O I Fire Alarm Panel O 3 Tel eptnna T R 5 Toilet Cutlet R 1 Office t Control Rs. R 9 Office Cutlets R II Change Machine 0 13 Mechanical Room R 15 Wash Bay Cutlets R Il Spare 19 Spare 21 Spare 23 Spare 1 '.. 25 Space 21 Space 29 Space I tOt-3 ""II,, 0500 0360 0180 0540 0360 0100 0540 0120 I STA` 20 20 20 20 20 20 1 20 1 20 bat Water tt at - 2 for Car Wash Equipment 1 jESectrlc Water Heater 9 for Domestic Use 1Ef otric Faced Fan Wall Heater 9 h Toilet (Efeartc Forced Fan WHIZ 1:6eter 2 b C:ootroi Room CetWnq Exivwt Fat 9 to Toilet Gas tht Heats 2 In Wash 13a4 Gas Dia 1kater 3 In Wash Bay I ( Ttru -WHW Electric Al, Conditioner N OFF(. In Heat Mode Load . 25 kva Gas Ural Heats 9 a Wash Bay MEC! DESCRIPTION IS 1rer 15 50 I 2050 05): tam s 2 amp 15 amps 2 amps ti 1.500 120 120 120 208 120 .g 50 120 208 120 as 2011 20 1 _2o 20 20 20 20 20 20 I. Provide lock -cn device for circuit breaker handle, poles 1,18. 1. Provide EFI breaks for pole 15. d:/9685/panel -w2 MEM 2 12 I 2 92 J L_ " _1 2 92 2 92 2 92 1 2 12 2 92 0312 640 SS SS S'SSS 20AIP 20A2P 20AIP 20AIP 20415 20AIP 20AIP 20425 1 1 20415 PROTECTION AT PANEL L. 1244 10 Sw itch II Integral Toggle Switch 1 Mlsc. R000t: Lights Wash Bay. Lights Toggle Switch T q1e Switch Toggle Switch 30.435 Switch 20 Ftal - R flues Toggle Switch LW 26 I j 3R — I� 3 R — — A 3R 3R A 11 CT 1. n AJ AJ 'P m X ■ a 1 s E 4] o p g ti all 111; m i. npt g2 msig, E8li g 1 NEW BP SERVICE STATION RETAIL DEVELOPMENT 16200 WEST VALLEY HIGHWAY TUKWILA, WASHINGTON CAR WASH BUILDING \ ELECTRICAL SCHEDULES & DETAILS ynS y W r7 m � mN m N �_3 ��,11w cc11m pm � - SPSa. g 8u OA Q -1 N OA Itl 'R p � gp �� _ pp �jm �En � r��� �ix ����Nm o �A��m n � g p b i, X 11 44 WOE fi d D °ya ' [ oO " rGriC � `rt1 . • pN� rfl� �$ b�r'''�� :UA�'� � � �� 1 � y 6 � � b il � v � � H �r��1 j N 9 P m l i� °p Eye i gLA 2 3 g � 2 eepil PAT gl 14q obuyn' 11 114 4ighiPl g!, tb h R20 lob VI' gb 4!ehhli O -1 � � N N o o Fg g Roger 011enburg and Associates Architectural and Planning Service 515 116th Avenue NE, Suite 202 Bellevue, Washington 98004 206 451 -1232 , fee: 206 451 —1 841 rogero®nwilnk.com I E( E$ 9/22/98 LE ti 1 2 E iSCMC e D ®a8an AssooBaA®e Eleclrlcel Consulting 8114 NE 115th Ray Kirkland, HA 88094 (208) 829 -1144 FAX 829 -1141 Ron Tipple lob No. 0885 ma IA NiVici C Contloous Loads 1.445 kva x 125 % • 9311 kva R Receptacles: First 2.100 kva x 100% • 2.100 kva Remaining kva x 50% • kva LM Largest Motor 0100 kva x 125% = 0125 kva II Remaining Motors kva x 100% • kva O 01St- Misc. 0800 kva s 100% • 0800 kva 1 11111 1 •� ■■ ■0©' io A O I Fire Alarm Panel O 3 Tel eptnna T R 5 Toilet Cutlet R 1 Office t Control Rs. R 9 Office Cutlets R II Change Machine 0 13 Mechanical Room R 15 Wash Bay Cutlets R Il Spare 19 Spare 21 Spare 23 Spare 1 '.. 25 Space 21 Space 29 Space ""II,, 0500 0360 0180 0540 0360 0100 0540 0120 20 20 20 20 20 20 1 20 1 20 20 20 20 20 1140 1563 I PANEL 1112 1C dameplate , Ground Bar 1 PHASE' LOADING �I I 4.9E0 1 1560 1.920 I ti 1.500 l i i i 0830 0100 as 2011 20 1 _2o 20 20 20 20 20 20 I. Provide lock -cn device for circuit breaker handle, poles 1,18. 1. Provide EFI breaks for pole 15. d:/9685/panel -w2 I lii 1200 L200 0.100 I 0.684 1023 0312 640 (Space ' , ,. - Space saW I SIgnage - South Exterior Light Controls Pole Lights at Vacuums Signage - West Mechanical Lights Soffit 11415$ (2) Directional Signs Mlsc. R000t: Lights Wash Bay. Lights LW 26 I j [20 W 6 T. 13 $ co 6e A 21 4 11 CT 1. n AJ AJ 'P m X ■ a 1 s E 4] o p g ti all 111; m i. npt g2 msig, E8li g 1 NEW BP SERVICE STATION RETAIL DEVELOPMENT 16200 WEST VALLEY HIGHWAY TUKWILA, WASHINGTON CAR WASH BUILDING \ ELECTRICAL SCHEDULES & DETAILS ynS y W r7 m � mN m N �_3 ��,11w cc11m pm � - SPSa. g 8u OA Q -1 N OA Itl 'R p � gp �� _ pp �jm �En � r��� �ix ����Nm o �A��m n � g p b i, X 11 44 WOE fi d D °ya ' [ oO " rGriC � `rt1 . • pN� rfl� �$ b�r'''�� :UA�'� � � �� 1 � y 6 � � b il � v � � H �r��1 j N 9 P m l i� °p Eye i gLA 2 3 g � 2 eepil PAT gl 14q obuyn' 11 114 4ighiPl g!, tb h R20 lob VI' gb 4!ehhli O -1 � � N N o o Fg g Roger 011enburg and Associates Architectural and Planning Service 515 116th Avenue NE, Suite 202 Bellevue, Washington 98004 206 451 -1232 , fee: 206 451 —1 841 rogero®nwilnk.com I E( E$ 9/22/98 LE ti 1 2 E iSCMC e D ®a8an AssooBaA®e Eleclrlcel Consulting 8114 NE 115th Ray Kirkland, HA 88094 (208) 829 -1144 FAX 829 -1141 Ron Tipple lob No. 0885 ma IA NiVici CONDUIT SCHEDULE SYSTEM: BELAN(ER . RUC. MODEL EDGE 1000 1 5'PYC CONDUIT ; RUTH 5 '18 T11IN -01 1 5'PVC CONDUIT 14T14 298 TI -EN -CU 4 98 GND. TO LUAU. MOUNTED START-UP ALARM 1 3'PVC CONDUIT NTH 298 TNW -W 498 CND. TO ENTRANCE EMERGENCY STOP MODULE 1 '2'FVC CONDUIT .UT14 3 98 AND 496 THIN -CU 1 CONDUIT IUTH 2 TH1111 -01 4'18 GNID. TO. EXIT EMERGENCY STOP MODULE 1 VPVG CONDUIT L14114 396 THIN -Di 4 w CND: TO THE NOZZLE SOLENOID O1. THE DRYER 3"PVC CONDUIT WITH 10'. tb AND 4 90 TH N -GILL 3'PVC CONDUIT. WITH 9'611111 -CU 4 Y CND. TO THE DRYER WIT (3)10 NIP MOTORS 2213 11PVC CONDUIT WITH 3 90 T•IN-CU 4 10 CND. TO THE WHIPPER SNAPPER 2 HP MOTOR 1201 120AI 1 1 2 12141 12161 1 22 1 12241 FASCIA SNGNAGE BY OTHERS. EC. TO PROVIDE UP CO) VERIFY EXACT LOCATION AT ROU244-Et— FASCIA UDUAGE BY OTHERS E.G. TO PROVIDE UP BOX VERIFY EXACT LOCATION AT ROUGH-IN. NOTE: ALL CONDUIT SIZES, CONTENTS, ROUTING AND LOCATION SHALL BE VERIFIED WITH BROWN BEAR REPRESENTATIVE PRIOR TO R01.414-IN PROVIDE UEATHER RESISTANT, PLASTIC COATED INISTRIT FIFE RACKS N MECHANICAL AND WASH BAY RDG61S AS REWIRED TO 616142 CONDUIT RUNS. SUPPORT ALL CONDUITS FROM WALLS OR SELF- SUPPORTO INISTR)T FRAMES, DO NOT SUPPORT OR MOUNT TO 214E EXPOSED STRUCTURAL ROOF. /i / / / / / / / / / / / / / / / / / /// !/////:/,!'%////////,%/%/////////%/////////////// 7// T///////////// l///t////////////// ////////////////,%// /////%////////////////%/////2.7 / / / / / / / / / / / / / / / / / / / / /i/ - / -5=1 $ ..'"F•-1 1— - •*N - — • — • — -- I I— - — •mwft - - — • — - I 6 [ C b C � is 0 0 F C b 0100ND n /�H SEE NOME n G �j bl G 6 // / //// / /HIPIMA H / /H//////% /117/11 / / /f7 // HH/ H/ HH // M//////H////H// //fHfH / /Hf / /Hf // i/// /ff / /H/HHH / /H/H //// / / //� - ///.Bf/774 L_.+1 C MEC1 WAS14 BAY SEE NOTE 9 I — - -- PANEL W2 PANEL WI C EXTERIOR LIGHTING CONTROLS, SEE DETAIL, SHEET CW -EI // 4c 1 .I. %/ B2 UR -2.4,6 B elUI T CH SCHEDULE LIGHT PANEL LIGHTING `�d' UIIGE GRallT LOAD (WATTS) a 111-2 P4 b W-4 456 e W-4 684 OFFICE W-2 124 NAIL W-2 62 TOILET W-2 62 MECHANICAL W-6 684 LIGHTINa PL4,■ SCALE: 1/4" = 1' -0" GETERAL NOTES L ALL LIGHTS, ENCLO84IO5, BOXES, CONNECTORS, COUPLNGS AND CONDUIT W THE WA144 BAT AND MECHANICAL Rea* SHALL BE UTATERF'FEF CONSTRICTION UN GASKETS, PLASTIC ENCLOSURES, BOXES, CO*ECTORS COUPLINGS AND CONDUIT. EQUIPMENT CONNECTIONS SHALL BE SHORT LENGTHS OF SEAL -TTTE CONDUIT UATH APPROVED FITTINGS 2. ALL PVC AND SEAL -TITE CONDUIT SHALL HAVE A GREEN 600110 CONDUCTOR. 3. PROVIDE CONCEALED EMT CONDUIT. IN R O M'IS 101 TNR U 104 UE114 GIB CEILINGS. PROVIDE EXPOSED PVC GOOUIT IN ROOMS ROD AND 105 UN EXPOSED STRUCTURE. FIRE ALARM PANEL - DASHED LINE ENCLOSES WA ENERGY CODE B' VERTICAL GLAZING DATLITE • ZONE REQUIRING SEPARATE CONTROL (°JNTCH b). T 1144 PF£R SNAPPER TELEPHONE TERMINAL, SEE GNE -LEE, 51-EET CS-El EXTERIOR LIGHTING CONTROLS, SEE DETAIL, SHEET au \\ \\ \ // / / / /. /// / /// / /%1 ;' %/ // tt an�o� p 1 � 1 1 UUiL UU111iin111Mn1111111 or PVC CO$DBTS FOR FIFE ALARM, INTERCOM, SECIPErt PAS -END (1) SPARE FO RI1UIEUSE SEE 511E FLAN SWEET illh WA / H / ///H////f/7/ / / /H / / /!f/ /H/ //// /1111 /H/ / /// / /H /H// / /H /// //// /H //AZ/// /// H// H/// H//// HHH///// / //// / ///1111/// /H/HHfi4 /i " / / /// ///O// /H// /H /H // Piffff /71111/ B IU'. Off, UP L3 1 4.p. \ . 4 , 012-13,5 S. i/ .. \• — U- 691123152129 AIR COMPRESSOR ( RECLAIM MIT _ EU2 -13$' i' \\ \ U -16 •� ....MVO 8 10 t 10C31D. 1014P2081 10 HP208V 31 SEE NOTE RABOVE PANEL/ /� \\ \\ \ 60A3P/50 MN-R DISC. j 60A3P)'50 FRN -R DISC. PANEL WI \ \ m I 21 U - WI- A U- BJ51,1 I '/ \� 0 \ 4 s'PVC 3 190 CND - 4'PYC 3 B 4 10, GM. 'WC 4 4 6 190 GNIX / 1 f / Ig 2O - �' \ \ LIE YOLtAGE T-STA 6 f () (gyp / / C e ' CONSOLE -- �2 1 lam �a Oat : . BY 1•IL. UI�ED BY EC. v. )12 O 52 .29 J �� BUT B R�ENCr I ////////// H///// / / // / / // /// ///H / / / //H / /HH / / // /% //////////////// H////// / / // / / / / / / // / // //// / / //// / / / /// / /�7�f/!✓/!//�/�.i�f ' L /� //_/fL� STOP MODULE 1 ' El UP 'N W D BY EL. ROOM \\ \ \\ \ \\ \ \\ \ \\ \ \\ \ \\ \ \\ \ / / / /// / / // j \ \ � J I Y MC. OM 11 \ \\ I101I' \\ \ \ \ \ \\ \ \ \_' \\ LINE AND LOW VOLTAGE CONDUITS FROM FROM CONVENIENCE STORE BUILDIN G \\ \ SEE 511E PLAN AND ELEC. c -LINE 66 6 SHEET CS -EU Ian= 1 II } • H / / / /// /// I III 111111111 II1 III1111111111 IllWlf 1 1 7777 MU: . I ffflwlfl � 1 nn 11 � 1 111 11tlllllllilllll F r D11-05 i6 NOZZLE SOLENOID ON DRYER B UP INIMAC 21 RA 208V 34 30A3P/30 FRN -R DISC. (TYPICAL OF 2) DRYER WITS (3) 0 14P 208V 34 TOTAL LOAD f///�i m I I 4' / / / / // / /!/ / //A 1 #0 EEI POWER PLAN SCALE: 1/4" _ I' -0" WHIPPER SNAPPER Y �/// / / /// / / /// I I SEE NOTE 9 ABOVE TITAN UPS_ 35 FLA, 208V, 3. VERIFY 1OION 4 -00. I , I, NORTH q? THIS 5HEET n ▪ START-UP ALAN-I 5 GFI O � CHI APYGE MACHINE UU -1,9)1 0 ■ ,1 PP 61 LOW VOLTAGE T -STAT BY MC. WIRED BY EL. L!lFJ 1111-2830 0 323436 U- 313335323436 '4'PVC 6 12 t 92 6140. nl i Dfulllillmilwiiliywiu rim = ril 1 " nut Itunl/ llt l�lnt6 /nulliltnllxl� nmlt n t• 3133 PP / 3 . ...lilt! /// r ♦:J nu -rl m tn : 221 11"1116 'flftl.'AIIN, 1111f�1 = 20 1 24' , ENTRANCE EMERGENCY STOP MODULE 2426 W2 -8 VIA EXTERIOR LIGHTING CONTtmI_5 SEE DETAIL, SI-E T CLU-EI STACU�ERED STRIP FLUORESCENT LIGHTS N 4', b' OR 8' LENeTH5 R)RNI5HED BT OTFER3. INSTALLED AND IUD BY EL. VERIFY LOAD. TYPICAL FOR PERIMETER CF BLDG. PREP IN 4M. FLA 208Y 3> 30A3P40 /20 FIN- R DISC. / i (TYPICAL CF 2) //// %// /// I CITY OF TUKWILA APPROVED OCT 3 1 1997 BUILDING DIVISION RECEIVED CITY OF TUKWILA JUN 2,1997 PERMTIrp#, TA z 0 1 z -I = 0. CO 0 3a rt a? U = (7 PROJECT. 9621ZEF FILE: 9685CWE2 DRAWN SY: RPT CHECKED SY: MJW DATES: DESIGN REVIEW 4/22/97 PERMIT REVIEW 4/22/97 SID ,SET MAY 0 9 1997 CONSTRUCTION SET L ROGER OLLENBURG sheet: of CW-E 3 EOLR ANN NGIATION ZONE !/ O//// O//!////// f/////////////// O/////////////!/ JY/////////////!//!//// O// //f / / /!/fl /!///If/!f/!!!/ff!!f! //!///!///!/ f/// / / / / / / / / /!/ / / / / / / / / ///Y//// / /O///!/ / /l /fff0//A /. / /// / /// / / /// / EOLR - ZONE I - WP SPEC IF I CATION n mannnnnmn�. nllll.1O.IIIr�In: L DESIGN, PROVIDE MATERIALS AND INSTALL A 24 VOLT, CLO5ED CIRCUIT, NON - CODED, ZONE ANNUNCIATED, MULTI -ZONE, ELEC- TIRICALLY SUPERVISED, CONTINUOUS RING, FIRE ALARM SYSTEM. THE SYSTEM SHALL INCLUDE BUT NOT BE LUMITED TO ALL CONTROL' PANELS, POWER SUPPLIES, INITIATING DEVICES, AUDIBLE AND VISUAL ALAN DEVICES AND ALL ACCESSORIES REQUIRED TO A COMPLETE OPERATI NG SYSTEM. 2- THE SYSTEM SHALL COMPLY WITH NE.C, ALL STATE AND LOCAL CODES, NFPA STANDARDS 12,12E AND LIFE SAFETY CODE. 3. THE OPERATION OF ANY INITIATING DEVICES SHALL CAUSE: ALL ANNUNCIATING HORNS/LAMPS TO SOUND/LIGNT'IN A CON- TINUOUS MANNER SHUT DOUN ALL AIR NANDLMC: UNITS RATED OVER 2000 CFM, INDICATE TFIE ZONE IN ALARM AT THE CON TROL PANEL AND REMOTE ANNUNCIATOR, AND SUMMON THE FIRE DEPARTMENT. 4. THE SYSTEM SHALL BE REPJRNED TO TIHELNORMALL CONDITION AND THE ZONE INDICATING RED LED'S ON, TINE CONTROL PANEL AND REMOTE' ANNUNCIATOR SHALL REMAIN ON UNTIL: THE OPERATED DEVICE 15 RESET AND TI-IE CONTROL PANEL IS MANUALLY RESET, SILENCED BY A SWITCH' ON THE ZONE CARD IN THE CONTROL PANEL (DOES, NOT PREVENT THE SUBSEQUENT ALARM OF ANOTHER ZONE). 5. A GREEN LED SHALL REMAIN ON WHEN THE SYSTEM IS RE- CEIVING 120 VAC POWER AND SHALL EXTINGUISH WHEN NORMAL POWER STOPS. 6. AN AMBER LED AND SONALERT SHALL SIGNAL ANY TROUBLE CONDITION: FAILURE OF NORMAL POWER AND OPEN OR SNORT CIRCUITS IN THE INITIATING CIRCUITS. THE SONALERT SHALL BE SILENCED WITH A SWITCH LEAVING THE ,AMBER LED LIT UNTIL THE iSYSTEM IJ5 RETURNED TO NORMAL. !TNE SONA LERT SHALL RESOUND WHEN THE 5YSTEM IS RETURNED TO NORMAL UNTIL THE SILENCING "SWITCH 15 RETURNED TO TI-IE NORMAL POSITION. 1. ALL PRINTED' CIRCUIT BOARDS SHALL I3E PLUG -IN TYPE, SUPERVISED FOR POSITION AND CAUSING A TROUBLE CON - ' DITION WHEN REMOVED. 8. PROVISIONS SHALL BE, MADE IN THE CONTROL PANEL TO TRANSMIT TROUBLE AND ALARM SIGNALS OVER TELEPHONE / DATA CABLES TO A REMOTE RECEIVING PANEL VIA A DIGITAL COMMUNICATOR // / / /// / // /// �■ 7 / / //i / /// / / //// /, 7/ // // © 1 AgrapO 7 i MAF//!/!//!!!// f!!!!/ f// f// lf// / '7///// • '/// / / =i/ H © H • 11 WP 41161 SPECIFICATION b 9. 24 HOURS OF BATTERY STANDBY USING RECHARGEABLE BATTERIES WITFl AUTOMATIC' HI -LOW RATE CHARGER TO MAIN- TAIN FULLY CHARGED CONDITION. PROVIDE A BATTERY TROUBLE INDICATOR THAT OPERATS THE GENERAL TROUBLE AMBER LED BUT DOES NOT' CAUSE AN ALARM TO BE SOUNDED. 10. PROVIDE ALL DOCUMENTS, ETC., A5 REQUIRED FOR APPROVAL BY THE LOCAL FIRE MARSHALL. PROVIDE SPECIFICATION SHEETS FOR EACH COMPONENT CF TNE SYSTEM, LIST OF CURRENT DRAIN REQUIREMENTS DURING NOR SUPERVISORY CONDITIONS, TROUBLE AND ALARM CONDITIONS, 6ATTERY STAND -BY CALCULATIONS 51-1OWIN6 TOTAL STAND -BY POWER NEEDED TO MEET THE REQUIREMENTS SPECIFIED. 11: ALL EQUIPMENT SHALL BE LISTED AND LABELED BY U.L. 12. THE COMPLETE SYSTEM S1-TALL COMPLY WITH ALL APPLICABLE FIRE AND ELECTRICAL CODES AND SHALL COMPLY WITH THE REQUIREMENTS OF THE LOCAL AUTHORITY HAVING JURISDICTION OVER THE SYSTEM. ALL COMPONENTS OF THE SYSTEM SHALL BE LISTED TO OPERATE WITH THE CONTROL PANEL. 13. GUARANTEE THE SYSTEM FOR ONE YEAR FROM TI-IE DATE OF FINAL ACCEPTANCE. TEST TINE' SYSTEM' WITH CONTRACTOR'S FOREMAN, OWNER'S REPRESENTATIVE AND FIRE DEPARTMENT REPRESENTATIVE PRESENT- OPERATE EVERY DEVICE TO SURE PROPER OPERATION AND SIGNAL INDICATION AT THE CONTROL REMOTE ANNUNCIATORS AND THE OFF - PREMISE NOTIFICATION POINT. ONE -HALF OF THESE TESTS SHALL BE CONDUCTED ON STANDBY POWER 14 PROVIDE PVC CONDUIT FOR ALL EXPOSED RUNS IN THE WASH BAY TUNNEL MECHANICAL PURE I•E' 4,1_ARM 1=1 -4IN SCALE: I /4" = I' -0" 3/4 "G TO TELEPHONE TERMINAL TYPICAL WIRE SIZE THROUGHOUT CIRCUIT ADD GROUND WIRE A5 REQUIRED FIRE ALARM CONTROL PANEL (FACP) SEALED LEAD CALCIUM BATTERIES NORTH w4N• HI• • • • 12'16 2!94 2 92 296 2'96 FIRE ALARM PANEL 2' 92 t 92 GND! FIRE' ALARM ONE -111\E ■© 0 '* TOILET ® /. REMOTE LED TYPE ANNUNCIATOR PANEL — DEDICATED 20 AMP, 120 VOLT CIRCUIT (W2 -1) WITH LOCK -ON DEVICE FOR BREAKER HANDLE EOLR - ZONE 2 \zz// // ///1 WP ANNUNCIATOR CIRCUIT FROM CONVENIENCE STORE BLDG. FIRE ALARM PANEL TO OTHER 14ORN5, 5TROSES t BELL TO CONVENIENCE BLDG. ANNUNCIATOR PANEL TO OTHER MANUAL STATIONS ZONE 1 TO OTHER CEILING DETECTORS - ZONE 2 numwlm u nnumu„mrm� lnrLnll lil Almrllllnlll ll ilrP " °l !n'N" i'Innllnnllnlln CONTROL OFFICE IFACPI i 1 It1 ww t limn l'. r lnlninnlnn m m�1 Inlnl IR /% WP Mill III. it • REMOTE ANNUN- CIATOR PANEL COORDINATE SPACE AND HEIGHT 51'1"1301— I_I-ST FIRE ALARM GONtACL PANEL. MALI.) REMOTE LED ZONE INDICATING ANNWCIATOR ❑F MANJAL STATION, DUAL ACTION, .4& AFF. (I SMOKE DETECTOR CEILING maw O SMOKE DETECTOR ABOVE T -BAR CEILING MOUNT 0 HEAT DETECTOR 135 F. FIXED TEMPERATURE, CEILIN's MOUNT !�. I-EAT DETECTOR 200 F. - FIXED TEMPERATURE, CEILIM MOUNT. O 'NEAT DETECTOR RATE -OF -RISE AND In F. FIXED: itn- tRATURE Q HEAT DETECTOR RATE -OF -RISE AND 200 F. FIXED TEMP. FS FLOW SWITCH ON SPRINKLER VALVE TS TAMPER SUATCH ON SPRINKLER VALVE STEM I>EI ELECTRONIC NORM ONLY, WALL MOUNT, .BO' AFF. I>E1 MINI -NORJ, WALL MOUNT, .80' AFF. N COMBINATION POW AND STROBE, WALL MOUNT, 480'.. AFF. • STROBE ONLY, WALL Na24T, +00' AFF. �5 I COMBINATION SIRDBE AND SPEAKER WALL MOUNT, +80' APF. 01 VOICE EVACUATION SPEAKER 400' APP. b' DIA UP VIBRATING BELL ON EXTERIOR SURFACE SMOKE DETECTOR ON AIR DUCT WITH SAMPLING TUBES © DOOR HOLDER 120 VOLT: END -OF -LINE RESISTOR (EOLR) RECEIVED O JUNCTION BOX CITY OF TUKWILA WP. IUEATNERFI?DCF JUN 2 6 1997 co N N O o N °� N ` t O - O O t O co GO 3 O7 c < - N) 1=wt=N m ml co a c T3) 3 In ` - a '0` Q� m �a IDi O t ai p� O( m 3 N v m • L e • N m -- O' - D z O • a .c 1 _ Z I z(D F- coL= Lucti,E >�'a > w (naNJ o m�oF 3 c w z z zz 03 2 =l n. O2 a 3 a moo: 0 LL PROJECT: 96212EF FILE:.- 9685CWFA DRAWN BY:, RPT CHECKED BY: MJW DATES: DESIGN REVIEW 4/22/97, PERMIT REVIEW 4/22/97 BID SET CONSTRUCTION SET O 1998 ' ROGER LLENBURG sheet: I of \ CW —F4 3 'i