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HomeMy WebLinkAboutPermit D2000-383 - EXODUS SEATTLE 3 - MECHANICAL PLATFORM AND COVERED PARKINGD2000-383 Exodus Seattle 3 3355 S 120 F'l k City of Tukwila Community Development / Public Works • 6300 Southcenter Boulevard, Suite 100 • Tukwila, Washington 98188 WARNING: IF CONSTRUCTION BEGINS BEFORE APPEAL PERIOD EXPIRES, APPLICANT IS PROCEEDING AT THEIR OWN RISK. Parcel No: 102304 -9069 Address: 3355 S 120 PL Suite No: Location: Category: AOFF Type: DEVPERM Zoning: Const Type: Gas /Elec.: Units: 001 Setbacks: North: Water: 125 Wetlands: Contractor License No: SABEYCI033KM OCCUPANT EXODUS SEATTLE 3 Phone: 3355 5 120 PL, TUKWILA, WA 98188 OWNER SABEY CORPORATION Phone: 206 - 281 -8700 101 ELLIOTT AV W, #330, SEATTLE WA 98119 CONTACT HAYNES LUND Phone: 206- 277 -5219 12201 TUKWILA INT'L BL, SEATTLE WA 98168 CONTRACTOR SABEY CONSTRUCTION INC. Phone: 206- 281 -4200 101 ELLIOTT AV W SUITE 330, SEATTLE WA 98119 ***************************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Permit Description: CONSTRUCT NEW MECHANICAL PLATFORM OVER EXISTING BUILDING AND TO CREATE NEW COVERED PARKING AREA. FOUNDATIONS REVIEWED AND APPROVED UNDER MI2000 -181 e ***************************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Construction Valuation: $ 297,500.00 PUBLIC WORKS PERMITS: *(Water Meter Permits Listed Separate) Eng. Appr: Curb Cut /Access /Sidewalk /CSS: N Fire Loop Hydrant: N No: Size(in): .00 Flood Control Zone: N Hauling: N Start Time: End Time: Land Altering:_ N Cut: Fill: Landscape Irrigation: N Moving Oversized Load: N Start Time End Time Sanitary Side Sewer: N No: Sewer Main Extension: N Private: N Public: N Storm Drainage: N Street Use: N Water Main Extension: N Private: N Public: N ******************************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * *- TOTAL DEVELOPMENT PERMIT FEES: $ 3,473.71 ****************************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * Permit Center Authorized Signature: Signature: Print Name: DEVELOPMENT PERMIT Permit No: Status: Issued: Expires: (206) 431 -3670 D2000 -383 ISSUED 01/03/2001 07/02/2001 Occupancy: PUBLIC GARAGE UBC: 1997 Fire Protection: SPRINKLERS /AFA South: .0 East: .0 West: .0 Sewer: VAL VUE Slopes: Y Streams: .§a Date _0 ___ 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 w•rk. I am authorized to sign for and obtain this development permit Date: ©1/aIAIL This permit shall become null and void if the work is not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. w 0 0 N 0 w= J 1-' w 0 Q , SL ) a; = u J w Z`: 1- 0 Z DO O u) w • W iti z • N O z CITY OF TUKWILA Address: 3355 S 120 PL Permit No: D2000 -383 Suite: Tenant: Type: DEVPERM Parcel #: 102304- 9069 * *•k* **k*** k• k** kik*******k*•k* k* k• kA k* k*•kkk*A* **k•k *k******'kk*•k **1 * **k•k•k.k *k•k ** Permit Conditions: 1. ** *BUILDING DEPARTMENT CONDITIONS * ** 2. No changes will be made to ,the plans unless approved by the Engineer and the Tukwila Buildinq. Division. special inspection is required either" the owner. architect or engineer shall;. notify the Tukwila Building • Division or ,appointment `'af the inspection agencies prior to the first building ; inspection. Copies of all special inspection reports shall be submitted to the Building''° Division,:in a' timely manner. Reports shall - contain address. ,pro.lect name. permit nu and -type of inspection being .performed. The spec ial inspector shall 'submit; " a final signed report, stating whether the work requiring special inspection was , to the best " "'of the inspector's knowledge, in conformance ni ith E app'roved ;plans and specifications and the applicable workmanship p r o v i s i o n s .• of " the UBC $ 1 ,construction to be done, in con ma nce with approved plans and requ reinents 'of the Uniform Bu i l d i n9 Code. (19 Edition) as amended. Uniform Mechanical- Code. (1997 Edition • . and �;Wash:ington State .Energy ° (1997 Edition) . • No thei City of-Tukwila .Buiiding Division prior to placing any concrete. This procedure ,is:..in addition to requirements for special inspection. Valadity.ofPermit.' The issuance of a permit, or approval of plans, spe'cif ications, and computations :shall not be con- strued 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 give,authority to violate or cancel the provisions of this code shall::, be valid. • . Electrical, permits shall be obtained through the Washington State.. Division of Labor and, Industries and all electrical work will - bei by that agency (248- 6630) 9. All permits, i nspect, i on records, and approved plans shall be available at the 'job site prior to the start of any con- struction. These documents are to be maintained and avail - able until final inspection approval is granted. 10. All structural welding shall be done by W.A.B.O. certified welders and special inspected (UBC - Sec. 306(a)5). 11. All high - strength bolting shall be special inspected (UBC - Sec. 306(a)6). 12. Bolts installed in concrete shall be special Inspected (UBC Sec. 1701.5.2). 13 The attached set of plans have been reviewed by The Fire Prevention Bureau and are acceptable with the following concerns: 14. The total number of fire extinguishers required for your Status: ISSUED Applied: 11/29 /2000 Issued: 01/03/2001 establishment is calculated at one extinguishelz,for each 3000 sq. ft. of an The extinguisher(s) sh( ,d be of the All Purpose" (2A, 1 dry chemical type. 'rravel distance to any fire extinguisher must be 75' or less. (NFPA 10, 3-1.1) 15. Portable fire extinguishers shall be securely installed on the hanger or in the bracket supplied, placed in cabinets or wall recesses. The hanger or bracket shall be securely and properly anchored to the mounting surface in accordance with the manufacturer's instructions. The extinguisher shall be installed so that the top of the extinguisher is not more than 5 feet above the floor and the clearance between the bottom of the extinguisher and the floor shall not be less than 4 inches. 16. Extinguishers shall be located so as to be in plain view (if at all possible), or If not in plain view, they shall Standard 10-1) with an arrow pOin,ting to the unit, (NFPA 10, 106.3) (UFC be identified with a sic.in st.ating, "Fire Extthguisher", 17. Clear access to fire extin,guishers is required at all times. They may not be hidden or obstructed. (NFPA 10, 1-6.5) 18. Fire extinguishers require monthly and yearly inspections. They must have a tag or label securely attached that indicates the month and year that the inspection was performed and shall identify the company or person performing the ,service: (NFPA 10, 43, 4-4 and 4-4.3) Every six years, dry chemical and halon type fire extinguishers shall be emptied and subjected to the ,applicable recharge procedures. (NFPA 10, 4-4.1) If the required monthly and yearly inspections of the fire extinguisher(s) are not accompl ished or the inspection tag is"rf`ot complete, a' reputable fire extinguisher service *company will be required to conduct' these, required surveys. (:) (NFPA 1',4-:3, 4-4) 19. AniApproved automatic f ire sprinkler extinguishing, system is required for this project. (f...'ity Ordinance #1901) 20..A11new sprinkler systems and all modifications to existing sprinkler, ,systems shall have fire department review and . approval of drawings prior to instal latiOn or modification. New sprinkler systems and all modifications to sprinkler systems: involving more than 50' heads shall have the written approval of the W.S.R.B., Factory Mutual, Industrial Risk Insurers,. ,Kemper or any other representative designated and/or recorgnized by the City of Tukwila, prior to submittal to the Tukwila Fire' Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance #1901) 21. Calculated sprinkler systems shall be designed with a 10 PSI cushion for low reservior conditions. (City Ordinance #1901) 22. Sprinkler' protection shall be extended to all areas where required, including all enclosed areas, below obstructions and under overhangs greater than four feet wide. (NFPA 13-4-5.5.3.1) 23. Contact the Tukwila Fire Prevention Bureau to witness all required inspections and tests. (UFC 10.503) (City Ordinance #1900 and #1901) 24. THESE PLANS WERE REVIEWED BY INSPECTOR 510. IF YOU HAVE ANY QUESTIONS, PLEASE CALL THE TUKWILA FIRE PREVENTION nature: (206)575 -. 407. r 1 I hereby certify that I i' read these conditions and will comply with them as outlined: 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 provisions of any other work or local laws regulating construction or the performance of work. w w u_ <, i- 0 2 Lit , co; • w w , =U 1-- ZM V N f ' P ject Name/Tenant: t7Dt9S S rr-rur � - 4EUk(A4 icAt. t ow,..1 Valu of Construction: -m. SOO) ocXD Tax Parcel Number: 1oz' ok- 1oC09 Site Address: City State/Zip: 335 S� I26r tF .s- Kvsni_..+, \V4 961(o6 Property Owner: IN nl Aer1. pct. C- v ( E, r , W.—C. Phone: 20(0- Z.B I - tj O o Street Address: ItZ.o1 u14vvit.4 lmr�xNmerwm..a,.5,�,fD � " City Stale /Zip: AsAIrQ't WA1:i(((t Fax #: 206 - 26i - o°l 20 Contractor: /.1 o , JsTZ cieor s 1tic 1.04 - Z,E 11- 4/ c° Street Address: o it. 1�rs c ., Cityy $$ ate /Zi • t,syJ�9�l6 Fax #: 206 - Z8 (- © 20 Architect: `d a.ttme t Phone: 2.06, - 2E71 - i1 o Street Address: 12201 "r w ai* I Nt,swoameni,4~— City State /Zip: rrt Wi `h816 PU Fax #: 206 - Z F' ( - Oct 2 O Engineer: riWeseE 11W lAJc. Phone: 2OO - X2 5 - '7 5 Co o Street Address: C9Elo9 Vie. ncirw Ave t■ .� ��Ci��tyy State /Zip: °I Fax #: rv a WA. 611S ontact Person : MAJ.-0./05 N D J Phone: 1 ( - 2'1't - SZ'1 Street Address: 1 -Z-o 111)14-w t Lit I ^n - i,c: %LP City late /Zi • \N qiDf(c2D Fax #: - zS 1- ( 6 - 70o Description of work to be done: Ca.KSr2c,c. NgW rvkec..IdA.iIGAK.. pt-AarFOR►%4 Os/ v. ax(S7tNG INAL.C:PIARSe 44.94P TO E Ness) erovBRi S ARE&. . ,u0cr* nev4fs 126v/Vid eD fi AcPPQOherp tivost Ml Zaoo /g,( Existing use: ❑ Retail in Restaurant ❑ Multi- family ❑ Warehouse El Hospital ❑ Church ❑ Manufacturing ❑ Motel /Hotel ISOffice ❑ School /College /University ❑ Other Proposed use: in Retail ❑ Restaurant ❑ Multi- family ❑ Warehouse ❑Hospital in Church ❑ Manufacturing ❑ Motel /Hotel $Office in School /College /University ❑ Other Will there be a change of use? El yes 21 no If yes, extent of change: Existing fire protection features: ptsprinklers 0 automatic fire alarm ❑ none ❑ other (specify) Building Square Feet: r 7. c t 15 existing . 'ell 15]0 new Area of Construction: r ) 3 o 5F 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 far no quantities & Material Safety Data Sheets New Commercial / Addition / Multi- Family Permit Application CITY OF TUB'' l/ILA Permit Center 6300 Southcenter Blvd., Suite 100, Tukwila, WA 98188 (206) 431 -3670 Application and plans must be complete In order to be accepted for plan review. Applications will not be accepted through the mail or facsimile. ❑ Channelization /Striping 11 Curb cut/Access /Sidewalk ❑ Fire Loop /Hydrant (main to vault) #: ❑ Flood Control Zone ❑ Hauling ❑ Land Altering 0 Cut cubic yds. ❑ Moving an Oversized Load: Start Time: End Time: ❑ Sanitary Side Sewer #: ❑ Sewer Main Extension 0 Private 0 Public in Storm Drainage ❑ 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 apprition Date ap licatlon xp Appllcc lo p taken by: (initials) PLEASE SIGN BACK OF APPLICATION FORM NCPERMIT.DOC 1/29/97 Project Number: Permit Number; :,,��ZIJ APPLICANT REQUEST FOR PUBLIC ..WORKS' SITE/CIVIL PLAN'REVIEW.OF THE :FOLLOWING: (Additional reviews may be determined by ". the Public' Works'Departtnent), .. . Size(s): 0 Fill cubic yds. z ~ w re 2 00 f, W= . "— CO W W g -J co _ I- W Z �. Z O I—_ W U w 0 - 0 1_- W lL 0 - O 111 z 0 i • I z BUILDING'O ' AUTHORIZED AG Signature: ( �� / Date: ZC( p3 v c)O Print name: 14 ,11‘ ,. (70S5 L c..)rJD Phone ?ceo 2.77• ' Fax 28 t _ oq ZO Address: 12z, --r ( - 3444.01L4 1 City /State /Zip t`= • l ALL NEW COMMERCIAL/ADDITION / TI-FAMILY PERMIT APPLICATIONS M BE SUBMITTED WITH THE FOLLOWING: D ALL DRAWINGS TO BE STAMPED BY WASHINGTON STATE LICENSED ARCHITECT, STRUCTURAL ENGINEER OR CIVIL ENGINEER D ALL DRAWINGS SHALL FIE AT A LEGIBLE SCALE AND NEATLY DRAWN > BUILDING SITE PLANS AND UTILITY PLANS ARE TO BE COMBINED N/A SUBMITTED ❑ Copy of recorded Legal Description from King County In ❑ 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 : ❑ Xi 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. ; z 8. Identify location of sensitive areas slopes 20% or greater, wetlands, watercourses and their buffers (TMC Z 18.45.040). w Q2 : J U: U rn J H • u- uj O 2 j D. I-w z = F- w 2 p U O N o ff w ut . s —O III t o — O~ z 9. Identify location and size of existing trees, note by size and species those to he maintained and those to be removed. 10. Landscape plan with irrigation: Existing trees to be saved by size and specieb. 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 OA) 1" -1 VS" I ❑ Building Elevations (Include dimensions of all building facades and major architectural elements) t igi ❑ Mechanical Drawings ❑ pc Structural Drawings (detail of sprinkler hangers, pipe, duct & vent penetrations in structure) fil ❑ Architectural drawings g • Specifications (if separate document) g Structural Calculations ❑ Sprinkler structural calculations indicating Toad of water- filled sprinkler piping ❑ Height Analysis ❑ gi Soils Report stamped by Washington State licensed Geotechnical Engineer ON "F-CS e g ❑ - Topographical and Boundary Survey ❑ Tree Coverage Analysis (Multifamily only ) . ❑ 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 ". OtiJ /L Building, Owner /Authorized Agent If the applicant Is other than the owner, registered architect/englneer, or contractorllcensed by the State of Washington a; .,, notarized letter from. the Owner raulhorizing: the agent to submit this pnrmit application and obtain the permit will be, required as pert of fhlssiibmlttal ;; 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. NCPERMIT.DOC 1/29/97 * e** ***************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *n I: Fry' OF 7uKNILA. ( � 'r(t,1N:,t�I'(' 4 ** * ** ,i,„ * * * * * * * * * * ** ** * * * * * * * * ** * *' * * * * * * * * * * * * * ** TRANSMIT Number: 80100001 Amount: 2.107.05 01/03/01 16:14 Payment Method: CHECK Notation: SAUEY CONSTRUCTI 1n•its TLR r Permit No: D2000 -383; Tvue: LDEVPERN DEVELOPMENT PERMIT Parr e1 No: 102;304-9069 Site Address: 3355 S' 120 PL ' ry Tata1 Fees: T i s P Evolent: 2. 107 e 05 Total ALL Nuts: 33:447733" Balance C *fit * ****.* *sl * ** *** ** *a1 ** * ** * ** * * * * * * * * * *th * ** * * ** * * * ** * * ** * * * * * ** ,Account Code Descrintior Amount 000/322.100 BUILDING - NONRES 2.10'2.55 w, 000l5.8b 904 ___ , STATE BUILDING � SURCHR(ZI�E _M^ _ �4n _ 0 1760 0i1OP 9710 TOTAL 21.07.05 w -4�t•� Syy� gtr {iw.tM,yC�2�,�?ic.;:� �'siS •1���. l�tT"t t � .�:i'i t 7i; "t i►tx It : it' t:t-t._k A *t.f..A.E:1'.A4ti*• l * :.' *. .4 *llA:l'A.*AAAA 14•tic.A% .A.;k.ttAA*t A*k i 1 1 r' ti ► i.14:) ? t' r }• G ►t t y' I4 1 i. . ' 1 Z: r+� j.' kxvt:1ik {.k § d rh+ 4 .cE4:etrtA:1:tk ' �t�k� tk?tk F• isir�It A.k.it*;1•}A. ' AA : 1 A*sl.% 4A.* lrl•1: :k 1 ' is Ftrl :i!'1l 1 P : N +tivv,d :-.1 iiniottrit r J .11 it ti Utz I J.i' ' I! It 1' l i r. 4 Nd`1►Oe,11`: 1 :41'ir�t: i� C' ka1'1or4S t$hlI ? L t.t)kl' 1n•if- iLIJ ti? 't t I Y t: N i t M1 , ►• �„ Ii.:.! <s t? i i i,h_ +1► �1 1 1k[ I� I LftrZll' rt~ii:rr�! 'n►o: � i 4 i1ad, itl.3 ,i'3 `� a I .'() • P.I_ *4x4 * *4,it** *4 *do+•• hie * **A'A1.4h *';r* ** * **A* * * * *• +* *** * *A—** •*:1aF:A•rtiit * **it typltni..'rt,0U I.2e int•lorl 14 fa .til:t' ►0()I8: 8 2ci PLAN C. 'el t. tt r 11P•}E a 1.. i:•t et t.> 1u L. Pmts?. ii.tl,,rt: maa 'pJ' p .Try d•;7P7P1=ii'i' '', rid trprw!'`�>r°'im"Vmr NPrt*rNt+rt n tri. 'lf* C) 0 ; CO V) C31 Wj E ! W 0 } IL Q` om ; Z - H: Ul X00 —! O H; ! w w. 1- — lL Z 0 — O , Project: tC: XodU .. G / 1 ✓ Ty o _ Inspecti • : /0cc °� Address; 335.5 S . ;o pi.. Dat cal d:� /3/ Special instructions: . Date w ted: !, a.m 7 7/ p.m: Requ ster: Fla irK Phoosa - 7 3 6- 65 r tits"tu;;;sw INSPECTION RECORL Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 RMIT NO. • (206)431 -3670 COMMENTS: Approved per applicable codes. Corrections required prior to approval. $41.00 REINSPECTIO E REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date:. a' �' �J. iit .lic:L.'o4'i24;.:341J}'W& �x , 'au4 iiiab'�iA.Y..z- .hut;4 C 6 J V U 0 N LL W0 J ; co u. d ; w : tutu tO z O F— '0 f ~ 2` 0 •Z! U V) O ~' . Z ' Corrections requir prior to approval Inspect° >• 0 $47.00 REINSPECTIj FEE REQUIRED. Prior to inspection,' fee must be paid at 6300 Southcenter Blvd.; Suite 100. Call to schedule reins •ection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF.TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Type of In n: 4 ,r.. aYµ, U1SYrR:ti'- iA11A'e�v''�1 Z U O ' 2 2, W w_ 1 Z� 11J uj 0 w u. r _. • c& I INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PrectM us SQ &nk 3 Address: 1 3 S. / Special instructions: Type of Ir action: n. Date called: ( ;d Date wanted./ m 3//0,� p.m. Requester Phre, -_Lf 730-51g. f-Approved per applicable codes. Corrections required prior to approval. COMMENTS: Receipt No: • R xi ,.:.a.. .1' 1.'+iY t .. s �N.4 '.5«iaC.'.ai� �J. �.��+�u7^a.�.'�: .. sa.•ni: ®Z O - 3 (206)431 -3670 A Mt,ccz y PERMIT NO. 2i io2 Inspect Date: $47 0 EINSPECTION FEE RE UIRED. Prior to nspection, fee must Ile paid at 6 q0 Southcenter Blvd., Suite 100. CaII to schedule reinspection. I Date: 11 0 ll ,r r.'%:'yt. Y•Y�•fnd.Fl"3th u:r�'iA'd�dii 'At w+ r.'Ydi F�XA nPub ini ;r4..•.C+3xX „naxz We4.1+16 - 7:4",i Yti;F.:.+ ■ 1- mo w! U O to O W= J W O'. co D = W ` z O ' z I- W W + 2 o- = Vi Z '. W Oft O Z_. INSPECTION RECORD Retain a copy with permit INSPECTION NO CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 9818 Approved per applicable codes.' rah PERMIT NO. Project: ��// x 1 If 4 /724" Address: s /Pt? Special instructions: Type of Inspec)ion: 1 v74. Date called: 7 -0 Date wanted: / -00 -- a Requster:/ / .` Phone: (206)431- 3670`;; Corrections required prior toapproval COMMENTS: /3 25,4_,/ , / � Q a y� '1« fr c rd/ 5k h I $47.00 R IE NSPECTIO EE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. CaII to schedule reinspection. I Receipt No Date: ' s4¢ �V" 1' kti, �: �narl�tJT: Gat`iYv'•�bik v',�'u:� t?.' 7i4' �d�v,«''+ ��.ti✓:eat1��5n�; " >;�i.'w">.iar: i roject:Name Address+ TUKWILA FIRE DEPARTMENT FINAL APPROVAL FORM Approved without correction notice Approved with correction notice 'issued Sprinklers > .Dc� Fire Alarm Hood & Duct: Halon: Monitor: Pre -Fire Permits: FINALAPP.FRM Permit No. ,i)7(.16(1 -3 ,3 Steven M. Mullet, Mayor Thomas P Keefe, Fire Chief Authorized Signature Date Rev. 2/19/98 T.F.D. Form F.P. 85 Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: 206 - 575 -4404 • Fax: 206-575-4439 City of Tukwila Fire Department 04i1: -Ct H:-.,`,1;.1•',/.',7-4 F` L.Y.3 .� in'r x7 t uI U 0 . LL w0 - = 1— _ Z I- 0 Z F— Lu 2 p. 0 - 0 I— W ui H — Z Cu U = : O z Project: rcl u s cr Ail 1e = Tyye of Inspection: t r c . 1 Address: 355' 5 I D t`'P L Date alle : ; I I C I Special instructions: Date anted: / aa �.,r�', ` 'lJ Eti3 E t er: Phone: to - 1 c11g INSPECTION RECOR Retain a copy with perm INS NO C ITY OF TUKWILA BUILDING DIVISION '6300 Southcenter Blvd, #100, Tukwila, WA 98188 D2PDD- ,.3 IiERMIT NO! C, (206)431 -3670 Approved per applicable codes. KCorrections required prior to approval COMMENTS:/ I r k / ie/71 A L ,$47:00 REINSPECTION ` E REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. CaII to schedule reinspection. Receipt: No: Date: a`'4 t t �'' r -�,, w > '+r t^'p%'•n. ,f " ,.y s• • Ha.� � a� acv a -�Yf�r .�; �� � Y.w3 1rAt4 , 444 s9, d'. k., Jlm' 3T„'- �6�. �r. r- ur,.:: ms�i� '::rxa,Nn+H:Li^`+Asa}.t.� oO N 0 i • LL W O g Q " N 3 Z W t- O' Z tu n p O- co W U Z ui jr U = 0 Project: -O i Type of Inspection: 1 I 1 (A Spec IQ Address: 33SS S .1 n l Date called: 7 I ./-dl Special instructions: Date wanted: - 1- 1 ?'01 a.m P.m. Requester : \\ Phone: " Approved per applicable codes. INSPECTION RECOR Retain a copy with perm► "t2cco - 383 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 .: V (206)431, Corrections required prior to approval. COMMENTS: Je\PC P 1 ./ea i y%4 $ ' r trci■h Cm(' S PFta`� S ■ CotAc f, l CV‘ w\ G Sr?Pr t n. C Scar t of "A S1 fPtAr \ � d \ 1 t S1orr�v Itdd`c n 1 rat. ( (" Inspect $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: tR�ejty?+�f!fi a1,0;t1.+ .?ii+Al tS 5W o. :31:x:. 7 .nit; sect ka S c. 4 I kL e , 3 T of I nspection: I� � �t rvrn l h ,, Address: s /ZO P Date called: ) Special instructions: Date w nted: 10 i iO / Re� stet INSPECTION RECOR Retain a copy with permit PECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188. (/li//vPt, s 3-t l�re A _ /.Lr/ >v•' A -1.7 r Y c- 5+-- pproved per applicable codes. r (206)431 -36 Corrections required prior to approval. g A4 $47. REINSPECTION- FE VREQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. CaII to schedule reinspection.. Receipt No: Date: c)O coo (nu., mu.; W O I O F— LU U �. o�. , W —O w Z : i 01 Z INSPECTION RECOR Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Projec xodus �L. Address: r / 3 2 0 Special instructions: T of Inspection: raA1/1. t D4e / slO D , /0I Requester: Phone: 7-0 (1) r q9q ' 37 Approved per applicable codes. wip aL izsiri fter aa6EX} lki • SL � tgado • 3 ,3 1 PERMIT NO. (206)431 -36 orrections required prior to approval. COMMENTS: vy _! r Date: $47,dg.RE INSPECTION IFEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. CaII to schedule reinspection. Receipt No: 1 Date: ;....,.,.i+.:n ,. 1.r.;.k.ew... w• ,42:4.1ter. ..reaS.l iatihdurail r iiar ..- .-'eA wt4L1 .c3 <.+ .r, •.t,CF,+:W.,linrVA �l�s.aF5�.w. b. ;44.i .+s�trFacaw.::u -.. • , a r.;c+ ,...cs:� Project: / (P Type of Inspec on: Address: 3 S 5 �. /7 ` Date called: 5- � Special instructions: Date wanted: : , •m• Requester: Phone: INSPECTION RECOR Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 ,Q, -X3 Ii PERMIT NO. (206)431/3670 COMMENTS: q U ° ' r e Approved per applicable codes. Corrections required prior to approval. Ei $47.00 REINSPECTION FE EQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. CaII to schedule reinspection. Receipt No: Date: vc ll viT+U.405A141 d' wry ..- saysu�s.:'k;GxsGl.k +x;�� 1 y Approved per applicable codes. INSPECTION RECOR I Obb' Retain copy a'co with permit PERMIT NO. INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 1:.6300 Southcenter Blvd, #100, Tukwila, WA 98188 (206)431 -36 q "t.� r L 5 Project: S US ' a 3 7Cddress: .5 . 1,D3 PL Special instructions: Dat5a/e /or Date� nted: J Re ster: t / I E v i a.m. . p.m. Phte�,y 130 142.E Corrections required prior to approval. COMMENTS: 't 90 . Qtr Inspector: ate: $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Callao schedule reinspection. I Receipt No: Date: CC JU U0 co 0 V) uJ W 0 g u. Q; (n °: I— W Z I— O Z W W: U 0 0I— W Wl O : Z U N ' 0 ` Z EN'r BY: ENW; 25'—B' 0 HIGH POINT CONT. 504 L w/ e •EXP. BOLTS 0 4' 1 "1(A36) ALLTHREAD Eh 5 19 • DETAIL 6 I EXP. 6oLTs • Vole EA WAY 4) , 20' -0" FILL 8ETW. UM. ec WALL w/ CONC. DURING FLOOR SLAB POUR DmOPIe 6EATflE III a IIA 3 DESCRIPTION 2065226699; ei" SLAB ON 1 0A, DECK UI1N S Englrm rs- Norlhrest Inc P.S. 6869 Woodawn Ak IIE, Suite 205 3F 3* T.S. G12x20.7 SECTION A -1.1 1'— JAN -11 -02 10:13AM; SLOPE 1#" " RDUZ 'EXPIRES 828102 PAGE 2/2 1 C pOP TU WILA JAN 1 7 2002 PERMIT CENTER DATE Q-k9`° DRAWING PEW MAIL ,.SCALE: FILE 1 1•_a' ,•I Scottie WA 98115 Td. 208- 525 --7560 Fgle 640 -8698 2 I1 0., . lam; ivU l u U December 21, 2001 0 -01 M- 13625 -0 Sabey Construction, Inc. 12201 Tukwila International Blvd., Fourth Floor Seattle, Washington 98168 -5121 Attention: Mr. Mark Velasquez Subject: in mmary of Specie = fans and Materials Testing, Revision No. 1 uilding Permit D2000 -383 Sincerely, Mec AMEC Earth & Environmental, Inc. Timothy 1,k.1lyd6n Senior ciate Attachment: Daily Field Report #111 TRH /KSS /clt Zd Nki9S:E0 TO TZ •QaQ RECEIVED JAN 10 2002 DEVELOPMENT xo'us Building Tukwila, Washington Dear Mr. Velasquez: AMEC Earth & Environmental, Inc. (AMEC) respectfully submits this letter as a revision to our final summary letter of special inspections dated July 10, 2001 for the above- referenced project. An additional inspection was performed on October 17, 2001. This Inspection was for work performed based upon revisions noted by RFI No, 5-055. AMEC's report, a copy of which is attached, forms the basis for this revision to our previously submitted final summary and includes Inspection for the following: 1. Welding for the Addition of 4" x 4" X 3/8" Steel Plates; and 2. Epoxied Anchors /Dowels. - In our opinion, the work inspected as referenced in our daily field report was performed in general conformance with the referenced RFI. If you have questions or desire additional information, please call at your convenience. Ken S. Sahi, P.E. Principal amec' Phone: 206-277-5204 Fax: 206 -671 -8093 5.3WORDFRO . POI ect=t7:tOO SU3525 Sabel Connin000n tnoRuvaun t,ERUnun ut 1Mennn∎rnt PLBt on) F,nni no( 02t79- 0Z8 -SZt : 'ON Xti.d 389 e N9G, H NIl : N0Nd ' N _J i CV co D. _ d ' Lut I w ;Z H; : •8 (1-). D l- = w, I-- LL O , z'. January 8, 2002 Haynes Lund 12201 Tukwila International Boulevard Tukwila, WA 98168 RE: Permit Application No. D2000 -383 3355 South 120th Place Dear Permit Holder: In reviewing our current records the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the Uniform Building Code and /or Uniform Mechanical Code, every permit issued by the Building Official under the provisions of this code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days. Based on the above, you are hereby advised to: • Call the City Of Tukwila Permit Center at (206) 431 -3670 to schedule a progress / final inspection A progress inspection is intended to determine if substantial work has been accomplished since issuance of the permit or last inspection; or if the project should be considered abandoned. If such determination is made, the Building Code does allow the Building Official to approve a one -time extension up to 180 days. Extension requests must be in writing and provide satisfactory reasons why circumstances beyond the applicants control have prevented action from being taken. In the event you do not call for the above inspection or request and receive an extension prior to Feburary 12, 2002, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, Stefania Spencer Permit Technician City of Tukwila Department of Community Development Steve Lancaster, Director Xc: Permit File No. D2000 -383 Duane Griffin, Building Official Steven M. Mullet, Mayor 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206- 431 -3665 Fax To Company Fax Project No. Fax operator Mark Velasquez Sabey 206471 -8093 Subject Final Letter — Revision No. 1 Bldg Permit D2000 -383 Mark: Thanks, Tim. AMEC Earth & Environmental, Inc. 11336 N.E. 122 Way, Suite 100 Kirkland, Washington USA 98034 Tel (425) 820 -4669 Fax (425) 821 -3914 www.alrteo.com Id Wtj9S:£0 TOW TZ 'oaQ This fax message is confidential, If you are not the intended recipient please notify us by telephone as soon as possible and oithor return the message by post or destroy it If you are not the intended recipient, any use by you of its contents is prohibited. 0079- 0Z8 — SZ7 : 'ON XtLJ amecf From Tim Hyden Direct Tel 425 - 820 -4669 Fax 425 -821 -3914 Pages 2 (inc. this page) Date December 21, 2001 Cc As. discussed, a final summary letter for Building Permit D2000 -383 addressing the revisions noted by RFI S -055 is attached. A hard copy will follow by mail, If you have questions or need anything further, please call at your convenience. H:Up Egs4100.00dut.Ohtdwwuii pIjUo rnlin6lawislun 1 9'88 03We L° NBQJlH W I 1 : WOW SUMMARY OF FIELD DOCUMENT TRANSMITTALS Document Type Document No. Document Date Transmittal Date Inspection Reports 441 -442 06/12- 06/15/01 06/22/01 ameco 11335 N.E. 122e Way, Suite 100 Kirkland, Washington 98034 -6918 Tel (425) 820-4869 Fax (425) 821-3914 To: Attn: Eric Strand cc: City of Tukwila Engineers Northwest Sabey Construction 12201 Tukwila Int'I. Blvd., 4 Floor Tukwila, Washington 98168 S:IWORDPR0C\Field Document Transmittals1130005113625 -0.wpd FIELD DOCUMENT TRANSMITTAL Date: June 22, 2001 Project No.: 0-91 M- 13625 -0 Project Name: Exodus 3 Project Manager: Tim Hyden Permit No.: D2000 449 Duo` =39 Enclosed for your review and records are our most recent Daily Field Reports and associated field correspondence pertaining to the above- referenced project. An AMEC Company attn: Building Department attn: Richard Janke PROJECT NAME £�CXOc�.0 S PROJECT NO. 6- 9/rA - /3b Z.5" a REPORT NO. //'' IIW ADDRESS PERMIT NO. DATE 33 55 5. / 4A 1, CLIENT 61P. 7 WEATHER j✓j���// PAGE includes Test Repons) OF STRUCTURAL ENGIN AMEC PROJECT MANAGER/PHON 0. ARCHITECT AMEC FIELD REPRESENT IVE/PAGE CONTRACTOR 6 . 4.d . TYPE OF INSPECTION poky (Do-u-02-12". 1)',4EW INSPEC -10N • RE•INSPEC "ON COMMENTS a liytli.e._ 0-y, .a �0 mot. G . %� i i � / f ►fir c2 y e�iaYi v .ad o / a i' 1 v • s ue ape/Lt._ 0../60/..2„0i d 1 G!/.d , Z,( . / , / ea G f' '.ea,� a D�1- b 6 i !l �� fLc.? (te_th-' Ny /SD Z�G -e-p . X c G `f° to . CA,- .... --P aAsta., Gvx.� -d l Pt V ai C 3-. tLe-e ve.07'`'e c60 .ox, r SAMPLES OBTAINED (NUMBER/SIZE/TYPE) a ...;` 'SUMMARY. ... , To the best of our knowledge, all items inspected as noted above were in general IMes ■ Preliminary Observations 0 No • Deficiency Corrected — Report No. conformance with the approved plans and specifications. // ` ' Z J ✓" il r ...- - • MEC FIELD REPRESENTAT E REVIEWED BY DAILY FIELD REPORT -. AMEC Earth & Environmental, Inc. 11335 N.E. 122 Way, Suite 100 Tel (425) 820 -4669 Kirkland, Washington 98034 Fax (425) 821 -3914 THIS REPORT IS CONSIDERED PREEfi'INARY AND SUBJECT TO CHANGEf NDj$G REVIEW BY OUR This report is provided solely for the information of our client. This report is not intended to be transmitted to a third party by any means, except in full, without written permission of AMEC, Inc. AMEC Earth 3 Environmental, Inc. (Rev. 11100) W` 0 O' W W -J N u W u d • D0 U • 0 E y :O I to, a O. 111 Z Z COMMENTS 11-14e c 'A) crcc 4 £cQue5Tcb FOR INsPrcTtv..., of (ivsr6c.c.A-T/O4' a F ANct o2 goas IN M E2:V1MNt /i 11-7 6-4(D .7 LIN�,12 4 Pct A 2,,i I . (` ( ) X10 X IS II f},GC r f f i e e M / 1 s l N 5 T / K C t 7 b I N T ' 0 [ y tr D g i LC, c_ Pd xl t D HOfE.C- VER I F/ D -- . ADDRESS N - Ny I'�e S c.'c726 OCIteL 6 S Pct EA/6-/ in '2F1 »PclfO'Q 46-E brit/IL OM C-3.0-0/ " HILT/ t i - ISO ePPxl W49 COED /45 PER ABOVE RF/ bil -TcD y -so -al. Efoxr 4445 AcCr v 4r L,' MI xIUD 4 O IS Pc- 4-3 Sea) . /`f&& S wlel2 DRY / C LC- 74.'r-D IV uo/,QF 912vsN PRFs5v'2r zeD , -/R Pk e 7 G-eooT I» ri9LL . TIWADeD RoD S IA- Sr/911 1) 5 'LY 2 p051/67) ii. rc /foz - S ���� PROJECT NAME e70 5 PROJECT NO. a - 4rM- /3 629= -o REPORT NO. c f 5 ADDRESS 3 3 5 5 - - c ., / 7d r" P L , TZ) <u-�I L A PERMIT NO. b2►000 _a12,5 DATE 6 0 / -/c- CLIENT ���� ^ c.� £ 4. / WE o , ci_c --fin. - 605' PAGE (Includes Test Reports) ' / OF STRUCTURAL ENGINEER EC FIELD REPRESENTATI E REVIEWED BY AMEC PROJECT MANAGER/PHONE NO. T rrt If 1 D cat/ ARCHITECT AMEC FIELD REPRESENTATIVE/PAGE NO. C tflik 6CS 5e4 - wr}-r CONTRACTOR G gc' TYPE OF INSPECTION &PDX•, 0 d w et- w INSPECTION • RE-INSPECTION , i' a SAMPLES O AI ED (NUMBER /,SIZ PE `{ ," e ''� s. � -e `` To the best of our knowledge, all items inspected as noted above were in general conformance with the approvewlans and specifications. es • Preliminary Observations • No • Deficiency Corrected - Report No. 4. / 0,11, Alir EC FIELD REPRESENTATI E REVIEWED BY DAILY FIELD REPORT AN1EC Earth & Environmental, Inc. 11335 N.E. 122 Way, Suite 100 Tel (425) 820 -4669 Kirkland, Washington 98034 Fax (425) 821 -3914 THIS REPORT IS CONSIDERED PRELIMINARY AND SUBJECT TO CHA GE This report is provided solely for the information of our client. This report is not intended to be tr written permission of AMEC, Inc. amec DI REVIEW BY OUR PROJECT MANAGER ed to a third party by any means, except in full, without AMEC Earth 8 Environmental. Inc. (Rev. 11/00) yglPhq'l/,A , /itMovi A'ermisobeenas,..._. z 1 re 11 00 co W N LL; W 0 g LL < N o • ul U 0 0 I W ' Oi , z . w 0 � Report of Compression Test Results Client: SABEY CONSTRUCTION, INC. 101- ELLIOT AVENUE WEST SUITE 400 SEATTLE, WA 98119 Attn: ERIC STRAND Specimen Type: cONCRETE ASTM -C39 Mix and Field Data Cast Date: 4/20/01 Placement: PAN DECK © FUEL TANK GRID " G AND Q. Strength (fc): Required : 4000 psi @ 28 Days Mix ID: 340141 Supplier: CADMAN Load #: Truck #: 208 Ticket #: 212033 Plant #: - Batch Size: 10 YDS Water: 5 GALS Admixture: - Time Batch Time: 11:34 Sample Time: 12:15 Finish Time: 12:30 Test Result Spec ID # ID 1,0353 A B C D Break Types -- (Cn) Cone, (CSp) Cone _Split, (CSh) Cone Shear, (Sh) Shear, (Co) Columnar Reviewed By Distribution Date Age Nominal Date Rec'd Tested (days) 4/21/01 4/21/01 4/21/01 4/21/01 Specimen Size 4/27/01 7 4x8x0 28 28 Client: Yes File: Yes Producer: Yes Others: Contractor: Actual Area (sq in) 12.56 one Report Date: May 3, 2001 Project #: 0 -91 M- 13625 -0 Project Name: EXODUS THREE Project Address: 3355 S. 120TH PLACE Project Mgr: TIMOTHY R. HYDEN Architect: STEVE BLACK Engineer: ENGINEERS N.W. PO Number: N/A PERT t c v c? `3Q Inspector: SATNAM SINGH Slump (inches) ASTM C -143: Air Content (%) ASTM C -231: Unit Weight (pcf) ASTM C -138: Concrete Temp. ( °F): Actual 4.75 65 Ambient Temp. ( °F): 57 Weather: N/A Remarks: REFERENCE REPORT #429, SET 239. Compressive Strength (lbs) (psi) 57430 4570 Brk. Type/ % of Cure Req'd SH 114% HOLD Specs. 4 N/A N/A 50 -90 N/A be,t4 i c'r : tNliiNctHS NOH FHWEST; ENGINEERS - NORTHWEST INC. PS. 6869 WOODLAWN AVE. N.E.. SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 522 - 6698 l.G� JoB IMF 12 Q 1 /Wctc tA)Pt (N •aV� BY o r7av D 19 Joa No. SUBJECT 1 P130-K ? ' -1�1 At r Cw p '8 "x 4 i f-3" ft? itv i) W� 5 f1co ll FIL4 1' 1A b is e 1I [Itiij o1 Idly � t (w*r (AN 2065226698; SEP -10.01 3 :06PM; PAGE 3/5 ( • DATE ✓` SHEET OF 1 Wistru g u (Ni2- 9J44; S zti4 t-ccoa., tM 19411- td{ t- re W D' J 0 ; • 0 0'; D 0 co ! ; W . N Ws _ W a Nom; = d z o W w 'D 0 - i , •W W Am. Z N) Z SENT BY: ENGINEERS NORTHWEST; 2065226698; . S CONSTRUCTION Exodus Communications 3365 South 120th Place Tukwila, WA 98108 Saboy Conatructlon Inc. ProJct No. 00-1 -110 Saboy Corp. Architecture Group No. 0040.08 Date : 18- Mar -01 Attention : Allen Tucker I Company : Engineers NW ; cc : Re : Document Reference: See Attached and A3.1 Clarification Request Prepared by: Elden Ellingson Originated by: Rasp ones /Cenf Irmatlon: Response by: : SEP -19- 01 3 : 06Pi.1; v... •••• Date: REQUEST FOR INFORMATION # S -054 "ANSWER ROUTING REQUEST " PLEASE ROME THIS AN6WaR! arrTO FOLLOWING PERSONS ATTENTION: Eric Strand Mark V John Wartield COMPANY: ROUTED: Sabay Construction Sabey Construction Sabey Construction Mho RP1 .4 Ms. a tAIAas Your Swope of Warli, a:Ticino Contact This at Coital MuwrM, licAlleltYlet mw1 6is anon A. Saari Ca+nrblon bra. %Wirt es d.. paquouraaNa al Om Gggycl, Subcontractor Ref. IC: EWW has supplied a detail for structural steal support for the Mezzanine at CMU Inilll the east and of wall between Grid T -U. Please sea attached Detail Bob Durnals • Response Needed by: ftiNifibai# AFO to follow: Answered RFI consisting of pages. PAGE 2/5 No 08 /18 /01 TUE 08:35 ITX /RT NO 8816] fY W O U! v ' N W ; : W : J 1— w 0 ' J l LL Q '. Nd ' = ul I- _; Z1 _ Z I— W Lu D p' 0 1- = V; 0 iu Z: UNr 0 0 Z SENT BY - ENW; y��� Gi JOU NAME 5�'J�II'y SUDJECT Nit Nf t • Z ' ,; /l� 1 =i (,L UU - Joe No. fib 2065226698; JAN -15 -02 2:50PM; 'r'r ),ES B!28.'02 1 'PAR ?'Eseb A -111 Y.wS�a[d1a ti au,V..Y. ENGINEERS-NORTHWEST INC. PS. 6869 WOODLAWN AVE. N.E. • SUITE 205 - SEATTLE, WA 98115 • (206)525 -7580 - FAX # (208) $22.8898 FILE COPY sand that the F nn Check approvals are ®ITV OP TU Nei 1-5 JAN i 7 2002 4X ¢ ki f PERMIT CENTER WZI PAGE 2/2 DATE SHEET O t BY l vex d..tp." vtql.-5rns Ws Ltet4 Lap6-, re 2 � 0 U O N (A W W • o 2 N O � Z p_ W W D O N' p I- I u i Z U =' 0 I - .Z , btii C.: thulhtth8 NORTHWEST; CONSTRUCTION EXODUS COMMUNICATIONS 3355 South 120th Race Tukwila, WA 98166 Sabey Construction inc. Project Nei 00.1 - 116 Sabey Corp. Architecture Gnottp No. 00 - 10 - 08 Date : 16 -Mar -01 Attention : Alien Allen Tucker Company : Engineers NW cc : Haynes Lund - Saber Architecture Re : As - Built Conditions at Mezzanine Document Reference: Clarification Request: Permit 0 D2000-363 Mechanical PIatfotm - Inspection Record A6 • • • 2065226698; SEP -19 -01 3:07PM; REQUEST FOR INFORMATION # S -055 "ANSWER ROUTING REQUEST" PLEASE ROUTE TNS ANSWERED RFl TONE FOLLOWING PERSONS ATTENTION COMPANY: ROUTE/1 Mark V Sabey Construction 8111 G Sahey Construction M to respcnsa b ha RR corrikles s chow yew Bocce of Wolk Vreellip CaR.d T1ma ar eat.d Amt. nurtiian n+rl e. b S bay ca+euclan Inc..Mr, tf.Imo r.O+wnlnoi al n.O !*.R Subcontractor Ref. 0: • Per City of Tukwila Inspection record 06 a final inspection approval cannot be issued until further review of asbullt condttton• at the Mechanic* Mezzanine. Please provide all revisions for detail changes to Sabey Architecture for their review and Issuance of a formal AFO as outlined in RFI-0048, SOS4AFO IEX118), Embeds using Epoxy € Tiltup wall on 7- line, and "DogEar" Detail where embeds meet Tlttup steel plate. AMEC(AGRA) Is also requited to complete an Inspection and final letter that references these details. PAGE 4/5 •d by; Brian Perk Veiasquez Response Needed by: 22-Au -01 Res .. $e/Confirmation: Answered RFl consisting of Pis. r_wi�•Ai.� 1 LY ;:v4T.x .v.ta,.fa! tsus ava v:Lvua.:+ U U) o CO 111 F- N LL wO g Q ' = ILI UJ U 0 w w ` Z I- LL F-, , O Z ; W Ye 0 F- z Wi'llrilrairlireWirmilirral 25' -5" 0 HIGH POINT CONT. 5x3x1 L w / }� m EXP. BOLTS 0 4' -0 d- 'eEXP.B0LTS0 9 o/ F.A. WAY FILL BETW BM. & WALL w/ CONC. DURING FLOOR SLAB POUR 0 GvUJGCUU�J� 8 " SLAB ON 1 GA. DECK 3}x3ix T.S. C12x20.7 SEOTION A -1.1 ' 1._p. SLOPE tr -ti -u r• DETAIL 25' -5" 0 HIGH POINT CONT. 5x3x1 L w / }� m EXP. BOLTS 0 4' -0 d- 'eEXP.B0LTS0 9 o/ F.A. WAY FILL BETW BM. & WALL w/ CONC. DURING FLOOR SLAB POUR 0 GvUJGCUU�J� 8 " SLAB ON 1 GA. DECK 3}x3ix T.S. C12x20.7 SEOTION A -1.1 ' 1._p. SLOPE tr -ti -u r• DETAIL THWEST EST r: • EIx0DUS PRIL 2000 NO, 9913 6003 DESIGN CRITERIA CODE: 1997 UBC WIND: 80 MPH, EXPOSURE C SEISMIC: ZONE 3 RECEIVED CCTV of TUK'dJILA t ce c..)0, z co uj CU W g co d I Z� PERMIT CENT STRUCTURAL CALCULATIONS 44900 AL C' AN te �� a . t, w�I�.ZqO� F.XPIRi S 8,'28!02 ' Av,ttoicKi foie; I R6/ - 57 61711Q/tOdA'Y qUBMllfith tAli-An1V-1;1, 1\I SIN FAfat5 Knit el- ENGINEERS NORTHWEST, INC. P.S. - STRUCTURAL ENGINEERS 9 WOODLAWN AVENUE N.E. SEATTLE, WA 98115 (206) 525.7560 FAX (206) 522'6698 • Egy w w 0. IL 0 , CU Z �0 z '• wiew ••7l"y --- -� 11Ii » X11 ►rte .. - . iiiiii .. : ...- - c 1 11 _. .- c W3 11 4Y331418(3l.) 5 a rbk444.4 , _ afoi 19 . IL a mom I t. $t.7 $1 5' 1 I c•1 lTA1.OKA wt" Grk A NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE.IT IS DUE TO THE QUALITY OF TH DOCUMENT. M 4. ENGINEERS- NORTHWEST- INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525.7560. FAX # (206) 522 -6698 t ?s - 'C"r _ J JOB No. Joe NAME SUBJECT { - . .Qr,krp)P4(L POR-ulis 640' 11.e b, ia5+' t) _ 1312 5a yort LD tS EZ °0,1.5a.., U (gx clq) ... `C,w =3o,rlr� 3$,kz 9,3, tUfvel tZUt5 s a,5 r. 3,0 5.1 to, rk SO:l - 1-.,O 2,R ktt tAde-3o./9 = ;.._ `F'l _ (9 ,�v. DATE &)( R fr SHEET OF BY 19,'x3s' = � r-trogit4 'art 1Q a. 42) Eta.. W4- )rSt � t= ig � 6 fit&.' a. • DI, T- 1O K (1.4 % .4- EC.Lt-hogf ta r, fst)(4.tfo ,atotar 17 - .9 * eVCA < a We (< e X43: ,� bo�v , T66 + ( ,1� ire 2: Z , moo: W W '. J �! m u. ` c o E o; f-: 0' LL Hi. ; Z( V 0 • • ENGI.REERS- NORTHWEST --INC. R S. �l 6869 WOODLAWN AVE. N.E.- SUITE 205 - SEATTLE, WA 98115 - (2061525 -7560 - FAX # (206) 522-6698 J oe No. JOB NAME vUS -T.T. . SUBJECT I tA i4• .136e 601111.44/7/ VR,P41 X121xm(.474- 3Aer, 1 1113 a4X cis) uua1xg4 ( ) Goeto 17)+c: 19.38 (,135) KA-r= t,L 3.a.%. 3. -I Itt DATE. 611 SHEET OF BY • • Raw 510001 Composite Steel Beam _ Page 2 r Description MP1 [ Deflections 1: Transfomned Before 75 % Curing Construction Loads Only After 75% Curing Total Uncured Deflection Composite Deflection L Reactions 1 Load Combinations... Dead + Constuction Composite Max DL + LL l Analysis Values Maximum Moments Dead Load Alone Dead + Const Live Load Only Dead + Live Support Shears Shear © Left Shear © Right 59.10 k -ft 59.10 k-ft 106.38 k ft 165.47 k ft 21.52 k 21.52 k [Section Properties 1 Section Name Depth Width Flange Thick Web Thick Area Weight I-steel S steel : top S steel : bottom W18X35 17.700 in 6.000 in 0.425 in 0.300 in 10.300 in2 34.986 #/ft 510.00 in4 57.63 in3 57.63 in3 1,988.62 in4 Shored • 0.253in (anew MOMS !IMM ) 0.000 in 0.456 in 0.253 in : L /1456.6 0.7101n : L / 520.0 Cdt Let 7.69k 13.84 k 21.52 k Fb : Allow n : Strength n : Deflection boc : Steel Section I transformed Strans : top Strans : bot Strans : eff @ bot n•Strans : Ef at top X X Ms from Bot Vh@100% I : Effective Unshored 23.76 psi 8.60 8.51 510.00 1n4 1,984.79 in4 403.20 in3 102.96 in3 83.95 in3 2,221.1 in3 19.28 in 185.40 k 0.680 in 0.000 in 0.456 in 0.680 in : L / 542.8 1.136 in : L/ 324.9 Cch Right 7.69 k 13.84 k 21.52 k 1,368.5an4 Effective Flange Width... Based on Beam Span Based on Beam Spacing Effective Width 7.687ft 6.400ft 6.400ft • L bw: 510001 Composite Steel Beam 1 Description MP1 l Design Input Section Name Beam Span Beam Spacing Slab Thickness Deck Rib Height Rib Spacng Rib Width Rib Orientation Beam Location W18X35 30.750 ft 6.400 ft 6.500 in 2.000 in 12.000 in 5.000 in Perpendicular Slab Both Sides [ Dead Loads (appi+ed Were 75% oiling) Full Span Uniform Loads... # 1 0.500 k/ft [ Live Loads (appled after 75 96 caring) Full Span Uniform Loads... # 1 0.900 k/ft Summary Using: W18X35, Span = 30.75ft, Slab Thickness = 6.500in, Deck Rib Ht= Stress Checks for Shored & Unshored Cases... Bottom of Beam Actual = 23,653.9 psi Unshored DL Stress Actual = 12,306.2 psi Actual Shear Stress Actual = 4,053.7 psi Unshored Stress Check.. (Mdl/Ss + MlI/Strans) Actual = (MdI + MII) / Strans(top) Actual = Alternate Unshored Stress Check : (MdI + Mil) / Ss Shored Concrete Stress Check....(MdI + Mil) / ( Strans:top • n) [Shear Studs & Shear Transfer Actual # Studs • Total req'd 1/2 Span Zone 1 from Zone 2 from Zone 3 from Zone 4 from Zone 5 from Zone 6 from 0.000 ft 5.125 ft 10.250 ft 15.375 ft 20.500 ft 25.625 ft 0 per 1t2 beam span Stud Capacity 5 studs Vh © 100% 27,512.3 psi 368.1 psi 12.50 k 185.40k to 5.125ft , Use to 10.250ft , Use to 15.375ft , Use to 20.500ft , Use to 25.625ft , Use to 30.750ft , Use Fy 36.00 ksi fc 3,500.00 psi Concrete Density 145.00 pcf Stud Diameter 0.750 in Stud Height 3.500 in Beam Weight not added Using Partial Composite Action Elastic Modulus 29,000.00 ksi Point Loads... #1 Point Loads... #1 k k ft ft OK Shored & Unshored 2.00in, Rib Spac= 12.00in, Rib Width= 5.00in w/ Slab Both Allowable = Allowable = Allowable = Allowable = Allowable = 34,457.4 572.7 2 studs 2 studs 2 studs 2 studs 2 studs 2 studs V'h : min Vh : Used 23,999.8 psi 23,999.8 psi 14,400.0 psi OK OK OK 32,400.0 psi OK 1,575.0 psi OK 27,360.0 psi 1,575.0 psi 60.73 k 62.50 k z Q UJ cc 2 U O to o U UJ J 1- U) u_ WO g -J U z v 1- uJ z ', I- O Z W U o , Off` W uJ _ O .z ' Cu U � H = 0 1- z • • L k een 5ICODI Composite Steel Beam Page r Description MP2 l Design Input 1 Section Name Beam Span Beam Spacing Slab Thickness Deck Rib Height Rib Spacng Rib Width Rib Orientation Beam Location L Dead Loads f appisd before 75% curing) 1 Full Span Uniform Loads... #1 2.250k/ft W33X118 38.420 ft 30.750 ft 6.500 in 2.000 in 12.000 in 5.000 in Parallel Slab Both Sides Live Loads f applied after 75% curing) Full Span Uniform Loads... # 1 Summary 4.150 k/ft Using: W33X118, Span = 38.428, Slab Thickness = 6.500n, Deck Rib Ht= 2.00in, Rib Spac= 12.O0n, Rib Width= 5.00in w/ Slab Bot Stress Checks for Shored & Unshored Cases... © Bottom of Beam Actual = 32,122.8 psi Unshored DL Stress Actual = 13,873.1 psi • Actual Shear Stress Actual = 6,802.6 psi Unshored Stress Check.... (MdISs + MII/Strans) Actual = (MdI + MII) / Strans(top) Actual = 34,702.8 psi 640.0 psi Alternate Unshored Stress Check : (MdI + MII) / Ss Shored Concrete Stress Check....(Mdl + MII) / (Strans:top ` n) Shear Studs & Shear Transfer 1 Actual # Studs • Total req'd 1/2 Span Zone 1 from Zone 2 from Zone 3 from Zone 4 from Zone 5 from Zone 6 from 0 per 12 beam span Stud Capacity 18 studs Vh © 100% 0.000 ft 6.403 ft 12.807 ft 19.210 It 25.613 ft 32.017 ft to to to to to to 12.50 k 867.50k 6.403ft , Use 12.807ft , Use 19.210ft , Use 25.613ft , Use 32.017 ft , Use 38.420ft , Use Fy 50.00 ksi Pc 3,500.00 psi Concrete Density 145.00 pcf Stud Diameter 0.750 in Stud Height 3.500 in Beam Weight not added Using'Partial Composite Action Elastic Modulus 29,000.00 ksi Point Loads... #1 Point Loads... #1 Allowable = Allowable = Allowable = Allowable = Allowable = 39,461.3 986.9 6 studs 7 studs 5 studs 5 studs 7 studs 6 studs V'h : min Vh : Used k k ft ft OK Shored & Unshored 33,333.0 psi 33,333.0 psi 20,000.0 psi OK OK OK 45,000.0 psi OK 1,575.0 psi OK 38,000.0 psi 1,575.0 psi 216.88 k 225.00 k • Description MP2 1br. 510001 Composite Steel Beam Page 2 [ Deflections I : Transformed Before 75 % Curing Construction Loads Only After 75% Curing Total Uncured Deflection Composite Deflection L Reactions Load Combinations... Dead + Constuction Composite Max DL + LI. Maximum Moments Dead Load Alone Dead + Const Live Load Only Dead + Live Support Shears Shear© Left Shear 0 Right Section Name Depth Width Flange Thick Web Thick Area • Weight I -steel S steel : top S steel : bottom 122.94 k 122.94 k W33X118 32.860 in 11.480 in 0.740 in 0.550 in 34.700 in2 117.865 #/ft 5,900.00 in4 359.10 in3 359.10 in3 15,648.33 in4 Shored 0.350 in (alter shame remoredl 0.000 in 0.645 in 0.350 in : L/1317.4 0.996 in : L / 463.0 Left 43.22 k 79.72 k 122.94 k 415.15 k -ft 415.15 k-ft 765.72 k-ft 1,180.88 k-ft Fb : Allow n : Strength n : Deflection boc : Steel Section I transformed Strans : top Strans : bot Strans : eft bot n'Strans : Ef © top X X Axis from Bot Vh ©100% I : Effective 10,863.611n4 Unshored 0.644 in 0.000 in 0.645 in 0.6441n : L / 715.5 1.290 in : L / 357.4 Mt Right 43.22 k 79.72 k 122.94 k [ Analysis Values 33.00 psi 8.60 8.51 5,900.00 in4 15,610.61 in4 1,669.56 in3 520.18 in3 441.14 in3 8,827.6 in3 30.01 in 867.50 k Effective Flange Width... Based on Beam Span 9.605ft Based on Beam Spacing 30.750ft Effective Width • 9.605ft [ Section Properties • Rev: 510001 Composite Steel Beam Page 1 r Description MP3 { Design Input Section Name Beam Span Beam Spacing Slab Thickness Deck Rib Height Rib Spacng Rib Width Rib Orientation Beam Location Full Span Uniform Loads... # 1 2.250 k/ft Full Span Uniform Loads... # 1 4.150 k/ft Summary , Using: W27X94, Span = 28.42ft, Slab Thickness = 6.500in, Deck Rib Ht= Stress Checks for Shored & Unshored Cases... ( Bottom of Beam Actual = 23,740.4 psi Unshored DL Stress Actual =. 11,220.7 psi Actual Shear Stress Actual = 6,894.5 psi Unshored Stress Check.... (Mdl/Ss + MNStrans) Actual = (MdI + MII) / Strans(top) Actual = Alternate Unshored Stress Check : (Mdl + MII) / Ss Shored Concrete Stress Check...(MdI + MII)/ ( Strans:top • n) Actual # Studs Total req'd 1/2 Span Zone 1 from Zone 2 from Zone 3 from Zone 4 from Zone 5 from Zone 6 from W27X94 28.420 ft 30.750 ft 6.500 in 2.000 in 12.000 in 5.000 in Parallel Slab Both Sides 0 per 1/2 beam span Stud Capacity 22 studs J!h © 100% 0.000 ft 4.737 ft 9.473 ft 14.210 ft 18.947 ft 23.683 ft to to to to to to 26,614.9 psi 576.1 psi 12.50 k 498.60k 4.737ft , Use 9.473ft , Use 14.210ft , Use 18.947ft , Use 23.683ft , Use 28.420ft , Use Fy fc Concrete Density Stud Diameter Stud Height Beam Weight not added Using Partial Composite Action Elastic Modulus 29,000.00 ksi [Dead Loads (eppied before 75%curing) Point Loads... #1 I Live Loads (appied after 75% curing) 1 Point Loads... #1 OK Shored & Unshored 2.00in, Rib Spec= 12.O0in, Rib Width= 5.00n w! Slab Both Allowable = Allowable = Allowable = Allowable = Allowable = 31,916.6 888.4 8 studs 7 studs 7 studs 7 studs 7 studs 8 studs V'h : min Vh : Used k k 23,999.8 psi 23,999.8 psi 14,400.0 psi 36.00 ksi 3,500.00 psi 145.00 pd 0.750 in 3.500 in OK OK OK 32,400.0 psi OK 1,575.0 psi OK 27,360.0 psi 1,575.0 psi ft ft Shear Studs & Shear Transfer 1 273.23 k 275.00 k C 6 t U 0 CO 0 v) W J ■ ROr. 510001 Composite Steel Beam Description MP3 Deflections I : Transformed Before 75 % Curing Construction Loads Only After 75% Curing Total Uncured Deflection Composite Deflection L Reactions I Load Combinations... Dead + Constuction Composite Max DL + LL [Analysis Values Maximum Momenta Dead Load Alone Dead + Const Live Load Only Dead + Live Support Shears Shear © Left Shear © Right Section Name Depth Width Flange Thick Web Thick Area Weight I -steel S steel top S steel : bottom , Th 8,822.22 in4 Shored 0.154 in War shores removed) 0.000 in 0.284 in 0.154in: L/2215.2 0.438 in : L / 778.4 c@! Left 31.97 k 58.97 k 90.94 k 227.16 k ft 227.16 k ft 418.99 k -ft 646.16 k ft 90.94 k • 90.94 k W27X94 26.920 in 9.990 in 0.745 in 0.490 in 27.700 in2 94.089 #/ft 3,270.00 in4 242.94 in3 242.94 in3 boc : Steel Section I transformed Strans : top Strans : bot Strans : eff © bot n•Strans : Ef © top X -X Axis from Bot Vh ©100% Fb : Allow n : Strength n : Deflection 23.76 psi 8.60 8.51 3,270.00 in4 8,800.64 in4 1,014.89 in3 355.60 in3 326.61 in3 7,019.5 in3 24.75 in 498.60 k I : Effective Unshored 0.348 in 0.000 in 0.284 in 0.348 in : L / 979.7 0.632 in : L / 539.6 Oh Right 31.97 k 58.97 k 90.94 k 7,393.42n4 Effective Flange Width... Based on Beam Span 7.105ft Based on Beam Spacing 30.750ft Effective Width 7.105ft Section Properties • • R« 5,0001 Composite Steel Beam Pags 1 Description MP10 L Design Input Section Name Beam Span Beam Spacing Slab Thickness Deck Rib Height Rib Spacng Rib Width Rib Orientation Beam Location W30X99 32.880 ft 30.750 ft 6.500 in 2.000 in 12.000 in 5.000 in Parallel Slab Both Sides Fy 50.00 ksi t'c 3,500.00 psi Concrete Density 145.00 pcf Stud Diameter 0.750 in Stud Height 3.500 in Beam Weight not added Using Partial Composite Action Elastic Modulus 29,000.00 ksi [ Dead Loads (eXI edbeftm 75 % offing) Full Span Uniform Loads... # 1 2.250 k/ft Point Loads... #1 Live Loads (applied alter 75% curing) Full Span Uniform Loads... # 1 4.150 k/ft Summary Using: W30X99, Span = 32.88ft, Slab Thickness = Stress Checks for Shored & Unshored Cases.. Bottom of Beam Actual = Unshored DL Stress Actual = Actual Shear Stress Actual = Actual # Studs Total req'd 1/2 Span Zone 1 from Zone 2 from Zone 3 from Zone 4 from Zone 5 from Zone 6 from 0 per 15 studs 0.000 It 5.480 ft 10.960 ft 16.440 ft 21.920 ft 27.400 ft 1/2 beam span Stud Capacity Vh @ 100% 6.500in, Deck Rib Ht= 30,926.3 psi 13,556.9 psi 6,824.2 psi Unshored Stress Check.... (Mdl/Ss + MIUStrans) Actual = 33,610.6 psi (Mdl + MII) / Strans(top) Actual = 624.1 psi Alternate Unshored Stress Check : (Mdl + MII) / Ss Shored Concrete Stress Check....(Mdl + MII) / ( Strans:top' n) 12.50 k 727.50k to 5.480ft , Use to 10.960 ft , Use to 16.440ft , Use to 21.920ft , Use to 27.400ft , Use to 32.880ft , Use Point Loads... #1 2.00in, Rib Spac= Allowable = Allowable = Allowable = Allowable = Allowable = 38,561.7 962.4 5 studs 6 studs 4 studs 4 studs 6 studs 5 studs k k ft ft OK Shored & Unshored 12.00in, Rib Width= 5.00in w/ Slab Both 33,333.0 psi 33,333.0 psi 20,000.0 psi OK OK OK 45,000.0 psi OK 1,575.0 psi OK 38,000.0 psi 1,575.0 psi Shear Studs & Shear Transfer V'h : min Vh : Used 181.88 k 187.50 k z tt 2 n c.) - 0 co W = 0 - o? W 2 u.. Q: to D W Z I-0 W ~r U0 0 N 0 I— W W c I 0 ` Z ? o c 0 / — Z • Description MP11 I l k tr.: 510001 Composite Steel Beam !Deflections I : Transformed Before 75 % Curing Construction Loads Only After 75% Curing Total Uncured Deflection Composite Deflection `Reactions Load Combinations... Dead + Constuction Composite Max DL + LL [Anal Values Maximum Moments Dead Load Alone Dead + Const Live Load Only Dead + Live Support Shears Shear @ Left Shear @ Right Section Properties Section Name Depth Width Flange Thick Web Thick Area Weight I -steel S steel : top S steel : bottom 167.17 k-ft 167.17 k-ft 308.34 k-ft 475.51 k-ft 78.02 k 78.02 k W24X68 23.730 in 8.965 in 0.585 in 0.415 in 20.100 1n2 68.274 #/ft 1,830.00 in4 154.24 ln3 154.24 in3 5,365.41 in4 Shored 0.168in (Mershon'snenoved) 0.000 in 0.309 in 0.168 in : L/1746.2 0.477 in : L/ 613.6 �@ Le 27.43k 50.59 k 78.02k Fb : Allow n : Strength n : Deflection I : Effective Unshored 0.337 in 0.000 in 0.309 in 0.337 in : L / 868.5 0.646 in : L / 453.0 f8! Right 27.43 k 50.59 k 78.02 k 33.00 psi 8.60 8.51 Ixx: Steel Section 1,830.00in4 I transformed 5,352.77 1n4 Strans : top 708.96 in3 Strans : bot 236.01 in3 Strans : eff @ bot 197.01 in3 n•Strans : Ef © top 3,821.81n3 X X Axis from Bot 22.68 in Vh © 100% 502.50 k 3,679.371n4 Effective Flange Width... Based on Beam Span 6.095ft Based on Beam Spacing 30.750ft Effective Width 6.095ft • L k K . 310001 Composite Steel Beam Page 1 r Description MP11 Design Input Section Name Beam Span Beam Spacing Slab Thickness Deck Rib Height Rib Spacng Rib Width Rib Orientation Beam Location [ Dead Loads (ap *dbefore 75% curing) Full Span Uniform Loads... # 1 2.250 k/ft Live Loads ( applied after 75 %cluing) Full Span Uniform Loads... # 1 4.150 k/ft Summary W24X68 24.380 ft 30.750 ft 6.500 in 2.000 in 12.000 in 5.000 in Parallel Slab Both Sides Using: W24X68, Span = 24.38ft, Slab Thickness = 6.500in, Deck Rib Ht= Stress Checks for Shored & Unshored Cases... Bottom of Beam Unshored DL Stress Actual Shear Stress Actual = Actual = Actual = Unshored Stress Check.... (MdUSs + MIUStrans) Actual = (Mdi + MII) / Strans(top) Actual = Altemate Unshored Stress Check : (Mdl + MII) / Ss Shored Concrete Stress Check....(Mdi + MII) / (Strans:top • n) Shear Studs & Shear Transfer Actual # Studs Total req'd 1/2 Span Zone 1 from Zone 2 from Zone 3 from Zone 4 from Zone 5 from Zone 6 from 0 per 1/2 beam span Stud Capacity 11 studs Vh © 100% 0.000 ft. 4.063 ft 8.127 ft 12.190 ft 16.253 ft .. 20.317 ft to to to to to to 28,962.9 psi 13,006.4 psi 7,922.1 psi 31,787.0 psi 606.9 psi 12.50 k 502.50k 4.063 ft , Use 8.127ft , Use 12.190ft , Use 16.253ft , Use 20.317ft , Use 24.380ft , Use Fy t'c Concrete Density Stud Diameter 50.00 ksi 3,500.00 psi 145.00 pd 0.750 in Stud Height 3.500 in Beam Weight not added Using Partial Composite Action Elastic Modulus 29,000.00 ksi Point Loads... #1 Point Loads... #1 2COin, Rib Spac= Allowable = Allowable = Allowable = Allowable = Allowable = 36,996.0 935.9 4 studs 4 studs 3 studs 3 studs 4 studs 4 studs OK Shored & Unshored 12.00in, Rib Width= 5.00in w! Slab Both V'h : min Vh : Used k k 33,333.0 psi 33,333.0 psi 20,000.0 psi OK OK OK 45,000.0 psi OK 1,575.0 psi OK 38,000.0 psi 1,575.0 psi ft ft 125.63 k 137.50 k 6 D J U 0 (o w = J 1— N ur WO ` a ; a, W Z vi W uJ 2 v ON o h - tU Z' ■- F 0 1 Description MP4 [Design Input Section Name Beam Span Beam Spacing Slab Thickness Deck Rib Height Rib Spacng Rib Width Rib Orientation Beam Location Su mmary Actual # Studs 1 Total req'd 1/2 Span Zone 1 from Zone 2 from Zone 3 from Zone 4 from Zone 5 from Zone 6 from 1 MOM Composite Steel Beam 1 W24X55 1 28.420 ft 30.750 ft 6.500 in 2.000 in 12.000 in 5.000 in Parallel Slab One Side [ Dead Loads (applied befare 75% curing) r Full Span Uniform Loads... #1 1.130k/ft Live Loads (applied after 75% curing) Full Span Uniform Loads... # 1 2080 k/ft Using: W24X55, Span = 28.42ft, Slab Thickness = Stress Checks for Shored & Unshored Cases... @ Bottom of Beam Actual = Unshored DL Stress Actual = Actual Shear Stress Actual = 0 per 1/2 beam span Stud Capacity 14 studs yh © 100% 0.000 ft 4.737 ft 9.473 ft 14.210 ft 18.947 ft 23.683 ft 6.500in, Deck Rib Ht= 23,568.4 psi 11,951.3 psi 4,899.4 psi Unshored Stress Check.... (Mdl/Ss + MIUStrans) Actual = 27,223.0 psi (Mdl + MII) / Strans(top) Actual = 659.3 psi Alternate Unshored Stress Check : (Mdl + MII) / Ss Shored Concrete Stress Check....(MdI + MII) / ( Strans(top • n) 12.50 k 291.60k to 4.737ft , Use to 9.473ft , Use to 14.210 ft , Use to 18.947ft , Use to 23.683ft , Use to 28.420ft , Use Fy 36.00 ksi fc 3,500.00 psi Concrete Density 145.00 pcf Stud Diameter 0.750 in Stud Height 3.500 in Beam Weight not added Using Partial Composite Action Elastic Modulus 29,000.00 ksi Point Loads... #1 Point Loads... #1 OK Shored & Unshored 2.00in, Rib Spac= 12.00in, Rib Width= 5.00in w/ Slab One Allowable = Allowable = Allowable = Allowable = Allowable = 33,950.0 1,017.5 [Shear Studs & Shear Transfer 1 5 studs 5 studs 4 studs 4 studs 5 studs 5 studs V'h : min Vh : Used k k 23,999.8 psi 23,999.8 psi 14,400.0 psi OK OK OK 32,400.0 psi OK 1,575.0 psi OK 27,360.0 psi 1,575.0 psi 165.89 k 175.00 k ft ft 1 • [It:v:510001 Composite Steel Beam Description MP4 Deflections I : Transformed Before 75 % Curing Construction Loads Only After 75% Curing Total Uncured Deflection Composite Deflection 3,858.34 in4 Shored 0.174 in Otter shores removed 0.000 in 0.320 in 0.174 in : L/1964.6 0.493 in : L / 691.3 L Reactions 1 Load Combinations... Dead + Constuction Composite Max DL + LL Cd! Left 16.06 k 29.56 k 45.61 k [Analysis Values 1 Maximum Moments Dead Load Alone Dead + Const Live Load Only Dead + Live Support Shears Shear © Left Shear © Right Section Properties Section Name • Depth Width Flange Thick Web Thick Area , Weight I -steel S steel : top S steel : bottom 114.09 k -ft 114.09 k ft 210.00 k -ft 324.09 k -ft 45.61 k ✓ • 45.61 k W24X55 ✓ 23.570 in 7.005 in 0.505 in 0.395 in 16.200 in2 55.027 it/ft 1,350.00 in4 114.55 in3 114.55 in3 Fb : Allow n : Strength n : Deflection boc : Steel Section I transformed Strans : top Strans : bot Strans : eff © bot n•Strans : Ef © top X X Ms from Bot Vh@100% I : Effective Unshored Cd3 Right 16.06 k 29.56 k 45.61 k 23.76 psi 8.60 8.51 1,350.00 in4 3,847.59 in4 444.43 in3 179.69 in3 165.01 in3 3,182.9 in3 21.41 in 291.60 k 3,293.15n4 0.423 in 0.000 in 0.320 in 0.423 in : L / 805.4 0.743 in : L / 459.0 Effective Flange Width... Based on Beam Span 3.552ft Based on Beam Spacing 15.375ft Effective Width 3.552ft // 1 — Ut 0 0 co • w! J w 0 2 J u- < = d ` ` I- w O H : D p O N' F_- w Ill H V _ 0 Z , U co, i= z. • • R« s,000I Composite Steel Beam Description MPS [ Deflections I : Transformed Before 75 % Curing Construction Loads Only After 75% Curing Total Uncured Deflection Composite Deflection Reactions 1 Load Combinations... Dead + Constuction Composite Max DL +LL Analysis Values Maximum Moments Dead Load Alone Dead + Const Live Load Only Dead + Live Support Shears Shear @ Left Shear © Right l Section Properties 1 Section Name Depth Width Flange Thick Web Thick Area Weight I -steel S steel : top S steel : bottom 208.50 k -ft 208.50 k -ft 383.78 k ft 592.28 k -ft 61.66 k 61.66 k W27X94 26.920 in 9.990 in 0.745 in 0.490 in 27.700 in2 94.089 #/ft 3,270.00 in4 242.94 in3 242.94 in3 8,013.25 in4 Shored 0.319 in (Mershon:* temove0 0.000 in 0.587 in 0.319 in : L/1445.6 0.906 in : L / 508.7 Left 21.71 k 39.96 k 61.66k ✓ Fb : Allow n : Strength n : Deflection boc : Steel Section I transformed Strans : top Strans : bot Strans : eff © bot reStrans : Ef © top X -X Axis from Bot Vh © 100% I : Effective Unshaved 0.584 in 0.000 in 0.587 in 0.584 in : L / 789.6 1.171 in : L / 393.7 23.76 psi 8.60 8.51 [/ Right 21.71 k 39.96 k 61.66 k 3,270.00 in4 7,990.37 in4 778.12 in3 345.14 in3 301.48 in3 4,725.5 in3 23.15 in 457.20 k 5,986.871n4 Effective Flange Width... Based on Beam Span 4.802ft Based on Beam Spacing 15.375ft Effective Width 4.802ft / V1 1 • • • Rev 510001 Description MPS Design Input Section Name Beam Span Beam Spacing Slab Thickness Deck Rib Height Rib Spacng Rib Width Rib Orientation Beam Location Dead Loads (aPp►ed Wolff 7596 curing) Full Span Uniform Loads... # 1 1.130 k/ft Live Loads (appied after 75% curing) Full Span Uniform Loads... # 1 2.080 k/ft Summary Actual # Studs Total req'd 1/2 Span Zone 1 from Zone 2 from Zone 3 from Zone 4 from Zone 5 from Zone 6 from W27X94 38.420 ft 30.750 ft 6.500 in 2.000 in 12.000 in 5.000 in Parallel Slab One Side 0 per 112 beam span ,tud Capacity 12 studs Vh © 100% Composite Steel Beam Using: W27X94, Span = 38.42ft, Slab Thickness = 6.530in, Deck Rib Ht= Stress Checks for Shored & Unshored Cases... Bottom of Beam Actual = 23,575.1 psi Unshored DL Stress Actual = 10,298.7 psi Actual Shear Stress Actual = 4,674.8 psi Unshored Stress Check.... (Mdl/Ss + MII/Strans) Actual = 25,574.8 psi (Mdl + MII) / Strans(top) Actual = 688.2 psi Alternate Unshored Stress Check : (Mdl + MII) / Ss Shored Concrete Stress Check....(Mdl + MII) / ( Strans:top • n) 12.50 k 457.20k Fy to Concrete Density Stud Diameter Stud Height Beam Weight not added Using Partial Composite Action Elastic Modulus 29,000.00 ksi Point Loads... #1 Point Loads... #1 2.00in, Rib Spec= Allowable = Allowable = Allowable = Allowable = Allowable = 29,255.5 1,062.1 0.000 ft to 6.403ft , Use 4 studs 6.403 ft to 12.807ft , Use 5 studs 12.807 ft to 19.210ft , Use 3 studs 19.210 ft to 25.613ft , Use 3 studs 25.613 ft to 32.017ft , Use 5 studs 32.017 ft to 38.420ft , Use 4 studs OK Shored & Unshored 12.00in, Rib Width= 5.00in w/ Slab One V'h : min Vh : Used k k 23,999.8 psi 2 psi 14,400.0 psi 38.00 ksi 3,500.00 psi 145.00 pcf 0.750 in 3.500 in OK OK OK 32,400.0 psi OK 1,575.0 psi OK 27,360.0 psi 1,575.0 psi ft ft 'Shear Studs & Shear Transfer 138.22 k 150.00 k L /1 ENGIP' NORTHWEST' INC. P.S. 6869 WOODLAWN AVE, N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525-7560 - FAX # (206) Jos No. JOB NAME P • T.=• • tt4 wurnt ' --11mtmoa aia z . xttotft@ Nirt-tip © C0 k 4v1 61K' (01 t,1 0e., 01°.r DATE 41124 CO SHEET OF BY 2.813 . 3$•4 `1 *9 °A u Nr a,` = . g� s pg,q‘c- 1W" U 1 N LL 2 g J: f f s I- W ' z Cas 2 D D p1 . U(As j w ui '_ o IL 01 • Z' r- • Units Steel Code Allowable Stress Increase Factor. Include Shear Deformation No. of Sections for Member Calcs Do Redesign P -Delta Analysis Tolerance Joint No Joint + No GR46 < Joint Coordinates > X Y Joint Coordinate Coordinate Temperature ft 0.000 0.000 Translation X Y K /in K /in 1 Reaction Reaction 2 Reaction US Standard AISC 9th Edition ASD 1.333 No 5 No 0.50% ft 0.000 23.000 OF 0.00 0.00 < Boundary Conditions > Rotation K- ft /rad < Materials (General) > Material Young's Shear Poisson's Thermal Label Modulus Modulus Ratio Coef. Ksi Ksi 10"5 °F - 29000.00 0.3000 0.65000 Ttiktivekg tot- Weight Density K /f t3 0.490 Yield Stress Ksi 46.00 "Th RISA -2D (R) Version 4.' ' Engineers Northwest Job : 6869 Woodlawn Ave, NE, Suite 205 Page: 9 Seattle, WA 98115 Date: 6/12/00 File: 1STOCOL EXODUS MECH PLATFORM INTERIOR COL __ =_ = = =_ = = =__= < Sections .> Section Database Material As As I I Z Label Shape Label Area 0,2 1,3 1,3 0,2 C in"2 in"4 in "4 C1 TU10X10X6 ✓ GR46 14.10 1.2 1.2 214.00 214.00 == < Members > Memb Joints Rotate Section Releases Offsets Inactive? No. I J 90° Set I:AVM J:AVM I -End J -End Label i Length in in ft - - -- 1 1 2 C1 23.00 < Basic Load Case Data > BLC Basic Load Case Load Type Totals No. Description Nodal Point Dist. 1 TOTAL LOAD 2 2 PARTIAL LOAD 2 < Joint Loads /Enforced Displacements, BLC 1 > Joint Is this a Load or Direction Number a Displacement? ( X,Y,Mz) Magnitude K, K -ft, in, rad 2 L Y - 212.000 '' 2 L Mz - 13.300 +/ < Joint Loads /Enforced Displacements, BLC 2 > Joint Is this a Load or Direction Number a Displacement? (X,Y,Mz) Magnitude K, K -ft, in, rad 2 L Y - 157.000 ./ 2 L Mz - 36.300 RWPE No. Description BLC Fac BLC Fac BLC Fac BLC Fac BLC Fac SSdv 1 TOTAL LOAD 1 1 y Y 2 PARTIAL LOAD 2 1 < Load Combinations > < Envelope Reactions > Joint + Forces + X lc Y lc Moment lc K K K -ft 1U 1.58 2 212.00 1 0.00 1 L 0.58 1 157.00 2 0.00 1 5-. 2U -0.58 1 0.00 1 0.00 1 L -1.58 2 0.00 1 0.00 1 •- Tot : 9U 0.00 1 212.00 1 L 0:00 1 157.00 2 14\ re 2 11 U i U 0 tn W w , w O J . u < v ` 1 _ ; z 1-0 z w : D0 O N 0 1- w W o . LL Iii z co 0 ", RISA -2D (R) Version 4.r-N, Engineers Northwest 6869 Woodlawn Ave, NE, Suite 205 ,Seattle, WA 98115 EXODUS MECH PLATFORM INTERIOR COL - - - - < Envelope Section Forces > Section Memb i Axial lc Shear lc Moment lc K K K -ft 1 1 U 212.00 1 -0.58 1 0.00 1 L 157.00 2 -1.58 2 0.00 1 2 U 212.00 1 -0.58 1 9.07 2 L 157.00 2 -1.58 2 3.33 1 3 U 212.00 1 -0.58 1 18.15 2 L 157.00 2 -1.58 2 6.65 1 4 U 212.00 1 -0.58 1 27.22 2 L 157.00 2 -1.58 2 9.98 1 5 U 212.00 1 -0.58 1 36.30 2 L 157.00 2 -1.58 2 13.30 1 < Envelope AISC Unity Checks > Unity Loc Shear Loc ASD Memb Chk is Chk lc Fa Fb Cb Cm Eqn. Ksi Ksi 0.9165 1 0.014 1 2 19.61 30.36 1.00 0.60 H1 -1 Units US Standard Steel Code AISC 9th Edition ASD Allowable Stress Increase Factor 1.333 Include Shear Deformation No No. of Sections for Member Calcs 5 'r Will. Do Redesign No P -Delta Analysis Tolerance 0.500 < Joint Coordinates > Joint X Y Joint No Coordinate Coordinate Temperature ft ft of 1 0.000 0.000 0.00 2 0.000 23.000 '� 0.00 _¢ < Boundary Conditions > Joint +- ,L > -- Translation + No Y Rotation k /in K /in K- ft /rad 1 Reaction Reaction 2 Reaction Job : Page: 10 Date: 6/12/00 File: 1ST000L Engineers Northwest 6869 Woodlawn Ave, NE, Suite 205 ;- 'Seattle, WA 98115 f�' EXODUS MECH PLATFORM INTERIOR COL • Material Young's Label Modulus Ksi GR46 29000.00 < Sections > Section Database Material As As Label Shape Label Area 0,2 1,3 in "2 C1 TU8X8X6V GR46 ✓ 11.10 1.2 1.2 < Members > Memb Joints Rotate Section Releases No. I J 90° Set I:AVM J:AVM BLC No. 1 2 C1 1 TOTAL LOAD 2 PARTIAL LOAD < Joint Loads /Enforced Displacements, BLC 1 > Is this a Load or Direction a Displacement? (X,Y,Mz) Magnitude K, K -ft, in, rad 2 Y - 106.000 2 Mz -7.000 Joint Number Joint Number 2 2 L L < Joint Loads /Enforced Displacements, BLC 2 > Is this a Load or Direction a Displacement? ( X,Y,Mz) Magnitude K, K- f t , in, rad Y - 78.500 v Mz - 18.200 ✓ No. Description L L 1 TOTAL LOAD 1 1 2 PARTIAL LOAD RISA -2D (R) Version 4.0 < Materials (General) > Shear Poisson's Thermal Weight Modulus Ratio Coef. Density Ksi 10 "5 °F--- -K /ft3 0.3000 0.65000 0.490 < Basic Load Case Data > Basic Load Case Load Type Totals Description Nodal Point Dist. < Load Combinations > RWPE BLC Fac BLC Fac BLC Fac BLC Fac BLC. Fac SSdv 2 1 I 1,3 in "4 106.00 Offse Inactive? I -End J -End Label i Length in in ft - - -- 23.00 2 2 Job : Page: 11 Date: 6/12/00 File: 1STOCOL Yield Stress Ksi 46.00 I 0,2 in "4 106.00 y y T C • • RISA -2D (R) Version 4.0 Engineers Northwest 6869.Woodlawn Ave, NE, Suite 205 : Seattle, WA 98115 1 r - j EXODUS MECH PLATFORM INTERIOR COL Memb i Section =__= < Envelope Reactions > Joint + Forces + X lc Y lc Moment lc K K K -ft 1U 0.79 2 106.00 1 0.00 1 L 0.30 1 78.50 2 0.00 1 2U -0.30 1 0.00 1 0.00 1 L -0.79 2 0.00 1 0.00 1 Tot:9U 0.00 1 106.00 1 L 0.00 1 78.50 2 < Envelope Section Forces > Job : Page: 12 Date: 6/12/00 File: 1STOCOL Axial lc Shear lc Moment lc K K K -ft 1 1 U 106.00 1 -0.30 1 0.00 1 L 78.5 .2 -0.791 2 0 U 106.00 1 -0.30 1 4.55 2 L 78.5 2 -0.791 2 1.8 1 U 106.00 1 -0.30 1 9.10 2 L 78.5 2 -0.791 2 3.5 1 4 U 106.00 1 -0.30 1 13.65 2 L 78.5 2 -0.791 2 5.2 1 5 U 106.00 1 -0.30 1 18.20 2 L 78.5 2 -0.791 2 7 1 = -- < Envelope AISC Unity Checks > Unity Loc Shear Loc ASD Memb Chk lc Chk lc Fa Fb Cb Cm Eqn. Ksi Ksi 1 0.70 1 0.009 1 2 16.43 30.36 1.00 0.60 H1 -1 ENGI' " NORTHWEST -INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 5 • Joe No. JOB NAME SUBJECT t1"- ( !M1 )( 3$, +2 2t0 (ftUY-7 01- Ag t k- mil% - , 3, 5/ DATE . (0 1 l24 a SHEET CH OF BY • ENGI' VEERS- NORTHWESINC. P-S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - 12061525 7560 - FAX # (206) 52 Joe No. Joe NAME .. 5'X©006 SUBJECT f� ,�•v _AtttsA3 12- DATE 41 13 l CO SHEET, OF BY fr ia(14-i nu& N g3 --. • • ENGINEERS — NORTHWEST, INC. P.•S.' • WOODLAWN AVE. N.E.- SUITE 205 - SEATTLE, WA 98115 - am) 5i25 7560 - FAX• (205) 522-6698 9)r--- 1 . E1t0. L { � t14- +35. + +1+V gr: +ZqR. '1:: +32. oL 15 ( -33 ka 6 'MS 14 ` -v- 0 0; 'CO 0; CO = ; -� CO W 0 _ . J IL 4 C co D' = d I- W • ?� i- Z • w o 0H = w' Z 0 -152 . ENGINEERS— NORTHWEST INC. P.S.' WOODLAWN AV E. N.E. - bdITE 205 - SEATTLE, WA 98115 - (20t„ 425 7560 - FAX # (206) 5224698 +3II. JOB NAME[ +a5 +Ac(0,22; 3: 51g. 133 ■ +3, C +$. — 14° —IZ1, (Iwo tikZ1.4 _ ) =.2 , c z (10 12. , 4)1,j = .tb I (LA 11,0eitett I ... • t6I( Io) ili DATE 5121166 SHEET BY El • +151 U C) 0' N 0 , , co Liu CO J w 0; 2 D. D Z E-, Z 1-; w w ? U ; w tu t , tir p_ ==1 - O ~` ' ENGINEERS— NORTHWEST INC. P.S. WOODLAWN AVE. N. E:- SUITE 205 - SEATTLE, WA 98115 - (206)525-7560 - FAX # (206) 522 -6698 N O • , Joe NAME GJtg 3/I swivel! .42 2, C Mb 732-"W y; 1d • . .get ew . ' •� SAN II TIV32"to I J SLOOe.o • SHEETOF • BY • t5 DATE ! " W r o* H 240 T-- . X 4-4 2 - IL 9I2711* • • • ENG EERS- NORTHWE° INC. P.S. WOODLAWN Ai/E. N.E.- SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX #-(206) 522 -6698 J OB NAME, ' Ir..0 •x'19 i¢2 +145• +213• +13g \ ' +12.• P6 3,3 f 13.E ' +lzz. ` + a 4 1 ' 1 @1z . gyp: °.. C•1 DATE s1Z710b SHEET 4. OF BY P7 '25 4 . 1 , • - }- 24-Z -t 101 — 210 !o rtf -3•. • O• O ; NW`: LL. W 0' IL" Q, . co D` w z �; LU D; =a F- - LL . • w 0 H No. i WOODLAWN AV E E. - SUITE 205 - SEATTLE, WA 9811 (206) 525 -7560 - FAX # (206) 522 -6698 ENGINEERS - NUM HwtsI live.. r.o. JOB NAME t514NU1 • l240 134 • Ig b +$D a 4 ry r +96 1340 6.4-11 - i to8 I '�i�l? r-. +05 { 3 +tot, • ` S) +31'2. 7.1 '-31 tI +a P6 412 P7 :?� :: -4- • DATE Sri [ Ob SHEET, OF by C' 403, g 2.3g ENGINEERS- NUM r. o. ( 7) WOODLAWN AVE. h SUITE 205 - SEATTLE, WA 98115 .06)525-7560 - FAX # (206) 522 • ro d JOB NAME ____C M:22.6 qv 1 D m U, 5i v F, �ixro�F • 1 3 f1 t( z "w 3 )Ibt31."uo k_ F 3 !6x3t' H41 fe-8 ) � 4i-5'e I2ieW t9 ! +►2 P6 :`i +to P7 is ; •re 4 .4 1 U)4Q '' /ac) . 351 : . •2 q-0 a fi ,3‘ DATE s12:11 SHEET OF qj I IXII ' F *b 'e 3 1 --13 -337. IY g r 08 . op Ca IL J u . H uJ: 1-0 w 2 0 °' '0 Di 11J tu ; LI la i° H= u . z U u) z �l • • Joe No. SUBJECT ENG P ",EERS— NORTH WES I NC. P.S. 6869 WOODLAWN AVE. N.E.- SUITE 205 - SEATTLE, WA 98115 - (206)525-7560 - FAX # (206) 522 -6698 1• ekb • OBNAME v/`H7 7Ks . ls . vha wag DATE (0 \ 13 ` SHEET OF BY V i . iv U 0 MIS -j N u_ w O �a �d O F_j IU I • a . Z co ;iii 0 Z . • ENGI`N`EERS- NORTHWESZMNC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 5 JOB NO. � y • B NAME Iw V� SUBJECT 'f[ l/ 'J V Al i - 111 MIN - .. I i i 4 YWtAtts-r. Ow DATE SHEET OF BY r z • ENGfEERS– NORTHWES' P.S. 6869 WOODLAWN AVE. N. E. - SUITE 205 - SEATTLE, WA 98115 - (206)525-7560 - FAX # (206) 5 Joe NO. JOB NAAMME ` % %X t . SUBJECT ` w` ck gxiS 49,5+429) = a+f w Cog -Nan = Eby- Ni kurfrom Qom $ c- 1,33 =�b1- .` 'sr° . 0 k,5 ® 9 DATE SHEET VA 6 kOto to t5 t (0 I A- (tab) r C4 14 C IM9,Z 1331 c 4 --10 9 4 L bil b e etA )/ iY V u e ra 7 b Glision OF BY • • ENG "'SEERS- NORTHWES~ INC. P.S. 6869 WOODLAWN AVE. N. E. - SUITE 205 - SEATTLE, WA 98115 - (206)525.7560 - FAX #E (206) JOB NO. �Q SUBJECT ( c - • NAME 3 D - t z 61W('' biz. s t,20 ?.9x 6 x2 V z la 4-4 �1(- M- t,( r 549(501 0 r Y1Ao = (� kJ 16 1 / ► I b c9c DATE SHEET OF BY • • • 5NG' lEERS- NORTHWES , INC. P.S. 6869 WOODLAWN AVE. N.E.- SUITE 205 - SEATTLE, WA 98115 - (206)525-7560 - FAX # (206) JOB NO. JOB NAME SUBJECT VIZCA. guticem, 44' 1 i tV =rr� c t ,o wi (z.q. Fiscus @6,4f) t 3.0 'rt.= C H¢ l vtut c ,1(.36) thr 4'54. u • • tq (L1,4-)(cat) [g5 -,VX 12* _ $.folta DATE SHEET OF BY • • Engineers Nor 6869 Woodlawn Seattle, WA EXODUS MECH PLATFORM Units US Standard Steel Code AISC 9th Edition ASD Allowable Stress Increase Factor 1.333 Include Shear Deformation No No. of Sections for Member Calcs 5 Do Redesign No P -Delta Analysis Tolerance 0.50% Joint No 1 2 3 4 Joint + No X K /in 1 Reaction 4 Material Young's Label Modulus Ksi GR46 29000.00 GR36 29000.00 Section Database Material Label Shape Label B1 D1 Cl 1 2 3 4 W18X35 TU4X4X4 MC8X20 < Members > Memb Joints Rotate Section Releases No. I J 90° Set I:AVM J:AVM 1 2 3 1 RISA -2D (R) Version 4.0 thwest Ave, NE, Suite 205 98115 2 3 4 3 BRACED PURLIN X Coordinate ft 0.000 0.000 4.500 30.170 Translation Cl B1 B1 D1 Y K /in Reaction Reaction GR36 GR46 GR36 < Joint Coordinates > Y Joint Coordinate Temperature ft °F 0.000 0.00 4.500 0.00 4.500 0.00 4.500 0.00 < Boundary Conditions > Rotation K- ft /rad < Materials (General) > Shear Poisson's Thermal Modulus Ratio Coef. Ksi 10 "5 °F 11154.00 0.3000 0.65000 11154.00 0.3000 0.65000 < Sections > As As I Area 0,2 1,3 1,3 in "2 in "4 10.30 1.2 1.2 15.30 3.59 1.2 1.2 8.22 5.88 1.2 1.2 4.47 Offsets Inactive? I -End J -End Label 4 Length in in ft - - -- 4.50 4.50 25.67 6.36 Job : Page: 1 Date: 6/13/00 File: Weight Density K /ft3 0.490 0.490 Yield Stress Ksi 46.00 36.00 I 0,2 in "4 510.00 8.22 54.50 • • RISA-2D (R) Version Engineers Northwest 6869 Woodlawn Ave, NE, Suite 205 Seattle, WA 98115 EXODUS MECH PLATFORM BRACED PURLIN Section Length Member Set ft BLC No. 1 2 Joints Member I J Joint Number 1 Cl 2 B1 3 B1 4 D1 TOTAL LOAD SEISMIC LOAD 3 3 4 2 2 3 4 No. Description 1 TOTAL LOAD 2 TL+E Joint + 1U L 4U L Tot 9U =- = < AISC,NDS Lb-out Lb-in le-out le-in ft ft 4.50 4.50 1.00 25.67 1.00 6.36 < Basic Load Case Data > Basic Load Case Load Type Totals Description Nodal Point Dist. Joint Loads/Enforced Displacements, BLC 2 > Is this a Load or Direction . a Displacement? (X,Y,Mz) Magnitude X K 7.50 2 0.00 1 0.00 1 0.00 1 7.50 2 0.00 1 < Member Distributed Loads, BLC 1 > Load Pattern Pattern Label Multiplier RWPE BLC Fac BLC Fac BLC Fac BLC Fac BLC Fac SSdv Forces lc Y lc K 19.94 2 18.82 1 18.89 1 17.77 2 37.71 1 37.71 1 g UNIFORM UNIFORM Parameters >---= Lcomp K le-bend out in CH ft < Load Combinations > < Envelope Reactions > T 14 • Ig.g 1 - 1.2500 - 1.2500 Moment lc K ft 0.00 1 0.00 1 0.00 1 0.00 1 <-74 v1,8 Job : Page: 2 Date: 6/13/00 File: Cm Cb, B Sway 0 i 2 K,K-ft, in,rad X -7.500 • yy yyy • • • -;' tS2 4 t 1 .; ti /-) RISA -2D (R) Version 4.1 Engineers Northwest Job : 6869 Woodlawn Ave, NE, Suite 205 Page: 3 •� Seattle, WA 98115 Date: 6/13/00 ce-c t ` -`. .. ` EXODUS File MECH PLATFORM BRACED PURLIN < Envelope Section Forces > Section Memb i Axial lc Shear lc Moment lc K K K -ft 1 1 U 19.47 1 -0.87 1 -0.58 2 L 13.29 2 -0.87 2 -0.73 1 2 U 19.47 1 -0.87 1 0.40 2 L 13.29 2 -0.87 2 0.24 1 3 U 19.47 1 -0.87 1 1.37 2 L 13.29 2 -0.87 2 1.22 1 4 U 19.47 1 -0.87 1 2.35 2 L 13.29 2 -0.87 2 2.19 1 5 U 19.47 1 -0.87 1 3.33 2 L 13.29 2 -0.87 2 3.16 1 2 1 U 1.13 1 19.49 1 3.33 2 L 1.01 2 13.31 2 3.16 1 2 U 1.13 1 18.08 1 -10.85 2 L 1.01 2 11.90 2 -17.97 1 3 U 1.13 1 16.67 1 -23.44 2 L 1.01 2 10.49 2 -37.52 1 4 U 1.13 1 15.27 1 -34.46 2 L 1.01 2 9.09 2 -55.49 1 5 U 1.13 1 13.86 1 -43.89 2 L 1.01 2 7.68 2 -71.87 1 3 1 U 7.50 2 14.30 2 - 44.69 2 L 0.00 1 13.19 1 -73.17 1 2 U 7.50 2 6.28 2 - 110.74 2 L 0.00 1 5.17 1 - 132.10 1 3 U 7.50 2 -1.74 2 - 125.31 2 L 0.00 1 -2.85 1 - 139.55 1 4 U 7.50 2 -9.76 2 -88.39 2 L 0.00 1 -10.87 1 -95.51 1 5 U 7.50 2 -17.78 2 0.00 1 L 0.00 1 -18.89 1 0.00.1 4 1 U 9.29 2 0.32 1 0.73 1 L -1.26 1 0.22 2 0.58 2 2 U 9.29 2 0.32 1 0.24 '2 L -1.26 1 0.22 2 0.22 1 3 U 9.29 2 0.32 1 -0.11 2 L -1.26 1 0.22 2 -0.29 1 4 U 9.29 2 0.32 1 -0.45 2 L -1.26 1 0.22 2 -0.79 1 5 U 9.29 2 0.32 1 -0.80 2 X. L -1.26 1 0.22 2 -1.30 1 • rt U ; coo rn W . co W ° J .. I W F- _ z �. o z w W :. 'O =el. Ul ! al ig W Z? 0 ' 0 ' RISA -2D (R) Version 4.0T Engineers Northwest Job : 6869 Woodlawn•Ave, NE, Suite 205 Page: 4 Seattle, WA 98115 Date: 6/13/00 File: EXODUS MECH PLATFORM BRACED PURLIN Redesign not performed... < Envelope AISC Unity Checks > Unity Loc Shear Loc ASD Memb Chk lc Chk lc Fa Fb Cb Cm Eqn. Ksi Ksi 1 0.282 5 1 0.023 1 1 17.24 21.60 1.00 0.51 H1 -2 2 0.635 5 1 0.306 1 1 21.16 23.76 1.00 0.85 H1 -2 3 1.223 3 1 0.297 5 1 18.88 23.76 1.00 0.85 H1 -2 4 0.138 5 1 0.010 1 1 22.63 30.36 1.00 0.38 H2 -1 < Redesign Shapes, Envelope Solution > Section Suggested Alternate Shapes Set Member 1st Choice 2nd Choice 3rd Choice 4th Choice ENGI' \EERS- NORTHWESriNC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525.7560 - FAX # (206) 5 Joe No. JOB NAME SUBJECT VlatTlifN, loot Ct5;3(1/ c elt y 9 tem 1O Ct ti WA w t. ft PG �� DATE, b( $J SHEET BY 3 0,2" 4 OF v • F.VI au,. -NM gai 1 O) 6 6 (33t) 9-3,x • :4+:4442: 2 i 0 0, co o, � w 9 w g u. a� a w x. S P w , 2 or O � w w V' 0 Z ' z • ENGI 'EERS- NORTHWES "ZINC. P.S. 6869 WOODLAWN AVE. N.E. SUITE 205 - SEATTLE, WA 98115 - 12061525 7560 - FAX # (206) JOB No. JOB NAME +0;4210Y1 DATE 6 (Itial SUBJECT /69#,V vutv41 .flirttout 1 2 ' 01,#) �lI SHEET OF BY I0qy(Z • ENGflEERS- NORTHWESCINC. P.S. 6869 WOODLAWN AVE. N.E.- SUITE 205 - SEATTLE, WA 98115 - (206)525-7560 - FAX # (206) Joe NO.. JOB NAME galto° . • • • • 'a kVA SUBJECT - �r -Za--i r 5- • • I aumima (9 ccST PoPrit g.0 wqu. ftee DATE 0 SHEET.OF BY J • Tv ENGI EERS- NORTHWES► P.S. 6869 WOODLAWN AVE. N. E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 5 98 DATE 1 21 like) SHEET OF BY CF JOB NO JOB NAME SUBJECT Wet (0)(4 L 4(9044/ Lot /kYte( 2 e l- --- -- 41 6 /0 ( w2q etc-w'z1 F,4z n1 1 5 Z3 --19 0 TR12) I- (.0O .t N11)&» 6)(tt goy' O U 0 N 0 cn ui W =' J1- N U. W O u.¢ 0 W 2 U 0 N 0 1-i W -_ ' 0 0 � • • ENGI► =ERS- NORTHWESTf NC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206) 525 7560 - FAX # 206 5 Joe. No SUBJECT JOB NAME riT'1e�►V 7 moivrfi e- `XLST 1943 c3G tu DATE . VI Oleo SHEET OF BY iI N w's N LL w 0; �a N D ` w z � mo 2 I1 a w o _ ww IL 0 w, 1 us oP z • ENG CEERS- NORTHWES'f'INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 5 JOB No. JOB NAME SUBJECT tzDtb SHEET ( OF BY Hi( • 2`1(la) t DATE bl 144 abg lAn X17• y @ � 3,gt 1 ► - . acv 1 133 d.5o 3 (68 /Rsee@`3 - V1133) Ii( de ex • ENG T)EERS- NORTHWES', P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525-7560 - FAX 4' (206) 5 JOB No. SUBJECT JOB NAME takt& iv6 el l DATE (Of 144M SHEET OF c l_ BY IV* tol 4. -3/y4 tgfi tiagmoco 1-f2C, Cap tC 101, x =943 e�Z at3 ,q9 .ulA6;iait:i +ts3U:1i4' b •1:aKi; U W re 2 i V to Q W W co IQ, W, I0 ', Z W . I V 0 Z, U co,, ENG' NORTHWES INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - 1206)525 7560 - FAX # (206) 522 Joe No.. JOB NAME SUBJECT ?,b0/ WILL QikiAt uft rte N � A- DATE SHEET OF BY hi kfria ENG flEERS- NORTHWES " P. S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525-7560 - FAX # (206) 522- •98 ( Joe No ( JOB NAME *445i* • • SUBJECT 001rfl I DATE (11 fiegte SHEET�OF BY 2 c.) 0' N G% k _ 1 .1 w w 0 . g ca =0 W Z I , I- 0 Z U 0, O N :' 0 H; W bc. 111 - I-- 5 ENG' 'JEERS- NORTHWES' - ' INC. P. S. efa 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 522- 8 Joe No •4 SUBJECT 0- • JOB NAME WOO iLl■ACIV4 • C kigrot5L0 ttia • /6' 1,14 r itflon DATE SHEET OF BY V W W 0 ti .6( ititl Vpt fA cy W es. D p; o ff'; w W 111 Z: 'U N 0 ENGI "EERS— NORTHWES',lINC. P.S. PO 1 6869 WOODLAWN AVE. N.E.- SUITE 205 - SEATTLE, WA 98115 - (206)525.7560 - FAX # ( 522.6698 JOB NO. JOB NAME lS -TX. SUBJECT , U 10 ) O `' /�ee .. D NP-110 - S @ T ►$3 I-4 ( m v i L t o k f a t s r f L = Qo rsr- + 1 r = aOS 1r toK oip.ulosITG '?#-' 'DL= - • U, =135 r St vt, . s0.1 q(. 0 -0-,1 = a.ao U,= 3o./5(. m51 = 4 ,19 MPt'I- MPs t 24.3 I' fi n.3g. fi 1z. 1g go.� qo.q Uiatkat (zZ) tug- V/4(L4) x-W R4) (.30) 3 5 wtg)( o — - g3 ° ' 13sc a - ='13g. c, q .003s) I3a$ WR)C3S tok g .0 °e - s(10)=qG - o+51)4Ib. 8 f - SaVa4.1.3 r-- g.t3(sofah-) ID3a.; 192.00 !�1 109.2 DATE g `Z•liCO SHEET OF BY J DG4 Iw9 UI3rC wT I- err IW io 3a.sg' t IoS.2 tat. l ,4660.07 .1.15 3601' alr 42)1 • br.%"4,1? z 5 h 7Wt Joe NO JOB NAME T ie-C I D . 0 S T SUBJECT 11V+ QtrtrAtte • ENG I t -ERS— NORTHWEST P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 522 -6698 C tc d 123.3 3,21 IcAt ct 10' S .411 I gu� 15'. 3gC.o1l 4.o 1,134 U, • 1531 0,135) ' �, o 3 .'24 DATE 6.I1210 SHEET .OF BY P 13 rnP4- fi mP►2 - .4-118' T 2$.3g ! 32, 1 _ vi,! 5,1 1-53 46_ r,2 ,g 52.8 100 1 14 5 i `1 1. 4 . 4 iai I Y �t 110, 5 i 4- S=�1,1` �a� �-� IR, • .. e,000, Composite Steel Beam Page 1 r [Desi Input Section Name Beam Span Beam Spacing Slab Thickness Deck Rib Height Rib Spacng Rib Width Rib Orientation Beam Location Description MP PURLIN Full Span Uniform Loads... # 1 0.740 klft ✓ Live Loads ( applied after 75% coning) Full Span Uniform Loads.. # 1 1.330 k/ft Summary W21X44 30.750 ft ✓ 9.830 ft ✓ 6.500 in 2.000 in 12.000 in 5.000 in Perpendicular Slab Both Sides Using: W21X44, Span = 30.75ft, Slab Thickness = Stress Checks for Shored & Unshored Cases... Bottom of Beam Unshored DL Stress Actual Shear Stress Actual = Actual = Actual = 6.500in, Deck Rib Ht= 23,754.1 psi 12,861.3 psi 4,401.4 psi Unshored Stress Check.... (Mdl/Ss + Mil/Strans) Actual = 28,123.6 psi (Mdl + Mil) / Strans(top) Actual = 377.9 psi Alternate Unshored Stress Check : (Mdl + MO) / Ss Shored Concrete Stress Check....(Mdl + MII) / ( Strans:top • n) Actual # Studs 0 per 1/2 beam span Stud Capacity 12.50 k Total req'd 1/2 Span ds Vh @ 100% 234.00k Zone 1 from 0.000 ft to 5.125ft , Use 3 studs Zone 2 from 5.125 ft to 10.250ft , Use 4 studs Zone 3. from 10.250 ft to 15.375ft , Use 2 studs Zone 4 from 15.375 ft to 20.500ft , Use 2 studs Zone 5 from 20.500 ft . to 25.625ft , Use 4 studs Zone 6 from 25.625 ft to _30.750 ft , Use 3 studs R tr Fy 36.00 ksi f c 3,500.00 psi Concrete Density 145.00 pcf Stud Diameter 0.750 in Stud Height 3.500 in Beam Weight not added Using Partial Composite Action Elastic Modulus 29,000.00 ksi Dead Loads ( applied beib,e 7596 curing) 1 Point Loads... # Point Loads... #1 OK Shored & Unshored 2.00in, Rib Spac= 12.00in, Rib Width= 5.00in w/ Slab Both Allowable = Allowable = Allowable = Allowable = Allowable = 35,977.0 588.2 V'h : min Vh : Used k k 23,999.8 psi 23,999.8 psi 14,400.0 psi OK OK OK 32,400.0 psi OK 1,575.0 psi OK 27,360.0 psi 1,575.0 psi ft ft Shear Studs & Shear Transfer 112.33 k 112.50 k 7 .2u tt� J U' UO (o 0 !: W W J w O = O H =, r4 2 Z vo O N' 11.1 Lu a I— = U u'O • Z al U N , 0 I O Z K 510001 Composite Steel Beam Description MP PURLIN Deflections I : Transformed Before 75 % Curing Construction Loads Only After 75% Curing Total Uncured Deflection Composite Deflection L Reactions Load Combinations... Dead + Constuction Composite Max DL + LL 3,107.48 in4 Shored 0.213 in (Me/ Mores removed) 0.000 in 0.382 in 0.213in : L/1735.5 0.595 in : L / 620.2 (cD Left 11.38k 20.45 k 31.83k I : Effective Unshored 0.609 in 0.000 in 0.382 in 0.609 in : L / 606.3 0.991 in : L / 372.4 Right 11.38 k 20.45 k 31.83 k 2,413.13n4 Analysis Values Maximum Moments Dead Load Alone Dead + Const Live Load Only Dead + Live Support Shears Shear @ Left Shear © Right Section Name Depth Width Flange Thick Web Thick Area Weight I -steel S steel : top S steel : bottom 87.46 k -ft 87.46 k-ft 157.20 k -ft 244.66 k -ft 31.83 k 31.83 k W21X44 20.660 in 6.500 in 0.450 in 0.350 in 13.000 in2 44.157 #/ft 843.00 in4 81.61 in3 81.61 in3 Fb : Allow n : Strength n : Deflection hoc : Steel Section I transformed Strans : top Strans : bot Strans : eff @ bot n•Strans : Ef © top X -X Ms from Bot Vh @100% 23.76 psi 8.60 8.51 843.00 in4 3,101.62 in4 580.45 in3 142.17in3 123.60 in3 3,676.4 in3 21.82 in 234.00 k Effective Flange Width... Based on Beam Span Based on Beam Spacing 7.687 ft 9.830ft Effective Width 7.687 ft Section Properties r.n9 1 Fla. Description MP10 [Design Input Section Name Beam Span Beam Spacing Slab Thickness Deck Rib Height Rib Spacng Rib Width Rib Orientation Beam Location Dead Loads (eppied before 75% curing) Full Span Uniform Loads #1 2.250k/ft Live Loads (eppied after 75 %curing)) Full Span Uniform Loads. # 1 4.150 k/t Summary W30X99 32.880 ft 30.750 ft 6.500 in 2.000 in 12.000 in 5.000 in Parallel Slab Both Sides Using: VV30X99, Span = 32.88ft, Slab Thickness = 6.500in, Deck Rib Ht= Stress Checks for Shored & Unshored Cases... Bottom of Beam Actual = 30,926.3 psi Unshored DL Stress Actual = 13,556.9 psi Actual Shear Stress Actual = 6,824.2 psi Unshored Stress Check.... (Mdl/Ss + Mil/Strans) Actual = 33,610.6 psi (Mdl + MII) / Strans(top) Actual = 624.1 psi Alternate Unshored Stress Check : (Mdl + MII) / Ss Shored Concrete Stress Check...(Mdi + MII) / (Strans:top • n) Shear Studs & Shear Transfer Actual # Studs Total req'd 1/2 Span Zone 1 from Zone 2 from Zone 3 from Zone 4 from Zone 5 from Zone 6 from. 0 per 12 beam span Stud Capacity 15 studs Vh © 100% 12.50 k 727.50k Fy Pc Concrete Density Stud Diameter Stud Height Beam Weight not added Using Partial Composite Action Elastic Modulus 29,000.00 ksi Point Loads... #1 Point Loads... #1 2.00in, Rib Spac= Allowable = Allowable = Allowable = Allowable = Allowable = 38,561.7 962.4 0.000 ft to 5.480ft , Use 5 studs 5.480 ft to 10.960ft , Use 6 studs 10.960 ft to 16.440ft , Use 4 studs 16.440 ft to 21.920ft , Use 4 studs 21.920 ft to 27.400ft , Use 6 studs 27.400 ft to 32.880ft , Use 5 studs V'h : min Vh : Used k k 33,333.0 psi 33,333.0 psi 20,000.0 psi 50.00 ksi 3,500.00 psi 145.00 pcf 0.750 in 3.500 in ft ft OK Shored & Unshored 12.00in, Rib Width= 5.00in w! Slab Both OK OK OK 45,000.0 psi OK 1,575.0 psi OK 38,000.0 psi 1,575.0 psi 181.88 k 187.50 k • ......i w.r, lry ai'_ Pg . ; CO W W I J am,' , N LL` WW O. Q .E12 a Z UJ U 0 1 0 I_ =W W . Z U N 0 ~` ■ Ree v.. 510001 Composite Steel Beam Page 2 Description MP10 Deflections I : Transformed Before 75 % Curing Construction Loads Only After 75% Curing Total Uncured Deflection Composite Deflection Reactions Load Combinations... Dead + Constuction Composite Max DL + LL Analysis Values Maximum Moments Dead Load Alone Dead + Const Live Load Only Dead + Live Support Shears Shear @ Left Shear @ Right Section Name Depth Width Flange Thick Web Thick Area , Weight I -steel S steel : top S steel : bottom 10,989.11 in4 Shored 0.270 in Warshaw ►enws 0.000 in 0.499 in 0.270 in : L 11459.5 0.769 in : L/ 512.9 304.06 k -ft 304.06 k -ft 560.82 k -ft 864.87 kit 105.22 k 105.22 k CrD Left 36.99 k 68.23 k 105.22k Fb : Allow n : Strength n : Deflection I : Effective Unshored 0.511 in 0.000 in 0.499 in 0.511 in : L / 772.0 1.010 in : L / 390.8 33.00 psi 8.60 8.51 tip Right 36.99 k 68.23 k 105.22 k AtU, s C!' 7,543.28n4 Effective Flange Width... Based on Beam Span 8.220 ft Based on Beam Spacing 30.750ft Effective Width 8.220ft [ Section Properties W30X99 29.650 in 10.450 in 0.670 in 0.520 in 29.100 in2 98.844 #/ft 3,990.00 in4 269.14 in3 269.14 in3 Ixx : Steel Section I transformed Strans : top Strans : bot Strans : eft @ bot n*Strans : Ef @ top X -X Ms from Bot Vh @ 100% 3,990.00 in4 10,963.58 in4 1,253.98 in3 400.03 in3 335.59 in3 6,614.3 in3 27.41 in 727.50 k c�' o o NW N u. W O J ; D CV LL Q W Z �� Z O I— ' Ui la W W ', H- -i — O Z ' U N; : O Z • RIP,. 510001 Description MP11 I Design Input Section Name W24X68 Beam Span 24.380 ft Beam Spacing • 30.750 ft Slab Thickness Deck Rib Height Rib Spacng Rib Width Rib Orientation Beam Location Dead Loads (appled before 75% curing) Full Span Uniform Loads... # 1 2.250 k/ft L Live Loads ( appied after 75% curing) Full Span Uniform Loads... #1 4.150k/ft Summary i Actual # Studs• 0 Zone 1 from • 0.000 ft Zone 2 from 4.063 ft Zone 3 from 8.127 ft Zone 4 from 12.190 ft Zone 5 from 16.253 ft Zone 6.from• 20.317 ft. 6.500 in 2.000 in 12.000 in 5.000 in Parallel Slab Both Sides Using: W24X68, Span = 24.38ft, Slab Thickness = 6.500in, Deck Rib Ht= Stress Checks for Shored & Unshored Cases... @ Bottom of Beam Actual = 28,962.9 psi Unshored DL Stress Actual = 13,006.4 psi Actual Shear Stress Actual = 7,922.1 psi Unshored Stress Check_.. (Mdl/Ss + MIUStrans) Actual = 31,787.0 psi (Mdl + MII) / Strans(top) Actual = 606.9 psi Alternate Unshored Stress Check : (Mdl + MII) / Ss Shored Concrete Stress Check....(Mdl + MII) / (Strans:top • n) Shear Studs & Shear Transfer per 112 beam span Stud Capacity Total req'd 1/2 Span 11 studs Vh © 100% Composite Steel Beam to to to to to to. 12.50 k 502.50k 4.063 ft , Use 8.127ft , Use 12.190ft , Use 16.253 ft , Use 20.317ft , Use 24.380ft , Use Fy 50.00 ksi Pc 3,500.00 psi Concrete Density 145.00 pcf Stud Diameter 0.750 in Stud Height 3.500 in Beam Weight not added Using Partial Composite Action Elastic Modulus 29,000.00 ksi Point Loads... #1 Point Loads... #1 Allowable = Allowable = Allowable = Allowable = Allowable = 36,996.0 935.9 4 studs 4 studs 3 studs 3 studs 4 studs 4 studs V'h : min Vh : Used k k Rev, ft ft Page 1 OK Shored & Unshored 2.00in, Rib Spac= 12.00in, Rib Width= 5.00in w/ Slab Both 33,333.0 psi 33,333.0 psi 20,000.0 psi OK OK OK 45,000.0 psi OK 1,575.0 psi OK 38,000.0 psi 1,575.0 psi 125.63 k 137.50 k ■ {It St0001 Composite Steel Beam Page 2 Description MP11 'Deflections I : Transformed i Reactions Before 75 % Curing Construction Loads Only After 75% Curing Total Uncured Deflection Composite Deflection Load Combinations... Dead + Constuction Composite Max DL + LL Analysis Values 5,365.41 in4 Shored 0.168 in leershoree removed) 0.000 in 0.309in 0.168 in : L/1746.2 0.477in: L/ 613.6 Maximum Moments Dead Load Alone Dead + Const Live Load Only Dead + Live Support Shears Shear © Left Shear © Right Section Name Depth Width Flange Thick Web Thick Area Weight I -steel S steel : top S steel: bottom 167.17 k -ft 167.17 k -ft 308.34 k -ft 475.51 k -ft 78.02 k 78.02 k 0 - Left 27.43k 50.59k 78.02k I Section Properties W24X68 23.730 in 8.965 in 0.585 in 0.415 in 20.100 in2 68.274 #/ft 1,830.00 in4 154.24 in3 154.24 in3 Iv( : Steel Section 1,830.00 in4 I transformed 5,352.77 in4 Strans : top 708.96 in3 Strans : bot 236.01 in3 Strans : eff © bot 197.01 in3 n•Strans : Ef © top 3,821.8 in3 X -X Axis from Bat 22.68 in Vh © 100% 502.50 k Mal Fb : Allow n : Strength n : Deflection I : Effective Unshored 0.337 in 0.000 in 0.309in 0.337 in : L / 868.5 0.646 in : L / 453.0 a Right 27.43 k 50.59 k 78.02 k 33.00 psi ' 8.60 8.51 3,679.37in4 Effective Flange Width... Based on Beam Span 6.095ft Based on Beam Spacing 30.750ft Effective Width 6.095ft Pg ' : 9 Cu_ W O 2 4 J LL = Hal Z �. I— O Z U ON ■ W uj LL `Z< V CO 2i F O I": Z • Rev: sl000l Composite Steel Beam Page 1 i Description MP12 Design Input Section Name Beam Span Beam Spacing Slab Thickness Deck Rib Height Rib Spacng Rib Width Rib Orientation Beam Location W27X84 ✓ 32.880 ft 30.750 ft 6.500 in 2.000 in 12.000 in 5.000 in Parallel Slab One Side Dead Loads (epp edbefbre75% Full Span Uniform Loads... # 1 1.130 k/ft Live Loads (eppfed after 75% curing) Full Span•Uniform # 1 2.080 k/ft Sum OK Shored & Unshored Using: W27X84, Span = 32.88ft, Slab Thickness = 6.500in, Deck Rib Ht= 2.00in, Rib Spac= 12.00in, Rib Width= 5.00in wl Slab One Stress Checks for Shored & Unshored Cases... Bottom of Beam Actual = 20,063.8 psi Unshored DL Stress Actual = 8,586.8 psi Actual Shear Stress Actual = 4,295.1 psi Unshored Stress Check.... (MdlSs + MIl/Strans) Actual = (Mdl + MII) / Strans(top) Actual = 21,587.6 psi 588.4 psi Alternate Unshored Stress Check : (Mdl + MII) / Ss Shored Concrete Stress Check....(Mdl + MII) / ( Strans:top • n) Actual # Studs Total req'd 1/2 Span Zonal from Zone 2 from Zone 3 from Zone 4 from Zone 5 from Zone 6 from 0 per 12 beam span ✓ Stud Capacity 8 studs Vh © 100% 0.000 ft 5.480 ft 10.960 ft 16.440 ft 21.920 ft 27.400 ft 12.50 k 991.27k to 5.480 ft , Use to 10.960ft , Use to 16.440 ft , Use to 21.920ft , Use to 27.400ft , Use to 32.880ft , Use Fy 36.00 ksi Pc 3,500.00 psi Concrete Density 145.00 pcf Stud Diameter 0.750 in Stud Height 3.500 in Beam Weight not added Using Partial Composite Action Elastic Modulus 29,000.00 ksi Point Loads... #1 Point Loads... #1 Allowable = Allowable = Allowable = Allowable = Allowable = 24,392.6 908.1 3 studs 3 studs 2 studs 2 studs 3 studs 3 studs V'h : min Vh : Used REV, 1 k k 23,999.8 psi 23,999.8 psi 14,400.0 psi OK OK OK 32,400.0 psi OK 1,575.0 psi OK 27,360.0 psi 1,575.0 psi ft ft 97.82 k 100.00 k I Shear Studs & Shear Transfer J V 0 CO 0 ta W O 2 � g J' u-< I ' z �; I- 0 z F- 2 mj U (j) w W , L H; • O Z ` U N ' j _ O f- z • L k K, 310001 Composite Steel Beam Page 2 1 Description MP12 Deflections I : Transformed Before 75 % Curing Construction Loads Only After 75% Curing Total Uncured Deflection Composite Deflection Reactions Load Combinations... Dead + Constuction Composite Max DL + LL Maximum Moments Dead Load Alone Dead + Const Live Load Only Dead + Live Support Shears Shear © Left Shear G Right "Section Properties Section Name Depth Width Flange Thick Web Thick Area Weig I -steel S steel : top S steel : bottom 6,961.43 in4 Shored 0.208 in (after shave removed) 0.000 in 0.383 in 0.208in : L /1898.7 0.591 in: L/668.1 !Analysis Values 152.70 k -ft 152.70 k -ft 281.08 k -ft 433.79 k -ft 52.77 k 52.77 k • W27X84 26.710 in 9.960 in 0.640 in 0.460 in 24.800 in2 84.238 #/ft 2,850.00 in4 213.40 in3 213.401n3 01 Left 18.58k 34.20 k 52.77 k Fb : Allow n : Strength n : Deflection ba : Steel Section I transformed Strans : top Strans : bot Strans : eff © bot n•Strans : Ef © top X -X Axis from Bot Vh ©100% 23.76 psi 8.60 8.51 ( Right 18.58 k 34.20 k 52.77 k 2,850.00 in4 6,941.13 in4 666.57 in3 304.48 in3 259.45 in3 3,805.4 in3 22.80 in 391.27 k I : Effective 4,928.52n4 Unshored 0.359 in 0.000 in 0.383 in 0.359 in : L / 1098.0 0.742 in : L / 531.8 Effective Flange Width... Based on Beam Span 4.110ft Based on Beam Spacing 15.375ft Effective Width 4.110ft 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX 22-6698 Joe No. Joe NAME te • • SUBJECT lit ENGI' NORTH WES INC. P.S. .DATE SHEET �OF BY bt.= $o 217 at1 2.4-:1 20 .7 18,2 w ,O t ►'t i/ '1.1't "big 5.33„S10 ����- s��•�s�rs ��r i 3etc.3I 15,1 I 4-15,1<- buab $d- L.- -1.3_21 w(v . seifibo elkal IJ tbk) • UN /cf.fte,•— IkWO`132. 1 x Xtt -2Y la-ktAti Olt taut Oar 1 1)(4 -V UJ ae n.� I -3/tp vo w 9 � co U. w J 1. I- Lai 1 - 0, Z w w : ; 0 v uy 0 0 I-, UJ H V ! Z : 0 =, O ~i • ENGI: NORTHWES1 INC. P.S. 6869 WOODLAWN AVE. N. E. - SUITE 205 - SEATTLE, WA 98115 - (206)525-7560 - FAX #E JOB No. ' JOB NAME SUBJECT oagriAl 0 ,f 10 9300P. -6698 DATE SHEET OF BY W WG0 - Co \11 21 coxlv.0'44 4-1;1 KO, ENGCEERS— NORTHWES INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - 1206)525 -7560 - FAX # (206) 522 -6698 l JOB No. SUBJECT JOB NAMEbvS RAS)! /4;513 t li*Qt'• cftkfft 0 � 4. "rAttetat4 Rgew ► ((M) 6166 Ili 7 In • tb xtz . : 431(ih .. _.. _1 9 (( L ) “It33)(3) e4,l y -" . ( z1 v.61 ( so+ ca) -rlao DATE 101 SHEET OF BY - 54 (30.11 ENGI INC. P.S. 6869 WOODLAWN AVE. N. E. - SUITE 205 - SEATTLE, WA 98115 - (206)525-7560 - FAX # (2 522-6698 JOB NO. JOB NAME DATE SUBJECT SHEET OF u)9,1x.1-1- ( tka , buti P(tRituARD) c 3/eStirt-lk) tot tot pc(4.00 Ato I BY z LU 00. co 0 , 'Cow WOE 4(' u) — 0 I o z lULL 2 D, DO ° O LUUi p 0, Z` LLI co; 0 •••■1 0 • ENGI NORTHWES'.`INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (2)± 698 Joe No. SUBJECT JOB NAME DATE SHEET OF BY • • • • • K6. 2- JOB NO. JOB NAME DATE SUBJECT SHEET OF • • ENG f.E ERS — NORTH WES "TI NC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 522-6698 pot 14,38 9-6.T a3.S to.5 (o (Dag (o.9 Mar 4-- . a3 sxg4'4, tc..eu)t (21 ►�. Y111, Z 4 - L.= .2..3 ,Z3 115 VD.4 rig 3.8 tt i1.; , 52 3 q, g $ .4?o •� 4 :7 {0,33 .a5 ?.`f.oS R s,r1 X205) t14--.74 clifiagoGig Key, BY ce 00 N Di , W W; c o w : , W 2: � u. W' z W . 0 �r 0 HE W u f oi I z; i z j R ev; 510031 Composite Steel Beam r Description MP END BM06 Design Input Section Name Beam Span Beam Spacing Slab Thickness Deck Rib Height Rib Spacng Rib Width Rib Orientation Beam Location Dead Loads (appredbelbre 75% Gum & I Full Span Uniform Loads... # 1 k/ft #2 k/ft # 3 k/ft #4 k/ft Live Loads (aPPdelter Full Span Uniform Loads... #1 #2 #3 #4 Summary Actual #- Studs Total req'd 1/2 Span Zone 1 from Zone 2 from Zone 3 from Zone 4 from Zone 5 from Zone 6 from k/ft k/ft k/ft k/ft Using: W27X84, Span = 26.25ft, Slab Thickness = 6.500in, Deck Rib Ht= 2.00in, Rib Spec= 12.00in, Rib Width= 5.00in w/ Slab Both Stress Checks for Shored & Unshored Cases... @ Bottom of Beam Actual = 24,975.1 psi Unshored DL Stress Actual = 12,374.9 psi Actual Shear Stress Actual = 6,953.6 psi Unshored Stress Check.... (Mdl/Ss + MII/Strans) Actual = 27,415.2 psi (Mdl+ MII) / Strans(top) Actual = 507.7 psi Alternate Unshored Stress Check : (Mdl + MU) / Ss Shored Concrete Stress Check....(Mdi+ MII) / (Strans:top n) - Shear Studs & Shear Transfer W27X84 26.250 ft 30.170 ft 6.500 in 2.000 in 12.000 in 5.000 in Parallel Slab Both Sides 13 per 1/2 beam span Stud Capacity uds Vh @ 100% 0.000 ft 3.850 ft 7.700 ft 11.550 ft 16.450 ft 21.350 ft to to to to to to 12.50 k 620.00k - 3.850ft , Use 7.700ft , Use - 11.550ft , Use 16.450ft• , Use 21.350ft , Use 26.250ft , Use Fy rc Concrete Density Stud Diameter -0.750 in Stud Height 3.500 in Beam Weight Added Internally Using Partial Composite Action Elastic Modulus 29,000.00 ksi Point Loads... # 1 19.300 k # 2 20.400 k # 3 - 17.800 k # 4 3.800 k Point Loads... # 1 - 30.200 k #2 31.900 k # 3 27.900 k #4 6.000k Allowable = Allowable = Allowable = Allowable = 45,000.0 psi OK Allowable = 1,575.0 psi OK 31,109.3 38,000.0 psi - 843.0 1,575.0 psi 5 studs 4 studs 4 studs 4 studs 4 studs • 5 -studs V'h : min Vh : Used 33,333.0 psi 33,333.0 psi 20,000.0 psi 50.00 ksi 3,500.00 psi 145.00 pcf 3.000ft 11.460ft 19.920ft 26.250ft 3.000 ft 11.460 ft 19.920 ft 26.250 ft OK Shored & Unshored OK OK OK 155.00 k 162.50 k RK z [Rev:510001 Composite Steel Beam Description MP END BM @6 Deflections I : Transformed LReactions Before 75 % Curing Construction Loads Only After 75% Curing Total Uncured Deflection Composite Deflection Load Combinations... Dead + Constuction Composite Max DL +LL 1 Analysis Values Maximum Moments Dead Load Alone Dead + Const Live Load Only Dead + Live Support Shears . Shear@ Left Shear @ Right Section Name Depth Width Flange Thick Web Thick Area , Weight I -steel S steel : top S steel : bottom 7,816.99 in4 Shored 0.165in (after shores mmorred) 0.000 in 0.250 in 0.165 in : L /1906.5 0.415in: L/ 759.2 220.07 k -ft 220.07 k -ft 333.16 k ft 553.24 k -ft 85.44 k 74.08 k W27X84 26.710 in 9.960 in 0.640 in 0.460 in 24.800 in2 84.238 #/it 2,850.00 in4 213.40 in3 213.40 in3 CA Left 33.99 k 51.45 k 85.44k Fb : Allow n : Strength n : Deflection Right 29.53 k - 44.55 k 74.08 k 33.00 psi 8.60 8.51 boc : Steel Section 2,850.00 in4 I transformed 7,798.01 in4 Strans : top 915.71 in3 Strans : bot 315.78 in3 Strans : eff @ bot 265..82 in3 n`Strans Ef @ top 4,927.3 in3 X -X Axis from Bot 24:69 in Vh © 100% 620.00 k I : Effective Unshored 0.313 in 0.000 in 0.250 in • in : L / 1007.5 0.562 in : L / 560.3 5,392.8Tin4 Effective Flange Width... Based on Beam Span 6.562ft Based on Beam Spacing 30.170ft Effective Width 6.562 ft Section Properties EXODUS MECH PLATFORM CANT N/S BEAMS ■ RISA -2D (R) Version 4.0: Engineers Northwest 6869 Woodlawn Ave, NE, Suite 205 Seattle, WA 98115 Units US Standard Steel Code AISC 9th Edition ASD Allowable Stress Increase Factor 1.333 Include Shear Deformation Yes No. of Sections for Member Ca1cs -10 Do Redesign Yes P -Delta Analysis Tolerance 0:50% ,Joint No X Coordinate ft 1 0.000 2 4.080 3 37.500 Joint + Translation No X Y K /in K /in 1 2 Reaction 3 Material Young's Label Modulus Ksi GR36 29000.00 WOOD 2000.00 GR50 29000.00 Section Database Material Label Shape Label BM W33X118 GR50 1 1 2 2 2 3 BM BM Reaction Reaction < Joint Coordinates > Y Joint Coordinate Temperature ft °F 0.000 0.00 0.000 - 0.00 0.000 0.00 < Boundary Conditions > Rotation K- ft /rad Job : Page: 7 Date: 10/26/00 File: 2SPANBM < Materials (General) > Shear Poisson's Thermal - Weight Modulus Ratio Coef. Density Ksi 10 "5 °F---- K /ft3- 11154.00 0.3000 0.65000 0.490 800.00 0.3000 0.65000 0.038 11154.00 0.3000 0.65000 0.490 < Sections > As As I Area 0,2 1,3 1,3 in "2 in "4 34.70 1.2 1.2 187.00 Yield Stress Ksi 36.00 36.00 50.00 I T 0,2 C in "4 5900.00 < Members > Memb .Joints Rotate Section Releases Offsets Inactive? No. I J 90° Set I:AVM J:AVM I -End J -End Label 4 Length in- in ft - - -- 4.08 33.42 Vi o; CO 0 w J w o g Q ' Se z a z o LU U 0 , O � O H V � 0 _ wN 0 ~' z RISA-2D (R) Version 4.1. Engineers Northwest 6869 Woodlawn Ave, NE, Suite 205 Seattle, WA 98115 EXODUS MECH PLATFORM CANT N/S BEAMS < Member Stresses, Member Joints Section I - J 4 Axial Ksi 9 0.00 10 0.00 2 2 31 2 3 4 5 6 7 8 9 10 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 LC 1 Shear Ksi 0.60 0.29 0.000 0.228 0.359 0.414 0.412 0.368 0.295 0.204 0.104 0.000 Job : Page: 10 Date: 10/26/00 File: 2SPANBM : TOTAL > Bending Top Ksi -0.83 0.00 114.5 129.7 149.5 176.2 213.8 270.8 366.3 558.5 1137.5 NC NC 1762.3 1117.6 967.9 972.9 1089.4 1358.2 1961.4 3853.4 NC Bending Bottom Ksi----- 0.83 0.00 < Member Deflections, LC 1 : TOTAL > Member Joints Section I - J 4 x y L/n i in in 1 1 2 1 0.000 -0.427 2 0.000 -0.377 3 0.000 -0.327 4 0.000 -0.278 5 0.000 -0.229 6 0.000 -0.181 7 0.000 -0.134 8 0.000 -0.088 9 0.000 -0.043 10 0.000 0.000 < Member AISC Unity Checks, LC 1 : TOTAL > Member Joints Unity Shear ASD I - J Chk Loc Chk Loc Fa - Fb Cb Cm Eqn. Ksi Ksi 1 1 2 0.866 10 0.704 10 28:18 - 33.00 2 2 3 0.866 1 0.165 1 5.00 33.00 1.00 0.85 H1-2 1.00 0.85 H1-2 July 10, 2001 0 -91 M- 13625 -0 Attention: Mr. Mark Velasquez JUL 1 1 ?OM CCiVIMUNi x DEVELOPMENT Sabey Construction, Inc. 12201 Tukwila International Blvd., Fourth Floor Seattle, Washington 98168 -5121 Subject: Final Summary of and Materials Testing Building Permit I�200D 38 Mechanical Platform — Exodus Building Tukwila, Washington AMEC Earth & Environmental, Inc. 11335 N.E. 122nd Way Suite 100 Kirkland, Washington U.S.A. 98034 Tel (4251 820-4669 Fax (425) 821 -3914 www.amec.com one Phone: 206 - 277 -5204 Fax: 206 - 281 -0920 Dear Mr. Velasquez: AMEC Earth & Environmental, Inc. (AMEC) respectfully submits this letter as our final summary of special inspections for the above - referenced project. AGRA performed inspections as requested and scheduled by representatives of your firm beginning in April 2001 through June 2001. Details of these inspections are contained in our Daily Field Reports. These reports, copies of which have been previously distributed, form the basis for this final summary of our inspections. In accordance with the Uniform Building Code and project requirements, AMEC performed inspections for the following: 1. Concrete Reinforcement; 2. Concrete Placement; 3. Epoxied Anchors /Dowels; 4. Structural Steel / Welding / Bolting 5. Metal Decking; and 6. Spray Applied Fireproofing C; \WINDOWS\TEMP\Exodus III Mechanical Platform Final.doc � 2; n O U O' CO LL w ut w uj ILI CU; zL ? Timo Asso Ken S. Sahi, P.E. Associate Sabey Construction, Inc. July 10, 2001 Sincerely, AMEC Earth & Environmental, Inc. 11335 N.E. 122nd Way Suite 100 Kirkland, Washington U.S.A. 98034 Tel (425) 820-4669 Fax (425) 821 -3914 www.amec.com AMEC Earth & Environmental, Inc. Distribution: Sabey Construction N. W. Engineers City of Tukwila ame0 0 -91 M- 13625 -0 Page 2 In our opinion, the work inspected as referenced in our daily field reports was performed in general conformance with the approved plans. If you have questions or desire additional information, please call at your convenience. attn: Mark Velasquez attn: Richard Janke attn: Building Department C:\WINDOWSITEMKExodus III Mechanical Platform Flnal.doc r r ... , , i ... j,,,. �, j'> , ' '% ;COMMENTS; n)> . h ;Y 4) } v ? ,q , A M EC ©A/ S c TE P.e is pre62_44 CCntef of Llu p e c_ < cie CY 41 e on; C.P-Q R RIP G r mes /4N, mac; 4 I P 'II, Al. B 1 k 4 ,„. T1Q W q_ ? c plc c t It i A 1 EL 1 A /s tel terd -$e LW t ? g9- 17a-rtOr (a [ r 1-616duck. 61- C &ro ca t (,(lc lit/ Lil am d S. . &/ . ea (, y 4.40 Lug b.-0-e0A oertsg envectek LtJ6/4 k' cu cff. ea_,Q12 4z7.1•2_0-- L - /6 2 e i /- e . a' , r0$ ?' I AA n1 %X iD * 2410/ e y o Psi ,., , CA.Dr,f 4 Al l L °fates frf(Q4e curie ij u € q 6x9( ttjah ed2o em ff 4t 1,4,/, ',r v, J dY / Aar. SCc? O r ` G dru-t-a-Oe y , Tvz1 'T'�d T2S 4 Cact Co �2 /e* U cztc cula toJf, .17 1 4sise Q m.a t q e.. Cy 4 t ...., ,j?.e_E T C,0 - 141 -exit 'f'er PROJECT NAME i 0 —yr PROJECT NO. o _°��a,- 4362s -o REPORT NO. �° ADDRESS 33 Ss S- 4904 /. Ttake j, L 4. PERMIT NO. .s�aav . ._.3 e3 DATE U - f e9 / CLIENT n Q /,' r F le C WEATHER �����J�s PAGE (includes Test Reports) ' OF STRUCTURAL ENGINEER E 'A/ l / A�tZ�aP f A1A /A{ AMEC PROJECT MANAGER/P ONE NO. T,./ ,/�y / 47s $,4'3 ��� ARCHITECT SA 4 e7 AMEC FIELD REPRESENTATIVE/PAGE NO. $7 rAI 4M+f Se f4 CONTRACTOR , S IB / r ` ` / y ( /i' /C TYPE OF INSPECTION Rip -' NEW INSPECTION • RE- INSPECTION DAILY FIELD REPORT AMEC Earth & Environmental, Inc. 11335 N.E. 122 Way, Suite 100 Tel (425) 820 -4669 Kirkland, Washington 98034 Fax (425) 821 -3914 '`r r T n r r ot4 'FD $,M ..AR To the best of our knowledge, all items inspected as noted above were in general conformance with the approved p : ns and specifications. THIS REPORT IS CONSIDERED PRELIMINARY AND SUBJECT TO C ame es ❑ Preliminary Observations ❑ No ❑ Deficiency Corrected - Report No. AMEC FIELD REPRESENTATIVE REVIEWED BY ING REVIEW BY OUR PROJECT MANAGER This report is provided solely for the information of our client. This report is not intended to be tr- smitted to a third party by any means, except in full, without written permission of AMEC, Inc. AMEC E arth 8 • 9XI INWl lq Rx 1. ( ,,, t 4 CONCRETE ASTM C -3 GROUT ASTM C -1019 MORTAR (TYPE ) ASTM C -780 CMU (TYPE ) ASTM C -140 PRISM UBC 21.17 SHOTCRETE ACI 506 R OTHER NAME p j� X (- , Wee -- § PROJECT NO. e -9/0 -- a525-c=: PAGE (Indudes Test Reports) o t OF j REPORT NO. °`- DATE qafCle'i ?, s -- 3 ss 00 ' L 7G/ e c.e), � FIELD DATA BATCH DATA SUPPLIER Clvi0,111 GU 1u TYPE OF CEMENT 1/0 MIX NUMBER 3 Gi/0N/ WEIGHTS PER YARD DESIGN ACTUAL TICKET NUMBER g//892. CEMENT (LBS.) Le 0 TRUCK NUMBER Z.P. S FLY ASH (LBS.) 135 AL BATCH SIZE, YD �$ COARSE AGG. (LBS.) 3 1� 10 �� TOTAL PLACED OF_ DS COARSE AGG. (LBS.) -y Cr 78 WATER ADDED, GALS. COARSE AGG. (LBS.) ALLOWABLE WATER, GALS. / FINE AGG. (LBS.) /t/ J t DRUM REVOLUTIONS ---- WATER (LBS.) J A 40 BATCH TIME el Z.3 A. -k41 AIR ENTRAINMENT SAMPLE TIME Gi 1 L„$ ,4- ADMIXTURE NO. 1 kI Q of Q 33 4)b--- FINISH TIME ct: 3o ft-m ADMIXTURE NO. 2 SAMPLE AND TEST DATA SAMPLE SET y OF 1 L LABORATORY SET # jZ yr I.D.# IDc3 G"°Z SAMPLE LOCATION: Row zec k cap scan TON� 6 -S 0'S DESIGN STRENGTH 7 PSI @,2c2 DAYS 'TEST DA A SPECIFIED ACTUAL f TEST AGE (DAYS) 7 ,20 at', ,$, # SLUMP (ASTM C -143) 7- 4 q SPECIMEN (NOJSIZE/TYPE) Li _6 g (/) AIR CONT. (ASTM C -173/C -231) O� DATE SAMPLED L,L /Jp /a/ AMBIENT TEMP ° F S® 1' DATE RECEIVED 4f SAMPLE TEMP (ASTM C -1064) C/ f- CURING CONDITIONS UNIT WEIGHT (ASTM C -138) HIGH/LOW TEMPERATURES YIELD (ASTM C -138) 'Note appropriate test methods H different from those indicated •AGRA ENGINEERING GLOBAL SOLUTIONS 11335 N.E. 122nd Way, Suite 100 Tel (425) 820 -4669 Kirklan c,.Wachington 98034 Fax (425) 821 -3914 SAMPLE STORAGE LOCATION AND COMMENTS THIS REPORT IS CONSIDERED PRELIMINARY AND SUBJECT TO CH This report Is provided solely for the information of our client. This report is not Intended to without written permission of AGRA Earth and Environmental, Inc. AG19378 (Rev.699) REVIEWED BY TEST REPORT G REVIEW BY OUR PROJECT MANAGER nsmitted to a third party by any means, except in full, JU 0 0 0` W =: J F; W 2 to Cy 11 _ z � Z 0 2 D O cn :0 0I- Z u — 0 111 Z H =' 0 ~ z /6ONCRETE ASTM C -39 GROUT ASTM C -1019 MORTAR (TYPE ) ASTM C -780 CMU (TYPE ) PRISM UBC 21 -17 SHOTCRETE ACI 506 R OTHER ASTM C -140 /� -3(Oo& '— PROJECT NO. 0- 901 -/,4 'O REPORT NO. PAGE (Includes Test Reports) 5 3 DATE � /�� °/ FIELD DATA BATCH DATA SUPPLIER Dmmil L4e TYPE OF CEMENT riff - MIX NUMBER c 34 o v4q WEIGHTS PER YARD DESIGN ACTUAL TICKET NUMBER SG /..?d` CEMENT (LBS.) 4•20 f - TRUCK NUMBER A pcil. FLY ASH (LBS.) / , BATCH SIZE, YD l COARSE AGG. (LBS.) 7V S, TOTAL PLACED I6V. OF *S8 YDS COARSE AGG. (LBS.) Qt 7 WATER ADDED, GALS. ...s' COARSE AGG. (LBS.) ALLOWABLE WATER, GALS. FINE AGG. (LBS.) MP DRUM REVOLUTIONS WATER (LBS.) A 4 BATCH TIME 1/ .13` AIR ENTRAINMENT SAMPLE TIME /A . / ADMIXTURE NO. 1 A e 3-3 4 FINISH TIME a 3 9c ADMIXTURE NO. 2 SAMPLE AND TEST DATA SAMPLE SET OF � n LABORATORY SET # .T9 I.D. # 03 E3 SAMPLE LOCATION: ;Z (2)Eci,.- a 71, J- iL. ‘0etD 1 1, 4 - 1 6 c P DESIGN STRENGTH 9erpep PSI @ a g 0 DAYS 'TEST DATA SPECIFIED ACTUAL TEST AGE (DAYS) 7, 2 e", ; fig y SLUMP (ASTM C -143) 7 4479 SPECIMEN (NOJSIZEITYPE) 4 _ (e v AIR CONT. (ASTM C -173/C -231) 7 m DATE SAMPLED y �0/4/ AMBIENT TEMP. °F 5 7 �- DATE RECEIVED `�.3 SAMPLE TEMP. (ASTM C -1064) 451: -. CURING CONDITIONS UNIT WEIGHT (ASTM C -138) HIGH/LOW TEMPERATURES YIELD (ASTM C -138) 'Note appropriate test methods It different from those Indicated • AGRA ENGINEERING GLOBAL SOLUTIONS 11335 N.E. 122nd Way, Suite 100 Tel (425) 820 -4669 Kirkland; W gt on 98034 Fax (425) 821 -3914 SAMPLE STORAGE LOCATION AND COMMENTS AGRA FIELD REP REVIEWED BY THIS REPORT IS CONSIDERED PRELIMINARY AND SUBJECT TO CHANG E DIN t. REVIEW BY OUR PROJECT MANAGER This report is provided solely for the information of our client. This report is not intended to be t without written permission of AGRA Earth and Environmental, Inc. AG1937e (Rev.6699) _e ilW ><C TEST REPORT ittod to a third party by any means, except in full, Nw ^.:MN1R w.i 4lC�i.R nvo ., rilll�'�.r��m..im JU 0 CO tu W_ u W O' 2 ga ' cs d W Z Z � uj U c 0 - 0 H W — 0 t.. z , — I O � Z FROM TIM HYDEN AMEC E &E --1 FAX NO. : 425- 820 -6430 March 4, 2002 0 -91 M- 13625 -0 Sabey Construction, Inc, 12201 Tukwila International Blvd., Fourth Floor Seattle, Washington 98168 -5121 Attention: Mr. Mark Velasquez Subject: Final Summary of Special Inspect Exodus Mezzanine - Building Per Tukwila, Washington Dear Mr. Velasquez: 1 Structural Steel Erection; 2. Welding; and 3. High- strength Bolting; Sincerely, AMEC Earth 8 Environmental, Inc. Timo Asso Attachment: Field Report No. 1 ns nd Mate It No. D2000 -38 Is Testing Mar. 04 2002 02:30AM P2 ame Phone: 206 - 277 -5204 Fax: 206 - 281 -0920 AMEC Earth & Environmental, Inc. (AMEC) respectfully submits this letter as our final summary of special inspections for the above - referenced project. This letter is submitted in regards to a revision after permit as addressed by RFI #S -054. AGRA performed an inspection February 28, 2002 as requested by representatives of your firm. Details of this inspection are contained In Daily Field Report No. 1, a copy of which is attached. AMEC performed the following inspections for the installation of three new W21 beams, tube steel columns and bracing: In our opinion, the work inspected as referenced in our daily field reports was performed In general conformance with the approved plans. If you have questions or desire additional information, please call at your convenience. RECEIV MAR -8 2002 DE PARTMENT NT C:WmporaryAExodus.mechanlcal plalform.Mel.r l s -054.doc PROJECT NAME sio 4.14. - _7 PROJECT NO. 0 2- 9101 - !yg els- -e REPORT NO -# ADDRESS 33 - s - 1�6 pL. - JL..A PERMIT NO. DATE 0 2 -�8 CLIENT /� Q Y / , A g A ee' 47 WEATHER PAGE (Include Test Reports) , OF STRUCTURAL ENGINEER EA/ GlA[EEtQS` AtOld AMEC PROJECT MANAGER/PHONEE NO. ,, /t yoCA ARCHITECT AMEC FIELD REPRESENTAP IE/PAGE NO. S fli &, m CONTRACTOR gRae J "I' • TYPE OF INSPECTION GS /B� 6.11:A .6''.."/G N SPECTON N • R E FROM TIM HYDEN a) AMEC E &E • DAILY FIELD REPORT AMEC` Earth & Environmental, Inc. 11335 N.E. 122 Way, Suite 100 Tel (425) 820.4669 Kirkland, Washington 98034 Fax (425) 821 -3914 FAX N0. : 425 -820 -6430 - Mar. 04 2002 02:31AM P3 U Preliminary Observations ❑ Deficiency Corrected — Report No. To the best of our knowledge, all items inspected as noted above were In general conformance with the approved plans and specifications. AMEC FIEL EPRES NTATIVE 0 REVIEWED BY amee THIS REPORT IS CONSIDERED PRELIMINARY AND SUBJECT TO CHANGE PENDING REVIEW BY OUR PROJECT MANAGER This report is provided eolely for the information of our client. This report is not intended to be transmitted to a third party by any means, except in full, without written permission of AMEC, Inc. AMEC Earth & Environmental, Inc. (Rev. 11/00) y e Lt wa se- srf!F.a7itreemsne,19• ''k1IOMVtrdi . . e .:9K' yu CC 2 0 co 0 W =' u. J W g J; fL < El ° W 111 w U co W IL v 111 w 1_ ° z A nm Ec 0m S1 / -6 e,i- Lge , 8 „Eck in t 2-- a -Red; c� cgm u 4, . A /lt Gs , a awl e .. s• .... . l. ' _ a i • !i mar • , a AS f ,o2— fre I/ /_rest. 13e -,c L e . � b2 E)10 Z 1 , - __ T . o „ 4 1 � 7 q _ I , - i 4. - --t Li la... e, k. /2)14 / K.� d c�Q- -3 ' r' L � -•. ' .r 7 I `r < � I X (X l/ y A. c:2-e.5. o Gk c A.,... c - L 2 1�—S c �� q �p Ci(J f 7 e /C r- j _fr c- S'e. 4 FROM TIM HYDEN a) AMEC E &E • DAILY FIELD REPORT AMEC` Earth & Environmental, Inc. 11335 N.E. 122 Way, Suite 100 Tel (425) 820.4669 Kirkland, Washington 98034 Fax (425) 821 -3914 FAX N0. : 425 -820 -6430 - Mar. 04 2002 02:31AM P3 U Preliminary Observations ❑ Deficiency Corrected — Report No. To the best of our knowledge, all items inspected as noted above were In general conformance with the approved plans and specifications. AMEC FIEL EPRES NTATIVE 0 REVIEWED BY amee THIS REPORT IS CONSIDERED PRELIMINARY AND SUBJECT TO CHANGE PENDING REVIEW BY OUR PROJECT MANAGER This report is provided eolely for the information of our client. This report is not intended to be transmitted to a third party by any means, except in full, without written permission of AMEC, Inc. AMEC Earth & Environmental, Inc. (Rev. 11/00) y e Lt wa se- srf!F.a7itreemsne,19• ''k1IOMVtrdi . . e .:9K' yu CC 2 0 co 0 W =' u. J W g J; fL < El ° W 111 w U co W IL v 111 w 1_ ° z TIVITY NUMBER: D2000 -383 DATE: 11 -29 -2000 PROJECT NAME :: EXODUS SEATTLE 3- MECHANICAL PLATFORM SITE ADDRESS: 3355 S 120 PL XX Original Plan, Submittal Response to Correction Letter # SUITE NO: Response to Incomplete Letter # Revision # " After Permit Is Issued DEPARTMENTS: • Building Division N, 06 k - Public Works DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Fr Incomplete n TUES /THURS ROUTING: Please Route REVIEWER'S INITIALS: V'RROUILDOC YFl PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP 510 Fire Prevention Structural Structural Review Required APPROVALS OR CORRECTIONS: (ten days) 3K Approved n Approved with Conditions REVIEWER'S INITIALS: CORRECTION DETERMINATION: Approved n Approved with Conditions n REVIEWER'S INITIALS: No further Review Required Planning Division . ct. -3o- o Permit Coordinator DUE DATE: 11 -30 -2000 Not Applicable n Comments: DATE: DUE DATE 12- 28 -2000 Not Approved (attach comments) n DATE: DUE DATE Not Approved (attach comments) n DATE: .,,,, A'bMwCw.rivv - V!oo ,e%MMfefin!4S4o4eWi U'. wo CO w w 0 a w Z O ' 11J uj U a 0 N o .• F- U W Z Revision ' No. Date I Staff Received Initials Staff I Initials Date I Staff Issued i Initials Date Issued ' "Staff Initials Summary of Revision: / 7 ,ef I • Received By: / a,5-o2.- I s Summary of Revision: ..Fj -mac, D6 „22 De /�2 - 0.2 sjracCeaia f ,Gears Soe -., Received By: IIPIPPP1 Revision No. I Date Received Staff I Initials Date I Staff Issued i Initials I I I Summary of Revision: Summary of Revision: Received By: Revision No. • • Date . Received Staff I Initials Date 1 Staff Issued I Initials I Staff Initials Summary of Revision: Summary of Revision: ' Received By: Revision No. I Date Received Staff Initials Date Issued I Staff Initials I . __•. Summary of Revision: I • Received By: 1 PROJECT NAME: " �,1�ZW3 / % G Z , C- C- r PER�1� ' NO:. OZia Site Address: REVISION LOG Original Issue Date: (please print) (please print) please print LY:i \1Yi {:+}eSS1ei2{12Yty.�(S t �a4vdiidYia ;tai.5a'3�.17.+s�',nG:f::ri+t ... .11a.k •^ :Law«.:.n.w. ct 111 �U VO co 0 . _ W LL fn W 0 LL -j co d . ui HO 2 1 Lu W 0 ; O.N 0 1- W` F=- r, 0 ! U N` z Revision No. Date Received I Staff Initials Date Issued Staff Initials Summary of Revision: Received By: 1 PROJECT NAME: " �,1�ZW3 / % G Z , C- C- r PER�1� ' NO:. OZia Site Address: REVISION LOG Original Issue Date: (please print) (please print) please print LY:i \1Yi {:+}eSS1ei2{12Yty.�(S t �a4vdiidYia ;tai.5a'3�.17.+s�',nG:f::ri+t ... .11a.k •^ :Law«.:.n.w. ct 111 �U VO co 0 . _ W LL fn W 0 LL -j co d . ui HO 2 1 Lu W 0 ; O.N 0 1- W` F=- r, 0 ! U N` z City of Tukwila Department of Community Development Steve Lancaster, Director Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the nail, fax, etc. Date: January 16, 2002 ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # ® Revision #1 after Permit is Issued Project Name: Exodus Seattle 3 Mechanical Platform Project Address: 3355 South 120th Place Contact Person: Haynes Lund, A.I.A. E Entered in Sierra on 1 11 Plan Check/Permit Number: D2000 -383 Phone Number: 206.277.5219 Steven M. Mullet, Mayor Summary of Revision: Structural Details SR -01 and SR -02 are hereby submitted to show special detail conditions where the beams supporting the platform meet the existing building. 1. SR -01 shows the condition where an existing beam obstructed the anchoring for the bracing member. This condition occurs at one location. 2. SR -02 shows the condition where the mezzanine beams contact the wall at an existing opening. This condition occurs at three locations. PECENED CITY OF TUKWILA PE RMIT CENTFR Sheet Number(s): Sketches SR - 01 and SR - 02 "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: kt JAN 1 7 20n2 6300 Southcenter Boulevard, Suite # 100 ! Tukwila, Washington 98188 ! (206) 431 -3670 ! (206) 431 -3665 Q w 00 co o m w , LL • w u- < d ` w 1- Oi tu (Li U o. H' ; = w' • 11/ Z O LICENSE DETAIL INFORMATION Form STATE OF WASHINGTON DEPARTMENT OF LABOR AND INDUSTRIES Specialty Compliance Services Division P. O. Box 44000 Olympia, WA 98504 -4000 THE RESULT OF YOUR INQUIRY FOR LICENSE NUMBER SELECTED IS: LICENSE DETAIL INFORMATION Current Filter: None Registration# or License SABEYCI033KM Name SABEY CONSTRUCTION INC Address 12201 TUKWILA INT'L BLVD Address 4TH FLOOR City SEATTLE State WA Zip 981685121 Phone Number 2062814200 Effective Date 5/14/97 Expiration Date 12/31 /01 Registration Status ACTIVE Type CONSTRUCTION CONTRACTOR Entity CORPORATION Specialty Code GENERAL Other Specialties UBI Number 601532164 * * *VIEW PRINCIPAL OWNER(S) FOR THIS LICENSE* * * * * *VIEW CONTRACTOR BOND /SAVINGS INFORMATION * * * * * *CHECK INQUIRY FOR SUMMONS AND COMPLAINTS* * * * * * VIEW CONTRACTOR INSURANCE INFORMATION * * * Page 1 of 1 New inquiry by CITY, NAME, PRINCIPAL OWNER NAME, NUMBER, UBI NUMBER or return to the L &I Construction Compliance Home Page http: / /www.lni.wa.gov/ contractors /TF2Form.asp ?License= SABEYCI03 3 KM 1/3/2001 T I 7 _ _ _ H _ 1 PCT. ∎ 11 1,1' 1 0 E {TA 3Z W24x68(22) W27 x94(44) W30x99(30) • a B- ON W33x118(36) I - _ 1111 I - 1 11 1 3 G -1 .0' • 3 G - 7A / y W33x1 : 36) x178 36) I ∎x84 4 I 1 - F li N H - 1 0 _ _ H -1A I ( I, H 1 H - 1. SIMA. ��, X 1 I I '. �� ! X 1 - -8� �" ��. , '_ -10 - � I = � Sr NAI) I� 1 TYPICAL FRAMES OPGS. 4x.i ARO.ND PER Irk �i' '83 -8 EXIST. BLDG. FACE OF DOSE CONC. WA L 73 1/4' TANK x 10' -4'0 38' -5' 15W -3; TANK x 10' -4 "0 . t /� �_r P- 1 / 4 PL / E ;/1.-6* ,� -o_� J 0-11, UN ALL MOUND T K PIT CUT AND FLL CALCULATION: CUT -- 4,380.5 CU. YDS. FILL -- 2,624.5 CU. YDS. (NON - ANGULAR GRAVE) /5 O 24' VERT. SECTION D -1.0 REMOVE LOWER • PORRON'OF C12 AIREADY.WELDED TO W21 4x4x} T.S. BRACE 12x20.7 WELDED TO W21 _0_ 2 D X L - F13.5 iil ti==! ° I I° I I° I 1° L_1 L_1 L_1 L_J F12.5 F 1 2.5 F:2S F125 I l m I D -1.1 FA OF EXIST. COCE NC. WALL 24- 28 FACE OF EXIST. CONC. WAIL W24x55(28 83 8 -' -.' EXIST. BLDG. BELOW 28' -4.3' W24x55 2B) SFCTInN A -1.0 32 -4 I ° I I ° I L_1 L_J F12.5 Dapoo-3g 3 O FACE OF EXIST. / CONC. WALL 4 -3} 159' -41' CLEAR 1 Y•1 F125 I I I I FOUNDATION PLAN l C -1 W2ix84(28) [ 24, -2 TP_ BMA. UNE .7x9 24 240 -0 (- MECHANICAL FRAMING PLAN 1.) TOP OF 6:1" CONC. SLAB NOTED THUS: [ - ] ON PLAN. 30" WIDE PILE p C�AP 14 [1 ® 12'o /c .•1 I I 1" I I D Al . 6 ,IQ I' l • j of �1 , >♦ c _ I I � - e id I> 1<•I,o •I; I I I a I >'I, -I'_I `I T I -I "I 1 I 'It a LI r - 1 h { r I I I ° I L_J L J F125 / -4x4 BRACE PER SECT. F- .Q .7x94(24) 10x10 T.S. B.R. PER SEC, K -1.1 SECTION B -1.0 i F12.5 156' -3 5 T. lo 6 39 BOG. W27x9 I ° I I I L_J L�J F12.5 F12.5' SEE ELEV SHEET ri_ W27x94(16b CAM. proved 16 -0' 10' -3' 13'- r 1 F ,PY ,cck approvals ere oro s to �LMnath,e;.Ued F12.0 FACE OF EXLST. - F CONC. WALL m z N REVISIONS :ES SHALL BE MADE TO , OF WORK WITHOUT PRIOR OF TUKWILA BUILDING DIVIci.,' ,.NS WILL P.EaUIR£ A NEW PUN SS:' :T'.L } wxu ue AoamcNa au,N N=neN _ roes 41 SAruc41GX be4.0■3 roof' aOC rcec mervlber6 wtue+- be cire pro +eAL a Per UBG TxtU (� -A . 0. 0 M eg °°E W21z44 (ALREADY REMOVE LOWER BM. FLANGE ON ONE SIDE OF W21 .7 /5\ SECTION E -1.0 fE W33x118 30• -2' SECTION G -1.0 ANGLE PER SECT. A -1.1 6'x }x0' -10' R / 2- 1 "0 ALL THREAD ROD TRRU R Se BEAM 0 'roc 6' CMU - REMOVE INTERIOR FACE SHELL /400 24" /4 T.HE. 4 COURSES OF 8' CMU ga l WOE SIFT R EA SIDE 9 "4'x1' -2" R 2- BOLTS TS CULUN N F TOP OF PILE GP FABRICATED) - � 5 SECTION H -1.0 NOTE 1- GENERAL NOTE - two - VOW THE FOLLOWING NOTES APPLY UNLESS NOTED OTHERWISE - ASTM'S NOTED ARE 10 BE LATEST EDITION L4x4 DT . BRACE PER SECT. w/ 4- � "0 BOLTS .10210. T.S. COLUMN } DESCRIPTION Bui ltlin Name 8 Site Location - Exodus Interga[e East - Seattle, Washington 2. DESIGN CODE NO STANDARDS Applicable Code (Edition/Nome) - 1997 UBC Code supplement & Date - None 3 DESIGN LOADS Roof Live Load 25 PSF (snow) Drifting snow is not required in the design. b. Floor Live Load 125 c. Seismic Zone 3 Importance factor 1.25 Basic R=5.5 (BFS w/ concrete sheorwal le) max. = speed (Ultimate) d. Wind Load Expsur C speed 80 (mph). Exposure C Importance factor 1.0. FOUNDATION THE FOUNDATION WAS DESIGNED WITH AN ALLOWABLE SOIL BEARING CAPACITY OF 3000. PSF, IN ACCORDANCE. WITH SOILS REPORT NO. E- 2579 -13'. DATED SEPTEMBER 23, 1988 PREPARED BY EARTH CONSULTANTS, INC.. OF BELLEVUE, WASHINGTON. THE SITE SHALL BE PREPARED PER SOILS ENGINEER RECOMMENDATIONS. ALL FOOTINGS AND SLABS SHALL BEAR ON PROPERLY PREPARED COMPACTED. FILL OR NATIVE UNDISTURBED SOILS: SEE SOILS REPORT FOR COMPACTED FILL REQUIREMENTS. ALL FILL AND BACKFILL TO BE COMPACTED PER SOILS ENGINEER RECOMMENDATIONS. (UNLESS NOTED OTHERWISE, PROVIDE RELATIVE COMPACTION OF OENT FOR COMPACTED FILL.) THE MAXIMUM DENSITY SHALL BE SOILS S DETERMINED BY SOILS ENGINEER: ALL EXTERIOR FOOTCNGS TO BE FOUNDED 1• -6" MIN. BELOW FINAL GRADE. A COEFFICIENT OF FRICTION OF .0:35 BELOW FOOTINGS AND SLABS, PLUS A PASSIVE RESISTANCE OF 300 PCF MAY BE USED TO RESIST LATERAL LOADS. FOR SHEET PILING WITH LEVEL BACK FILL USE M ACTIVE PRESSURE OF 30 pcf (DRY) AND 80pcf .(WET). SEE ARCH. AND SOILS REPORT FOR SLAB ON GRADE UNDERLAYMENT. ALL EXTERIOR SIDEWALK AND INTERIOR SLABS SHALL BEM ON SOILS PREPARED PER AND APPROVED BY SOILS ENGINEER AND HAVE AN ALLOWABLE BEARING CAPACITY OF AT LEAST 500 PSF. PILES. 1. FOUNDATION STALL BE SUPPORTED ON 18 INCH DIAMTER PILES HAVING 'A MINIMUM CAPACITY. OF ;5 TONS (35 TON UPLIFT CAPACITY REQUIRED) AND A LATERAL LOAD CAPACITY OF INC TONS. INSTALLATION CRITERIA SHALL BE SPECIFIED BY THE SOILS ENGINEER. MAXIMUM ALLOWABLE MISLOCAITON IS INSTALLATION, ANY DIRECTION. SOILS ENGINEER SHALL MAINTAIN A LOG OF PILE INSTALLATION, COPY TO BE SUBMITTED TO STRUCTURAL ENGINEER. MINIMUM PILE PENETRATION IS 40' -0' BELOW BUILDING SUBGRADE. DE SOILS ENGINEER SHALL LOCATE TRANSITION FROM PILES TO CONVENTIONAL FOUNDATION. NOTIFY STRUCTURAL ENGINEER IF NOT AS SHOWN IN THESE PLANS. 2. REINFORCE ALL PILES WITH FOUR 38 X 40' -0' VERTICAL WITH #3 TIES AT 8' a/c FOR TOP 4' -0' AND 33. TIES AT 16' FOR BALANCE OF PILE LENGTH. EXTEND VERTICAL REINFORCING 2' -0' INTO PILE CAP. ADD TWO #90 X FULL HT. OF PILE HOOKED 3' -0' INTO PILE CAPS. AT ALL EXTERIOR WALL PILES NOTED THUS. 3. PILE RENFORCING STEEL TO BE 60 GRADE. PILE GROUT TO BE 9 SACK MIX, MINIMUM .00 PSI -28 -DAY STRENGTH. CONCRETE F'c = 4000 PSI. 5 -1/2 SACKS MINIMUM CEMENT PER CUBIC YARD FOR ALL CONCRETE. ULTIMATE STRENGTH. DESIGN METHOD USED. MIXING AND PLACING OF ALL CONCRETE AND SELECTION OF MATERIALS SHALL BE IN ACCORDANCE WITH THE ACI CODE 318. PROPORTIONING OF AGGREGATE TO CEMENT SHALL BE SUCH AS TO PRODUCE A DENSE WORKABLE. MIX WITH 4' MAXIMUM SLUMP (UNLESS SUPERPLASTICIZERS ARE USED) WHICH CAN BE PLACED WITHOUT SEGREGATION OR EXCESS FREE SURFACE WATER. OR ADMIXTURES, SEE EHOBI SPECIFICATIONS. MAXIMUM WATER /CEMENT RATIO = 0.49. 3/4* CHAMFER ALL EXPOSED EDGES, UNLESS INDICATED OTHERWISE ON ARCHITECTURAL DRAWINGS. WATER CURING SHALL BE USED. AIR ENTRAIN ALL HORIZONTAL.. CONCRETE - EXPOSED TO WEATHER WITH 3% TO 6% AIR BY VOLUME:. USE TYPE II. CEMENT UNLESS NOTED OTHERWISE. LIMIT WATER CEMENT RATIO TO 0.45 AND USE TYPE V CEMENT WHERE SOILS "WATER SOLUBLE SULFATE. EXCEEDS 0.20. PERCENT BY WT. ADD NO WATER TO CONCRETE AT SITE. IF INCREASED WORKABILITY IS REQUIRED, CONTRACTOR IS TO SUBMIT A NIX DESIGN THAT WILL ALLOW THE ADDITION OF 'A FIXED AMOUNT WATER REDUCING AGENT OR AFIXED AMOUNT OF SUPER-PLASTICIZER AT THE CONCRETE. PLANT: DO NOT USE FLY ASH "INCONCRETE FOR THIS PROJECT:' ACI 306R IS TO BE FOLLOWED FOR COLD WEATHER CONCRETING. THE TESTING LAB MUST APPROVE THE CONTRACTORS METHOD OF COMPLIANCE AND CERTIFY THEIR APPROVAL WITH EACH CONCRETE TEST CYLINDER THEY CAST. TESTING. LABT NOTIFY THE ARCHITECT IMMEDIATELY BY FAX AND PHONE OFANY NONCOMPLIANCE. 'DESIGN. MIXES SHALL BE SUBMITTED TO ENS FOR REVIEW A MINIMUM OF TWO WEEKS PRIOR. TO FIRST USE. SEE UBC SECTION!, 1905 FOR ADDITIONAL REQUIREMENTS. REINFORCING STEEL ' ALL CONCETE: REINFORCING STEEL SHALL BE DEFORMED PER ASTN A615, GRADE 60 (fyi0,000 psi) LAP CONTINUOUS REINFORCING BARS 44 BAR . DIAMETERS, 1' -10" MINIMUM'LA8_ESS NOTED OTHERWISE: CORNER BARS (1' -10' BEND) TO BE PROVIDED FOR ALL HORIZONTAL REINFORCEMENT. DETAIL STEEL IN ACCORDANCE WITH ACI MANUAL OF STANDARD PRACTICE OF DETAILING REINFORCED CONCRETE .STRUCTURES'. WELDED WIRE FABRIC (WW) TO CONFORM WITH ASTN A185. REINFORCING HOOKS TO COMPLY WITH STANDARD ACI. HOOKS. MECHANICAL SPLICES SHALL DEVELOP 125 PERCENT OF THE SPECIFIED YIELD STRENGTH OF THE BAR IN TENSION. COVER TO MAIN REINFORCEMENT TO BE BOTTOM IF FOOTINGS 3 INCHES FORMED SAWACES..WEATHER & EARTH FACE 1 -1/2 INCHES ..INTERIOR FAG, 3/4 INCHES REINFORCING STEEL WELDING USE ASTN A706 GRADE 60. (fy = 60,000 psi) FOR ANY REINFORCING THAT IS TO BE WELDED. FOLLOW. PROCEDURES OFANSI /AWN D1.4 -92, 'STRUCTURAL WELDING CODE REINFORCING STEEL* _ USE E 80XX LOW HYDROGEN ELECTRODES' CONFORMING TO ANSI /AWN A5.1 OR A5.5_ DO. NOT WELD REINFORCING IF TEMPERATURE IS BELOW 32 DEGREES FAHRENHEIT. MAINTAIN A MINIMUM PREHEAT AND INTERPASS TEMPERATURE OF 50 DEGREES FAHRENHEIT FOR NO. 7E THROUGH NO.11 BARS. DO NOT WELD N0. 14 AND N0. 18 BARS. DO NOT WELD WITHIN INCBES HES OF BENDS. LET BARS COOL NATURALLY TO AMBIENT TEMPERATURE AFTER WELDING' DO NOT QUENCH. WELDING OF REINFORCING STEEL SHALL COMPLY WITH. RGA 3-77. WELDED SPLICES SHALL DEVELOP 125 PERCENT OF THE SPECIFIED YIELD STRENGTH 0= THE BAR IN TENSION. PROVIDE SPECIAL INSPECTION PER CODE. SUBMIT MILL CERTIFICATES. REBAR DOWEL INSTALLATION DRILL HOLES FOR DOWELS IN ACCORDANCE WITH GROUT MANUFACTURERS RECOMMENDATIONS. BLOWHOLE CLEAN WITH OIL IRE- COMPRESSED AIR. FILL DOWN HOLES WITH A MEASURED AMOUNT OF HILTI HY 150. INSERT REBAR AND SECURE UNTIL GROUT HAS REACHED ITS INITIAL CURE: ALL WORK SHALL BE BY PERSONNEL EXPERIENCED IN THE USE OF THIS PRODUCT, AND IN ACCORDANCE' WITH I.0 REPORT N0. 5193. STRUCTURAL STEEL AND MISCELLANEOUS STEEL ALL WORK IN ACCORDANCE WITH 'DISC SPECIFICATION FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL. FOR BUILDINGS',, AND THE "CODE OF STANDARD PRACTICE'_ STRUCTURAL STEEL SNALI GNFORM TO THE FOLLOWING'S STANDARDS: STRUCTURAL STEEL ASTM A -- 36 (W27 & SMALLER) (Fy= 36,000 PSI) ASTM A -072, GRADE 50 (W30 & LARGER) (Fy= 50,000 PSI) TUBE COLUMNS ASTM A -500, GRADE B (Fy= 46,000 PSI) PIPE SHAPES ASTM Asa, TYPE E. GRADE B (Fy= 35,000 PSI) VELDHEAD STUDS ASTM A -108 (Fy= 55,000 PSI) MACHINE BOLTS ASTM A -307 HIGH STRENGTH BOLTS 3/8'7 ASTM A -325N & 7/8' ASTN A -490N PROVIDE MINIMUM EMBEDMENT FOR ANCHOR BOLTS AS NOTED ON DRAWINGS. ALL WELDING TO CONFORM WITH ARS D1.1 *CO. FOR WELDING IN BUILDING CONSTRUCTION'. WELDS NOT SPECIFIED SHALL BE 1/4% CONTINUOUS FILLET MINIMUM. LICENSED FABRICATOR REQUIRED . FOR ALL STRUCTURAL STEEL. USE FRESH 70XX ELECTRODES FOR MANUAL SHIELDED METAL -ARC WELDING OR EQUAL ELECTRODES. WFLDMEAD STUDS (WHS) ARE TO BE MACHINE WELDED WITH PROPER EQUIPIENT. SEE SPECIFICATIONS FOR ITEMS TO BE GALVANIZED. STEEL FORM DECK STEEL FORM DECK SHALL BE VERCO FORWOK OR APPROVED EQUAL CONFORMING WITH ASTM 446, GRADE A, Fy-33,000 PSI WITH G60 GALVANIZING PER ASTM A525. USE 18 GA. TYPE 'W2" FORMLOK: 1 =0.555 IN4, S-0.510 IN3. CONNECT TO SUPPORTS WITH 4 PUDDLE WELDS PER SHEET ACROSS EACH SUPPORT AND 12' 0/C AT SUPPORTS PARALLEL TO SPAN. SIDE LAP FASTEN WITH BUTTON PUNCH AT 24" 0 /C. AT TYPICAL 3-1/2* CONCRETE SLAB, PROVIDE 6X6 W1. X W1.4 NAF PLACED AT CENTERLINE OF CONCRETE DEPTH OVER DECK. USE NO CONCRETE CONTAINING ADMIXTURES OF CHLORIDE OR CHLORIDE SALTS ON FORM DECK. INSPECTIONS INSPECTIONS ARE "Al BE PER THE CODE INDICATED ABOVE AND ARE TO BE BY AN INDEPENDENT TEST`:NG LAB APPROVED PRIOR TO STARTING CONSTRUCTION BY THE BUILDING DEPT. AND THE ARCHITECT. FOUNDATION: SOILS ENGINEER TO INSPECT FOOTING EXCAVATIONS AND PROVIDE COMPACTION TESTS AS NOTED ABOVE. CONCRETE: SPECIAL INLSPECTION SHALL BE PROVIDED FOR STRUCTURAL CONCRETE. TAKE CONCRETE CYLINDERS AS REQUIRED, VERIFY SLUMP AND STRENGTH_ PROVIDE CONTINUOUS INSPECTION. SPECIAL CONTINUOUS INSPECTION SHALL BE PROVIDED FOR PLACEMENT OF THE REINFORCEMENT AND SHOTCRETING. REINFORCING: SPECIAL INSPECTION SHALL BE PROVIDED FOR ALL REINFORCING STEEL. VERIFY ALL REINFORCING IS PLACED IN ACCORDANCE WITH THESE' DRAWINGS. CHECK FOR REQUIRED COVER, SIZE, SPACING AND GRADE. CONCRETE ANCHORS SPECIAL INSPECTION SHALL BE PROVIDED FOR BOLTS INSTALLED IN & ANCHOR BOLTS: CONCRETE. ALL FIELD INSTALLATION OF CONCRETE ANCHORS 8 ANCHOR BOLTS ME TO BE IN ACCORDANCE WITH CODE APPROVAL AND ARE TO BE CONTINUOUSLY INSPECTED. (CONCRETE ANCHORS INCLUDE DRILLED''. IN ANCHORS :& EPDXY ANCHORS IF SHOWN ON THESE DRAWINGS). PROVIOEICONTINUOUS INSPECTION FORALL FIELD WELDING. VERIFY CERTIFICATION OF WELDERS.. CONTRACTOR SHALL PAY FOR REWELDING AND REINSPECTION OF ALL WELDS NOT MEETING SPECS. INSPECTOR SHALL NOTIFY STRUCTURAL ENGINEER OF WELDS NOT MEETING ,SPECS. SPECIAL INSPECTION. SHALL BE PROVIDED FOR HIGH STRENGTH BOLT NS AND TI a I r•E' ON WELDING: BOLTING: TIEBACK ANCHORS CONTRACTOR OPTION - DYWIDAG THREMBARS. WITH APPROPRIATE PLATES, NUTS AND COUPLERS AS MANUFACTURED BY DYCKERHOFF & WIDMANN. INC. CONFORM WITH 'ASTM A722 (Fpu = 150,000 PSI). _ I/2' DIAMETER LOW RELAXATION STRAND CONFORMING TO AST/ A416. GRADE 270. SUBMIT MANUFACTURER'S CERTIFICATION FOR EACH REEL OR PACK USED. TIEBACKS SELECTION OF TIEBACK MATERIALS AND METHOD OF INSTALLATION IS THE RESPONSIBILITY OF THE CONTRACTOR. SUB /IT DETAILS OF MATERIALS AND METHODS OF INSTALLATION FOR REVIEW PRIOR TO CONSTRUCTION. SEE REPORT FOR RECOMMENDATIONS ON TIEBACK INSTALLATION AND CONCRETING. TEST TIEBACKS AS PRESCRIBED' BY GEOTECH. TEST WILL INCLUDE 130% PROOF TEST ON ALL TIEBACKS AND 200% VERIFICATION TEST ON SELECTED REPRESENTATIVE TIEBACKS. DO NOT EXCEED 80% OF THE ULTIMATE TENSILE STRENGTH OF TIEBACK DURING 200%. VERIFICATION TEST_ TIEBACKS MAY REQUIRE EXTRA REINFORCING TO FDRNIT STRESSING TO 200% OF DESIGN LOAD. DESTRESS TIEBACKS UPON CON- ETIO APPROVED BY: S4BEY ARCHITECTURE NORTHWEST ~ 'S r E71G8lffIS - MHORDe16T PC- P.i i ®es CONSULTANTS ' ; 1 \ AS .".'arm 2 PERMIT RE- SUBMTFAL 9 -22-00 AS NOTED 9 -26-00 AS NOTED 9 -29 -00 ,'FO -IX 047 10-27 -00 REASONS ISSUE DATE 10 -16 -00 Nl dm.ings cod ..ben mate,ial appealing haler constLte the oignal alb unpe=e4 .alt of the Scbej Cerporatim a a the salv may t tweed tapfx uset a Ala n- riNaut .ri Ne Hen tweed f tte Sabey Carparvtior,_ EXODUS SEATTLE III TENANT IMPROVEMENT DRAWING TILE PLANS d SECTIONG PROGRESS.. DATE: 7 -26 -210 PROJECT NUMBER:. 99136004 DRAWN, BY: SY CHECKED BY R JANKE RARING NUMBER 81.0 1)(00 / V BOLT SCHEDULE BEAM SIZE BOLTS R SIZE w12 (3) 7 g0 4 }x }x0' -8/ W148/W16 (3) g■ 4 }x }z0' —OE W18 (4) g0 4 }x}xO•-11:1 W21 (5) g0 4 }x }xt' -2+'Z .4 (5) 10 4Sxgx1' -3" W27 (6) i 41+1' -6" W30 (7) i0 41xix1' -9" SECTION A -1e1 SECTION B -1.1 SECTION C -1.1 8x8 'Si" COL 'S i TOP R ON COL SEE PLAN —+ 9 p p _ Dwoo 3 SECTION N -1.1 a = 1 —0- SLOPE PER PLAN LCONN. PER SCHEDULE BEAM, IF ANY, SEE PLAN SECTION G -1.1 SECTION H -1e1 3 - NO1E" ALL g0 BOLTS SHALL BE A490N 10x10 T.S. COL EXTEND 18"o /c PIER 3' —O- ABOVE SLAB. ,z" LEVELING GROUT CONST. JOINT. t 4 a #4 0 18 EA WAY 18 "0 PIER w/6 — #6 VERT. 1 -0" MIN. „oh LAP 3 ° o /c ®TOP ® BOT. /UM EA WAY, f NO SPUCES � ADD 8 -0 WID EA WAY IN 18' -0" WIDE BANDS CENTERED UNDER U8 ° 0 PIER. SECTION P -1.1 SECTION D -1.1 SECTION PROVIDE /4x5' -0 - O 12'0% TOP OVER SHEET PIING 8 SLAB w/ 140 18 - 0 %PA WAY SECTION SECTION E -1.1 = 1' O SECTION F -1.1 SECTION M -1.1 )T ( _ Z DUI 0917 S4BEY ARCHITECTURE NORTHWEST c:s ENGINEERS — NaZ61111E5L MG PS e>CIMOD• ®AhAE I4E.230PERJR91I601455-790 CONSULTANTS 4 AS NOTED 9 -13-06 AS NOTED 9 -19-00 PERMIT RE— SLIENA TAL 9 -22-00 /3\ ANCHOR REVISION 9 -26-06 AS NOTED 9 -29-00 REVISIONS ISSUE DATE 10 16-00 AL drmU gs and eaten mate. apse., heave cons.. the ado. and unpubished saes of the Saber Corpuau, d the same rosy net be Aryicated. used a without the written content of the Subey Cocoons' , HAUNCH PER SECT. . —1.1 TIE BACK ANCHO' ® 10� -0'o /c 55k REACTION —1 A RAfxEV t w /GRAVEL STRAPS PER TANK AZT llz32 ° —O LONG SHEET PILING 1 - a EYEBO ASTM 901 93 GRADE B7 EMBED 18 w� HR HY150 ADHES SECTION Q -1.1 SHEET PILING TIEBACK DEVELOPMENT LENGTH IS BASED ON A 16 —INCH DWAETER ANCHOR WITH 750 PSF SKIN FRICTION. DRAWING ROLE: SECTIONS PROGRESS DATE: 9 -22 -60 PROJECT NUMBER 59136004 DRAWN BY: SY CHECKED. BE R JRNKE APPROVED BY: DRAWING NUMBER: EXODUS SEATTLE HI TENANT IMPROVEMENT