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HomeMy WebLinkAboutPermit D97-0152 - GATEWAY BUILDING #10 - 2-STORY SHELL BUILDINGThis record contains information which is exempt from public disclosure pursuant to the Washington State Public Records Act, Chapter 42.56 RCW as identified on the Digital Records Exemption Log shown below. D97 -0152 Gateway Building #10 13075 Gateway Drive RECORDS DIGITAL D- ) EXEMPTION LOG THE ABOVE MENTIONED PERMIT FILE INCLUDES THE FOLLOWING REDACTED INFORMATION Page # tode Exemption = Brief Explanatory DeSctiptiop �t�tutel ule The Privacy Act of 1974 evinces Congress' intent that Personal Information — social security numbers are a private concern. As such, individuals' social security numbers are Social Security Numbers redacted to protect those individuals' privacy pursuant 5 U.S.C. sec. 54 DR1 Generally — 5 U.S.C. sec. to 5 U.S.C. sec. 552(a), and are also exempt from 552(a); RCW 552(a); RCW disclosure under section 42.56.070(1) of the 42.56.070(1) 42.56.070(1) Washington State Public Records Act, which exempts under the PRA records or information exempt or prohibited from disclosure under any other statute. Redactions contain Credit card numbers, debit card Personal Information — numbers, electronic check numbers, credit expiration DR2 Financial Information — dates, or bank or other financial account numbers, RCW RCW 42.56.230(4 5) which are exempt from disclosure pursuant to RCW 42.56.230(5) 42.56.230(5), except when disclosure is expressly required by or governed by other law. Parcel No: Address: Suite No: Location: Category: NCOM Type: DEVPERM Zoning: Const Type: III -N Gas /Elec.: Units: 001 Setbacks: North: Water: UNKNOWN Wetlands: 000480 -0010 13075 GATEWAY DR .0 South: Sewer: Slopes: Permit Center Authorized Signature` µ.� (206) 431 -3670 Community Development / Public Works • 6300 Southcenter Boulevard, Suite 100 • Tukwila, Washington 98188 DEVELOPMENT PERMIT WARNING: IF CONSTRUCTION BEGINS BEFORE APPEAL PERIOD EXPIRES, APPLICANT IS PROCEEDING AT THEIR OWN RISK. Permit No: Status: Issued: Expires: Occupancy: OFFICE UBC: 1994 Fire Protection: SPRINKLERS East: .0 West: .0 Contractor License No: SGACO * *084BS OCCUPANT GATEWAY BUILDING #10 13075' GATEWAY DR, TUKWILA WA 98168 OWNER BEDFORD. DEVELOPMENT Phone: 206 241 -1103 12720 GATEWAY DR STE 107, SEATTLE, WA 98168 CONTACT DAVID KEHLE Phone: 206 -8997 12720 GATEWAY DRIVE #116, SEATTLE, WA 98168 CONTRACTOR SGA CORPORATION Phone: 206 778 -2191 6414 204TH STREET S.W. #200, LYNNWOOD, WA 98036 ***•********************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** *Attic * * * * *k * * * ** ** Permit Description: NEW TWO STORY TILT -UP SHELL ONLY. BUILDING PERMIT ONLY. UTILITIES UNDER SEPARATE PERMIT. **************************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Construction Valuation: $ 2,744,259.94, PUBLIC WORKS PERMITS: *(Water, Meter. Permits. Listed Separate.) Eng. Appr: Curb Cut /AccesstSidewalk /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: $ 16,192.65 ************************************ ** * * * * * * * * ** * * * * * * * * * * * * * * * * * * *k* Streams: D97 -0152 ISSUED 06/30/1997 12/10/1997 - Date o� I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The .granting of this permit does not presume to give authority to violate or cancel the provision of any other state or local laws regulating construction or the performance of work. I am authorized to sign for and obtain this development pe mit. Signature:E � �l f �_:<t " � Date: 1�,� � ( `I n Print Name: f H):1? J (_ jr[�c 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. •.,.,n ...._, uu. GATEWAY. DR' TYPE OF OCCUPANT Y: OFFICE OCCUPANT /O,WNER BEDFORD DEVELOPMENT TYPE. OF CONSTRUCTION: III -N Suite: OCCUPANCY LOAD: 45.b H Thi:s'L.er°tl.ficate is i56uedto Verify that at' the. "t'l.ni,e of issuance t4 ��strurture'descr:i helots liar passed .a firi,a building inspection arty :was In Gg1Tplidrtce `w►ttr "th � of inance,s of `tht (ity regulating ti'► hui r,dir carrStrurtion or ` for an unoccupied bui hflrtg shell. BLit DIG .PERMIT' NO D9.70152 t >. QUILDING ADDRESS 13 THIS IS NUT A: CERTIFICATE'OF UCcur'ANC'`Y :.,, `Ft irr to :+ccrrpving any pr'rt.i,jn of the above desi r:ibed any`.ur. a1.1 tenants must .fir^s a • Certi:fieate of Occupancy" "'frhm ; fihe T'uM;wiTt'.Building Official or; hi designated r e.pte:sentat i ve : The prior focus i`n the review; and ; :inspet:tion made by the. City .prior to issuance. of this Certificate was on the matters which experience has shown most sev.er the safety of the ,general public.; Although the=. C i ty has made as- .complete a review and i rp pect i on as is reasonably possible, the City ,neither guarantees.' nor warrants the ;owner•' :a_r any other person son that this Certiticate evidences. strict compliance with each and every ordinance r ~egulation of the City or the State affecting the construction or use :of said strGcture.: or thee land upon which it is situated. Such compliance is the res:pon , i h i l i ty of the 'Owner andfor• occupants of the structure. BUILDING OFFIC CERTIFICATE OF ,COMPLETION :CITY OF TUKWILA '63O0 S .rUTHCENTER BOULEVARD, SUITE. 10.0 TUI WILA, WASHINGTON 9. 81& 8 POST IN A GONS ICUOUS PLACE DATE January 14, 1999 • Linda McMaster SGA Corporation 6414 - 204th Street SW, Suite 200 Lynnwood, WA 98036 Si cerely, Bren a Ho Permit Technician xc: Permit File No. D97-0152 • City of Tukwila Department of Community Development JohniW. Rants, Mayor Steve Lancaster, Director • RE: Gateway Building #10 Dear Ms. McMaster: This letter hereby authorizes the release of two bonds posted for landscaping, irrigation and plaza area canopy lids (Bond No. 341373) in the amount of $98,700.00 and for curbs and striping (Bond No. 341374) in the amount of $6,900.00. These improvements have been installed and approved by the City of Tukwila. If you have any questions, please contact me at (206)431-3671 or Kelcie Peterson at (206)431- 3672. 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 431•3670 • Fax (206) 4313665 B 14:44 FAX KNOW ALL MEN BY THESE PRESENTS: That we, SGA Corporation (hereinafter called "Principal ") as Principal, and Hartford Fire Insurance Company , a corporation organized and existing under the laws of the State of Connecticut ; .and euthorled to transact business in the State of Washington (hereinafter called "Surety "), as Surety, are held firmly bound unto City of Tukwila (hereinafter called "Obligee "), as Obligee, in the penal sum of Ninety Eight Thousand Seven Hundred and no /100 Dollars (s: 6,900.00 ), good and lawful money of the United States of America, for the payment of which,•weli and truly to be made, we bind ourselves, our hairs, administrators, executors, successors, and assigns, jointly and severally, firmly by these presents. Signed, Sealed and Dated this 16thday of December, 19 97 Whereas, the above bounden Principal has applied to City of Tukwila for a Developers Project Warranty dated day of ,19 Gateway Bldg. 10, Curbs & Striping which warranty is hereby referred to and made a part hereof.as fully and to the same extent as if copied at length herein. NOW THEREFORE, THE CONDITION OF THE ABOVE'OBLiGATION IS SUCH, That if the above bounden•Principat shall well and truly keep, do and perform, each and every, all•'and singular, the matters and things in said warranty set forth and specified to be blithe said Principal kept, done and performed at the time and in the manrier in said warranty specified, and shall pay over, make good and reimburse to the above= riarrrted Obligee, all loss and damage which said Obligee sustain by reason of failure or default on *le part of ;sa d principal, then this obligation shall be vbid; otherwise to be and remain in full force and effect. • PERFORMANCE BOND •S0 I'rinhipat By Bond * No. 341)74 rtford Fire Insurance Company. Surety Cindy L. Vill ista Attorney -in - Fact a 004 12/14/98 14:44 FAX CRTFORD FIRE INSURANCE COMPP Hartford, Connecticut POWER OF ATTORNEY Know all men by these Presents, That the HARTFORD FIRE INSURANCE COMPANY, a corporation duly organized under the laws of the State of Connecticut. and having its principal office in the City of Hartford, County of Hertford, State of Connecticut, does hereby make, constitute and appoint STEVEN IC BUSH, M.J. COTTON, NANCY J. OSBORNE, MIK1 AMUNDSEN, S. M SCOTT; CINDY L. VILLASIS7A, DARLENEJAKIELSKI, MARK A. JENSF.N and JULIE M. GLOVER of laRICL ND, WASHINGTON its true and lawful Attorney(s)-In-Fact, with fuU power and authority to each of said Attomey(s )-In•Fact, in their separate capacity if more than one is named above, to sign, execute and acknowledge any and all bonds and undertakings and other writings obligatory In the nature thereof on behalf of the Company in its business of guaranteeing the fidelity of persons holding places of public or private trust guaranteeing the performance of contracts other than insurance policies; guaranteeing the performance of Insurance contracts where surety bonds are accepted by states and municipalities, and executing or guaranteeing bonds and undertakings required or permitted In all actions or proceedings or by taw allowed, and to bind the HARTFORD FIRE INSURANCE COMPANY thereby as fully and to the same extent as if such bonds and undertakings and other writings obligatory in the nature thereof were signed by an Executive Officer of the HARTFORD FIRE INSURANCE COMPANY and sealed and attested by one other of such Officers, and hereby ratifies and confines all that its said Attomey(s)-in -Fact may do in pursuance hereof. This power of attorney is granted by and under authority of the following provisions: (1) By -Laws adopted by the Stockholders of the HARTFORD FIRE INSURANCE COMPANY at a meeting duly called and held on the 9th day of March, 1971. . ARTICLE IV SECTION a. The President or any Vim •President. acting with any Secretary or Assistant Secretary, shall have power and authordy to appoint, for purposes only of executing and attesting bonds and undertakings and other vatting' obligatory to the nature thereof, ore or more Resident Vim Presidents, Resident Assistant Se:n vies and Asomeys -in -Fact and at any time to remove any such Resident We-President, Resident Assistant Secretary, or Attorney-In-Fact and revoke the power and authority given to hie. SECTION 11. Attorneys- In-Fact shall have power and authority, subject to the tern, and limitations of the power of attorney issued to them., to execute and deliver on Wharf of the Company and to attach the seal of the Company thereto any and aU bonds and undertakings, and other writings obligatory In the nature thereof, and any such instrument executed by any such Attorney in shall be as binding upon the Company u if signed by an, Executive Officer and sealed and attested by one other of such Offlmrs. This power of attorney is signed and sealed by facsimile under and by the authority of the following Resolution adopted by the Directors of the HARTFORD FIRE INSURANCE COMPANY at a meeting duly called and held on the 12th day of February, 1993. Resolved, that rte signatures of such Officals and the aid or the Company my be anted to any our power of attorney or to any ortllfore ieliadng threw ey facsimile and any auras power dt attorney or earolbe baring such fadrn ie signatan or facsimile seal MO be valid and binding upon ate Company and any such power so aasMad and certified by bcsbnl aignawes ant taurml seal Mai be valid and binding upon the Company m Ow Mum watt, meal to any pond a undertaking b which it la attached. In Witnese Whereof, the HARTFORD FIRE INSURANCE COMPANY has caused these presents to be eigned by its Vice - President, and its corporate seal to be hereto affixed, duly attested by its Secretary, this 1st day of May, 1995. Attest 6f n Richert! R. Hrmareon y STATE OF CONNECTICUT COUNTY OF HARTFORD 1 STATE OF CONNECTICUT COUNTY OF HARTFORD Form S-3507.9 OW) Printed in U.S.A. HARTFORD FIRE INSURANCE COMPANY On this 1st day of May, A.D. 1995, before me personally came Paul L Marabella, to me known, who being by me duty swom, did depose and say: that he resides In the County of Hartford, State of Connacticut; that he Is the Vice- President of the HARTFORD FIRE INSURANCE COMPANY, the corporation described in and which executed the above instrument; that he knows the seal of the said corporation; that the seal affixed to the saki Instrument is such corporate seal; that it was so affixed by order of the Board of Directors of said corporation and that he signed his name thereto by like order. Paul L Marabella Vice- President .rush M. Woodall My Comrhea June 30. 19ee CERl1FICATE I, the undersigned, Secretary of the HARTFORD FIRE INSURANCE COMPANY, a Connecticut Corporation, DO HEREBY CERTIFY that the foregoing and attached POWER OF ATTORNEY remains in full force and has not been revoked; and furthermore, that the Resolutions of the Board of Directors, sat forth in the Power of Attomey, are now in force. Signed and sealed et the City of Hartford. Dated the 16th day of December 1997 ,2‘,/ L A/ Poen L Post secretary 0005 .... , .... 12/14/98 14:41 FAX CORPORATION 6414 204th Street SW, Suite 200 Lynnwood, WA 98036 Fax Number: (425) 778 -2196 DATE: IlA \LA TIME: 7i. y b PLEASE DELIVER THE FOLLOWING PAGES IMMEDIATELY: TO: Ke,isu 1 OF: C.i - 11j4J11C�. RE: 341313 1 '?)i--41'31+/ FROM: L v, f 1`1"1US/ COMMENTS OR SPECIAL INSTRUCTIONS: hau,e.. �1p 11> ojzal 149 na+ 2.0Db) Total number of pages, including this fax cover sheet: S IF YOU DID NOT RECEIVE ALL PAGES, PLEASE CALL. (425) 778 -2191 This message is intended for the use of the individual or entity to which it is transmitted and may contain information that is privileged, confidential and exempt from disclosure under applicable laws, If the reader of this communication Is not the intended recipient, you are hereby notified that any dissemination's, distributions or copying of thls communication is strictly prohibited. If you have received this communication In error, please notify us immediately by telephone and return the original communication to us at the address above via U.S. Postal Service. We will reimburse you for the mailing costs. Thank You I oo i Bond 'No. 341373 ck ( \P°1'1 R c V L � \ • l \- PERFORMANCE BOND KNOW ALL MEN BY THESE PRESENTS: That we, SGA Corporation (hereinafter called "Principal ") as Principal, and Hartford Fire Insurance Company . , a corporation organized and existing under the laws of the State of Connecticut , and authoried to transact business in the State of Washington (hereinafter called "Surety"), as Surety, are held firmly bound unto City of Tukwila (hereinafter called "Obligee "), as Obligee, in the penal sum of Ninety Eight Thousand Seven Hundred and no /100 Dollars (S. 98,700.00 ), good and lawful money of the United States of America; for the payment of which,.well and truly to be made, we bind ourselves, our heirs, administrators, executors, successors, and assigns, jointly and severally, firmly by these presents. Signed, Sealed and Dated this l6thday of Dec. , 19 97 Whereas, the above bounden Principal has applied to City of Tukwila for a Developers Project Warranty dated day of , 19 Landscaping, Irrigation & Plaza Area Canopy Lids per BAR Finish at Column & Base Pedestals ,Gateway Bldg. I0 which warranty is hereby referred to and made a part hereof.as fully and to the same extent as if copied at length herein. NOW, THEREFORE, THE CONDITION OF THE ABOVE'OBLIGATION IS SUCH, That if the above bounden.Principal shall well and truly keep, do and perform, each and every, all• and singular, the matters and things in said warranty set forth and specified to be by the said Principal kept, done and performed at the time and in the manner in said warranty specified, and shall pay over, make good and reimburse to the above -named Obligee, all loss and damage which said Obligee may sustain by reason of failure or default on t`he part of 'saki principal, then this obligation shall be void; otherwise to be and remain in full force and effect. .. r SGA orporation. 1 (1 1 ) tford Fire Insurance Company S •etv By .- -- , Cindy L. Vi asista -Attorney-in-Fact Principal rq7 -c /5D • • A • • 12/14/98 14:43 FAX (_. RTFORD ARE INSURANCE COMP( Y Hartford, Connecticut POWER OF ATTORNEY Know all men by those Presents, That the HARTFORD FIRE INSURANCE COMPANY, a corporation duly organized under the laws of the State of Connecticut, and having Hs principal office in the City of Hartford, County of Hartford, State of Connecticut, does hereby make, constitute and appoint STEVEN IC BUSH, M,J. COTTON, NANCY J. OSBORNE, MIRE AMUNDSEN, S. M. SCOTT, CINDY L. VILL4SISTA, DARLENEJAATELSKI, MARK A. JENSEN and JULIE M. GLOVER of KIRXLAN , WASHINGTON its true and lawful Attorney(s)-in-Fact, with full power and authority to each of said Attomey(s) -In -Fact, in their separate capacity if more than one is named above, to sign, execute and acknowledge any and all bonds and undertakings and other writings obligatory in the nature thereof on behalf of the Company In its business of guaranteeing the fidelity of persons holding places of public or private trust; guaranteeing the performance of contracts other than Insurance polities: guaranteeing the performance of insurance contracts where surety bonds are accepted by states and municipalities, and executing or guaranteeing bonds and undertakings required or permitted in all actions or proceedings or by law allowed, and to bind the HARTFORD FIRE INSURANCE COMPANY thereby as fully and to the same extent as if such bonds and undertakings and other writings obligatory In the nature thereof were signed by an Executive Officer of the HARTFORD FIRE INSURANCE COMPANY and sealed and attested by one other of such Officers, and hereby ratifies and confirms all that its said Attomey(s) -in -Fact may do in pursuance hereof. This power of attorney is granted by and under authority of the following provisions: (1) By -Laws adopted by the Stockholders of the HARTFORD FIRE INSURANCE COMPANY at a meeting duly called and held on the 9th day of March, 1971. ARTICLE IV SECTION 8. The President or any Vice-President, acting with any Secretary or Assistant Secretary. Mall have power and authority to appoint for purposes only of executing and attesting bonds and undertakings and other twttings obligatory In the nature thereof, one or more Resident Vice Presidents. Resident Assistant Secretaries and AttomeyNn -Fad and at any time to remove any such Resident Viee•Preeiden& Resident Assistant Secretary, or Attorney-in-Fact and revoke the power and authority given to him. SECTION 11. Attomsys - Inrfiad shall have power and authority, subject to the terms and IlmItabons of tiro power of attorney isatied to them, to execute and deliver on behalf of the Company and to attach the seal of the Company thereto any and all bonds and undertakings, and other writings obligatory In the nature thereof. and any such Instrument executed by any such Attorney -iris -fact shall be u binding upon Me Company as if signed by an Executive Officer and sealed and attested by one other of such Officers. This power of attorney is signed and sealed by facsimile under and by the authority of the following Resolution adopted by the Directors of the HARTFORD FIRE INSURANCE COMPANY at a meeting duly called and held on the 12th day of February, 1993. Resolved, elf the signoras. of sum Moms ant tbe cur of ere Company may be &abed to any such power of aeaney or to any oneeoaa notating Brno by ?same* and any anti, power of Wormy or °stellate beating such ascsimtle sgnawu at famines seal shall be valid and budbrg upon the Company and any cunt pow so aaeuaad and ewtleed by facsimile sigrrnua and faaimle seal arias be veal and binding upon die Camber/ in des 6/919 wen resp.a to ay farm ar undetakinq o werldh a is attached. • In Witness Whereof, the HARTFORD FIRE INSURANCE COMPANY has caused these presents to be signed by its Vice. President, and Its corporati seal to be hereto affixed, duly attested by its Secretary, this lst day of May, 1995. Attest HARTFORD FIRE INSURANCE COMPANY - 0 rl ",-. Richard R. Hsm151eon Seorefey STATE OF CONNECTICUT COUNTY OF HARTFORD 1 ? s+ • STATE OF CONNECTICUT COUNTY OF HARTFORD For 5.3509-9 (111 Prinud is U.S.A. Paul L Marabslla Vice- Prosident On this 1st day of May, A.D. 1995, before me personally came Paul L. Marabella, to me known, who being by me duly sworn, did depose and say: that he resides in the County of Hartford. State of Connecticut; that he is the Vice- President of the HARTFORD FiRE INSURANCE COMPANY, the corporation described in and which executed the above instrument; that he knows the seal of the said corporation; that the seal affixed to the said instrument Is such corporate seal; that It was so affixed by order of the Board of Directors of said corporation and that he signed his name thereto by Tike order. $c`' Jean Womiak Navy Polak My Comnr.ian Eapir ..tune 30, 1990 CERT1F1CATE I. the undersigned. Secretary of the HARTFORD FIRE INSURANCE COMPANY, a Connecticut Corporation, DO HEREBY CERTIFY that the foregoing and attached POWER OF ATTORNEY remains in full force and has not been revoked; and furthermore, that the Resolutions of the Board of Directors. set forth In the Power of Attomey, are now in force. Signed and sealed at the City of Hartford. Dated the 16th day of December 19 97 ,2‘,/ Rood L Secniavy 11003 • CITY .Or= TUKWILA Address:: 13075 GATEWAY DR Suite: Tenants Type: DEVPERM Parcel #: 000480 -0010 *k k*,***• k* *** *k* * ** *•k* *,* *k***•k•k*** k * * *k ** Permit .Conditions( 1 **^k''k k'k * * * ** *BUILDING DIVISION CONDITIONS""!' k*.********** 2 No changes will be made to the p'i.a,ns_._unless approved by the. Architect or Enaineervan'd4h.e Tu:kwila Division. Plumbing permits s.ha11 k e obtained through the Seattle -King County Departmen o, .f- `Pub.l is •Health Piumbing ; i,.l.1 be inspected .by that` "agency, in lud iri'g;' all gas pip'in (296 -4722) r t _ f Electrical ; .per rnits 'shall' be obtained through the Washington - Division ' of Labor and `�Indi.rstries all ele:c. work wi rl ; be tnsp by t (248.6630) All per nii''ts; i`nspect'ion recorrd and approved. p laps ; sha availab , at the job site prior .to .the start of any con - struct i on " These' documents .are to be maintained and::..ava i able iirnti1 final inspection approval is granted. Al 1, structural .concre shall. be °special inspected (UBC Ser •306:(a)._J) :' :'{ 7. All, struct`ural welding shal3 be done by certified welders and spec:iai,...inzpect'ed ,(UBC Se.c.- ti06(a)5) 8 A1 i' high - str ength . s'hal`l be speciai inspected - Secc 306(a) 6) 9. Bol installed in :'shall be special inspected (UBC.Se70.1.5 2). 10. 41hespeclal inspection t is required e_ither:; the owner arcOector engineer shall notify ,th,e:- Tukw Building' Divas -i,on o.rappointment of the inspection-agencies prior, to' the `•f:i.rst b:u.ilding inspection. Copies of all `special ;. i nspec�t l on` _ reports shall be subrni tted to the. -Building Division in a timely manner. Reports shal T contain address project ame, '`permi't number and• =type 'of inspection; being performed. 11. The special.'.,inspector shall submit a final signed,.reoort stating whether the work requiring special inspection -was, to the best the inspector's ,knowledge, in conformance with approved 'Plans and specif.icati'ons>:. and the appl icable workmanship prov'isions of the ABC. 12. Engineered truss drawings and calculations shall be on site and available to the buii'd.ing. inspectorrfor inspection purposes. Documents shall bear the' seal and signature of a Washington State Professional Engineer. 13. Any exposed insulations backing material shall have a Flame Spread Rating of 25 or less, and material shall bear identi- fication showing the fire performance rating thereof. 14. Subgrade preparation including drainage, excavation, compaction, and fill requirement shall conform strictly with recommendations given in the soils report. I5. A statement from the roofing contractor verifying fire retardant, class of roof will be required prior to final inspection (see attached procedure). 16. All construction to be done in conformance with approved plans and requirements of the Uniform Building Code (1994 Edition) as amended, Uniform Mechanical Code (1994 Edition), and Washington State Energy Code (1994 Edition) . Permit No: D97 -0152 Status: ISSUED. Applied: 05/05/1997 Issued:.. 06/30/1997 k * ** k * * ** k k k k ** k* ***'k k* k k* • ,w. 1”4 . fatif;y th,e, City of ukwi 1a lding Giv sign. pr or t,o `:lacing :any concre : a ion to anv, equ i'remeri ts' f.ar ` s i a 1 s i n's,pect i on:: here sha.1 be. no ";occupancy of the ,bui 1dingf } u,nti 1 ' the `_ • inai , inspection has been .;completed, by the Tub wi l`a Bu .1 cling nspector; :'AND "`a certificate o,f :`occupancy: is'"iss.ued forte a • specific tenant :. COTE A .certificate of occupancy wi.11 not be issued for this;: A cert i f icate cif . oc wi:l l b "e' i::ss.ue..d on >; a : t:enan t by tenant bas i .at ter a l .1' or�da nance s hav "e .been comp l ei: ed .under.: separate :, tenant improvement : per - mitts> 1!a l i d;i ty of Per mi t; The i s:suance 'Of,: a ,permit or' approval ;.,•oi • p „ian s and coniputatians :sha not, be, strued to be'.a permit tor, or n approval of; h anv` violation: of arty of 't af' t`h;e,'buti 1ding;gcad or ;of: anv o,t er :or dinance ot, {;,t tj jurisdiction • No per presuming`; tc gi authority ,t violate ,tar c,ancerf the .prov- isian of; this .� sc � r;+• n � r j • �1 ��' ` ".. r fit code sha.l 1 tber va l d �. : ,� .,: • . <,. Project Name/Tenant: snarl: � Valu of 1- / 7 } 1 q - 7 7 n . Site Address: ft 1 % az. City State/Zip: Tax Pargel Nur ; Property Owner: l aror t. t ittrom. iim Phone;,ye, m l l&7 Street AVE W Mewl i- ,tAi 93c) 4 C i� Ya at i Fax Fax #: .. Contact Person: 10 111 ,�„ e fJJ VIP�1rGt"1'i firtilea4 Phone: �� Street res to , M Ile ,*I vz 4 ^ I 9 ,1v{St Ci•: Wi r. r Fax #: . 77,8%.04.44, Contractor: o t ' , _ . - � Phone: 1 e#7.ZI I Fax #: NZR -Zil V Street A l a � 'y . ,L„ ' City�tat ) e ip: Raft 4 l L Architect: ay IQ Phone: 4,33.8117 Street Ad ams n , � ,, / rl Ile it ate �;j __ Fax #: oe.toeq Engineer: j�t,, ,� 1 , __ v/ f 1 u i t.Gtr. $4500044 GNC}• Phone: A : -I 1�,7 �.+. V 5 Street Adr r sg s: _ 114110 . l , , , ��t ta ax #: -40-ki CITY OF T' 'KWILA Permit Center 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 (206) 431 -3670 New Commercial / Addition / Multi - Family Permit Application Application and plans must be complete In order to be accepted for plan review. Applications will not be accepted through the mall or facsimile. Description of work to be done:/i y lvt ry„L1''. ,..j ' - Existing use: ❑ Retail (Q wilier Restaurant ❑1 Multi-family U Warehouse ❑Hospital ❑ Church ❑ Manufacturing ❑ Motel/Hotel ❑ Office ❑ School/College /University al Other Veoh Proposed use: Will there be a change of use? ❑ yes Building Square Feet: NCPERMIT.DOC 7/9/96 El Retail CI Restaurant ❑ Church 11 Manufacturing 1:1 School/College/University 51 4i )Fs g Aglignew El Moving an Oversized Load: Start Time: Sanitary Side Sewer #: Storm Drainage Water Meter /Exempt #: j Water Meter /Permanent # Size(s): ❑ Water Meter Temp # Size(s): ❑ Miscellaneous If yes, extent of change: Date application accepted: Date application expires: Permit Numbira I 'w J 71 ,Wareho XOffice ❑ Multi- family ❑ MoteUHotel ❑ Other .GxieTingfire protection features: sprinklers CI automatic fire alarm ❑ none ❑ other (specify) Area of Construction: 4 55 9 �(p SF Will there be storage of flammable /combustible hazardous material in the building? ❑ yes no Attach list of materials and storage location on separate 8 1/2 X 11 paper indicating quantities & Material Safety Data Sheets APPLICANT, - REQUEST FOR PUBLIC:WORKS :SITE/CIVIL�PLAN REVIEW;OF:THE FOLLOWING: (Addltlonel rev/ews• be.detei by the Publlc�Works Depa 171 Channelization/Striping g ,' Curb cut/Access /Side ..10 Loop /Hydrant (main to vault) #: ❑ Flood Control Zone __. Hauling and Altering 0 Cui_ _ _cubic yds. 0 Fir. _ ;ubic yds. End Time: Sewer Main Extension , Private 0 Public ---,Street Use , *Mater Main Extension ,. Private 0 Public • Size(s): 0 Deduct 0 Water Only Est. quantit . i � ai • •• (. ' 1 o-P-Gce, iyr )'tC�2 t0,fat•L-S( Size(s): SplIedule: 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. Application by: (initials) Project Namefrenant: Existing use: C1 Retail ❑ Restaurant El Multi-family • D Warehouse ❑Hospital ❑ Church ❑ Manufacturing ❑ MoteVHotel ❑ Office ❑ School/College /University gl Other *� V Valusof j-� j: A- • Site Address: I 1 Will there be a change of use? ❑ yes 121 no City State/Zip: Tax P et Nu er Property Owner F G ityo! Area of Construction: Sci cao-3 Iding? ❑ yes no quantities & Material Safety Data Sheets Phonev 11*, Street A res : W 1 , e.` 1*0 G+ l atc I Fax #: Contact Person: I 1 1 1111 , 6 �Jr,t'1 1I1dp Phone: 1 11X 8 • Street A res : `a ,e Net Fax #: 1ze..043,7 Contractor: Oil Phone: 17t 2 ' Fax #: iv ,z141 (0 Street A d wok • ?in �N tio ale/ : ip I b • ity li Xo Architect: qy IQ Phone: 4. , 3 „ v ia 7 Street Al n,� (Alit lie iori it� i gte/ Fax #: 4 toeq Engineer: /�",u 1 1 / r,. Phone: 4f014407$ Street Ad�r sa s: _ 1 I4/ � • l u &L jfy sta e ax #: - 0(17 Description of work to be done: //jj s Existing use: C1 Retail ❑ Restaurant El Multi-family • D Warehouse ❑Hospital ❑ Church ❑ Manufacturing ❑ MoteVHotel ❑ Office ❑ School/College /University gl Other *� Proposed use: ❑ Retail ❑ Restaurant ❑ Multi- ❑ Church ❑ Manufacturing ❑ MoteVHotel ❑ School/College /University ❑ Other family Warehouse ❑Hospital Office Will there be a change of use? ❑ yes 121 no I If yes, extent of change: ..G ietingfire protection features: sprin ❑ automatic fire alarm ❑ none ❑ other (specify) Building Square Feet: S � -existing MARCE-new Area of Construction: Sci cao-3 Iding? ❑ yes no quantities & Material Safety Data Sheets Will there be storage of flammable /combustible hazardous material in the bu Attach list of materials and storage location on separate 8 1/2 X 11 paper indicating CITY OF T,'KWILA Permit Center 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 (206) 431 -3670 New Commercial / Addition / Multi - Family Permit Application Application and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mall or facsimile. APPLICANT:REQUEST.FOR PUBLICIWORKS: SITE /CIVIL;PLAN.REVIEW OFTHE.FOLLOWING: (Additionalrevlevis''nay be determined by the. Public .Works Department). . ❑ Channelization/Striping w Curb cut/Access /Side ..ie Loop /Hydrant (main to vault) #: Size(s): ❑ Flood Control Zone _ ; Hauling wand Altering 0 Cui_ _cubic yds. 0 Filt. _ _ ,:ubic yds. ❑ Moving an Oversized Load: Start Time: 1 Sanitary Side Sewer #:.-- Storm Drainage • —.Street Use -c ;Water Meter /Exempt #: j Water Meter /Permanent # ❑ Water Meter Temp # ❑ Miscellaneous NCPERMIT.DOC 7/9/96 Temp. -� Date application accepted: __ CI End Time: Sewer Main Extension Private Water Main Extension ,.Private Size(s): 0 Deduct Size(s): Size(s): Est. quantit ai Date application expires: _ /I .5-- 9 '7 O Public O Public 0 Water Only 1 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. Application taken y: (initials) SF BUILDING O " • OR HO • ED AGENT: Signature s � I I Date: r-�G, `Q Fax , Phor,a: Address i� i�� = '. lc • City /State /Zip:` yS` l 11 A- U1� Q • d t _ fP ALL NEW COMMERCIAL/ADDITION/ .j > ALL DRAWINGS TO BE STAMPED BY WASHINGTON STATE LICENSED ARCHITECT, STRUCTURAL ENGINEER OR CIVIL ENGINEER • ALL DRAWINGS SHALL BE AT A LEGIBLE SCALE AND NEATLY DRAWN D BUILDING SITE PLANS AND UTILITY PLANS ARE TO BE COMBINED N/A SUBMITTED ❑ 0 Complete Legal Description X ❑ Certificate of water /fire flow availability (Form H -11a). Contact the Public Works Department (206) 433- 0179 for servicing district. S( Pi ❑ Certificate of sewer availability (Form H -11). Contact the Public Works Department (206) 433 -0179 for servicing district. EX. t ❑ 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 G � }C'i L Five (5) se s of working drawings, which include : El 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. 3 • 5. Location of driveways, parking, loading & service areas, with parking calculations & location & type of dumpster recycling screening. 6. Location and screening of outdoor storage. 7. Limits of clearing /grading with existing & proposed topography at 2' intervals extending 5' beyond property's boundaries, erosion control measures & three buffer protection measures. 8. Identify location of sensitive areas slopes 20% or greater, wetlands, watercourses and their buffers (TMC 18.45.040). 9. Identify location and size of existing trees, note by size and species those to be maintained and those to be removed. 10. Landscape plan with irrigation: Existing trees to be saved by size and species. Proposed: Include size, species, location and spacing. Location of service areas and vault with proposed screening. 11. Location of high water mark of the Green /Duwamish River if site is located within 200' of the high water mark. 12. Lowest finished floor elevation (if flood control zone permit required). 13. Civil plans to include size of water supply to sprinkler vault with documentation from contractor stating supply Tine 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). ❑ X Vicinity Map showing location of site ❑ 14, Building Elevations (Include dimensions of all building facades and major architectural elements) A ❑ Mechanical Drawings ❑ lt, Structural Drawings (detail of sprinkler hangers, pipe, duct & vent penetrations in structure) ❑ $ Architectural drawings A ❑ Specifications (if separate document) 611ELL ❑ A Structural Calculations 1 ❑ Sprinkler structural calculations indicating load of water - filled sprinkler piping G ❑ Height Analysis ❑ X Soils Report stamped by Washington State licensed Geotechnical Engineer ❑ 71. Topographical and Boundary Survey ❑ Tree Coverage Analysis (Multifamily only ) ❑ Washington State Energy Code Data and Non - Residential Energy Code Compliance Form H -7 '1,, A ❑ Completed Land Use Applications if not e reviousl y submitted (i.e. SEPA, BAR, Variance, Shoreline or Tree permit) X ❑ Attach plans, reports or other documentation required to comply with Sensitive Area Ordinance or other land use or SEPA decisions P li ❑ Food service establishments require two (2) sets of stamped approved plans by the Seattle -King County Department of Public Health prior to submitting for building permit application. The Department of Public Health is located at 201 Smith Tower, Seattle, WA or call (206) 296 -4787. (Form H -5) Copy of Washington State Department of Labor and Industries valid Contractor's License. If no contractor has been selected at time of application a copy of this license will be required before the permit is issued OR submit Form H -4, "Affidavit in Lieu of Contractor Registration ". Building Owner /Authorized Agent If the applicant is other than the owner, registered architect/engineer, or contractor licensed by the State of Washington, a notarized letter from the property owner authorizing the agent to submit this permit application and obtain the permit will be required as part of this submittal. 1 HEREBY CERTIFY THAT 1 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 1 AM AUTHORIZED TO APPLY FOR THIS PERMIT. NCPERMIT.DOC 7/5/96 TI- FAMILY PERMIT APPLICATIONS M BE SUBMITTED WITH THE FOLLOWING: Additional Requirements If over 500 cubic yards, SEPA checklist is required I'1 % J p(,J Existing and proposed topography in 2' intervals {/'' Tree cutting permit may be required Erosion control plan including methods for temporary and permanent measures v ,, High water mark of river if within 200 feet of site V Location, and size of trees to be removed and existing and replacement trees t' / Existing landscaping Pc Location of slopes 20% or greater, wetlands, watercourses and their buffers Estimate of yardage, both cut and fill Additional Requirements If over 500 cubic yards, SEPA checklist is required I'1 % J p(,J Reports, plans, studies and other documents necessary to comply with Sensitive Area Ordinance Reports, plans, studies and other documents necessary to comply with SEPA t•I1ter Tree cutting permit may be required Existing and proposed topography in 2' intervals ✓ Site Plan Requirements Existing and proposed landscaping ✓ Working Drawings Existing and proposed topography in 2' intervals Location, species, and size of trees to be removed and replacement trees High Water Mark of river if within 200 feet of site Location of slopes 20% or greater, wetlands and watercourses and their buffers CITY OF IKWILA Permit Center 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 (206) 431 -3670 LS M -2 Submittal Checklist Miscellaneous Permits LAND ALTERING /GRADING /PRELOADS Required when over 50 cubic yards moved or 6,000 sq. ft cleared. ✓ Site Plan Re • uirements ✓ Workin • Drawin • s TREE CUTTING PERMIT IJI Required for removal of vegetation on an environmentally sensitive area or within the Shoreline Zone. Additional Requirements Reports, plans, studies and other documents necessary to comply with Sensitive Area Ordinance Reports, plans, studies and other documents necessary to comply with SEPA Any required land use applications if not already completed 7/96 *, ,...4 * * * * * * *tk *. *4 * * * ** **; ** * * * * * * * *,* < ** * * * * * * *M * * * * * * *.A4 * * * ** C:IfY OF TUKI�IL'A« CIA q� � � TRIThSrIIT * ii * ** ., * *,'*' * d * it * * * * * * *. J*& ***- * *1i *A ***k 4- **** ** * * * *h *****. TRAN$;MIT: Numbei R9 Amount 9 06/30/97 14.35 Payment ;Me:thiod . CHECK Notation: EAST VALL,E.Y. 3 .4 Ir4 i t: SLB Permit Na D97 -0152 Type: DEVELOPMENT PERMIT Parcel No: 0004t30-0010 Site Address; 13075 GATEWAY OR Total Fees: 16 Payment 9:815.50 Total ALL Pmts 16,1 E3al ante : .00 *ik * ** .*zk *, * *A * * * *Il k * * * * * *1 ***** r***i,** ***ir * ** *4 * * *# ** * * *Jr4 # * ** Account Code 000/322.100 006/386.904 :Description' BUILDING - NONRES STATE BUILDING • SURCHARGE' Amount 9,81/1 4.50 1700 06/30 9717 TOTAL 9815.50 * k;krkk *k!r * * * # * *ik,A: * *•h A• ** * kA• * st Ak *•k *titkh * *J * *** *•kalhkkk**k CI TY OF TUK4lIL:A. , WA TRANSMIT * * **k *.fir, *'Sk* * *.4A * * * *k *, : * ** i ** �r4* *Ak *****k�k*** *k* **•k T Number ., R9700578- Amount. 6.37.7.15 05/05/97 161:51 Pa`vieent Me.(hod•.'CHECK ,Notation: EAST .VAL.LE'Y. 3 Init: SILO P ermit No G97 Type: DEVPERM DEVELOPMEN•f PERMIT Parcel . hlo :' 000480.-0010 Site :;Address: :13075 GATEWAY DR Total .Fees: �16� 192.65' • .: 6 y 377.15 Tot a:l . _ALL Pmts:' ( �r <a; .,, n R:alace: g *lit'irdc 7`** ; * 9k * t k el *k,kA * *k•h * * * * * * * *•k*ic* * * *kk * ** * * * * * * ** * * ** * * Ac.count`Code ; 'De.scription Amount 0.00/3:45,J$30. PLAN CFIECK`.- NONkkES 6,377.15 0310 05/09 9705 TOTAL 6377.1 Project / .,h /.0 Type of inspe ion: Address: l3 L Date called. Date want / )� 76 , Special instructions: Requests:. Phone No.: INSPE IA per applicable codes. Receipt No.: INSPECTION RECORD Retain a copy with perm CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 ,- 70 COMMENTS: PERMIT NO. Corrections required prior to approval. $42. 'REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection, Date: A Project li D Type of inspections 7'? r Address: } Date called: Special instructions: /,-00 Date wanted: a.m Requester: Phone No.: � , : INSPECTION RECORD ..1 Retain a copy with permil_ , PERMIT NO. INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Bivd.,' #100, Tukwila, WA 9818 Approved per applicable codes. COMMENTS: Inspector: Corrections required prior to approval. Date: Date: (206) 431 -3670 . LL1 /,LLf $42.00 - EINSPECTI `N FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. CaII to schedule reinspection. Receipt No.: Project:/ ' 7 , .— Lq u )0 Typ o f inspeotiQn: �. t --'1 ,i . Address: 13011 C--5 ' N . D cal l e d: 1 _� Special instructions: Date wanted: Am . Requester: --7 c> Phone No.: 4 ts3 _ _N'17 INSPECTION N CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 9818 11 Approved per applicable codes. INSPECTION RECORD Retain a copy with perm PERMIT NO. (206) 431 -3670 ti COMMENTS: • : F d 41A dA te,,8 si- -, 5L4 / /X #.144. tJ!? / " "_'( /-e-476i-7,Z. • L /0 1,' mt. Corrections required prior to approval. Date: f - $42.00 REINSPECTIO FEE REQUIRED. Prior to 'inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. CaII to schedule reinspection. Receipt No,: Date: Project Name : 7 Z L c . 11 7 e . - ' ) - /.� &,, Address > �' ('A 7 / /Y2 FINALAPP.FRM ��T« o5�vice�r�,; ra�rusryc�,y�:a+x�s::�,�:rrsa�u City of Tukwila Fire Department TUKWILA FIRE DEPARTMENT: FINAL APPROVAL FORM Retain current inspection schedule Needs shift inspection Approved without correction notice Approved with correction notice issued / Sprinklers: Fire Alarm: I Hood & Duct: 1'! / Halon: Monitor: a1,' . a , ♦ 1 C M JP(' Pre-Fire: << Permits: r 1 , Authorized Signature Permit No. T.F.D. Form F.P. 85 John W. Rants, Mayor Thomas P. Keefe, Fire Chief Suite # Date Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 575-4404 • Fax (206) 575-4439 Project: �I���,� - �l A � , I��y( Type of inspection I. �,,,, ; ,., Address: /x076, Ae... Date called: 12 / , Special instructions: ! Date wanted: )2- 1/6/ 4 3 7 ► a.m. Requester Phone No.: 4/ _ 599 7 CO INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Approved per applicable codes. Receipt No.: INSPECTION RECO,Pr 4px1 7 v� Retain a copy with pb_1 i PERMIT NO. Corrections required prior to approval. COMMENTS: `4.2c' 18, 7 0 Si pleJI / C.-a 4-7 i;rl. 5. .e.-4)-P,. ,.,-) c lD e., r -.1� 1 - A . ; c N Ve ., OC 'S C7n 4, Inspector: /' i Date: /Z //e3m7 $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 1 Date: (206) 431 -3670 1 COMMENTS: WliALCi fi_CN)VIOG - rt- - sr - 141-6 12-G r-rt0h A 7 d'OTICR TWM ----- 141C-r#312-4 800 wa spz.-c.:44 (.4-wi ieeti.4 vcp A G-.. tz. 0,,,*-i iir-to - riter71 4- 4 - , jos W?S : (.:,,,ixt,tab -- 0 oFF gi Rti /AZ. m 1440 p.3„ .....: - - ',.',,,... - ,;(i..rs Nor fR4Ve TErriS1W`Ar ARCK 1 ..0-1 o To i nivr 1 0 Thi tA 0 la ccA4 p )‘,3 11-1.--1..1,4-os A-kV!. # ...r r. vt 00 1...e-J t.A.— Y9 pi r3m..rs will TIK -rs1.1.si 013 I ni Di cA-roiLl 040T Si./ .-i a Fr- 1 IJ , s c w i t i r t _ 1 . . c , - T N - 0 oz. A - t . 4 . =- F m . . 1 0 s -.),,,,i--- -i-NR-- , , w%-m ...w•gle„ Of 8v,-r- u„),.--itx - rt 0 SH.WL-T* As Th( nitc-pros e)\10x I OZi Oc 7 ovvt p tIN A 14A- Nt\71Hq0 . Project: C ii) /N-00 Mn Type of inspection: . I NYFSTIGA--TWJ Address: 1 Cli 3 Giti\--11011 Date called: 1241(1117 Special instructions: Date wanted: a.m. CAI Requester: Phone No.: ,,- INSPECTION NO. [] Approved per applicable codes. INSPECTION RECORD( Retain a copy with permk_ CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188j Inspector: Date: M 7 1 $42.00 REINSPECTION FEE REQUIRED, Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: 1/1 Corrections required prior to approval. bcii- 0 is 2.— Project: _.--- _ (....— -Ai P ( Type of inspestio,r1: ( _ ..Pr..6- t 14SlA (AMIN Address: \ 567 5 G41...Lal Date called: Special instructions: Date wanted: 11_1 Requester: Phone No.: ..bC7 0/52— INSPECTION RECORD -3 0 Retain a copy with perm INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 1 1 Approved per applicable codes. PERMIT NO. (206) 431-3670 Corrections required prior to approval. COMMENTS: o L._ A-P e L-% (A-'w Inspector: Date: I 7 ( ri $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: :•• • " • . • • .. • - Project ''�� ` 11 4x Typ_-eyo�f4�-inspect ion: ` `t i Address: Date called: -9 Special Instructions: ( Date wanted: i i- 0 �./ Requester: .r --- Phone No.: A/ 3 ! . ( 10 CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd.; #100, Tukwila, WA 98188 Approved per applicable codes, INSPECTION RECORD Retain a copy with perm le ---- PERMIT NO, (206) 431 -3670 - Corrections required prior to approval. COMMENTS: 1\1,10\ m - k Alai mom *V. " p jL nt. Inspector: Date: 1 t'2oIQi $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Cali to schedule reinspection. Receipt No.: Date: Projec tj ti - �C�.3 Type of inspe n: 'V iv e v■ c Address 0 .. Date called: j 1 3 Special instructions: Date wanted: �� a.m. Requester: J A .,�,,.., Phone No.: ,(?,, 1 r ...741 . Approved per applicable codes. `INSPECTION RECORD Retain a copy with perm INS ECTIO NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 I PERMIT NO. 431 -3670 Corrections required prior to approval. COMMENTS: r' 600/3 LL /. /' (l $42.00 • EINSPECTIO FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd„ Suite 100. Call to schedule reinspection. Receipt No.: Date: Project i Type of inspecti n: . Address: Date called:' i i — t - 97 Specia�e l in structions: Sc !• ec� QQ � a. �w1T cah- 8 :043 .rn • nb . ,trvv .. , vi%‘ Date wanted: I , I� p.m. Requester:_ c p - .iV. \).t ` Phone No.: Li3`1- LI10 Approved per applicable codes. COMMENTS: Inspector: Receipt No,: z INSPECTION RECORD Retain a copy with perm INSPE TION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 f l t Co ViCreA = , . a(.lcc,- Corrections required prior to approval. Date: / bcln -o15A PERMIT NO. (206) 431 -3670 $42.0 . FEE REQUIRED. Prior to inspection, f must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Date: 1Ut�(,l�a� v,�tJ� t A 1:‘ Date t Palle7: d ress: a�et�ay D vv +�o�� C� 7 Spe cial instructions: Date wanted:' 1 L i ,.9.-7 Requester: 73 vn Phone Ntia ) q f 0 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Approved per applicable codes. COMMENTS: INSPECTION RECORD Retain a copy with perm Inspector: (206) 431 -3670 Corrections required prior to approval. /.zuo r r1 S a L / 6 0" u i 7e% ► " `Z•t // m.. C Date: $42.00 REINSPECTIO FEE REQUIRED. Prior to Inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: E,{ .410U ICI A tt. z . L*IITri Type .0 . p .. ' g ' Date called: t 0 I I I Add ess• 7 Special instructions: it.- -y /5 ( /1/6( Date•wanted: a.m. Requester. yn Phone No.: 1 7 COMMENTS: INSPECTION RECORD Retain a copy with perm INSPECTION O. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 PERMIT NO. (206) 431 -3670 Corrections required prior to approval. [__J $42.0 ' EINSPECTI +N FEE EQUIRED. Prior to inspection, fe= must be paid at 6300 Southcenter Blvd., Suite 100. CaII to schedule reinspection. . Receipt No.: Date: 's' INSPECTIONNO. K . CITY OF 1.L KWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 COMMENTS: slxi4 Inspector: tint �i 1 PERMIT NO. (206) 431 -3670 Project 0 Type of • ecti n: Address: j Date ailed: u /..,, Special instructions: Date wanted: Requester: Phone No.: ER.LAppioved per applicable codes. Corrections required prior to approval. Date: / $42.00 FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. 'Cali to schedule reinspection. Receipt No.: Date: Project; ^ / / 0 7`�I.UGr -� /0 Type of inspectioh: �, Address: Date' called:d Allr r y . Special instructions:.; . Date wanted: �' _ Requester: Phone No.: COMMENTS: ' / C' .6(i), 0C!/24.-1 , /?e G 60 z.c.t* :!, c. s k J s /�'� t r ` , i` - - • _ _ A INSPECTION NO. !f INSPECTION RECORD Retain a copy with per CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 9818 Approved per applicable codes. , r ?.(2.5 PERMIT NO. (206) . Corrections required prior to approval. Inspector: Date: $42.'9 INSPECTI FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Date: Receipt No.: . Project (, J� lk l O Type of in , r.lio _.. Address 1 /s py Date called: • • I 7- ^• • 1 . � Special instructions: ate Vvant�ed: 4 1 9(»244 � a.m. Int "Requester: /1 % Phone No.:� U x - 31 - 74-1 O ..,w.w.maact INSPECTION RECOR Retain a copy with per INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 ) • COMMENTS: .,'_:_ i Inspect Date: /D"" ),.- /"Az 4 h'i4.1'4X -1, (206) 431 -4670 Approved per applicable codes. J Corrections required prior to approval. $42.00 REINSPECTIO FEE • EQUIR D. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: Y; Proj # . � 10 of inspection cc� a � — : var�.l e call \O �—(-.1-1 Ad ss: o�� C� D a Special instructions: ' 1 .00. M. r Phone wants �0.._9 ' �..._ Date � Cap.; P.m. Requester: --r 1 No.:L`.J + 1 Li 10 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 COMMENTS: A.441— P Inspector: r Approved per.applicable codes. Date: /O / / t. / $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. CaII to schedule reinspection. Receipt No.: INSPECTION RECORD Retain a copy with per • Corrections required prior to approval. Date: PERMIT NO. (206) 431 -3670 Project: h . 84 .,, Type of inspec?: Address: / d3075" Date called: Spec I instruch ns: i ' Date wanted:61-110— Requester: Phone No.: •1 1 INSPECTION RECORD INS O. &N Retain a copy with p CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Approved per applicable codes. COMMENTS: Inspector: 5 .14 AP' / w oe, 4e17-7 ...4.2.7.- Receipt No.: I I Date: Corrections required prior to approval. ‘: 4 41../ l ...ft V' $42.00 EINSPECTIO EE RE Q. !RED. Prior to inspection, fee must be paid at 6300 Southcen er Blvd., Suite 100. Call to schedule reinspection. • ,... -.•;•••••--"-.;•••^'-"" '.' • • ' • Date: PERMIT NO. • • , (206) .431-3670 Project: ✓ (ewf Te ft /0 Type of inspec 2 7 Address: ` L. Date called: Special instructions: . 1 Date wanted: /Q G Requester r U Phone No.: Approved per applicable codes. COMMENTS: Inspector Corrections required prior to approval. Date: INSPECTION RECORDrs\� Retain a copy with pern ) INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 PERMIT NO. (206) 431-3670 � $42.00 REINSPECTIO FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Cali to schedule reinspection, Receipt No.: Date: r� Projec : • „ail III • . 1 . Typ- •f inspe tioh: *Az • r hi L •' • ` � i\ , Date c. lied: - - • � Special instructions: c CI+ r ' 00 ;- Date wanted: t } ac .... Requester: �� �J1 Phone N t eJ - 1 — 1 H l O lC� INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 COMMENTS: Inspecto Approved per applicable codes. ,A/ INSPECTION RECORD Retain a copy with per Lie Ze. e- $4 . s 0 REINSPECTIO ' FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: Date: PERMIT NO. . (206) 431 -3670 Corrections required prior to approval. II7; /4947 JJ���r -o�ec l+ .1' Jl r `..� x..71. ` Typ Inspectii A �`l �k (�'QUVI-� r called r q 1 ns In Q.4r lsi_.l ,.. Special instructions: Gv'`'� a -1-o /3 :.. p� a wqa ed: ' - —o(� —QJ p p . m . Re uester: Phone No.: '"'1` ;IL A\ 0 CL3 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Approved per applicable codes. J Corrections required prior to approval. COMME ' S: INSPVTION RECOI3^ Retain a copy with PERMIT NO. (206) 431 -3670 (51_,7_ ce't Inspector: Date: .L. 1 .i 44441 $42.0►' EINSPECTION ' FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Cali to schedule reinspection. L c0t No.: Date: ...,: • toject: 9:D\ ID e of i spectio : ■ $..._ Q L dress: . t c) Can- tt:t..�. t Or. to called: �- Q? Special instructions: to wante ' a.m. p Regegter: XY'1 it l 1 Phone : - q`-'1 t n INSPECTION RECO Retain a copy with peLlt INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter. Blvd., #100, Tukwila, WA 98188 Q`z Approved per applicable codes. COMMENTS• Receipt No.: Date: Date: 06) 431 -3670. Corrections required prior to approval. 1 $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Cali to schedule reinspection. ti Project: --) [ ` •/ t `- e�"�G \ 111 Type ofinspecton: � �..)A A. 4u '' . .)GA' r Lir%. Address: 1770..)- 6 ! w ta. Date called: 1 ii-c)- `1-7 Special instructions: : Date wanted: )1 .)1 `` l - 7 Ca.m p.m. Requester: _:..- -- Phone No.: 7 INSPECTION RECO Retain a copy with p INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Approved per applicable codes. PERMIT NO. (206) 431 -3670 Corrections required prior to approval. COMMENTS: St9c q Y S } $42.00 REINSPECTI FFE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: gel t. of in ect (tic i V.x� L 1 . e ° —m Special instructions: Dfterante : c lr) a.m. R@quester: Phone , hone N n l `� -1�J' '" L ny o 0 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Approved per applicable codes. COMMENTS: Inspector: fl NKr" 110 .. INSPECTION RECO Retain a copy; with p Corrections required prior to approval Dee: �/Zt-0, (206) 431 -3670 $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: ri, oje t: n T pe of i spectio , re Date calla S pecial instructions: D wan a.m. quester: P o e N , utv) INSPECTION NO; CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 a r X Approved per applicable codes. COMMENTS:. e- ,N) 6-1g2' 1S 7 ;• riz.trn, : Tt1 r S c1 LL "0 6 1 i hfri46 ►J 4-,AP /I? S'T (3 (r Si gAP Inspector: D at —23 -9 7 $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. CaII to schedule reinspection. Receipt No.: INSPECTION RECOVIN Retain a copy with pek,,,,,it Date: E 29' \i-nIs.P PERMIT NO. "„. (206) 431 -3670 Corrections required prior to approval: COMMENTS:. Alt-Elk Ts - ,5cM.Je - 1 , ‘ Qi os 7 4- / L[ r-.fkryv..- i) /MST 13� 'S I N t7 i c - i r.) ... / (}" -t 1.0 r $ an rJ ,pt,.sG. 5— 5.0 cA -- FO (2 - / 8 - /0J.- c am) NJA't t_S and"` e4 cfi 01D &Al 7l Z *4 Pkk IL ArJ W,‘/3r A- ccePr i`+E wozn_. Si&A -P • 2� ( 5 / 3 Lwt 51NR. cAu•a.dn,..... Pi4 -40L ,S)-4 t.IG, // w 1 4 t1/4StV t rs t cj 1■ 6( 8" os.8. ati Pw. 5UK-• t %E9 3) 1 CA ..t.... C t — Ttic SAIL . TO AP Px4wc it_ctsr. St4q lt,i, Ptit o z. c wa-.- Project: oi ,,.. t,0 All I ,4N (A+ _ Type of insppection: 06 Address 1.507 U Date called: Special instructions: Date wanted: 9,C, z - a.m, CP•m Requester: 1/ g .. 7 �(o T Phone No.: -0 INSPECTION NO, CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Approved per applicable codes. INSPECTION RECO Retain a copy with peL,It 05 7 O)S PERMIT NO. (206) 431 -3670 EXCorrections required prior to approval. Inspector: Date: 9 l4 $42.00 REINSPECTION' FEE REQUIRED. Prior to inspection, fee must be pal at 6300 Southcenter Blvd., Suite 100, Call to schedule reinspection. Receipt !It.: Date: fi E4 �3 INSPECTION NO. - CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 t r i o ) ect: • e of ins• -cti mt ss:_ i5 � � � • Date called: Special instructions: to yid: /-� a �.,. � ReAuester: Ph — ��,r�c"� Approved per applicable codes. orrections required prior to approval. COMMENTS: A cc a-t 6F Inspector: D 7/ 17 $42.00 REINSPECTION FEE REQUIRED. Prior inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100, Call to schedule reinspection. Date: Projec • Type of inspectio . Address: - 7 Date calle ! - f - Special insTructions: � c e.A - S,-- ( ..)-S t SP CA (� � ('U )GS C U. /F m P ii0Q -K.s Date wanted: ? � r (( 1 cai.„0. . . Requester• Phone No: N°(1. - 7(- / • INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Approved per applicable codes. COMMENTS: INSPECTION RECD Retain a copy with p : t Inspec t t /// Date: Date: 1>9 7-o k.5 A■ (206) 431 -3670 i4) m I $42.00 REINSPECT! •" FEE R QUIRED. Prior to Inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Corrections required prior to approval. Pro ect: w: [.. ' . D 0 Type of in c '. : ,./..• 0 l • • ress: 0 75 Et �T €WA`t biz- Da e called: $ 15 -11 Special instructions: t � � W i 'r - • 1 5 P. / o (O � A. ate nted: m. (IV1O s Z5 - Requester: , � I v` Phone No.: INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 11 Approved per applicable codes COMMENTS: Inspector: INSPECTION RECO Retain a copy with peljt Dater f,zsi57 $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: 171 Corrections required prior to approval. .O! w- - ,r,t.• �c f.� r - (206) 431 -3670 ( INSPECTION RECO Retain a copy with pekat IN NO. CITY OF.TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 4• Approved per applicable c odes. COMMENTS: (206) 431 -3670. Corrections required prior to approval. AI its iJ Inspector: - J Agli caguits.... $42.00 EINSPECTION S EE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. CaII to schedule reinspection. Receipt No.: Date: Date: 5M hikmWAi biz- Date called: g . 1 ._ ii Spe ial instructions: tN '' SPEC N Sp: ". @,;, ., 1 6'00 A.A. '' ted: Q q (l O - 21` I1 p.m. Requester: Phone No.: 439 I 0 ( INSPECTION RECO Retain a copy with pekat IN NO. CITY OF.TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 4• Approved per applicable c odes. COMMENTS: (206) 431 -3670. Corrections required prior to approval. AI its iJ Inspector: - J Agli caguits.... $42.00 EINSPECTION S EE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. CaII to schedule reinspection. Receipt No.: Date: Date: INSPECTION RECO • Retain a copy with p t INSPECTION NO. CITY,OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd.; #100, Tukwila, WA 98188 bcr . 0 ` 5z ; Add ress• X3 6% &elhAq b 12- Special instructions: Do .. Type of nspgi n: 6 Date called: ? A ' S Requester: � TM Phone No.: d ! 74io I X Approved per applicable codes. Corrections required prior to approval. COMMENTS: cc " 1 )5P (Z t Ga +rrm OF A A 2 Inspector: Date: $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: PERMIT NO. (206) 431 -3670 4 Proje t: �y� 1�ItiQ G ype of i �;'ction: l� ' Iv Et— 0 tn�4' A dres O � II�nn 7 ate called: / l Special instructions: .v-' Date wanted: - 7 2Z / ` '� p, Requester: Phone No.: 439 ,...i 4.) D Approved per applicable codes. INSPgCTION_ Retain a copy with p t INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 D o)sz4 PERMIT NO. (206) 431 -3670 Corrections required prior to approval. COMMENTS: 5c4 ., , N-s9 f-, jE 64404)4 Qr 4 S 6r-1 Sr Inspector: Date: )1;1 f� 1I $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: • Proje Type of inspection: it zli . 3% c iArti m by Date called: - ILI_ G Special instructions: ) 1 U w . �P C ) kL� ' ( iNSP. e 1 O Date wanted: ' , 'I a.m, � 1` R �0i � I Am ai-- Phone No.: 1 q 14 0 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 9818 [Approved per applicable codes. n Corrections required prior to approval. COMMENTS: .SP I Ate- / W-s`f & 1 t WA-TB/ A rS or - t•)) flz-66LZ INSPECTION RECOpq Retain a copy with p t $42.00 REINSPECTION FEE REQUIRED. Prior to inspectio , fee must be paid at 6300 Southcenter Blvd., Suite 100, CaII to schedule reinspection. Receipt No.: Date: tctl ni5z/ PEflMITNO. PERMIT NO. (206) 431 -3670 F gA e e t i'Aizi> AM ttl.A1,1c..a.. F ... Type of inspect' ocle- - Date called: 1 — 1 7 61 Special instructions:. 1 7 060:2,.. - Q . tat ",° 1 A 1. I t)G' F: I t ° ( Date wanted: - . 91 Requester: et j „...... Phone No.: 1_13 01 1 1 ••• •■• Approved per applicable codes. I I •■••■••■••■••••• INSPECTION RECO Retain a copy with p INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 PERMIT NO. (206) 431-3670 COMMENTS: (NSPET,Taa- Orrt 05 II Pr4 ts ()NJ sire. Inspector: • . . Date: 7)74 1 Corrections required prior to approval. $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No,: Date: COMMENTS: ��/� A 7/41,67 ,/gyp -. s,� /Type 0G4/k7d0 /4--i"U r g ,k'' ,' l / e. 2 4,r/ 6 -? • / ' .ir,{ �r 4.."C -c c- / �^.� -�s Au 4,.-e_.. +� �! ,,,c-'e-- > G7 /' � r� s / 4,- 11439,.rgy ' !/ h as Bch Cf „nom ldol-•> / Sa D L U 4 u . f . -e% j, A 434d, 4,�/ �.• oC ecA �u1- e G�. • / #, S/ s ✓ �4 , ) Z (.1 -P leis 8(-- / .J f al I ce._ 4411 7727 C,it p ee - e 1 7 ll 1 Projef'� / s,� /Type oJpspection Addr /' �t./X�/ �j [i/ Date called: , Special instructions: / Date wanted: Requester: Phone No.: INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Approved per applicable codes. Inspector: l • INSPECTION RECO Retain a copy with permit I Receipt No.: Date: PERMIT NO. (206) 431 -3670 Corrections required prior to approval. $42.00 REINSPECTIO FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. CaII to schedule reinspection. Date: .! Li fi Fireproofing Aggregates Shotcrete Concrete Masonry January 13, 1998 Asphalt Roofing Piling S t e e I Soils Wood File: 97-296 City of Tukwila Building Department 6300 Southcenter Blvd. Tukwila, WA 98188 Project: Address: 13 7 Gateway Drive Permit No.: Sheppard Ambulance RECERIE j 4W t6 1998 COMMUNiTY DEVELOPMENT REVISED FINAL • This is to advise you that special inspections are completed on the above referenced project. The following inspections were required and copies of all inspection reports have already been forwarded to you. 1. • Reinforced concrete 2. Structural steel erection to include field welding and high strength bolting 3. Diaphragm nailing, seismic straps and bolting 4. Roof moisture testing To the best of our knowledge all work inspected conformed to Tukwila Building Department approved plans, specifications, UBC and related codes and/or verbal or written instructions from the Engineer of Record. Final letter revised to include an additional inspection for steel erection, report 17410, dated 1-13-98, copy attached, Sincerely, A.A.R. TESTING LABORATORY, INC. Kimberle Anderson President ,aaoleaad cc: Teutsch Partners SGA Corporation-Jim Sylvester Tel: 881 Fax 881 • P. 0. Box 2523, Redmond, WA 98073 A.A.R. TESTING LABORATORY, INC. • CONSTRUCTION INSPECTION AND MATERIAL TESTING NATIONALLY ACCREDITED LABORATORY • • •,,,smargentitIMMINCEPIIWW 411.1061': - IMIEWSERINISMORMICREIVER ,:,. Report Date:, 1/13/98 Inspector: EF Jones . • Job Time: Date Mailed: • 1/16/98 , Reviewer: M. Jeong Air Temperature: SNIVEN114.7.7'..!'...1t Provided structural steel bolting inspection and welding inspection. Ref. approved drawing, details C, D and E/6.1. WABO certified welder, KIR536-62-3688, of KW Welding made the weld. All items were acceptable per approved drawing details, as well as applicable job specifications. rtsc.••,7*:••••>, , t"',•, s 'z. - .:K • fit A.A.R. TESTING LABORATORY, INC. P.O. sox 2523 Phone: (208)881- 5812 REDMOND, WA 98073 FAX: (208) 881- 5441 5MTeutsch Partners Okilltg.t Western Ave N 9330 WA 98121 ShutIer Consulting Engineers r)EVELOPMFNT ALL REPORTS ARE CONSIDERED CONFIDENTIAL AND ARE THE PROPERTY OF THE CLIENT AND A.A.R. TESTING LABORATORY, INC. REPRODUCTION EXCEPT IN FULL WITHOUT THE WRITTEN CONSENT OF A.A.R. TESTING LABORATORY, INC. IS STRICTLY FORBIDDEN. I 8 r . tkR TE r i1: 3 LAB i-12SE2.8 I £4 el 1 FIE NO..ei PROJECT( 12 CITY: ENGINEER! . AP2111-Ja_ CONTRACTOR. OWNER: PEWIT NO A.A. TESTING LABORATORY, INC. P.O. BOX 252: Phone' (425) 68)-5E12 REM:ION:1, ;it'',07'..4 FAX (.425; 8e1 CLIENT: _ ATTN: . ADDRESS' • . . TimL: r TEMP: Ax...7 • • • 0.....••■•■■••••••• -.••••■ ...•■••■••■■■■•,. •■■•••■•■ Prev Reza No: NO. 17410 "ze_a / -X- P • "62 irIL/ De 777 2t,..6 oATETT3 3 , " 4 -/C7 ( I ---- 77 7ee. s . •••■••• ••■••,,a, •■■••■ zr-- /T) / 779 / 4.. r‘Q ti c A2 2 -1 c 1 rsrPorrrs AAE CONSIDERETi t.:ONFItigNYIAL Pqr; kiit? THF PROPERTy Or T CLICP0 AND A A8 TLS1INC3 LABORATORv, FiLPRODuCT ION EXCEPT w F■JL4... WITHOUT Tfi NI' TEN CONSEN1 OF A A P. TESTING IS s I RICT LY FORBIDDEN -a - athol..r0Ofing Inc.-. .., CONTINUOUS ALUMINUM OUTTERS 7228 • 2101h $t. S.W. • - . edmond3, Wa5hiNiton 98426 Phone: 775-0232 Fax: 778-0374 Ccve.ractor' S ucar:se Number KA Ai t S 1%;este,s' . x-S14:1)}.1:it'd AItibulance • ' •••-: : - '1307 Ciati•way.DIH • • -:- • Wr% 9S19S : •.• - . tbrp rot. 1 1116 rrrirn 11,0 Rot, in lho Fis.scinOtR , . •.. ' . .":'::''''''''''',':':-• :•;:l'Ift• t teic6ien't3M: ' '1..11 ty,N.: t:, S Iii. , C.1:1:■5 13 ADP „,,...,10..) .,, ..:•'• ':::::::•••'' ''..1'11” t;ict i•-)d'.5:'',:; or..." ,irp.iiii1 c ip. In: bi;I'c, . : '-., ' i - ::.: : ,'. ,-, ,-. •:. , ,":.. -• , . • ' . — - 0 0) ,,k eofrito 1 4* I 7411(49 49 ° Zifo• 00 Geo p Engineers Teutsch Partners 2001 Western Avenue, Suite 330 Seattle, Washington 98121 Attention: John Walker Geonlgineen, Inc. 8411) 154th Avenue N.E. Redmond, WA 98052 Telephone (425) 861-6000 F.L\ (425) 561.6050 www.geoeligilleers.com December 19, 1997 RECEIVED DEC 2 2 1997 TUKWILA PUBLIC WORKS Dq7- 0151 Summary Letter Construction Monitoring Services atewa Corporate Center Building Consulting Engineers and Geoscientists Offices in Washington, Oregon, and Alaska Shepar m ulance Tukwila, Washington File No. 5710 - 0 -37 -1130 INTRODUCTION AN SCOPE �m This letter presents a summary of our construction monitoring services for the Gateway Corporate Center Building 10 to be located at the northeast corner of the Gateway Center complex in Tukwila, Washington. The site is located about two blocks northeast of the intersection of Interurban Avenue and Gateway Drive. We previously completed a design level geotechnical study for the project, the results of which are presented in our report entitled "Geotechnical Engineering Services, Proposed Gateway Corporate Center Building 10, Shepard Ambulance, Tukwila, Washington" dated March 31, 1997. We also addressed the City of Tukwila's review comments in letters dated June 6, 1997 and June 20, 1997 and provided recommendations for abandonment of site utilities in a letter dated July 22, 1997. The purpose of our services was to provide on -site monitoring during construction of geotechnical elements of the project. Our specific scope of services completed included: 1. Observe the excavations for portions of the building footings to evaluate whether subsurface conditions encountered at the base of the excavations were adequate for support of structural fill and footings. 2. Evaluate slab and pavement subgrade conditions. RECEIVED CITY OF TUKWILA DEC 2 21997 PERMIT CENTER Teutsch Partners December 19, 1997 Page 2 G e o E n g i n e e r s 3. Monitor the placement of fill in footing, utility trench, slab and parking areas and conduct field density tests, as appropriate, to evaluate if the fills were being compacted as specified. 4. Evaluate the suitability of proposed fill materials and complete four compaction tests in our soils laboratory. 5. Confirm that the prepared footing subgrade soils are adequate for the design footing soil bearing capacity. 6. Prepare a letter report summarizing the results of our construction monitoring services. Detailed results of our intermittent construction monitoring services were presented in our daily field reports for the project, numbered 1 through 31. Copies of the field reports were previously transmitted to you throughout construction and were left on site with SGA Corporation. OBSERVATIONS Excavation and fill placement for the interior and exterior building footing subgrades were evaluated on an intermittent basis between June 4 and July 18, 1997. Based on probing with a 1 /2- inch - diameter steel probe rod and results of in -place density tests, the structural fill was determined to be adequately compacted. In our opinion, the footing subgrades were prepared in general accordance with our recommendations and the project plans and specifications and are capable of the design soil bearing pressure. Structural fill was placed for the building pad between July 18 and July 25, 1997. Based on probings and in -place density tests, the structural fill was compacted to a dense, nonyielding condition in accordance with our recommendations and project specifications. Numerous utilities including storm sewer, sanitary sewer, water and electrical were installed in the building and parking areas and along the West Drive (the City of Tukwila right -of -way adjacent to the west side of the site). We monitored the installation and backfill of the utility trenches on an intermittent basis between June 9 and September 26, 1997. The backfill was evaluated by probing and completing in -place density tests. The utility trench backfill in the building areas and the West Drive was compacted to 95 percent of the maximum dry density per ASTM D -1557 per the project plans and specifications and the City of Tukwila requirements. Utility trench backfill evaluated in the parking areas was also compacted in accordance with project plans and specifications. Parking lot subgrade was evaluated on an intermittent basis between December 5 and December 15, 1997. The subgrade was evaluated by probing and by proofrolling with a loaded dump truck and a front end loader. Soft zones identified during probing and proofrolling were excavated and replaced with crushed rock and 2- to 4 -inch recycled concrete quarry spalls. In our opinion, the parking lot subgrade was prepared according to project plans and specifications and our recommendations. File No. 5710- 00? -37 -1130 Teutsch Partners December 19, 1997 Page 3 The West Drive subgrade was evaluated intermittently between November 12 and December 18, 1997. Several evaluations were required due to disturbance from construction equipment. The subgrade was evaluated by proofrolling and by performing in -place density tests. In general, density tests indicated that compaction to 95 percent of the maximum dry density had been achieved. Soft areas resulting from disturbance and identified during subgrade evaluation were excavated and replaced with 2- to 4 -inch recycled concrete quarry spans overlain by a thin layer of crushed rock. Subsequent density tests could not be completed in these backfill materials; however, proofrolling of the repaired areas indicated little to no deflection beneath the rubber tires. Based on our observations and evaluations, it is our opinion that the West Drive subgrade was prepared in accordance with project plans and specifications, our recommendations, and the City of Tukwila requirements. CONCLUSIONS Based on our observations of the earthwork and foundation preparation procedures, we conclude that the work discussed herein was completed in substantial compliance with the project plans and specifications, our recommendations, and the City of Tukwila requirements. We trust this letter satisfies your current needs. Please call if you have questions. SDS:MSR:wd Document ID: P: \5710002.SL Two copies submitted cc: SGA Corporation 6410 - 204th Street SW, Ste 200 Lynnwood, WA 98036 Attn: Bob Hart Copyright © 1997 by GeoEngineers, Inc., All rights reserved G e oE n g i n e e r s • 0 ► Yours very truly, GeoEngineers, Inc. Shaun D. Stauffer, P.E. Project Engineer 4 i9 Mary S. Rutherford, P.E. Associate City of Tukwila (1 copy w /field reports) 6300 Southcenter Blvd, Ste 100 Tukwila, WA 98188 Attn: Brian Shelton File No. 5710 - 002 -37 -1130 GeoEngineers Inc. 8410 154th Avenue N.E. Redmond, WA 98052 (206) 861 -6000 FIELD REPOR File No. 57 /0_ovZ_ 37 Project: • BoILDIN6 10 - S' -i i k.4 Date: // • 5 7z 3 / Owner: �EU 4s f ar Kers Report No. I Prepared by: _ • 5 AUn! Aurre• (L_.. Location: T tcw It , 4 A Arrival Time: / 3 00 Page: I 1 of 1 Purpose of Visit: 171 Comi ocflont 1"tOn(TOL IA( b Weather: C LOU Di Depart. Time: 133c' Permit No. Z U tstied, , - fixa., sr - da_ y of -kt \reyes+ of 1;os.1 t, SE A CPASI4'UC-1 %on - fo evGQo 2_. - ooAwtc sob raze- sol9 S avt4 - to rQe■kaQJu. ` tntA.d. -c-or 3r ovcY'2iCA.Jcki..it OMd ren4CC4.w4.h-t' - car Sapp i'+ o-- S ot+.1 - Fta>n da.4 t onS, a t - t - ,,ak. c Ord vAAA T G►.nnotd ,In stye, _ 3GA hact eAc t)a-Iec two it 5-f5 re -• r+-. in ?Qr,.nhc d kw t lei t,,t are - b o. rstor 61 visit .. p -• ko.. -tes4 Ptis dJ€ -ce. QOCci'ktd c1/4 -042- . sarliAev� r 2vtd avid t7riNc ►- evld 4 `rk NI Idl � 8. , resFt -f'ts - ri�2 a �fk -kw- -4 ai -Ncst Ptts ung2 c�aJt R - 4''t,..4 bt0.0 -4* 9rvo.r+8 Stx - ktt _ v�orl.=tZ so as G Co As‘ sikd. 4 Sa-4 -to t .clt w s41ff ,srh& . T eudoc l ta -Kg... cAof 6t-le,. Soros b probi w t-Pt\ c- `/ -took - ctio.eitc" Si Q-a. Pry co d . f r0br % r .J /e. 4 ij t c•J ,4 F -to I(o I►1c(na.s. 130.Stc( •n 4.)r Ot.�..•�L.i J:k lkor1S k 4l.`Q_ 4 e S4 ' lS . +W.. SOILS 2 ritCp,)r∎AtV 7 � ave. con 5t5 - I - ) e4tA. 4 a&! to no r dcst r, a or; c;- d T 31, 1997, `Tia. sods cons, 5.4 oz 5r =t' - , wvzdt)•,,` S4 VSi St ({ IA) flr c k 1.5 wta d ar'n.( L' Co rni (Q. SS 1 bl-O, . Th o‘.}c 0 owo o*\_ -tike. 5 'Ara -1 or,v d o.1 vUc cvtd. - b 0. wn lnaJik b n, e dt of a .�+ b low. -11 (Do tiolm. of -ii-e- boo iw gv..dz. \t S'1NC'1 s,,, Q1c. tJrM. 0. t:ZV Lori/on-6S 1 Vt�-(t sv+1 h l Q 0J.) -tiAL -S r ; or P � ie...Ad 64... Wit twl.J.t.. tic 2 - f<.<.4- 6 "10 - • - e.. G d�P 4 -t o0 N tti) n , 0 f ti n . ) t'r i s i e..K I<-r -. V J (� rro0 to ell CAL 8. '-Y. + :<:AN)7L 'to -""%. "00=• r.::•5 1/30JQ. A Lc, 1A. owl_ . ti REIVED 14■3 aY∎ns 6 w r1 0. Z 84-'. EC r Q Ci11 i Of TUKWILA U u t. Z Z 1997 PERMIT CENTER This report presents opinions formed as a result of our observation of activities relating to geotechnical engm.ering. We rely on the contractor to comply with the plans anti specifications throughout the duration of the protect irrespective of the presence of our representative. Our work does not include supervision or direction of the actual work of the contractor, his employees or agents. Our firm will not be responsible for Job or site safely on this protect. Attachments: Distribution: Signed: Attachments: Distribution: Geo Engineers 8410 - 154th Avenue NE Redmond, WA 98052 (425) 861 -6000 Prepared By: Boyd benson Purpose of Visit: Construction Monitoring FIELD REPORT Project: Shepard Ambulance, Building 10 Owner: Teutsch Partners Location: Tukwilla Weather: Cloudy Arrival: 0640 Departure: 0730 File Number: 5710- 002 -37 Date: 29 May, 1997 Report Number: Page: 1 of 1 Permit Number: I met with Ron Hammel of SGA. We toured the building site and Ron indicated two areas of graded surficial fill. The fill had apparently been compacted by vehicular traffic. I collected material for proctor analysis within one area that Ron indicated may be suitable for structural fill. I collected the material from 6 locations within the area'to produce a representative sample. I collected another representative sample of material that may be suitable for non - structural fill. Ron may call and request a field visit by a representative from GeoEngineers at.the start of next week. RECEIVED CITY OF TUKWILA DEC 2 2 1997 PERMIT CENTER 5D5 This report presents opinions formed as s result of our observations of activities relating to peocahnical engineering, We rely on the contractor to comply with the plans and specifications tivoughout the duration of the project irrespective of the presence of ow tepresenralive. Out work does not include supervision or direction of the actual work of the contractor, his employees or agents. Our firm will not be responsible for job or site safety on this project. x SDS, File. Signed: GeoEngineers Inc. 8410 154th Avenue N.E. Redmond, WA 98052 (206) 861 -6000 FIELD REPORT File No. s3- /o - 00 -.3?- Project: ‹5i" w /¢*' c/uA.e.!C. .� 'L.0 e, Date: - , / /r`t'- Owner: Report No. Prepared by :,U,q -,`/ /�r2- Location: 72-y/ /c Wes Arrival T' me: D goo � /S /er) Page: / of o 2.. Purpose of Visit: e'a.✓s:r/e ucrri e,"-/ Z ,-_ - � ,.,' .c7-- Weather: ouE�� ..s ° ( 67 0 80 c Depart. Time: O9.35 53e) Permit No. _.L ewA.7 72 S, To o. /=pd -v 4 /0-4. / -,...s U.c36., Ca.. 27/7 .4zE - I�._ .-5 .7'5/ 71- cy •jND , t/�i /•%ccF/J.e /n 15 -f /GC. . . - .4.." /11 ?eF=:•.ceSF. / r- -.rrr ".9z7 rce. Tez d� �TPo.07 7lr ,-'X.s 7 7 , --/ 1 -,E... 4 1.72. -P evas lzP/ �zocF.s r 2 -"- s,/,*- orz. '/— .-- / - i"F, -"7 - . ��vl~>e� CG,uf_fa -Sxx--, /cis o% - . . -G.P"Ic.S: z� /f$ { 3,,1..x,0 - .o...- /f- v,s come-- .: Ce--45.5 :� /cff 77,o.r -./ �i./r»f //7li7,/ crin XP�2e)). -Y / // ) we.-2.E... OA?' ......S./7. /fi /e,_ .s. 2.. / n7 /1-rz 77 7/, " e e-t€ ,72.2.4e-r—, • //7`. CS!/8 CaA/77I4 ( eO.e/ST'T -zfite77o.e..e) USE�� e"...)/r/�` f7 S/ - 7cb7 - 6 /-4 -- .Lrx� FT � 7 , / /✓f7e- G " T2rcx /Y�� / G r- seCA� -.-tom "7 // ' a-.' 4 /f/!L f- r�77.' -, .4 4" /�/ '/ / 7 , . FST C ,E/L OF T,f . S /7r' . '2 SO,L w.?� �- i2 Co EGO [.J �� /A-"G) ,W %7CCY0='/1 /G e..tJ /777' G .tC/ST,../ G (-32.01 '7 c_�i VV�� / /.,. ``!!!!"'' i , � / /7 cST' .�aL� ) G;'Z/�NGi�/�/ . �.Pct.J.c� /r�OTL�.c /.._ ' --- -0- , - -- )./ (..5 L..- 7 A/C ) cs/9•t/2::), 6,4_ / •S/.a , e. /7 7 -4,... ax, 7 - / ../E . $ �'�, , 'e...3 _ � UP ,z 7 3 ' ) 5 /9 e' 47 ./9,c./2 C le.,.',� ////.ls .5 0c - i� sc= ,=T�c/2 - /t" ..Siva // /e ,�'7 /,=' 77/ �y/G /pel/f -T %CX/ Lc-' .ate- - G-'/T/,`Ge� U / 132 vSEi..4::; S/,104 f_�.e',v/h 1 3c2 773 SIB cow- ,7 c /aR, 77/-- Z ' TlaGC�'.�. ,/9 7 vgc. p fin /v G ./9 A /02 /' c,.//.7 a T/f� fXc —/,` U ,97r/ O !'�}C/,= 7 ---. / '/ //= - - � ' /9- 7 �� 77 ,3'c V /c�e_ ..,./ i' GrZ /,-, / „/ /1- ocd, ar —. ../ C. � c 7, i -/ ,./GS f7rEi9 , / 7 4Ar17 �v2 >// c L4' / 14/ . G /me. 2 A/07- c;,9-.3-e.:€4-6 - " 27 /-=/7 a..,./ J•� 77— c 5: -/D ��i. �/ - - � U7 / .c./G o� /1102._ / ./A/G v.s / T. ) " //cTG /Z T//4 ti/c i /& - /JT - U. ' Z.4/� /.‹/•" ' 7 Car /772 er,..5.7 �� , 5., ,V 7&'s T.5 Gv0e - Z' , � � - 7 . /_-/ �/Y'� 77 e. r /7F�•%o O,c/ T//` S'//,c/%7 /L,C/J l -,2, X ) L oC--A / E /. A7 77r T //;i c._ r /= n r/ /a- Jet=" % /' c / 44- 77/;' ,. //e7 --- r ,.0 /J=' 7 47,- c •7,...ca jl.c/c7 �,.✓v9 i /1s t -/ge c /�,7 /r p 7' -, ; •; 1.- ,z / / / 1 ; This report presents opinions formed as a result 01 our observation o1 activities relapjd'r6 OpeTtolaViiretuneering. We rely on the contractor to comply with the plans and specifications throughout the duration 01 the protect irrespective of the presence of our repre$entative. Our work does not Include supervision or direction oI the actual work of the contractor, his employees or agents. Out him will not be responsible for lob or site safety on Ihrs protect. Attachments: Distribution: DEC 2 2 1997 PERMIT CENTER Signed; 2 =�� GeoEngineers Inc. 8410 154th Avenue N.E. Redmond, WA 98052 (206) 861 -6000 FIELD REPORT File No. S9'/ - d° � - 3.p.- Project: .. // -i , . /97 2 /D Date: ‘ 72i.-..E... �/ /7, 7' Owner: Report Prepared by: - 1/ . ...,),9 - ,c, Location: T.t/.e.. -.9 a C 44 Arrival Tijne: °" ° � /S / ° Page: oZ of 02. � ,' &€7 Purpose of / Visit* .srrLG.r /o Weather: Depart. Tjme: 0,3 4S34 Permit No. /.4- /G 4 /112. /2o.v-- 8,9/!7/72 Et4-.S ' C S G.tJ Co-o/efi T/o.t/) GJe'sT GJe- /�J /[..t TOE : UTZ-.-/ TO T//•'>� S /TE /5 0 ; 7a : - 77'.cct.Y.S= ' /c ( - -- ..:;,-a... , ./.)„ /'1-�x) � / /ze. — ...:79 i r-% 7 s 7s D , c- , 7 7 .±fic.� > - //l- / , f� e,- T A='/¢Y" / r5 / - f/Dl "7 7 .s-/ � 7�DU .<,//D,1 GUS • -- )A 4 / 4 /v A-/, ' . ... • 77 .2. l•1 //7//7S'LG ,.�� G- ST -eD l -S/ S/7F= _ v /s /7 5 '17 O80 n , //VG / N .:;' — iU.�/ £ c,T zJf/y /n,/ C "0. .8E. '' .✓ / DA," ' 9727 -- 1 , % / / • 0 ���is. C• -1 13 ,p 1 I S 4 0 (05 ito 4 0 -117 1`l Nor To Sc ( c S/&FT /5 oi ?n.y�' c ''C." t- T /6"/ RECEIVED CITY OF TUKwtU A • DEC 2 2 1997 PERMIT CENTER 1 S �_ This report presents opinions formed as a result oI our ob$ervaUOn of activities relating to geotechnical engineering. We rely on the contractor to comply with the plans and specifications throughout the duration of the protect irrespective 01 the presence ()tour representative. Our work does not include supervision or direction of the actual work 01 the contractor, his employees or agents. Our firm will not be responsible for lob or site safety on this protect. Attachments: Distribution: Signed: GeoEngineers Inc. 8410 154th Avenue N.E. Redmond, WA 98052 (206) 861 -6000 FIELD REPORT File No. s?- /o -oo 2- - a 9- Project: - sire/" 'flip �7. //..27;) le "/b /97)2 0U/ Date: 2 n/t= S /?9 1 Owner: / Report No. P - • ared by: • Location: 7E-/-'9 w.rs// Arrival Time: ogc,e, Page: / of 2 / /9 Z7/1 Purpose of Visit:c '.5772 .77O/•, 727o.v,7-02 •.ei G Weather:ex- � � �s 7 - , /,c /¢ //7. # So s Depart. Time: /D 3S Permit No. c5G 4 rr r.,•-/ed ../ i cu, 7 �.r c ff vh+T.o •-./ ril S L7 sC2 / /364:2) /197- Tf/� 7 /•ti D/'= U/--/Z 4--' >� caA, rei7c.�r� t-7 c ) 7 - --- ; 7Z Ex c'' v 9 'c -,s . /- ' c i --p & ' /.c/ 7 - . 7C /T Se- c:51...J, .4-1E_ r -, .ZTr s2/j7E..- ,vUcc-S �;o.srv■e� — .US/71 7E57775 Gv /T/f /Q 7) L . ' 07 // - ' 5 c///', e" Az c._. oeOC/1 - 7? "/.5, 777 7z Uv p,e 7 7 /g/Z- /„/ C4-u.4 � O Ox-/ J GE, / 2-, /Xc 7-5 Z7% -- /1 777 --3 Gc%i2 ,v ETA .47 c.El1'1 - //0,,./..5 EI c"9-r. T 70oci /s '/ /45/% ,1 z-7 c<=Y? /,eT.7 /ms .' 70 7 ` /. .7— e2 c cS//7-/I7 "(..<p G2,7e)8z ._ , / ./7�.' /.v / 7 /f9e- G//‘.7— , 4/,z' C a/rJ 1 ..c/ - T2 - 9, /9F ..s- - e-- /.7 2 _ ,97-'27 77" _3 w ciZe- 2" - ,a/ c 8' /' ,•.5/..=: /dt 4 ' Q . G • � '- ',-- /ms e , 7 s / � 7 /vL y .../E--.--5.7 7Es7 • D . - / at -----.e2-',"-:-/2'".' 7 c o /ZS 'TO?=f/ys n6/ = 7 -- D F c' '„a / /.v c <,2 SUEe._. c'_ 5 % � L7, f -, Cu a. a 7.,./ /es".,/ 7 ei. T 7 5 /.✓.c7 /CI /E. ; ;./!s,-/ : c-S/9"A /2:: /9 /L.�r/cL �fi yFo /h cc7.S 62 �,cG " '.J.:7> 7� �G /- C C / 'a - z::- / T . / 7 7 7 - ' - / ' # ' 7 r9 O / y,.s /h!G - .��AT/- T//` . fi t `e-E,�_ - 7 - 22s ---. .e- 7 � qA�� / C sc7 h/ G lJ/77 /c'ae..4_. / '2 zo c,c-, J . - '7P C.J. 2 --S'/" ' '' 7 �c5 /Gv/ n��Q/�.aS, RECEIVED c s rc'/y` O/-= . CA//9-770 /s /5' -_ CITY OF TUKWILA ) / DEC 2 2 1997 / - * I � 7.1/A �T L PERMIT CENTER �_ - /\ ' ' : - r�r 3 ` / /oTZr> � / / / / / */ / / / / O �1 T i d 5c/`I 7777 / / i - L uc- 5 -rEa Ff ,c7.// A../ /u-ZG - � .. i Yo vr c,i , / /9/ - SDS This report presents opinions lormed as a result of our observation of activities relating to geolechnical engineering. We rely on the contractor to comply with the plans and specifications throughout the duration Of the project Irrespective of the presence of our representative. Our work does not include supervision or direction of the actual work of the contractor, his employees w agents. Our firm will not be responsible for job or site safety on this project. Attachments: Distribution: Signed: - - // • Test umbe Test Date Test Method General Location Elev. ((eel) -Feet to Grade Soil Type Type Com- pactor Field Most. ( %) ° /O ± OMC Dry Density (PCF) % Compact Field Max. Field Spec. /0 € Y o at e..' a.. ,e / a . // P 2 ✓ es- 7 /aY z- /3.5. G 9� 95 50- sow'/ o.- !v.vel w z...esT c v .e. 0,c -.84.o I - , 3 - l. /02•F. l 95 e'/ 014 S • R, ✓ Z.5 ' /0.2 , / `/ 9 5- Project: X5. ;' , 2.1 Percent Compaction Basod on : ❑ Standard Proctor (AASHTO T99.57, ASTM 0.690) QV Modified Proctor (AASHTO T100.57, ASTM D•1557) Density Teat Method N • Nuclear (ASTM 0.2922) SC • Sand Cono (ASTM 0.1556) RB • Rubber Balloon (ASTM 0.3167) Soil Typo S • Sand s • sandy G • Gravel g • gravelly SI•9111 sl•silty C • Clay c • clayoy SUMMARY OF IN -PLACE r : :.ISTURE AND DENSITY TESTS t ' /CE Typo of Compactor R • Rubber-11[0d Roller V • Vibratory Compactor S • Shoopsfoot Roller GO • Grid Rollin L • Loaded Scrapor JJ • Jumping Jack DV • Backhoo Vibratory Plato VP • Vibratory Plato HT • Hand Tampor Abbrovinllons OMC - Optimum Moisture Conlont RT • Rotas( of an area SI • Slightly TG■ c 7.- /. / c G2 •loe..• File No.5 " -ooZ -3 Page / of GeoEngineers Inc. 8410 154th Avenue N.E. Redmond, WA 98052 (206) 861 -6000 FIELD REPORT File No. 5 -,,z,z -3-7- Project: /E/3:7e2.0 , r4.3.t, c.//7 E. 4 /b Date: � '' �/ /y7..?. Owner: / Report No. 3 Prepared b : Location: Tu,<r.✓ /c Q Gr-,%1ti -ti/G r Arrival Time: a .RS6 Page: / of - -�/ • 2 T-9 Purpose of Visit: C"o.✓ r, T' /ax/ //�.v /TG/e / Weather : .E ei S 2P�Z� S � / Depart. Time: /6 2..d Permit No. (_S /A E xrSr./a E, , 7 E- Fou..• �seC/)cJ.9 - 'c / -' r /.../ . T.tf2 <57,m E �Q ui/• '•7 /J7/17 1e. ' 7 as ff/v . afIcE.o U. fI.S aE7SCc2 // =�G.:) /f-/ G O C'� *--r / -/,��1 -_' /- 47275 /5`-..-/lam 6Sc S, 7 erc),-_/7 "?es a vsS" /f v //32 71 4 7 " r c Gevn∎- - 7cTO/L o /9 C/ e. / « /!. 4 2- /2o i3 7 ,1 _ /,<o� T' #755. 7 /,v c'o. o* 7 r,•.r / , 6' /ice 1F c 5x/O ,1AO G/2.4C - cam ,rte /GC_, - , -/ Ou,. J e a / 3 7 S . 5 ' C / B G 2 / 7 • � 1 C , T � 0 5 c�z7 Z - . v /5 /7 - /) /ry /9. / "/ /!rh).e .57EHe._. /za 77' , -;-,:v/..57 £ . . - / / 7 G,,z , r2 w /rr, 02.4, . 2� cS/ --r 4_,..--,7 ," ,SW /4 3 , -57,)i- 17 a /SEZ z - 8 i (..../T/'' - 7 - 77" w ..- ,.S / �- FL.-- f / / UGLc/¢"/Z ,7i . ' a ' - a - zNvS` /7-j/ 7ES71.S t..e..) '20/ "S CE o`=C32/7 ,4 - - ./ cie C'?7 ' -/ $ l / /• . ' ,∎ ,c,& -. Y� �_, c atO CO /.� /! ? j. /' J p uJZ G/ ,t /o,<-/ 7 7 S STS /.vz>ic "I 77/W7 7,7 !3/1 ./ 4-4_ f 7'S aa2 C4 E . 5 T/. S� /.: / Ee2 2 ' E //.S /Ty "A Z) ; /?,q47c/102.5 / 7 /9 '-i!> >L./ 4w ' - %icL. /r✓ . - .- / 047 T�. 2'u c� T.,eE 2 ez. /L, _SA F7-cr/ 0/c ��'c/9v,17 - 70 c/ WF .:..,, - // /I /IMMII/ /I /I /IIM I 1/�- exc4,.df1-7,- 6A A C -411. 4'71 EXC, tV, - re: 7z , -7% 6src q u.2T L7 -5" -1.. G( /99- So /4/6 f�/2.7 j i A-r '?' R5c To SC'1r. € '` CITY OF TUKWILA j „ 6S/ 0EC 2 2 1997 PERMIT CENTER SDS This report presents opinions formed as a result of our observation of activities relating 10 geolechnical engineering. We rely on the contractor to comply with the plans and specifications lhrougnoul the duration of the protect Irrespective Of the presence 01 our representative. Our work does not include supervision or direction of live actual work of the contractor. his employees or agents. Ow firm will not be responsible for lob or site safely on this project. Attachments: Distribution: Test Number Test Date Test Method General Location Elev, (feet) Feet to .r_adt Soil Type C S Typ° Corn- pactor g 1V Field Moist. ( %) g , ?-- % ± Dry Density (PCF) ° /° Compaction OMC - / , 3 Field 4 Max, /33, 6 Field % Spec. cis >.7 = / gc„ 1-/ ,- o•L,•, e e cw 13 / s Pi _ S 35' Nd27 5 L or- s 6 . CO2NV2 0.. /34 -.0- / / / I / lO, � /.2 i,.5' -/ - O,8' - o, S i.77 /.28 /02F, / N/ 9 5-- qq / ? . 97- \„/ -� 6.a , N o2r44 a... s. c% co2.�.P.e at= ;3 ?...z:, — / ' or --:-/' -/ �/ 3o -- E "5'3 o,. .5. w �oZ..FA. .p.;= �� �' \/ — Percont Compaction Based on Project. CS ffF, , 1247 Density Teel Method N • Nuclear (ASTM D -2922) SC - Sand Cons (ASTM 0.1556) R13 • Rubber Balloon (ASTM D -3167) Solt Typo S• Sand 0 • Gravel SI - Silt C• Clay s • sandy g • gravelly sl • silty c - clayey SUMMARY OF IN -PLACE h' ISTURE AND DENSITY TESTS / . 9,4' 7/3 v.4_,4 ce / ❑ alandard Proctor ( AASHTO T99.57, ASTM D•690) I Modillod Proctor (AASHTO T100.57, ASTM D•1557) Typo of Compaclor R - Rubber•Ilrod Roller V - Vibratory Compactor S • Shoopsloot Roller GO • (arid Roller L • Loadod Scraper JJ • Jumping Jack 13V • t3ackhoo Vibratory Plato VP • Vibratory Plato HT • Hand Tamper Abbreviations OMC • Optimum Moisture Content FIT • Retest of an area SI • Slightly File No 5x'0 - 002 -37- Page o2. of cP.- RECEIVED CITY OF TUKWILA DEC 2 2 1997 PERMIT CENTER Geo Engineers 8410 - 154th Avenue NE Redmond, WA 98052 (425) 861 -6000 Prepared By: Shaun Stauffer Purpose of Visit: Construction Monitoring FIELD REPORT Project: Shepard Ambulance, Building 10 Owner: Teutsch Partners Location: Tukwila Weather: Sunny, 70 Arrival: 0915 Departure: 1015 File Number: 5710- 002 -37 -1130 Date: June 9, 1997 Report Number: 6 Pape: 1 of 1 Permit Number: I visited the site today at the request of Ron Hammell of SGA Corporation to monitor earthwork activities. The following report is a summary of today's events. FOOTING PREPARATION Prior to our site visit, the contractor prepared the interior column footings along gridlines B & C. The contractor indicated that the footing subgrade soils were overexcavated 2 feet and replaced with on- site sand and gravel fill. The fill material was placed in 2 to 3 lifts and compacted with a trackhoe vibratory plate. While on site, the contractor overexcavated the footing subgrade soils for the footings located at grids C -11 and C -12. Subgrade soils generally consisted of medium stiff brown silt with fine sand. The subgrade soils were evaluated by probing with a 1/2- inch - diameter steel probe rod. Probings were typically between 8 to 12 inches. The contractor backfilled the footing excavations using the on -site sand and gravel fill. The fill was placed in 12- to 14 -inch loose lifts and compacted with a trackhoe vibratory plate. The fill material at the surface of the prepared footings along gridlines B & C and the fill placed at grids C -11 and C -12 were evalauted by probing with a 1/2- inch - diameter steel probe rod and by performing in -place moisture density tests. Probings were typically 1 to 3 inches. Density tests indicated that the fill had been compacted to at least 95 percent of the maximum dry density in accordance with ASTM D -1557. Based on our observations and evaluations, it is our opinion that footing preparation activities have been completed in accordance with project plans and specifications and will provided adequate support. UTILITIES During our site visit, the contractor was excavating around the existing stormwater manhole located at norhteast corner of the building. The contractor indicated that they were abandoning the existing utilities which are located below the building. The new site utilities will bes 0 1rpgib t�e abandonment of the utilities below the building. DEC 2 21997 PERMIT CENTER This report presents opinions formed as . result of out observations of activities relating to geotechnical engineering. We rely an the contractor to comply with the plans and specifications throughout the duration of the project irrespective of the presence of our representative. Our work does not include supervision or direction of the actual work of the contractor, his employees or agents, Ow firm will not be responsible for job or site safety on this project. Attachments: Distribution: SGA Signed: Geo Engineers 8410 - 154th Avenue NE Redmond, WA 98052 (206) 861 -6000 Prepared By: Anthony Coyne Purpose of Visit: Construction Monitoring FIELD REPORT Project: Shepard Ambulance, Building 10 Owner: Teutsch Partners Location: Tukwila, WA Weather: Partly cloudy, 75F Arrival: 1215 Departure: 1415 File Number: 5710- 002 -37 -1130 Date: June 10, 1997 Report Number: 7 Psge: 1 of 2 Permit Number: 1 visited the site at the request of Ron Hammel' with SGA to monitor earthwork activities. The following report is a summary of today's events. Interior Footings I evaluated the footing preparation of six interior footings ( #1 - #6 as shown in site plan) during my site visit. At the time of my visit, footings #2 and #6 had been overexcavated to 2 feet below the bottom of the footing. The subgrade of interior footing #2. consisted of a brown sand with gravel. The subgrade of interior footing #6 consisted of a gray, dense, fine sand with silt and fine to coarse gravel. The subgrade in these locations was evaluated by probing with a 1/2" diameter steel probe rod. Probe depths of 1 to 2 inches were typical in footing subgrade soils. Overexcavation of the subgrade soils and placement and compaction of the structural fill was completed for four interior footings ( #1, 3, 4 and 5). The fill consisted of a sand with gravel and occasional pieces of crushed asphalt. The subgrade was evaluated by probing with a 1/2" diameter steel probe rod and by performing in -place density tests. Probe depths were typically 1 to 3 inches. In -place density tests indicated that compaction to 95%, plus or minus 2%, of the maximum dry density was achieved in the fill. Based on our observations and evaluations, it is our opinion' that footing preparation activities evaluated today have been completed in accordance with project plans and specifications and will provide adequate support. Storm Drain The storm drain line from catch basin (CB) #1 to CB #2 was backfilled to approximately 2' from finished subgrade elevation. The black, corrugated 2.5' diameter PVC pipe was backfilled with a brown silty sand and gravel. The backfill was placed in the trench in approximately 12 inch thick lifts and compacted. with a hoepack. An E120 Caterpillar trackhoe equipped with a hoepack was used to perform compaction. In -place density tests were performed using the maximum dry density of the brown sand and gravel in the interior subgrade. Test results indicated that compaction to at least 90% of the maximum dry density (MDD) was not achieved; however, the backfill material appears to be different than that used in the footing overexcavations. Ron indicated that the material being used as trench backfill was in fact a different on -site material. I suggested to Ron that a test strip be made to determine rtt..v This report presents opinions formed as • result of our observations of activities relating to geotechnlcal engineering. Weedy on the contractor to comply verify p€IF a *ions throughout the duration of the project irrespective of the presence of our representative. Our work does not Include supervision or direction of the actual work of the contractor. his employees or agents. Ow firm will not be responsible for Job or site safety on this project. Attachments: Site plan, Summary of in -place density tests SGA Distribution: Signed: ,/,, i!4.17/:L/ DEC 22 1997 ERMIT CENTER GeokjEngineers 8410 - 154th Avenue NE Redmond, WA 98052 (206) 861 -6000 Prepared By: Anthony Coyne Purpose of Malt: Construction Monitoring FIELD REPORT Project: Shepard Ambulance, Building 10 Owner: Teutsch Partners Location: Tukwila, WA Weather: Partly cloudy, 75F Arrival: 1215 Departure: 1415 File Number: 5710-002 -37 -1130 Date: June 10, 1997 Report Number: 7 Page: 2of2 Permit Number: an approximate value of the MDD. He indicated that he would like to do this tomorrow. Approximately 40' of black, corrugated 2.5' diameter PVC pipe was laid northwest of CB #1. The pipe was bedded and covered with a gray, moist, fine sand with silt and fine to coarse gravel and occasional lumps of a gray silt. CB # 2 was partially backfilled with brown, silty sand and gravel. The final material placed around the CB was not compacted, and as a result no evaluation of the backfill was performed. The area around CB #1 was also not backfilled today. RECEIVED CITY OF TUKWILA DEC 2 21997 PERMIT CENTER SDS'/ This report presents opinions formed as a result of our observations of activities relating to geotechnical engineering. We rely on the contractor to comply with the plans and specifications throughout the duration of the protect irrespective of the presence of our representative. Our work does not include supervision or direction of the actual work of the contractor, his employees or agents. Our firm will not be responsible for Job or site safety on this project. Attachments: Site plan, Summary of in -place density tests SGA Distribution: Signed: / ✓ %f,f%�''%!•ri field report no 7 site plan Test umbe Test Date Test Method General Location Elev. ( feel Feet to Grade Soil T e IP Type Com pactor Field Moist. ( %) • o /, ± Dry Density (PCF) % Compaction OMC Field Max. Field Spec. I 40/q7 N Ltttvlo F006,4 #' e Sq G V 5 4 I ,. 7 133.6 -¢ .8 95 2- aob r 4 P 1 J• Atelof F @ S9 3V ✓ s / 6 125;6 135. Q /4•O 9s 3 T•te,ior Foot-;r *S 0 S 271/ 6 '3 114.3 133`6 g i3 , O ?S 4 Eittev;oi ... @ SS 6 6 /M 93.0 yi � ttal -r Et,d tm 41- j S- {U'�V / 1 / 6 f.5 5.0 l�' 7 /27.3 (i s2- / I33.4 1 , 6 (33' 6 (33 - Q 4� / / 93 96 '0 C 9 � s' g..5 9S 6, 1 .11111„A:,...;,,, ,„t -;►., • 4 3 @ • R V 7 5 ;may # e S9 BV 4.,6 0 - rrvtm or Fodoo ?1*3 (. 'c V 5.0 130'4 (33•,ti 17'6 95 � .inr F bc&•i „y 10 `4 0 5\1 5.0 )24 •S 133. q6 - - ?S O . er ' ►or cykiv13$ 4 . e V 1 2 60' 133.4 95.0 ?s r M ill II 1:44.ceor Fodt:lvj it_ 4 S B V 4'5 12 1q•/ q.1 (t7'6 6 133,4 E i3).10 111:4 (3s-b 95; 0 sq•1 11 S ' $q 7 9S 70 `l0 0 gD • 57'(J of c6*.Z 2.0' S c 1 13V 0V S`6 10 I '4 30 w of Ca* Z 2t5' s X11. 5' w OF ce « t 5 60 F aF ce .P 1. 5 r sj r / 7 <'j- 111 4 3s' tEoP C$ # - 2 3.0' s, (3J 1.3 (IS'D (33'b r 'z•3 9() fam+Vvai y:MI xP.:.E:x.:. r-21 "J7i 6' .1. M. V , igfftffiC4ar$VAIMMIWPMVII SIZIfttaVit:s1 klvrkzvasoms : xtotr . wwwx mwunno+macr Porcont Compaction Basod on t /`-' Standard Proctor (AASHTO T99.57, ASTM 0.698) , Modified Proctor (AASHTO T180.57, ASTM D•1557) Donolty Toot Method N • Nucloar (ASTM D•2022) SC • Sand Cono (ASTM D•1656) RB • Rubbor Balloon (ASTM D•3167) Solt Typo S • Sand G • Gravol SI.611t C•CU a•sandy g • oravolly al • slily o • clayoy Typo of Compactor R • Rubbor•Urod Rollor V • Vibratory Compactor S • Shoopsloot Rollor GO • Grld Rollor L • Loadod Scrapor JJ • Jumping Jack DV • Backhoo Vibratory Plato VP • Vibratory Plato HT • Hand Tamper e,•wm,vv, / SUMMARY OF IN -PLACE MOISTURE AND DENSITY TESTS Project: tep& rIX AW) /�U, v c.e. � _ Noll GO File No, 5 7/0 - 3 7• Abbrovlallons OMC • Optimum Moisluro Content RT • Rotost of an aroa SI • Slightly Page of e rroneO uL S M7D u$4 RECEIVED CITY OF TUKWIIA DEC 221997 PERMIT CENTER Geo Engineers 8410 - 154th Avenue NE Redmond, WA 98052 (206) 861 -6000 Prepared By: Anthony Coyne Purpose of Visit: Construction Monitoring FIELD REPORT Project: Shepard Ambulance, Building 10 Owner: Teutsch Partners Location: Tukwila, WA Weather: Overcast/Rain, 60F Arrival: 1230 Departure: 1600 File Number: 5710- 002 -37 -1130 Date: June 11, 1997 Report Number: 8 Pepe: 1 of 2 Permit Number: I visited the site at the request of Ron Hammell with SGA to monitor earthwork activities. The following report is a summary of today's events. Storm Drain When I arrived on site, Aero Construction, the earthwork contractor, made a one foot thick test strip using the on -site gray, silty sand material to determine if it would be suitable for use as structural fill. This material had been placed between catch basin (CB) #2 and an existing CB prior to our visit. The test strip was compacted with a vibratory roller and in -place density tests were performed several locations. Test results indicated that the silty sand had an estimated maximum dry density (MDD) of 110 pcf at approximately 8% moisture content. In -place density tests were then performed on the backfill of storm drain trench between catch basin (CB) #2 and the existing western CB, as noted in the site plan. Test results indicated that the moisture content of the material placed was at a much higher moisture content, of about 20 to 21% and was well over the optimum moisture content. Pumping of the subgrade was also observed in several locations. I indicated to the earthwork contractor and to Ron that the material placed was too wet to achieve adequate compaction and I recommended that the material be removed. The material was subsequently removed with a D4 Caterpillar bulldozer. Sand and gravel trench backfill material, was exposed by the bulldozer at a depth of approximately three feet below finished subgrade. A rain shower began at this time and the earthwork contractor placed approximately one foot of what appeared to be 1- 1/4" minus crushed rock over the exposed trench backfill. The backfill was compacted with a trackhoe equipped with a hoepack. I evaluated the crushed rock backfill with a 'h" diameter steel probe rod and by observation. Probe depths of 1 to 2 inches were typical and no pumping or deflections of the subgrade were observed. Based on our observations, it appears that the backfill was adequately compacted. As a result, I indicated that no further action needed to be taken regarding backfill placed below the crushed rock. I also evaluated an on -site brown silty, sand and gravel that the earthwork contractor proposed to use as trench backfill. In -place density tests were performed on the material. Test results indicated that the moisture content of the material was approximately 18 to 19 %. I indicated that the material was well over its optimum moisture content to achieve adequate compaction. Ron indicated that import sand and gravel would be obtained for the remaining backfill on site. RECEI V304/ rrry C'" T N' This report presents opinions formed as • result of our observations of activities relating to geotechnical engineering. We rely on the contractor to comply with the plans and specifications throughout the duration of the project Irrespective of the preserve of our representative. Our work does not include supervision or direction of the ) E (, serror*9ofr)9 her3 tor, his employees or agents. Our firm will not be responsible for job m site safety on this project. L1 (�7 Attachments: Site plan SGA Distribution: PERMIT CENTER Signed: 7i1W/ Geoff Engineers 8410 - 154th Avenue NE Redmond, WA 98052 (206) 861 -6000 Prepared By: Anthony Coyne Purpose of Visit: Construction Monitoring FIELD REPORT Project: Shepard Ambulance, Building 10 Owrw: Teutsch Partners Location: Tukwila, WA Weather: Overcast/Rain, 60F Arrival: 1230 Departure: 1600 Fl1e Number: 5710- 002 -37 -1130 Date: June 11, 1997 Ripon Number: 8 Pape: 2 of 2 Permit Number: While on site the contractor placed backfill between CB #1 and 2 to approximately the finished subgrade elevation. The contractor also placed backfill around the existing east catch basin. The backfill consisted of a brown sand and gravel. The backfill was evaluated with a 'h" diameter steel probe rod. Probe depths of 1 to 2 inches were typical. Loaded front -end loaders were observed passing over the backfill and very little to no deflections were observed in the subgrade. Based on our evaluations and observations, it is our opinion that the backfill placed and evaluated today has been adequately compacted in accordance with the project plans and specifications. RECEIVED CITY OF TUKWILA DEC 2 21997 PERMIT CENTER This report presents opinions formed as a result of our observations of activities relating to gootechnical engineering. We rely on tha contractor to comply with the plans and specifications throughout the duration of the project Irrespective of the presence of our representative. Our work does not Include supervision or direction of the actual work of the contractor, his employees or agents. Our firm will not ba responsible for job or site safety on this project. Attachments: Site plan SGA Distribution: Signed: 61"-'4'`7""-Ai trench backfill removed crushed rock field report 8 .,. Geoff Engineers 8410 - 154th Avenue NE Redmond, WA 98052 (206) 861 -6000 Prepared By: Anthony Coyne Purpose of Visit: Construction Monitoring FIELD REPORT Project: Shepard Ambulance, Building 10 Owner: Teutsch Partners Location: Tukwila, WA Weather: Overcast, 60F Arrival: 1215 Departure: 1245 File Number: 5710- 002 -37 -1130 Date: June 12, 1997 Report Number: 9 Page: 1 oft Permit Number: I visited the site at the request of Ron Hammell with SGA to monitor earthwork activities. The following report is a summary of today's events. Sanitary Sewer Approximately 250 feet of sanitary sewer line was installed east of an existing sanitary sewer manhole along the west side of the site. Backfill of the sewer line trench in the south end of the site was brought up to approximately the finished subgrade elevation in approximately the western 150 feet of sewer line. The earthwork contractor indicated to me that the top 2 feet of backfill consisted of sand and gravel (stripped from the parking area) and the underlying backfill consisted of silty sand (excavated during sanitary sewer installation). Compaction of these materials was completed using a single drum vibratory roller and a trackhoe vibratory plate. An area of backfill was left low by the contractor to allow me to confirm that approximately 2 feet of sand and gravel was placed over the silty sand. I evaluated the backfill materials with a 1/2" diameter steel probe rod. Probe depths of 1 to 3 inches were typical in the sand and gravel backfill. Probe depths of 6 to 7 inches were typical in the silty sand backfill. Based on our evaluations and observations, it is our opinion that the backfill placed and evaluated today has been adequately compacted in accordance with the project plans and specifications. While on site, the contractor excavated an additional 150 lineal feet of sanitary sewer trench. During the excavation, two stockpiles were created on either side of the trench, one for good backfill material and one for unsuitable backfill material. The suitable material will be placed as backfill at depths greater than 2 feet below the finished subgrade. I indicated to the earthwork contractor that large pieces of silt should be kept out of the backfill as much as possible. I also observed that large pieces of asphalt (greater than 1 foot) were present in the backfill. I recommended that the asphalt be crushed to a size no greater than 6 inches. The sanitary sewer pipe was being placed on and covered with pea gravel. Approximately 150' more sewer line remains to be placed and backfilled in the south end of the site. Storm Drain I evaluated the trench backfill between catch basin (CB) 112 and the existing western CB, noted in the site plan, with a 'h." diameter steel probe rod. The backfill was brought up to approximately the So) This report presents opinions formed es a result of out observations of activities relating to geotechnical engineering. We rely on the contractor to comply with the plans end specifications throughout the duration of the project irrespective of the presence of our representative. Our work does not include supervision or direction of the actual work of the contractor, his employees or agents. Our firm will not be responsible for job or site safely on this protect. CITY OF Attachments: Site plan SGA Distribution: DEC 2 21997 PERMIT CENTER Signed: 414,tGcen -f4g 60-14-ptp Geo Engineers 8410 - 154th Avenue NE Redmond, WA 98052 (206) 861 -6000 Prepared By: Anthony Coyne Purpose of Visit: Construction Monitoring FIELD REPORT Project: Shepard Ambulance, Building 10 Owner: Teutsch Partners Location: Tukwila, WA Weather: Overcast, 60F Arrival: 1215 Departure: 1245 File Number: 5710- 002 -37 -1130 Date: June 12, 1997 Report Number: 9 Pape: 2 of 2 Permit Number: finished subgrade elevation. The backfill consisted of a sand and gravel stripped from the southwestern parking area. Probe depths of 1 to 2 inches were typical. Loaded front -end loaders were observed passing over the backfill and very little to no deflections were observed in the subgrade. Based on our evaluations and observations, it is our opinion that the backfill placed and evaluated today has been adequately compacted in accordance with the project plans and specifications. This report presents opinions formed as a result of our observations of activities relating to geolechntcal engineering. We rely on the contractor to comply with the pions and specilicstions throughout the duration of the project irrespective of the presence of ow representative. our work does not include supervision or direction of the actual work el the contractor, his employees or agents. ow firm will not be responsible for job or site safety on this project. Attachments: Site plan SGA Distribution: J / Signed: � (� �c� field report no 9 LETED BY GEOENGINEERS, 1997 P Geoto Prepared By: Anthony Coyne 8410 - 154th Avenue NE Redmond, WA 98052 (206) 861 -6000 Purpose of Visit: Construction Monitoring FIELD REPORT ' Project: Shepard Ambulance, Building 10 Owner: Teutsch Partners Location: Tukwila, WA Weather: Overcast, 60F Arrival: 0800/09 Departure: 0830/16 File Number: 5710- 002 -37 -1130 Date: June 26, 1997 Report Number: 10 Pape: 5 1 oft Permit Number: 5 I visited the site at the request of Ron Hammell with SGA to monitor earthwork activities. The following report is a summary of today's events. Storm Lines in Building Area Aero Construction removed an abandoned catch basin and two abandoned storm drain lines from within the building area, see Figure 1. The northern abandoned storm drain pipes was an 8 inch diameter concrete pipe. The southern abandoned storm drain pipe was a 24 inch diameter reinforced concrete pipe. The depth of excavation was approximately 5 feet. The trench backfill in the building pad generally consisted of brown sand and gravel with occasional pulverized asphalt concrete. The trackhoe operator indicated that the backfill was being placed in two lifts. I recommended that he place the backfill in three loose lifts approximately 18 inches thick to finished subgrade elevation. Compaction was performed by a trackhoe equipped with a hoepack. I evaluated the trench backfill in the building pad area by performing in -place density tests and by probing with a 1/2" diameter steel probe rod. Probe depths of 2 to 4 inches were typical and very close to results obtained earlier on similar backfill material. In -place density tests indicated that compaction to approximately 93% of the maximum dry density was achieved. These results are lower than expected and are most likely due to the presence of asphalt concrete in the backfill material (The nuclear densometer reads the asphalt as moisture because of the ydrocarbons in the asphalt. This results in a dry density lower than the actual dry density.)Based on our evaluations and observations, it is our opinion that the backfill placed and evaluated today in the building pad has been adequately compacted in accordance with the project plans and specifications. Storm Lines in Future R -O -W Area Aero Construction excavated and removed an abandoned catch basin and two abandoned storm drain lines that were along the west side of the site in an area that will be in the right -of -way of a future city street, see Figure 2. Approximately 45 lineal feet of 8 inch diameter concrete storm drain leading from the east to the catch basin and approximately 160 lineal feet of 12 inch diameter green PVC pipe leading to the south from the catch basin were crushed by the excavator bucket and left in place. During the excavation, a 24 inch diameter reinforced concrete storm drain was exposed approximately 60 feet north of the existing south CB. The top of the storm drain had been apparently notched to let the green 12 inch PVC pipe lay at the correct grade. Aero Construction repaired the storm drain by cleaning it T} / This report presents opinions formed es s result of our observations of activities relating to ceotechnlcel engineering. We rely on the contractor to comply with terfl trcanons throughout the duration of the project irrespective of the presence of our representative. Our work does not include supervision or direction of the actual of Wb c r�tl rjtlQk employees or scents. Our firm will not be responsible for job or site safety on this project. Attachments: Site plans, Summary of in -place density tests SGA Distribution: Signed: altx 7 DEC 2 2 1997 T CENTER Geo 40 Engineers 8410 - 154th Avenue NE Redmond, WA 98052 (206) 861 -6000 Prepared 8y: Anthony Coyne Purpose of Visit: Construction Monitoring FIELD REPORT Project: Shepard Ambulance, Building 10 Owner: Teutsch Partners Location: Tukwila, WA Weather: Overcast, 60F Arrival: 0800/094 Departure: 0830/16: File Number: 5710- 002 -37 -1130 Dec June 26, 1997 Report Number: 10 Pepe: 5 2of2 Permit Number: 5 out, trimming the reinforcing steel, and placing a black corrugated PVC sleeve over the open portion of the storm drain. The trench backfill consisted of brown sand and gravel with occasional pulverized asphalt, which had been removed from the trench excavation or stripped from the parking area subgrade. The backfill of the lower 3 feet was placed in approximately 18 inch thick lifts and compacted with a hoepack. I evaluated the backfill material with a 1/2" diameter steel probe rod and by performing in -place density tests. Probe depths of 2 to 4 inches were typical and very close to results obtained earlier on similar backfill material, which was compacted to the required density. Initial in -place density tests indicated that compaction to approximately 92% of the MDD was being achieved. I indicated to Ron that compaction of the backfill to the required density was not being achieved. I indicated that the presence of pulverized asphalt in the backfill may be contributing to the low density readings. Ron indicated that fill placed today within three feet of finished subgrade would be removed. He indicated that the earthwork contractor would begin reworking the material greater than three feet below the finished subgrade in the morning. He also indicated that he would obtain an imported material, which would have a known MDD, and use that material for backfill within three feet of the finished subgrade. RECEIVED CITY OF TUKWILA DEC 2 21997 PERMIT CENTER This report presents opinions formed as a result of ow observations of activities relating to geotechnical engineering. We rely on the contractor to comply with the plans end specifications throughout the duration of the project irrespective of the presence of our representative. Ow work does not include supervision or direction of the actual work of the contractor, his employees or agents. Ow firm will not be responsible for job or site *slaty on this project. Attachments: Site plans, Summary of in -place density tests SGA Distribution: Signed: al/tZ ,L 1 66'1/ z_ J 1 FILE NO. 67 -- 002 -1/30 DATE 61-30/f 7 SHEET OF Geo ," Engi neers CHECKED BY Tat) shack ,1 Geo 0 ' Engineers •1. Fi3 ure CHECKED BY 002- -37- RECEIVED CITY OF TUKWILA DEC 2 2 1997 PERMIT CENTER Test umbe Test Date Test Method General Location Elev. (feet) Feet to Grade Soil T yp e Type Com- pactor FIeId Moist, ( %) o o t Dry Density (PCF) °/0 Compactlon OMC FIeId Max. FIeId Spec. ,v go : c:dt 2' • g,. 21.5 I37. 9z 'S 1 M/, , ' w b F 6-: A 1' M riz•3 MIMI 9S 1111111 s MIRE I ' N i.) or c_.-#-4 • /,c't w. r A D ' E111117/11 .9 _NM 123'9 E 3 Z i 13210111 , 95 95 .' l N e •1 iii 111/I 1125'1 ' 7' NV r- c 4t 4 s o r . t- S of coo C3 /' 181111111111111111ffil _ w. INEICIIII 95 '0 rill 6A/ EMI 110 • In 171111 ►C reh°fti 3, ! C V 4' .2. ti c, 2 l32 MI qc 9 11111 2 's' MillMitila _ / 2 . 1 ' 5 32 WPM 41" /6 11111111 ■..� 1111111 5 S olc sit S 25 `s of # 8 , 's oc cs S 3rO MIEIII `6 _Ill= 1326 ?/ 9 3.0' - % $ . _M� /3 X ■ M 95- : E1111 151111 /2 /• /2 . I II n ' SUMMARY OF IN- PLACE; Project: S he_'pa - o L A 1M b(A !ahe Percent Compaction Based on : ❑ Standard Proctor (AASHTO T99.57, ASTM 0-698) Modified Proctor ( AASHTO T180-57, ASTM D•1557) Density Test Method N • Nuclear (ASTM D•2922) SC • Sand Cone (ASTM 0.1556) RB • Rubbor Balloon (ASTM 0.3167) Soil Type S • Sand Q • Gravol SI • Silt C • Clay s - sandy g • gravelly sI • silty o • ctayoy Typo of Compactor R • Rubber -Wed Roller V • Vibratory Compactor S • Shoopsloot Roller GO • Grid Roller L • Loadod Scraper JJ • Jumping Jack BV • Backhoo Vlbrnlory Plain VP • Vibratory Plato HT • Hand Tompor ` AND DENSITY TESTS File No. 5710 -002 •-3 7 Page 1 of Abbreviations OMC • Optimum Moisture Contont RT • Rotest of an area SI • Slightly 6: esl knecilei n1DP h4 4ed oh pr P. viaus Moo of si ma r m•.'l eri/r/ aria( cinoetrenY rot ve. / Corntle /e . RECEIVED CITY OF TUKWILA DEC 2 2 1997 PERMIT CENTER GeoEngineers Inc. 8410 154th Avenue N.E. Redmond, WA 98052 L.5,5 (206) 861 -6000 FIELD REPORT File No. -5 7/6' — ooc. —s9- Project: /./9--J !! f ? J2ff c Date: Jr✓,..s o?p /S9F- Owner: Report No., 1 -eared by:____ IM . Location: T / /..9-, 4.21 Arrival Time: /od' Page: / o f .2-, Purpose of Visit: ../ /77,1,4/ / TOe,.v6 Weather: -se. V 7a F/12rz -5/ u,o ' Depart. Time: //,/ Permit No. -Z 1//5 /TED T/t'c s /7"'S. / a clasg;rc/E. — ' .„..7G6f /LL OF 7'/f>= � .c/r =,,, .'c ✓E� �recAVAT.os -/ o. ' - 7 - 7 - ,.. �Oe .'7 ' G/ S,.a� o� Th'✓ .S / t` .� EE. G. o c.vG i.v %-i .- G.. , /'a eT ` I 0 /h'"e: .S c.,23' v7 GTLYa. / s -'.- P - 77/ /Gcr 75 4c7e_, --/T Sc /S cS/ O ut c 'e'4 >' ,3s- / -- !• 6 / T .- 7 .-P7E S' /7 ,, s / 7', /5 . -c.- Tc Tiff Cv v T/ cTr�/G /g --.c./O .S - (-).-/77 4 T/ /e: -So ∎c- GrJ.4 L''c /1 "Ea Gz..// 6' / / /'.L.E '--- e - 4 - ,E_ - n. ' 7*' � /r . r mss 4, 7'7 U/ ie To.ey T72c,& — E*2,d2.. - / c -E 4'2 //"o /.STr'. - - .4---,--, 5 r r"y 7" ..s.7 e..e._ N Tlr : ,*: T/ G A G r4>cll� A �'a/77 ,--- .5 , re. ,_ 0 // S/P/J// c_, I r,! /f�9 O- 7 41-'x /F=.�7 ' /27 / Xi .c /K .Q v /f'z- 75 c.i.c-J3 r!J�" /Gr 7? D/1 E2'9, Sr (242C "5 0 . ' s4 17 ce- OI /c/ -.s /7E. / /n .5 7 7 - / - 2-- //l ( , 4,C ,-7.c/ -. /7 €4 4 L 4--, CS/9, -rV GC. /T,5' .5 i- "7.X. TS IG L E/� - .e.-'1 /....., L/ Scj; 7p CG+/>7 /G ./ 7 /4"7 Gv/t_c. �r /�O,e - /.. ..T /Le__ Gr//J. /9G� r':3a i vE4 �iL7, S 77 i / 7 Gr/ c. �4T'i / /Z�.i_ - 77- -- -, .---5e_,,,.. G'/I'°n.e;'/17'li�/ , , , C/`7"-s fr---. �- l�.c /5 ■ T`/ 7 /i /e- /,C /'T / Div - /¢ r? / STU, _ 1 Gies / //9 T' /c >;- ter2 c-' - r! c--� � p / rf /Z. lZ 0,t / ./d7/,/x7/ !7 �GG. li // /,- / ¢� y - 7 - � c� //O.c./� /` 7 , / F 02y /9-A./,) /it/ - 7-*- "7" , E.-.5 - (7: /gx-/ /7`/ / .v ��z ate/ --, /ck/ 7 �•s7s /.v / c /7.7 '77/4 - 7 - 7. ••■ /LG__ .- c l.SY , o a� T (��45cv2. 7? V ,-7-7•i'-,,,774//A7 e£ ,4l /`�il'r..�/ /1�7/ c.c./5 / /q7' /D ___S zS cJ/77% i ,/z,� /99 /- -/Z /-,0 G 0/ / cF G, 2/G - ,c / • ./ /d - .c./ ",Z / i /o.✓, - 7P:57 - 7 <,/ Th`E , >� ,e-- U //* gr,? CITY OF TUKWII A �C / /GE_ l /[L /c �C) DEC 2 21997 PERMIT CENTER ,'- / 7 - - �G Cc_ , fJT /a, S0 .. �C/,'e,,z.,,. / T�•c / � This report presents opinions termed as a result 01 our observation oI activities relating to geotecnnical engineering. We rely on the cOntraClor 10 comply with the plans and specifications througnoul the duration of the project irrespective of the presence of our representative. Our work does not include supervision or direction of the actual work of the contractor, his employees or agents. Our firm will not be responsible for job or site safely on this project. Attachments:2 ., �: / 7'r� �- ' /"�' /'� -•-" Distribution: Signed -/ �.; �� �✓. /� Test umbe Test Date Test Method s` cpi= -- ercfi General Location Elev. (feet) Feet to Grade c_g. Soil T yp e Mill Type Com- •actor Fiel Moist. % r e. ° /° t Dry Density (PCF) % Compaction OMC t I? Field 42 , Max. ! ;..�. Field l Spec. _ ' /dtirn of ,rtx�✓ ' AAP €- •,.vr-/JU' • rt y / Ads rii c. .5 h' r r~ .' / / /i, - / r-•b?r Q a...= .re.u771 / iD C), .•c,.re -✓1 / / �. • D i • 7. n. 2 42 r' i . . - CEIVED vt PER IT CENTS • Density Teat Method N - Nuclear (ASTM D•2922) SC • Sand Cone (ASTM 0.1556) RB • Rubbor Balloon (ASTM D•3167) SoII Type S - Sand s • sandy G • Gravel g • gravolly SI • Silt si - silty C - Clay c • clayoy Projects_ Percent Compaction Basod on : ❑ Standard Proctor (AASHTO T99.57, ASTM 0.698) E Modified Proctor (AASHTO T180.57, ASTM D -1557) Typo of Compactor R • Rubber -tired Roller V - Vibratory Compactor S • Shoopsfoot Roller GO • Grid Roller L - Loaded Scraper JJ • Jumping ,BV • f3aohhariVibratory Pinto VP • Vibratory Plato HT • Hand Tamper SUMMARY OF IN -PLACE ML.3TURE AND DENSITY TESTS File No. Page a of a Abbreviations /ii 64• OMC • Optimum Moisture Content RT • Retest of an area SI • Slightly r= 76 rr / 'c RGilli --A t _ -1 le'ofe75EF -' A / /e."kr /d F• 1 Geo a Engineers 8410 - 154th Avenue NE Redmond, WA 98052 (425) 861 -6000 Prepared By: Mark Miller Purpose of Visit: Construction Monitoring FIELD REPORT Project•. Shepard Ambulance Owner: Shepard Ambulance Location: Tukwila, WA Weather: Cloudy, Cool Departure: 1245/15: Fla Number: 5710- 002 -37 Data: July 15, 1997 Report Number: 12 Arrival: Pape: 1100 /1500 1 of 1 Permit Number: 0 I visited the site today at the request of Ron of SGA to perform construction monitoring activities associated with the proposed building. The following is a summary of the days activities. Proposed Building Upon my arrival the earthwork contractor was in the process of completing the excavation of the footing subgrade at the southeast corner of the proposed building. The subgrade was overexcavated to a depth of 2 feet as per our recommendations. The subgrade consisted of gray to dark gray mottled with orange silt with fine sand. I evaluated the subgrade soils with a 1/2 inch diameter fiberglass hand probe rod. In some portions of the excavation I was able to probe to depths of over 2 feet. In these areas I recommended that these soft soils be removed. An additional 12 inches of overexcavation was necessary. Afterward, probe depths ranged from 3 to 12 inches. It is our opinion that the subgrade is suitably competent to support the building's footings. The over - excavation was backfilled with structural fill in 1 foot lifts and compacted with a smooth drum vibratory roller. Fill material consisted of recycled concrete with pieces of asphalt. I evaluated the compacted fill by taking in -place moisture and density tests and by probing with a 1/2 inch diameter fiberglass hand probe rod. Density test results indicate that the fill had not been compacted to between 90 to 93% of the material's maximum dry density. Probe depths into the compacted fill were typically 2 to 4 inches. These results are lower than expected and are likely due to the presence of asphalt in the backfill material. It is our opinion that the fill has been compacted in general accordance with our recommendations. RECEIVED CITY OF TUKWILA DEC 2 21997 PERMIT CENTER This report presents opinions formed es a result of our observations of activities relating to geotechn cal engineering. We rely on the contractor to comply with the plena and specifications throughout the duration of the project irrespective of the presence 01 our representative. Our work does not include supervision or direction of the actual work of the contractor, Ns employees or agents. Our firm will not be responsible for job or site safety on this project. Attachm6')t6Plan, Summary of in -place moisture and density tests SDS, SGA, FF Distribution: Signed: RENTAL SPACES • TP -8 --. .)6.000,;E EQQTFIIIRT. M 'M�►X.1IE107H 36' it 12 Mq .:: .' 6. � :. liiri ! . 1t� ".T� .y() 1 : Y+F l r;,u �+• Wild j ' R�1iY {�'�Wv�l�(iS.n�'C!�•. /n � 11ifF� Uli��4Y.. ► Atw� ',' ^ fi t ? LOU 61.4aL 3: 1 " 1 4: .,11 >1$� LEI'ED B'i GEOENGINEERS, 1997 j 7,ear7 /Z .5'710 - QO7 3 7 1 J s; 9 7 1 Foo 1/35 Pte' Cot Uc*? j c ►a RECEIVED CITY OF TUKWILA de } 'OEC - tea # 2 2 1997 PERMIT CENTER l O c�fia� Test Number Test Date Test Method General Location Elev. (feet) Feet to Grade Soil T yp e Type Com- pactor Field Moist. ( %) o /° ± Dry Density (PCF) % Compaction OMC Field Max. Field Spec. 1 7/l5" ij Sae 5: f., PIn._ I S l' V )3 .61 1 2(5.6 /33•C ?Q .s 9. 1 /l C I,/ ,\ /, 1 S P %/ 12. q 17 1 1. 1 - ):3,-C <j 3 c l''' • Project: ,., (7/ M/,,, Density Toot Mothod N - Nuclear (ASTM D -2922) SC - Sand Cono (ASTM D -1556) RB • Rubbor Balloon (ASTM D•3167) Soil Typo S -Sand Q - Gravel SI • Silt C•Clay s - sandy g - gravelly si -silty o - clayey Typo of Compactor R - Rubbor•Ured Roller V • Vibratory Compactor S - Shoopsfoot Roller QD - Grid Roller L- Loaded Scraper JJ - Jumping Jack BV - Backhoo Vibratory Plate VP - Vibratory Plate HT • Hand Tamper SUMMARY OF IN -PLACE N; - SSTURE AND DENSITY TESTS Porcont Compaction Based on : �0 } Standard Proctor ( AASHTO T99 -57, ASTM D•698) NJ/ Modified Proctor (AASHTO T180-57, ASTM D -1657) Abbreviations OMC - Optimum Moisture Content RT • Retest of an area SI - Slightly File No. C7 1 c' - Co • .3 Page 1 of RECEIVED CITY OF TUKWIIA DEC 2 21997 PERMIT CENTER Attachments: Distribution: SDS, SGA, FF Signed: • Geo ` .r Engineers 8410 - 154th Avenue NE Redmond, WA 98052 (425) 861 -6000 Prepared By: Mark Miller Purpose of Visit: Construction Monitoring FIELD REPORT Proieet: Shepard Ambulance Owner: Shepard Ambulance Location: Tukwila, WA Weather: Sunny, Warm Arrival: 1030 Departure: 1315 File Number: 5710 - 002 -37 Date: July 18, 1997 Report Number: 13 Page: 1 of 1 Permit Number: I visited the site today at the request of Ron of SGA to perform construction monitoring activities associated with the proposed building. The following is a summary of the days activities. Proposed Building Upon my arrival the earthwork contractor was in the process of excavating the interior footings noted on the site plan. The subgrade was overexcavated to a depth of 2 feet as per our recommendations. The subgrade consisted of gray to dark gray mottled with orange silt with fine sand. I evaluated the subgrade soils with a 1/2 inch diameter fiberglass hand probe rod. Probe depths ranged from 1 to 12 inches. It is our opinion that the subgrade is suitably competent to support the building's footings. The over - excavation was backfilled with structural fill in 1 foot lifts and compacted with a smooth drum vibratory roller. I evaluated the compaction of the fill by performing in -place moisture and density tests and by probing with a 1/2 inch diameter fiberglass hand probe rod. Probe depths were less than 2 inches. Results from the testing indicates that the fill has been compacted to at least 95% of the material's maximum dry density. It is our opinion that the fill has been compacted in general accordance with our recommendations. During my visit, I also evaluated the compaction of a portion of the building slab subgrade. I evaluated the compaction of the fill by performing in -place moisture and density tests and by probing with a 1/2 inch diameter fiberglass hand probe rod. Probe depths were less than 1 inch. Results from the testing indicates that the fill has been compacted to at least 95% of the material's maximum dry density (See Summary of in -place moisture and density tests). It is our opinion that the fill has been compacted in general accordance with the project plans and specifications. RECEIVED CITY OF TUKWILA DEC 2 21997 PERMIT CENTER SUS This report presents opinions formed as a result of our observations of activities relating to geotechnicat engineering. We rely on the contractor to comply with the plans and specifications throughout the duration of the project Irrespective of the presence of ow representative. Our work does not include supervision Of direction of the actual work oI the contractor, his employees or agents. Ow firm will not be responsible for job or site safety on this project. Site Plan, Summary of in -place moisture and density tests Test Number Test Date Test Method General Location Elev. (feet) Feet to Grade Soil T yp e Type Com- pactor Field Moist. ( %) % t Dry Density (PCF) % Compaction OMC Field Max. Field Spec. 1 7(1t NJ Svc S: -I-e. PIn✓ ( .5P-SG J r.? • 133.6 7C. 7S 1- ` 0 7 U 137. � -r .-� `f9. z 3 I I 1 G �`. r i1 v �3. - I J f 4 0 V.G� /M.7, 4/ 76.e ?s, --a 1 ) S 1 C. 7 127. Z 6 1 \. /` 7 , ^7 1'26. .Q ` cyy. `7 • ix iC.Sl'.- 'PaU'. �.+�f i..w" - _ _ - �.s- , t e � ... "9 , IICJL 37L7.r1•trZ •f. 1=M"ArN u...aa selvr reamm4:,wx at Imecct sYstiMIWOMMIMIP11{MIVI:d�C1 3t RWN'6CST. ZT 4R l.YfAL'4A•�fi... ffiAa° I Project. SUMMARY OF IN -PLACE £ 4STURE AND DENSITY TESTS A rd-x.. I dknc Q- File No. Page _ of Percont Compaction Based on : ❑ tandard Proctor ( AASHTO T99-57, ASTM 0.698) Modiflod Proctor (AASHTO T180.57, ASTM D -1557) Donalty Test Method N • Nuclear (ASTM D -2922) SC - Sand Cone (ASTM D -1556) RB - Rubber Balloon (ASTM D -3167) Soli Typo S - Sand G • Gravol SI • Silt C•Clay s • sandy g - gravelly sl - silty o - clayoy Type of Compactor R - Rubber -tired Roller V - Vibratory Compactor S - Shoopsloot Roller GD - Grld Roller L - Loadod Scropor JJ - Jumping Jack BV - Backhoe Vibratory Plato VP - Vibratory Plato HT - Hand Tamper Abbreviations OMC • Optimum Moisture Content RT - Retest of an area SI • Slightly RECEIVED CITY OF TUKWILA DEC 2 21997 PERMIT CENTER h'` ttn'1\i .�5.��.� �w ••,• ll tykrki�:ldJ.`1 kili� Wit T3NTAL .38.000, QQTPRIHr. ppposf aN 'M(•X. HFIOTH 36' GEOENGINEERS, 1997 1 2flor 1s 5'710- wet •37 V OrA bac I 11 I i) tut i o CITY RECEIVED DEC 2 2 1997 PERMIT CENTER Attachments: Distribution: SDS, SGA, FF Geo� Engineers 8410 - 154th Avenue NE Redmond, WA 98052 (425) 861 -6000 Prepared By: Mark Miller Purpose of Visit: Construction Monitoring FIELD REPORT Project: Shepard Ambulance Owner: Shepard Ambulance Location: Tukwila, WA Weather: Sunny, Warm Arrival: 1430 Departure: 1530 File Number: 5710- 002 -37 Date: July 23, 1997 Report Number: 14 Pape: 1 of 1 Permit Number: I visited the site today at the request of Ron of SGA to perform construction monitoring activities associated with the proposed building. The following is a summary of the days activities. Proposed Building During my visit, I evaluated the compaction of a portion of the building slab subgrade. I evaluated the compaction of the fill by performing in -place moisture and density tests and probing with a 1/2 inch diameter fiberglass hand probe rod. Probe depths were less than 1 inch over most of the area. Over the southern 1/4 of the building area, probe depths ranged from 4 to 6 inches. The fill material in this area had been mixed with some of the native silts present on site. In the northern 3/4 of the building area results from moisture and density testing indicates that the fill has been compacted to at least 95% of the material's maximum dry density (See Summary of in -place moisture and density tests). In the soft area noted above, the soil is too far over the optimum moisture content to compact to 95% of the material's maximum dry density. The earthwork contractor used a dozer to aerate the material in question to allow it to dry over night. I will make a site visit tomorrow morning to re- evaluate the building slab subgrade. RECEIVED CITY OF TUI(WILA DEC 2 21997 PERMIT CENTER This report presents opinions formed as a result of our observations of activities relating to geotechnicel engineering. We rely on the contractor to comply with the plans and specifications throughout the (location of the project irrespective of the presence of our representative. Ow work does not include supervision or direction of the actual work of the contractor, his employees or *gems. Ow firm will not be responsible for job or site safety on this project. Site Plan, Summary of in -place moisture and density tests Signed: f� 1 LETED BY GEOENGINEERS, 1997 fit? fir? ,? RENTAL SPACES • TP .0.000, F QQTRRIKT• . 0.000 SF ,FLOOR r • ' M� X HFSQTH 36' TA. a N P,L' 1:: � : � ... .. ■■ ►drams ff { 1 �( �••►• ti 1��n���a,/ .rT L {1tC11�,G� h��y ^�) ►.'! I' t.i f •Q• (,��.�. y'� 1{ry��'� 6.`fiq ,,i.(`a „`'3 M({ e,; �1 ��. j.d';; , :l , J-Gh'ItraFa - t - z :LS��f y.. .mr.r..V)i/FA ! • S Xl �{ a itp. I iw11=1� �y i• 4:1. 1 tIgt •^�^^ •"r�i r' Eol .E val uo..�"e� RECEIVED CITY OF TUKWILA u t. C 2 21997 PERMIT CENTER Test umbe Test Date Test Method General Location Elev. (feet) Feet to Grade Soil Type Type Com- pastor Field Moist. (%) o /o f OMC Dry Density (PCF) % Compaction Field Max. Field Spec. I 7 1z3 IJ Sot', 5;-t-e J-L 0 .r V c.? )77.; 1 95 95 7 o I L C.9 lz %. 6 ? ?. .0 ..J 0 C .5 ''' I t6 .1) \ V 1 J9 / • :hs Project: Shen 0 Percent Compaction Based on : 0 Density Toot Method N - Nuclear (ASTM D -2922) SC - Sand Cone (ASTM D -1556) RB • Rubber Balloon (ASTM D-3167) Soli Type S - Sand a - sandy G - Gravel g • gravelly SI - Silt al - silty C • Clay o - clayey Standard Proctor (AASHTO T99.57, ASTM D -698) Modified Proctor ( AASHTO T180 -57, ASTM D -1557) Typo of Compactor R - Rubber -tired Roller V • Vibratory Compactor S - Sheepsfoot Roller QD - Grld Roller L - Loaded Scraper JJ - Jumping Jack BV - Backhoe Vibratory Plate VP - Vibratory Plate HT - Hand Tamper • Abbreviations OMC - Optimum Moisture Content RT - Retest of an area St - Slightly SUMMARY OF IN -PLACE MOISTURE AND DENSITY TESTS File No. 57/0 O' 1 - 3 Page 1 of RECEIVED CITY OF TUKWILA DEC 22 1997 PERMIT CENTER Attachments: Distribution: SDS, SGA, FF Geo,, Eng Prepared By: Mark Miller 8410 - 154th Avenue NE Redmond, WA 98052 (425) 861 -6000 Purpose of Melt: Construction Monitoring Proposed Building FIELD REPORT Project: Shepard Ambulance Owner: Shepard Ambulance Location: Tukwila, WA Weather: Sunny, Warm Arrival: 1030 Departure: 1100 File Numbs: 5710- 002 -37 Date: July 24, 1997 Report Number: 15 Page: 1 of 1 Permit Number: I visited the site today at the request of Ron of SGA to perform construction monitoring activities associated with the proposed building. The following is a summary of the days activities. During my visit, I re- evaluated the compaction of a portion of the building slab subgrade (See Site Plan). This portion of subgrade is the soft area noted in the last field report had been aerated over night to allow the soil to dry back to a more favorable moisture content. I evaluated the compaction of the fill by performing a proof roll on the area. Small portions of the recompacted subgrade were still overly soft and moist. Over these areas, probe depths ranged from 3 to 6 inches. In the soft areas noted above, the soil is too far over the optimum moisture content to compact to 95% of the material's maximum dry density. The earthwork contractor agreed to remove these remaining soft soils and replace them with more suitable materials. I will make a site visit tomorrow to re- evaluate the area in question. RECEIVED CITY OF TUKWILA DEC 2 21997 PERMIT CENTER This report presents opinion formed as a result of our observations of sctivitisa relating to geotechnical engineering. We rely on the contractor to comply with the plans and specifications throughout the duration of the project irrespective of the presence of our representative. Our work does not include supervision or direction of the actual work of the contractor, his employees or agents. Our firm will not be responsible for job or site ssfety on this project. Site Plan Signed: S:`�i„_:, „.cE+�:3r'ilir't i!it!f,d;n l��r nv� r t i '"'• s 'i~'! iu:l 52. iu'��; A �' ii. :'C;S S�e'v,•4.�S. L- r....c�fi. :E...�_ .,: ' tea i'i,o.n i`:'�Su" :7 i • *: ivy; �` ... AENTNI,SPACES • TP -8 4- 'MAX. HFIGTH 36' 1• LETED B`►' JEOENGINEERS, 1997 Now y -? -- 77 5ilo`" 007,- 3 Sof + l/Mr7 l� S0 t 15 Areat. CU a �u RECEIVED CITY OF TUKWILA DEC 2 21997 PERMIT CENTER Geo P41, Engineers 8410 - 154th Avenue NE Redmond, WA 98052 (425) 861 -6000 Prepared By: Mark Miller Purpose of Visit: Construction Monitoring FIELD REPORT Project: Shepard Ambulance Owner: Shepard Ambulance Location: Tukwila, WA Weather: Sunny, Warm Arrival: 1030 Departure: 1100 File Number: 5710- 002 -37 Date: July 25, 1997 Report Number: 16 Page: 1 of 1 Permit Number: I visited the site today at the request of Ron of SGA to perform construction monitoring activities associated with the proposed building. The following is a summary of the days activities. Proposed Building Upon my arrival at the site, the soft areas noted in yesterday's report had been excavated and replaced with drier materials. I evaluated the compaction of the fill by performing a proof roll, taking in -place moisture and density tests and probing the area with a 1/2 inch diameter fiberglass hand probe rod. Probe depths in the repaired areas were less than 1 inch. Deflections during proof rolling by a fully loaded front end loader were less than 1/2 inch. Due to the siltier nature of the soil, I had to make a field determination of the soil's maximum dry density (MDD). I tested a portion of soil after repeated passes by the smooth drum vibratory roller used to compact the till. Using the maximum value that I was able to obtain as 98% of the material's MDD. The compaction of the areas in question had been compacted to at least 95% of maximum dry density. It is our opinion that the building slab subgrade has been prepared in general accordance with the project plans and specifications. RECEIVED CITY OF TUKWILA DEC 2 21997 PERMIT CENTER SD5/ This report presents opinions formed se $ result of our observations of activities relating to geotechnical engineering. We rely on the contractor to comply with the plans end specifications throughout the duration of the project Irrespective of the presence of our representative. Our work does not include supervision or direction of the actual work of the contractor, his employees or agents. Our firm will not be responsible for job or site safety on this project. Site Plan, Summary of in -place moisture and density tests Attachments: Distribution: SDS, SGA, FF � / 7 ,9 Signed: � / ,/j 11 6. tt f s a 'r et: •� �. 4y K n t•te {i ...�;. y : hey,�J -g 2 :+; t./ 0 l; :at .�. v �, �. a■Si 1 •.r3�� ,.,;,p :'t3�lllrrlll�t„�1t[� ! 1�,T.Y L.(] �5✓� tiP�•. n( /w'tlylill'aXl l[Ili1L • �. SJt�4:w�1 y Lti i t'•s. �•! t y y+�MHX7111R 0 �r��+r . tf�lr A Y A n 4s.•.�l Js 11.t; .IA.AC =l� S'7t:1 tG' �tir ) ; �A �.t` - lit ; � • i A � ' V ` . fu r. ' �4i �i � t.� 6.. ; ; � c 1, `' " •tip :tiff � :�JI1II • ley 1. 114, 3' TIENTAtISPAQES TP -8:- - .)&000,E NQ 1 ThPt , MNI HFIGTH 36• •• _ _ 1• b T .�1 1 LETED BY GEOENGINEERS, 1997 '1. ti ••.....••..•..•••......... ,..... •••• • c 0 rri CI < 33 PO Om m C3 C Z m GO d at 3 rep. vaJuot4-ert Test Dumber Test Date Test Method General Location Elev. (feet) Feet to Grade Soil T yp e Type Com- pactor Field Moist. ( %) % ± OMC Dry Density (PCF) % Compaction Field Max. Field Spec. 97 z N 3 SP D✓ 1 S. Jlo,5 )0d. 0 ? < ??? ? 94 if G s' 8 V -2. G Iz. / 106,3 ,-s 9.s ;, 'Al IJ I s G • .Sr � RV ?, .6 q,; .3 (1 ,1 5.S" 1' 0,0 )Z DA ?7. 3 Y6 7s .._ 7T LJ rr.1 }) 0 . Project: 7:6 AAA-6 PLA Percent Compaction Based on : ❑ 0 Density Test Method N • Nuclear (ASTM D -2922) SC • Sand Cone (ASTM D -1556) RB • Rubber Balloon (ASTM 0.3167) Soil Type S - Sand s•sandy G - Gravol g • gravelly SI • Silt sl - silty C • Clay o • clayey Standard Proctor (AASHTO T99-57, ASTM 0.696) Modified Proctor (AASHTO T180.57, ASTM 0.1557) Typo of Compactor R • Rubbor•tirod Roller V • Vibratory Compactor S • Sheepsloot Roller GO • Grld Roller L • Loadod Scrapor JJ • Jumping Jack BV - Backhoo Vibratory Plato VP • Vibratory Plato HT - Hand Tampor Abbreviations OMC • Optimum Moisture Content RT • Retest of an area SI - Slightly SUMMARY OF IN -PLACE :;iISTURE AND DENSITY TESTS File No. 57/ & --O9'7. - S .7 Page �_ of ) RECEIVED CITY OF TUKWIIA i,� wt✓ 2 21997i PERMIT CENTER GeoEngineers 8410 - 154th Avenue NE Redmond, WA 98052 (425) 861 -6000 Prepared By: Mark Miller Purpose of Visit: Construction Monitoring FIELD REPORT Project: Shepard Ambulance t wrw: Shepard Ambulance Location: Tukwila, WA Weather: Sunny, Warm Arrive,: 1345 Departure: 1845 RI. Number: 5710- 002 -37 Dec September 22, 1997 Report Number: 17 Pape: 1 of 1 Permit Number: I visited the site today at the request of Ron of SGA to perform construction monitoring activities associated with the proposed building. The following is a summary of the days activities. Storm Drain Upon my arrival at the site, Aero construction had excavated soils between CB #10 and CB #9 . I evaluated the trench subgrade by probing with a 1/2 inch diameter fiberglass hand probe rod. Probe depths were less than 5 inches. It is our opinion that the trench subgrade is suitable for storm drain support. The trench was backfilled in approximately 12 inch thick loose lifts and compacted with a hoe - pack. I evaluated the compaction of the soil by performing in -place moisture and density tests. Due to the mixture of serveral different soils on the site, I had to make a field determination of the soil's maximum dry density (MDD). I tested a portion of soil after repeated compactive efforts. Using the maximum value that I was able to obtain as 98% of the material's MDD. The compaction of the areas in question had been compacted to at least 95% of maximum dry density. It is our opinion that the trench backfill has been compacted in general accordance with the project plans and specifications. RECEIVED CITY OF TUKWILA DEC 221997 PERMIT CENTER SD5 This report presents opinions famed as • result of our obwrvatiorr of activities relating to geotechnice, engineering. We rely on the contractor to comply with the plans end specifications throughout the duration of the project irrespective of the presence of our representative. Our work does not Include supervision or direction of the actual work of the contractor, his employees or agents. Our firm will not be responsible for job or site safety on his project. Site Plan, Summary of in -place moisture and density tests Attachments: Distribution: SDS, SGA, FF Signed: ,M=14. P`. . i 13.75 0, 14:09 ' -- f'3771 1 1 • 6:- -I 4. 46 EX.j SS ); 14.37 -14.43 • EX. CB,. . • RIM=1368 11 1 •:.. di: • IM14 I -gat ' . • •• • I' It r A 0111111 \.... N \ EX.. CB \ RIM=13.65 . •-.1...14.--...._- . >,..-1-4:04 13.99 :* • 14.23 I 4 I v 14.21 X IQ; • • . 14.25 NEW 4AVIDE . , DRIVEWAY 4.312X. ASPHALT -PAVEMENT .;,r; -.t:. .,.- -... SAW-CUT AND REMOVE EXISTING ASPHALT TO PROPERTY LINE 5 -6 EX. ASPHALT, PAVEMENT,' • • CB At a 1 • ••■•••• •••• , 1a 0 • %/narrila I (PE SHT. 4 CB 7 TV • St." r>04. (PE 254.37 . .4E1 1 4.08 ( .08 *7.11 EX. 10' KWILA EASEMEI 1991 NO. 91( CENTER Test 'lumber Test Date Test Method General Location Elev. (fee Feet to Grade Soil T yp e Type Com- pastor Field Moist, ( °�°) ° ° t OMC Dry Density (PCF) % Compaction Field Max. Field Spec. 1 /zZ N - 5P Dv 1s. Ji 1d.o 9 < 7- p7. 3 Y6 7g 23" 7.5 7 7 9 ,4 4 G Sc5 8 V -9- 6 r z 10 1/10 W 1 S G s 6 . _ . 9 • AV 6 9.3 tP .7) /I S` C IT- JZ DA 4 , ) Project: 5 g.,a. Amis v 1 QV Uri st. SUMMARY OF IN -PLACE ► )ISTURE AND DENSITY TESTS Percent Compaction Based on : 0 Standard Proctor (AASHTO T99.57, ASTM D -698) ❑ Modified Proctor ( AASHTO T180.57, ASTM D•1657) Density Test Method N - Nuclear (ASTM D -2922) SC • Sand Cone (ASTM D -1556) RB • Rubber Balloon (ASTM D•3167) Soli Type S • Sand s • sandy O - Gravel g • gravelly SI - Silt sl • silty C • Clay o - clayey Type of Compactor R - Rubber -tired Roller V • Vibratory Compactor S • Sheepsloot Roller GO • Grid Roller L - Loaded Scraper JJ • Jumping Jack BV • Backhoe Vibratory Plate VP • Vibratory Plato HT • Hand Tamper na Abbreviations OMC • Optimum Moisture Content RT - Retest of an area SI • Slightly File No. -5 &-- ooz.- 7 Page 4 of RECEIVED CITY OF TUKWILA DEC 22199? PERMIT CENTER Geo kr_,.. Engineers 8410 - 154th Avenue NE Redmond, WA 98052 (425) 861 -6000 Prepared By: Mark Miller Purpose of Visit: Construction Monitoring FIELD REPORT Project: Shepard Ambulance Owner: Shepard Ambulance Location: Tukwila, WA Weather: Sunny, Warm Arrival: 1200/14: Departure: 1315/154 Pile Number: 5710- 002 -37 Date: September 23, 1997 Report Number: 18 Page: 0 1 of 1 Permit Number: 5 I visited the site today at the request of Ron of SGA to perform construction monitoring activities associated with the proposed building. The following is a summary of the days activities. Storm Drain Upon my arrival at the site, Aero construction had excavated soils between CB #8 and CB #5 . The subgrade soils consisted of medium dense silty fine sand. I evaluated the trench subgrade by probing with a 1/2 inch diameter fiberglass hand probe rod. Probe depths were less than 5 inches. It is our opinion that the trench subgrade is suitable for storm drain support. The trench between CB #8 and CB #7 was backfilled in approximately 12 inch thick loose lifts and compacted with a hoe -pack. I evaluated the compaction of the soil by performing in -place moisture and density tests. Due to the mixture of serveral different soils on the site, I had to make a field determination of the soil's maximum dry density (MDD). I tested a portion of soil after repeated compactive efforts. Using the maximum value that I was able to obtain as 98% of the material's MDD. The compaction of the areas in question had been compacted to at least 95% of maximum dry density. It is our opinion that the trench backfill has been compacted in general accordance with the project plans and specifications. RECEIVED CITY OF TUKWII-A DEC 2 21997 PERMIT CENTER 50S This report presents opinions famed es a result of our observations of activities relating to gaotachnical engineering. We rely on the contractor to comply with the plans and specifications throughout the duration of the project irrespective of the presence of our representative. Our work doss not include supervision or direction of the actual work of the contractor, his employees or agents. Out firm will not be responsible for job or site safety on this project. Site Plan, Summary of in -place moisture and density tests Attachments: SDS, SGA, FF Distribution: Signed: - 41 - 2 ----- t• 14.50 ')1 • - • •tE*5.08 • lE=5.08 lE•=7.11 ; RIM= 14.20 lE=11.20 -1 13 . A 13.75 N. 14:09 - — - t•3771 1 EX.: SSMH i• . k 14 3 • . 14:5v-14.43 ' D 3.58 'Ai••• 11 ..,:F..N EX. CB. . 7 ., • 4 1- RIM=13.68 - . -,•..• ti- ...• c•,..1''1 • • A i l`.1 k ' :ASPHALT,? ER .. DETAIL SI-Cr: ......• .*Y. i '11 •...•. • .. • EX. ASPHALT 1 . •. • PAvEMENT :'..'-:. • .j.: .. . .,.:,...., 1 a) 15 .TYPE I 011 11 11 CB 4110 I-48 EX. SSMH EX: STREET LIGHT 14.80 X ( 2 r SHT. 4) x S 00 two r An r •61"- Tr•ChA // If / Ii I Ii C TY 0 II /pE NUT CENTER II I T TnLX. IC EASEV 199't° 91 Test Numbs Test Date Test Method General Location Elev. (feet) Feet to Grade G' Soil T yp e *PI sc-) Type Corn- pactor 13 v r3 a Field Moist. ( %) 1 S. ° I ° 7 ° t Dry Density (PCF) % Compaction OMC Field 10 i I s °- Max. R 6 . o i o. Field ,9, 3 95.16 Spec. ?a ?e). i r( 7i, 1 ,1 �a rJ I �'S • 4 l � 13 U t - 7 112.S 133.6 77, Z 9S• � / 3 l; aig 56 (; V 7 , Z, 133 7 )3.6, - 6" )(C) ?..5.--- Project: ,,, Aviv I Ov\. SUMMARY OF IN -PLACE Percent Compaction Based on : 0 0 Density Test Method N - Nuclear (ASTM D -2922) SC - Sand Cone (ASTM D -1556) RB • Rubber Balloon (ASTM D•3167) Soil Type S • Sand s - sandy G • Gravel g - gravelly SI • Silt sl • silty C • Clay o - clayey Standard Proctor (AASHTO T99-57, ASTM D -698) Modified Proctor (AASHTO T180.57, ASTM D•1557) Typo of Compactor R • Rubber -tired Roller V • Vibratory Compactor S • Sheepslool Roller GO • Grid Roller L - Loaded Scraper JJ • Jumping Jack BV • Backhoe Vibratory Plato VP • Vibratory Plato HT - Hand Tamper Abbreviations OMC • Optimum Moisture Content RT • Retest of an area SI • Slightly JISTURE AND DENSITY TESTS File No. 57(a-octz -- 3 1 Page ) of RECEIVED CITY OF TUKWILA DEC 2 21997 PERMIT CENTER Geo O Engineers 8410 - 154th Avenue NE Redmond, WA 98052 (425) 861 -6000 Prepared By: Mark Miller Purpose of Visit: Construction Monitoring FIELD REPORT Project: Shepard Ambulance Owner: Shepard Ambulance Location: Tukwila, WA Weather: Sunny, Warm Arrival: 1315 Departure: 1445 File Number: 5710- 002 -37 Date: September 24, 1997 Report Number: 19 Pegs: 1 of 1 Permit Number: I visited the site today at the request of Ron of SGA to perform construction monitoring activities associated with the proposed building. The following is a summary of the days activities. Storm Drain Upon my arrival at the site, Aero construction had backfilled the storm drain trench between CB #5 and CB #7 . Using a previously determined maximum dry density for the soil, I evaluated the compaction of the backfill by performing in -place moisture and density tests. The compaction of the area in question had been compacted to at least 95% of maximum dry density. It is our opinion that the trench backfill has been compacted in general accordance with the project plans and specifications. Prior to my arrival, Aero had placed two catch basins. I evaluated the subgrade soils under these by probing with a 1/2 inch diameter fiberglass hand probe rod. Probe depths were less than 5 inches. It is our opinion that the subgrade soils are suitable for catch basin support. RECEIVED CITY OF TUKWILA DEC 2 21997 PERMIT CENTER This report presents opinions formed as • result of ow observations of activities relating to geotschnical engineering. We rely on the contractor to comply with the plans and specifications throughout the duration of the project irrespective of the presence of our representative. Our work does not include supervision or direction of the actusl work of the contractor, nit employees or agents. Ow firm will not be responsible for job or site safety on this project. Site Plan, Summary of in -place moisture and density tests Attachments: Distribution: SDS, SGA, FF PER • CITY 0 TUKWILA S CB 415, TYPE I =14.20 11.20 4.4 33 ; 14: -r� 7 (PER CIV OF TUKWILA STDS.) FIRE DRAM - - r3.8d 13 13.75 • 0. 1 4:09 - -M -7K i • i SPFK (P EX. C8. RIM =13.31 IE =5.28 15" SE) IE =5.08 X18' b IE =5.08 ' 24" NE) IE =7.11 13" NE) Test umbe Test Date Test Method General Location Elev. (feet) Feet to Grade Soil T yp e Type Corn- pactor Field Moist. ( %) ° ° t Dry Density (PCF) % Compaction OMC Field Max. Field Spec. 2 N o 5w G' d 7. <' 176.7 )'33.6 91 75 • Project: Percent Compaction Based on : 0 Density Test Method N • Nuclear (ASTM D -2922) SC • Sand Cone (ASTM 0•1556) RB - Rubber Balloon (ASTM 0.3167) Soil S • Sand s - sandy G - Gravel g • gravelly SI • Silt sl • slily C • Clay o • clayey 6:er /nit �t. SUMMARY OF IN -PLACE MOISTURE AND DENSITY TESTS Standard Proctor ( AASHTO T99.57, ASTM D -698) Modified Proctor (AASHTO T180.57, ASTM D -1557) Typo of Compactor R - Rubber -tired Roller V • Vibratory Compactor S • Sheepsfoot Roller GD • Grid Roller L • Loaded Scraper JJ • Jumping Jack BV • Backhoe Vibratory Plate VP • Vibratory Plato HT • Hand Tamper Abbreviations OMC • Optimum Moisture Content RT • Retest of an area SI • Slightly File No. 5 /r) -cot- ? Page 1 of RECEIVED CITY OF TUKWILA DEC 221997 PERMIT CENTER Geo N Engineers 8410 - 154th Avenue NE Redmond, WA 98052 (425) 861 -6000 Prepared By: Mark Miller Purpose of Visit: Construction Monitoring FIELD REPORT Project: Shepard Ambulance Owner: Shepard Ambulance Location: Tukwila, WA Weather: Partly Cloudy, Warm Arrival: 1430 Departure: 1930 File Number: 5710- 002 -37 Date: September 25, 1997 Report Number: 20 Pegs: 1 of 1 Permit Number: I visited the site today at the request of Ron of SGA to perform construction monitoring activities associated with the proposed building. The following is a summary of the days activities. Storm Drain Upon my arrival at the site, Aero construction had installed two catch basins and two sections of storm drain pipe (Refer to site plan). I evaluated the subgrade soils under these by probing with a 1/2 inch diameter fiberglass hand probe rod. Probe depths were less than 5 inches. It is our opinion that the subgrade soils are suitable for catch basin and pipe support. Aero later backfilled a portion of the excavation using native silty sand as cover over the pipe and imported fill material on subsequent lifts. The fill was placed in 12 inch thick loose lifts and compacted using a hoe -pack. Using a previously determined maximum dry density for the soil, I evaluated the compaction of the backfill by performing in -place moisture and density tests. The compaction of the area in question had been compacted to at least 95% of maximum dry density. It is our opinion that the trench backfill has been compacted in general accordance with the project plans and specifications. A water line runs through a portion of the excavation not yet compacted. In order to assure proper support for this water line, it is our recommendation the contractor bed this portion of pipe in pea gravel. This section of water line should then be covered with suitable till and compacted. Immediately prior to my departure there was a rupture in a water line adjacent to the open excavation. The portion of the trench not yet backfilled became flooded with water. Wet and disturbed soils will have to be removed from the excavation tomorrow and replaced with more suitable materials. RECEIVED CITY OF TUKWILA DEC 221997 . PERMIT CENTER SD5 / Thia report presents opinions formed as a result of our observations of activities relating to geotechnical engineering. We rely on the contractor to comply with the plans and specifications throughout the duration of the project irrespective of the presence of our representative. Our work does not include supervision or direction of the actual work of the contractor, his employees or agents. Our firm will not be responsible for job or site safety on this protect. Site Plan, Summary of in -place moisture and density tests Attachments: Distribution: SDS, SGA, FF ■11..••■•• OWN IWO 11-11-1) RY CFOF NGINEERS. 1997 S a oat -.3 7 RENTAL SPAQES • 'MeIX. IIEIGTN 36' I til+1 •• • rs3110 Lj �t� � �t . i t :• r !, iii r� :r'" .ti n -r� •.,.. �; -i is t ti ti���y�,� t 1 r a t .. i v• .i • w v S t� 6�]f ►' tilgIM�y•�[11 251:1 +� '�{ s �1 1 �„� .?�' 1:•' �, �� lhl1A ! 1 � Y 9 r7C.c � �• "ri IIY 1•�{(7t7lII1� Ir•• S: �cSi • r,:.n ��� � .r d �tC� ,��:�ihYL�U�••t�a�iSo-„� -�•.. � .s:..,��rrtd��' maw' s; �.+•,,,t.s��i:u.n<ft.��5u�;'•`� ? �, V.; ql • p;i W o.4-et L ;Ae, • Fu 1 e• 1141a1Fer • , , Water )J *e RECEIVED CITY OF TUKWILA 2 21997 PEi Mrr CENTER I� Test Test Number) Date Test Method General Location Elev. (feet) F t o Grade Soil T yp e , Typo Com- pactor Field Moist. ( %) 04, Dry Density (PCf ) %Compaction OMC Field Max. Field Spec. I ? / r 5 c . , . 1 • 5 ' ' > ' B V )*3..c i 14 ,1 .I Z r9 F5`., f 90 - z. I Z. 5W '2, 1 7s.7 I 79 6 ?o 3 n 7, 1 s , i II'9.5 , z 1. ( yet. 1 95 : I) 5c �'S 7p `J c; - �� / t / Li . 9 17 . X 9 ' }+ JY�ia"'�i` . - . � .'dtin "?i4iCdl. • 3w.'.`G'Y - ' 4, ,:�z. •.�. -. r„ .. .;:.:• �J.. f;; r .....•c.,•rr''..+ }SF3•F rYe 4..rk• v ;.:;U :.;1Ta�Yaert, k!,ir<i' Project: S he nv a'l SUMMARY OF IN- PLACE:: JISTURE AND DENSITY TESTS 4€41/ 1014 rte, File No.- "7/r)- Otz —3 Page ] of Percent Compaction Based on : ❑ 0 Density Teat Method N • Nuclear (ASTM D -2922) SC - Sand Cone (ASTM D -1556) RB • Rubber Balloon (ASTM 0.3167) Solt Type S• Sand G • Gravel SI • Silt C - Clay s - sandy g • gravelly sl • silty c - clayey Standard Proctor (AASHTO T99-57, ASTM D -699) Modillacl Proctor ( AASHTO T180-57, ASTM 0-1557) Typo of Compactor R • Rubber -tired Roller V • Vibratory Compactor S • Shoopsloot Roller GO • Grld Roller L • Loaded Scraper JJ • Jumping Jack BV - Backhoo Vibratory Pinta VP • Vibratory Plato I IT - Fiend Tamper Abbreviations OMC - Optimum Moisture Content RT • Retost of an area SI • Slightly RECEIVED CITY OF TUKWILA DEC 22 1997 PERMIT CENTER Geo kl 8410 - 154th Avenue NE Redmond, WA 98052 (425) 861 -6000 Prepared By: Jon C. Koloski Purpose of Visit: Construction Monitoring FIELD REPORT Project: Shepard Ambulance Owner: Same Location: Tukwila Weather: Lt. rain Arrival: 10:00 Departure: 11:30 File Number: 5710 -02 -37 Date: 9/24/97 Report Number: 21 Page: 1 of Permit Number: The site was visited today at the request of Jim Slyvester of SGA Corp. to evaluate compacted utility trench backfill. Our observations were as follows: STORM DRAIN & WATER LINE TRENCH cin d Upon my arrival I spoke with Jim,,lie indicated that a waterline had broke sometime in the night and flooded a partially backfilled utility trench. The contractor, Areo Construction was in the process of backfilling storm drain and waterline trench near CB # -15. The storm line was about 6 to 7 feet below existing grad waterline was about 3 feet below grade. It is my undestanding that several feet of the saturated backfill was removed. Backfill material being placed during my site visit consisted of imported fine to coarse sand with gravel. Backfill was being placed in lifts and was compacted with a track -hoe equipped with a vibratory plate. Backfill was evaluated by means of in -place density tests performed at grade and up to 4 feet below grade. Test results indicated compaction of at least 95% in the upper 4 feet and at least 90% below 4 feet. Based on these results the areas tested today have been placed and compacted in general accordance with project plans and specifications. RECEIVED CITY OF TUKWILA DEC 2 21997 PERMIT CENTER 5 )5� This report presents opinions formed as • result of our observations of activities relating to geotechnical engineering. We rely on the contractor to comply with the plans and specifications throughout the duration of the project Irrespective of the presence of our representative. Our work does not Include supervision or direction of the actual work of the contractor. his employees or agents. Our firm will not be responsible for job or site safety on this project. Attachments: x Distribution: x Signed: (�- / ♦ G" Test Number Test Date Test Method General Location Elev. (feet) Feet to Grade Soil T yp e Type Corn- pactor Field Moist. ( %) o '" ± OMC Dry Density (PCF) % Compaction Field Max. Reid Spec. 91).1,0 r.) .s'`(,,, �. 0 `' S 8 / 27 X33, 6 9s~ 4s c --, ,v1,-, ca.+�is 1 -7/ GP ( $ , l /20.3 - ciao q' b . Percent Compaction Based on : 0 El Density That Method N- Nuclear (ASTM D -2922) SC - Sand Cone (ASTM D -1556) RB • Rubber Balloon (ASTM D•3167) Sou Type S• Sand - Gravel SI - Slit C - Clay - sandy g - gravelly el - silty o - clayey .41 Standard Proctor ( AASHTO T99.57, ASTM D -698) Modified Proctor (AASHTO T130.57, ASTM D -1557) Type of Compactor R - Rubber -tired Roller V - Vibratory Compactor S - Sheapsfoot Roller GD - Grid Roller L - Loaded Scraper JJ - Jumping Jack BV - Backhoe Vibratory Plato VP • Vibratory Plato DA - XCiQ- 4447.71? HT - Hand Tamper d Abbreviations OMC • Optimum Moisture Content RT - Retest of an area SI - Slightly SUMMARY OF IN -PLACE ' MOISTURE AND DENSITY TESTS Project: ' ARD Ater A01-43 z--(.41) P.c.-Pi # 1 c l File No. S '7i0 - U� Page 1 of L RECEIVED CITY OF TUKWILA DEC 2 21997 PERMIT CENTER Geo Alp Eng 8410 - 154th Avenue NE Redmond, WA 98052 (206) 861 -6000 Prepared By: Anthony Coyne Purpose of Visit: Construction Monitoring FIELD REPORT Project: Shepard Ambulance, Building 10 Owner: Teutsch Partners Location: Tukwila, WA Weather: Overcast, 60F Arrival: 0730 Departure: 1200 File Number 5710- 002 -37 -1130 Date: September 30, 1997 Report Number: 22 Pape: 1oft Permit Number: We visited the site at the request of Jim Sylvester with SGA to monitor earthwork activities from 0730 to 0915 and from 1130 to 1200. The following report is a summary of today's events. Storm Lines in Parking Area When we arrived on site Aero Construction had completed backfilling a trench for a storm drain line from CB-4 (catch basin) to an existing catch basin approximately 110' southwest of CB-4. I evaluated the trench backfill by performing in -place density tests and by probing with a 1/2" diameter steel probe rod. Probe depths in fill placed around CB's were typically 20 to 24 inches. We recommended that the backfill in these areas be removed, replaced with drier material and recompacted in 12- inch -thick loose lifts. Jim Sylvester indicated that Aero Construction would use material obtained from the screen wall footing excavation as fill material. The fill material generally consisted of brown sand and gravel. Aero Construction potholed a location approximately 63 feet southwest of CB-4 to a depth of approximately 2.5 feet below the existing subgrade. The subgrade generally consisted of brown sand and gravel with occasional pulverized asphalt. Probe depths of 2 to 3 inches were typical. In -place density tests indicated that compaction to 95% of the maximum dry density was not achieved. These results are lower than expected and are most likely due to the presence of asphalt concrete in the backfill material (The nuclear densometer reads the asphalt as moisture because of the hydrocarbons in the asphalt. This results in a dry density lower than the actual dry density). Based on our observations and evaluations, it is our opinion that the backfill placed between the catch basins and below a depth of 2 feet has been adequately compacted in accordance with the project plans and specifications. We also evaluated the uppermost portion of the trench backfill by probing with a '/" diameter steel probe rod. Probe depths of the surface material were typically 4 to 8 inches in depth. The surface material was rutted from traffic especially towards CB -4. The surface material generally consisted of brown sand and gravel with occasional pulverized asphalt and over its optimum moisture content. The presence of the asphalt in the subgrade made the use of nuclear densometer unreliable. As a result, I recommended that Aero Construction remove the upper foot of material, compact the exposed subgrade and replace with structural fill. Aero Construction removed approximately the upper two feet of trench backfill and replaced it with material from the screen wall footing excavation. The fill was placed in approximately 12- inch -thick loose lifts, compacting each lift. RECEIVED KD IjLA This report presents opinions formed as • result of our observations of activities relating to peotechnical engineering. We rely on the contractor to comply with the plans and specific bone throughout the duration of the project irrespective of the presence of our representative. Our work does not Include supervision or direction of the actol y/rk of }thdyco� `(t r, his employees or agents. Our firm will not be responsible for job or site safety on this project 1, ,(( J Attachments: Site plan, Summary of in -place density tests SG A Distribution: Signed: Avv PENMI`f CEN'fEr -1 6 57/ 1,15 Geok 8410 - 154th Avenue NE Redmond, WA 98052 (206) 861 -6000 Prepared By: Anthony Coyne Purpose of Visit: Construction Monitoring FIELD REPORT Project: Shepard Ambulance, Building 10 Owner: Teutsch Partners Location: Tukwila, WA Weather: Overcast, 60F Arrival: 0730 Departure: 1200 File Number: 5710- 002 -37 -1130 Date: September 30, 1997 Report Number: 22 Page: 2of �,L Permit Number: Screen Wall Footing Aero Construction performed an excavation for a screen wall footing to separate the truck and general parking areas. The northern 45 feet of footing subgrade consisted of brown sand and gravel. The footing subgrade steps down one foot in depth approximately 45 feet south of the north end of the screen wall footing. The subgrade from 45 to 100 feet south of the north end of the screen wall generally consists of dark gray fine to medium silty sand. The subgrade of the south 45 feet generally consists of brown sand and gravel. In -place density tests were performed that indicated that compaction to at least 95 % of the MDD was achieved in all areas except along a 30- foot -long portion of the dark gray subgrade. We recommended that additional compaction be performed in this location. Based on our observations and evaluations, it is our opinion that the footing subgrade for screen wall has been compacted adequately in accordance with project plans and specifications with the previously noted exception. Aero Construction did not complete trench backfill placement while we were on site and an additional visit will be required for evaluation. RECEIVED crr OF TUKWILA DEC 2 21997 PERMIT CENTER This report presents opinions formed as • result of our observations of activities relating to gootechnical engineering. We rely on the contractor to comply with the plans and specifications throughout the duration of the project Irrespective of the presence of our representative. Our work does not Include supervision or direction of the actual work of the contractor, his employees or agents. Our firm will not be responsible for job or site safety on this project. Attachments: Site plan, Summary of in -place density tests SGA Distribution: Signed: aVtL � 1 Test Number Test Date Test Method General Location Elev. (feet Feet to Grade Soil T " Type Corn- pactor Field Moist. ( %) % ± Dry Density (PCF) % Compaction OMC Field Max. Field Spec. • I 7..36•(17 N i 33 fl enct s =.(l V o N. eA4c1 S 5 of 1.1.60A s tZrtt 0'b7 0 ' b7 (1•�7 Ski 51 AI 5 M ' l3v 6'7 b•0 11 2 11 al '4- 124'3 /1.5..2. 12.7 12- I20 94 98 °l 9 s 2- r f 4. , t 5 of N, erns( i�ia j I . / 7 S M I S'5 1 �•+- l O col &Iowa /l 10 ri ioq'`S of n). e414 wa l l n 1 17 S11-54/ )1 104-'.7 C, 2 N o f S . evrrl s ,,S i t 6' N of S €4 S i• 1.17 lit 7 54 SLR/ 5' 3 5 Z 12 7' 0 1230 12-7 12,7 100 9 7 7 k' � 3fl1 r 11 iw :. s„Y tai 4,;r4 rt:g 1 +t. • 4: leiWc m` kayo :. Percent Compaction Based on : ❑ Standard Proctor (AASHTO T99-57, ASTM 0-690) Modilind Proctor (AASHTO T100.57, ASTM D -1557) Density Toot Method N - Nuclear (ASTM D -2922) SC • Sand Cone (ASTM D -1556) RB • Rubber Balloon (ASTM D•3167) Soil Typo S • Sand s • sandy G • Gravel g • gravelly SI • Slit si - silty C - Clay c • clayoy Typo of Compactor R • Rubbor•tirod Roller V • Vibratory Compactor S - Shoepsfoot Roller GD • Grid Roller L • Loaded Scraper JJ • Jumping Jack BV • Backhoo Vibratory Pinto VP - Vibratory Plato FIT - Fiend Tamper Abbreviations OMC - Optimum Moisture Content RT - Retest of an area Si • Slightly SUMMARY OF IN -PLACE MOI., i - URE AND DENSITY TESTS Project: SGA She•o fit 'i'✓1 bu f aiio File No. 5710- 002. -37 Page of RECEIVED CITY OF TUKWILA DEC 221997 PERMIT CENTER Geo O Engineers 8410 - 154th Avenue NE Redmond, WA 98052 (206) 861 -6000 Prepared By: Anthony Coyne FIELD REPORT Project: Shepard Ambulance, Building 10 Owner: Teutsch Partners Location: Tukwila, WA Arrival: 0815 File Number: 5710- 002 -37 -1130 Date: October 1, 1997 Report Number: 23 Pape: 1 of Z. Purpose of Visit: Construction Monitoring Weather: Overcast, 60F Departure: 0915 Permit Number: We visited the site at the request of Jim Sylvester with SGA to monitor earthworkfatistirte. The CITY OF TUKWILA following report is a summary of today's events. DEC 2 21997 Storm Lines in Parking Area PERMIT CENTER When we arrived on site Aero Construction had completed replacing and compacting trench backfill for a storm drain line from CB -4 (catch basin) to an existing catch basin approximately 110' southwest of CB -4, as we recommended on 9 -30 -97 (Field Report No.22). The trench backfill generally consisted of brown sand and gravel with occasional pulverized asphalt. I evaluated the trench backfill by digging two holes to a depth of approximately one foot below the existing ground surface and performing in -place density tests and probing with a 2" diameter steel probe rod. Probe depths of 2 to 3 inches were typical in the excavated holes. In -place density tests in the excavated holes indicated that compaction to 95% of the maximum dry density was not achieved. These results are lower than expected and are most likely due to the presence of asphalt concrete in the backfill material (The nuclear densometer reads the asphalt as moisture because of the hydrocarbons in the asphalt. This results in a dry density lower than the actual dry density). Probe depths of 2 to 3 inches were typical around the existing catch basin and the surface of the trench backfill. An area disturbed by vehicle traffic was observed between 10 and 30 feet southwest of CB -4. We recommend to SGA that the traffic be kept to a minimum on areas of prepared subgrade and that any areas that are or become disturbed are excavated and replaced with structural fill. Based on our observations and evaluations, it is our opinion that the backfill placed around the existing catch basin and in the trench from the existing catch basin to within 30 feet of CB -4 has been adequately compacted in accordance with the project plans and specifications. Probe depths in fill placed around CB -4 and for a distance of approximately 18' southwest of CB-4 were typically 20 inches. We recommended to that the backfill in these areas be removed, replaced with drier material and recompacted in 12- inch -thick loose lifts. Jim Sylvester indicated that this area is to be located in a truck well which will be approximately 4 feet below the finished subgrade elevation. As a result, the majority of the material in this location will be excavated to accommodate the truck well. Screen Wall Footing Jim Sylvester indicated that Aero Construction had recompacted the area mentioned in Field Report 22. I evaluated the subgrade in this area by probing with a 'A" diameter steel probe rod. Probe depths 50` This report presents opinions formed as a result of our observations of activities relating to geotechnicai engineering. We rely on the contractor to comply with the plans and specifications throughout the duration of the project irrespective of tho presence of our representative. Our work does not include supervision or direction of the actual work of the contractor, his employees or agents. Our firm will not be responsible for job or site safety on this project. Attachments: Site plan SGA Distribution: Signed: al' t'i ✓1-p y.�s Attachments: Site plan SGA Distribution: Geo8Engineers 8410 - 154th Avenue NE Redmond, WA 98052 (206) 861 -6000 Prepared By: Anthony Coyne Purpose of Melt: Construction Monitoring FIELD REPORT Project: Shepard Ambulance, Building 10 Owner: Teutsch Partners Location: Tukwila, WA Weather: Overcast, 60F Arrival: 0815 Departure: 0915 File Number: 5710- 002 -37 -1130 Date: October 1, 1997 Report Number: 23 Page: 2off. ?-- Permit Number: of 4 inches were typical in the subgrade. A section of prepared footing subgrade was observed between 30 and 40 feet south of the north end where traffic had passed over. The subgrade was subsequently disturbed. We recommended to SGA that any disturbed subgrade be recompacted or replaced with structural fill prior to placing forms. RECEIVED CITY OF TUKWILA DEC 2 21997 PERMIT CENTER This report presents opinions formed sa a result of our observations of activities relating to peoteehnical engineering. We rely on the contractor to comply with the plans and specifications t the duration of the project Irrespective of the presence of our representative. Our work does not include supervision or direction of the actual work of the contractor, his employees or agents. Our firm will not be responsible for job or alto safety on this project. Signed: gy p • Geo Engineers • J � y CHECKED BY RECEIVED CITY OF TUKWILA DEC 2.21997 PERMIT CENTER Geo •Engineers 8410 - 154th Avenue NE Redmond, WA 98052 (206) 861 -6000 Prepared 8y: Don Huff Purpose of Visit: Construction Monitoring FIELD REPORT Protect: Shepard Ambulance, Building 10 Owner: Teutsch Partners Location: Tukwila, WA Weather: Clear,61F Arrival: 1130 Departure: 1300 File Number: 5710- 002 -37 Date: November 12, 1997 Report Number: 24 Pape: 1 of 1 Permit Number: We visited the site today at the request of Jim Sylvester with SGA Corp. to monitor earthwork activities. PAVEMENT SUBGRADE PREPARATION: We met with Jim Sylvester today and proofrolled the extreme west drive with a loaded narrow tired front end loader. The aralus located as shown on the attached site plan excerpt. There was very little to no deflection under the loads of the front end loader along most of the area except for two small 15'X20' areas shown on the site plan excerpt. These two area deflected approx. 1 -inch under the loads of the front end loader. We recommended to Jim Sylvester that these two soft areas should be removed to firm soil and replaced with a drier soil and recompacted. Jim said that they will remove these areas to firm soil and replace with 5/8 -inch compacted crushed rock. Jim Sylvester will call us when we are needed again. RECEIVED CITY OF TUKWILA DEC 2 21997 PERMIT CENTER This report presents opinions formed as a result of our observations of activities relating to geotechnical engineering. We rely on the contractor to comply with the plans and 'pacification. throughout the duration of the protect irrespectNo of the presence of our representative. Our work does not Include supervision or direction of the actual work of the contractor. his employees or agents. Our firm will not be responsible for lob or site safety on this protect. Site Plan Excerpt Attachments: Distribution: SDS,SGA,FF 0 1' b l; m , 3.00,9ra114 . J Attachments: Distribution: SDS,SGA, FF Geo, 8410 - 154th Avenue NE Redmond, WA 98052 (206) 861 -6000 Prepared By: Don Huff Purpose of Visit: In -place Density Tests Jim Sylvester will call us when we are needed again. FIELD REPORT Project: Shepard Ambulance, Building 10 Owner: Teutsch Partners Location: Tukwila, WA Weather: Partly Cloudy, 57F Arrival: 0900 Departure: 1100 File Number: 5710- 002 -37 Date: November 14, 1997 Report Number: 25 Page: 1 of 1 Permit Number: We visited the site today at the request of Jim Sylvester with SGA Corp. and the City of Renton to perform pavement subgrade in -place density tests. PAVEMENT SUBGRADE PREPARATION: We received a telephone call yesterday from Jim Sylvester (SGA) and he stated that the City of Renton is requesting density testing along the west drive. The west drive was proof rolled on November 12, 1997 (see Field Report No.24). The pavement subgrade soil consists of brown silty fine to medium sand with fine to coarse gravel and occ. cobbles (131.5 pcf at 12.2 percent optimum moisture content) and brown and gray silty sand (120.0 pcf at 15.5 percent optimum moisture content). The entire roadway has been graded and compacted with a large single drum self propelled vibratory roller. There were two areas that remain soft as described in our Daily Field Report No.24. A total of five density tests were taken in the subgrade today. The test results indicated that most of the area has been compacted to at least 95 percent of the maximum density determined in accordance with ASTM D -1557. There was one small area around the northern most storm drain catch basin along the east side of the drive area that is soft and low of the specified 95 percent compaction as shown on the attached site plan excerpt. We recommend that this soft soil be removed to firm soil and replace with a drier soil compacted to the required 95 percent density. RECEIVED CITY OF TUKWILA DEC 2 21997 PERMIT CENTER SS ✓ This report presents opinions formed as a result of our observations of activities relating to geotechnical engineering, We rely on the contractor to comply with the plans and specifications throughout the duration of the project irrespective of the presence of our representative. Our work does not include supervision or direction of the actual work of the contractor, his employees or agents. Our firm will not be responsible for job or site safety on this project, Summary of In -place Density Tests and Site Plan Excerpt Signed: Test Numbe Test Date Test Method General Location Elev. • (feet) Feet to Grade Soil • T yp e Type Corn- pactor Field Field ( %) ciirr OMC Dry Density (PCF) % Compaction Field Max. Field Spec. � t1 �...� J f l - t+ N , p Sna, µttese,twl rig* , Pitt Li %)144 {' 1 11 • V IQ,6 t'.2 1056 1 ?1,$ 95•x5 ert- — (2 fl-t4 t 1 doe ,4+1 , f (n --- iv rye, s��s V il•R w,`... tKg,3 1 I,S 9G,Cr i t - I+ Spy. Miro it oil Sticl,Onvr — Satin wit sI5 V 1L5 10.2 45,3 1315 94573 95" -f 11 -14 t i Se.a. 144 eI Wit• .fa'eitA -- S4 „ � . V in) kV.a 104,o 1 19 95' fl•. vi. Ai `De fa. ,•{{ct1.1.: dV. rrttn ~-- r.,it - S V i7.h 15,5 !09'.� (P4,1) 916 95 , II C�tne Pr,1in+ n rni 4141tn 7 si >. 104. - • 1'51.5 i Project:_ Solt Type S. Sand G • Gravel SI • Slit C. Clay Percent Compaction Based on: 0 Density Test Method N • Nuclear (ASTM D•2922) SC • Sand Cone (ASTM D•1556) RB • Rubber Balloon (ASTM D•3167) a • sandy g • gravolly st - silty c • clayey Standard Proctor (AASHTO T99.57, ASTM D•696) Modillod Proctor (AASHTO T180.57, ASTM D•1557) Typo of Compactor R • Rubber-tired Roller V • Vibratory Compactor S • Sheopsfoot Roller GD • Grld Roller L • Loaded Scraper JJ • Jumping Jack By • Backhoo Vibratory Plate VP • Vibratory Plate HT • Hand Tamper Abbreviations OMC • Optimum Moisture Content RT • Retest of an area SI • Slightly SUMMARY OF IN -PLACE MC.' :. TURE AND DENSITY TESTS ICI ,yrYN 61.r40.e,if� 10 File No. 5716 — nor) -37 Page t of I RECEIVED CITY OF TUKWILA DEC 2 2 1997 PERMIT CENTER Attachments: Map Distribution: SGA Geoff Engineers 8410 - 154th Avenue NE Redmond, WA 98052 (425) 861 -6000 Prepared By: Jon C. Koloski Purpose of Visit: Construction Monitoring FIELD REPORT Proleet: Shepard Ambulance Owner: Teutsch Partners Location: Tukwila Weather: Sunny, cool Arrival: 10:00 Departure: 11:00 File Number: 5710-002 -37 Date: November 26, 1997 Report Number: 26 Pape: 1 of Permit Number: The site was visited today at the request of Jim Slyvester of SGA Corp. to perform curb subgrade evaluation. Our observations were as follows: Curb subgrade was evaluated along the east and west side of the West Drive. The curb subgrade soils consisted of a brown silty fine to medium sand with gravel. Subgrade was evaluated by probing 1/2 diameter steel probe rod, probing depths typically ranged from 2 to 3 inches (wet surfical slop). We recommend that the soft, wet surfical soils be removed during fine grading and replaced with crushed rock or recycled concrete. CITY RECEIVED DEC 2 2 1997 .PERMIT Gt::::, :l 505 This report presents opinions formed aa • result of out observations of activities relating to geotechnlcal engineering. We rely on the contractor to comply with the plans and specifications throughout the duration of the project Irrespective of the presence of our representative. Our work does not Include supervision or direction of the actual work of the contractor, his employees or agents. Our firm will not be responsible for job or site safety on this project. Signed: e �/,.ri 9 �� tJ Geoff Engineers 8410 - 154th Avenue NE Redmond, WA 98052 (425) 861 -6000 Prepared By: Jon C. Koloski Purpose of Visit: Construction Monitoring FIELD REPORT Project: Shepard Ambulance Owner: Teutsch Partners Location: Tukwila Weather: Sunny, cool Arrival: 8:40 Departure: 9:30 File Number: 5710- 002 -37 Date: December 5, 1997 Report Number: 27 Page: 1 of Permit Number: The site was visited today at the request of Jim Slyvester of SGA Corp. to evaluate pavement subgrade. Our observations were as follows: PAVEMENT SUBGRADE PREPARATION south entrance road & truck bay Basecoarse rock had been placed prior to our arrival in the south entrance road and truck bay area. No proofrolling or probing was performed in this area. Jim mentioned that these areas seemed to be holding up during placement of basecoarse material. east driveway and parking The contractor was in the process of placing basecoarse rock in this area. I observed the deflection under the tires of the dump truck as it was placing the crushed rock. In general the deflections that I observed were less than a 1/2 inch. Subgrade was also evaluated by probing with a 1/2 inch diameter steel probe rod. Probing depths in the light vehicle parking areas ranged from 2 to 4 inches. north driveway and parking Fine grading activities were taking place in the northwest corner of the site. Subgrade was evaluated by probing. Probing depths were typically Less than 2 inches. Two areas of soft, wet subgrade were identified in the approximate areas shown on the attached map. Probing depths in these areas ranged from 12 to 18 inches. I recommended that these areas be overexcavated and replaced with recycled concrete or crushed rock. It was my understanding that the existing grades in the northwest corner of the site were up to .5 feet high. west driveway and parking This portion of the site had yet to be fine graded no subgrade evaluation was made. west drive (future easment) This area has been previously evaluated on November 12 & 14, 1997. Since that time wet weather combined with construction traffic associated with curb construction has generated areas of soft, wet subgrade. Based on probing depths the soft, wet soils appear to be limited to the upper 2 to 3 inches. We recommend that the wet suficial soils be removed prior to placing basecoarse material. RECEIVED CITY OF TUKWILA DEC 221997 PERMIT CENTER 517 The report present. opinions formed as • moult of our observations of activities relating to geotechnlcaI engineering, We rely on the contractor to cornply with the plans and specifications throughout the duration of the project Irrespective of the presence of our representative. Our work dos* not Include supervision Of direction of the actual work of the contractor, his employees or agents. Our firm will not be responsible for lob or site safety on this project. Attachments: Map Distribution: SGA Signed: x Geo ,0Engineers 8410 - 154th Avenue NE Redmond, WA 98052 (206) 861 -6000 Prepared By: Anthony Coyne Purpose of Visit: Construction Monitoring FIELD REPORT Project: Shepard Ambulance, Building 10 Owner: Teutsch Partners Arrival: 0700 Departure: 0800 File Number: 5710- 002 -37 -1130 Date: December 6, 1997 Report Number: 28 Location: Tukwila, WA Weather: Foggy, 35F Page: 1 of 1 Permit Number: We visited the site at the request of Jim Sylvester with SGA to monitor earthwork activities. The following report is a summary of today's events. Proof Roll of West Driveway A proof roll of the western driveway was performed today. Density esting has previously been completed in this area, as referenced in Field Report 25 (dated 11/14/97). Aero Construction provided a loaded single unit dump truck to do the proof roll. The exposed subgrade generally consisted of brown fine to coarse silty sand with fine to coarse gravel and trace recycled asphalt and concrete. Jim indicated that the driveway subgrade is approximately 0.15 to 0.2 feet below finished subgrade. Crushed rock or recycled concrete will be used to bring the elevation up to the desired finished subgrade elevation. Crushed rock placement is to take place today. A subsequent proof rolling will need to be performed and observed by a GEI representative on the crushed rock subgrade. Several areas in the northern portion were identified where 2 inches or greater of deflection were observed. In addition, I evaluated these areas by probing with a 1/2 inch - diameter steel probe rod. Probe depths of 12 to 18 inches were typical in the soft areas identified by the proof rolling. Probe depths of 1 to 3 inches were typical elsewhere. I recommended that the soft areas identified be overexcavated at least 12 inches and replaced with recycled concrete or crushed rock. In addition, I recommended that loose wet material present next to the western curb of the west driveway be removed prior to crushed rock placement. Please see the attached site plan for approximate location. Provided that the aforementioned recommendations are observed and based on our observations and evaluation, it is our opinion that the subgrade of the western driveway has been prepared in accordance with project plans and specifications. RECEIVED CITY OF TUKWILA DEC 22 1997 PERMIT CENTER This report presents opinions formed as a result of our observations of activities relating to geotechnicai engineering. We rely on the contractor to comply with the plans and specifications throughout the duration of the project Irrespective of the presence of our repreaentatlyo. Our work does not include supervision or direction of the actual work of the contractor, his employees or agents. Our firm will not be responsible for lob or site safety on this project. Attachments: Site plan SGA Distribution: Signed: at.e:1,4",-1.4-f Geo ,o-i'Engineers CHECKED BY RECEIVED CITY OF TUKWILA DEC 2 2 1997 PERMIT CENTER . . , Geo Engineers 8410 - 154th Avenue NE Redmond, WA 98052 (206) 861 -6000 Prepared By: Anthony Coyne Purpose of Visit: Construction Monitoring FIELD REPORT Project: Shepard Ambulance, Building 10 Owner: Teutsch Partners Location: Tukwila, WA Weather: Overcast, 50F Arrival: 0730 Departure: 1500 File Number: 5710- 002 -37 -1130 Date: December 13, 1997 Report Number: 29 Page: lf,.I Z Permit Number: We visited the site at the request of Jim Sylvester with SGA to monitor earthwork activities. The following report is a summary of today's events. WEST DRIVEWAY When we arrived on site today Jim Sylvester and Bob of Aero Construction indicated that areas in the west driveway, which were reworked on 12/6/97 per our recommendations (see field report #28), were disturbed during the following week and again pumped under rubber -tired equipment. A proof roll of the western driveway was performed today. Aero Construction provided a loaded single unit dump truck to do the proof roll. The exposed subgrade generally consisted of brown fine to coarse silty sand with fine to coarse gravel and trace recycled asphalt and concrete. Up to 2 inches of wet loose material was present on much of the exposed subgrade. Several areas in the northern portion were identified where 2 inches or greater of deflection were observed. In addition, I evaluated these areas by probing with a 1/2 inch - diameter steel probe rod. Probe depths of 12 to 18 inches were typical in the soft areas identified by the proof rolling. Probe depths of 1 to 3 inches were typical elsewhere. I recommended that the soft areas identified be overexcavated at least 24 inches and replaced with recycled concrete or crushed rock. In addition, I recommended that loose wet material present on the driveway be removed prior to crushed rock placement. Please see the attached site plan for approximate location. In addition, we recommend that traffic be kept off the prepared subgrade to minimize the possibility of disturbance that would require additional overexcavation in this area. Provided that the aforementioned recommendations are observed and based on our observations and evaluation, it is our opinion that the subgrade of the western driveway has been prepared in accordance with project plans and specifications. NORTHWEST PARKING AREA A proof roll of the northwest parking area was performed today. Aero Construction provided a loaded single unit dump truck to do the proof roll. The exposed subgrade generally consisted of 5/8 inch -minus crushed rock. Loaded asphalt and concrete trucks had used this as an access in the previous days and had significantly disturbed the subgrade in this area. Jim Sylvester and Bob of Aero Construction had indicated that a large area nearby was overexcavated up to three feet and backfilled RGCC'i1KR This report presents opinions formed as a result of our observations of activities relating to geotechnlesl engineering. We rely on the contractor to comply witardfarQEMIIIKWilbAs throughout the duration of the project Irrespective of the presence of our representstive. Our work does not include supervision or direction of the actual work of the contractor, his employees or agents. Our firm will not be responsible for Job or site safety on this project. Attachments: Site plan SGA Distribution: Signed: f J DEC 2 2 1997 / ? RMIT CENTER li 71 , iteic,y t,,,,,, Geo,Eng 8410 - 154th Avenue NE Redmond, WA 98052 (206) 861 -6000 Prepared By: Anthony Coyne Purpose of Visit: Construction Monitoring FIELD REPORT Project: Shepard Ambulance, Building 10 Owner: Teutsch Partners Location: Tukwila, WA Weather: Overcast, 50F Arrival: 0730 Departure: 1500 File Number: 5710- 002 -37 -1130 Date: December 13, 1997 Report Number: 29 Page: 2of{+ Permit Number: with recycled concrete and quarry spalls due to disturbance earlier in the week. Jim indicated that this area is to be paved on Monday. Several areas were identified where 2 inches or greater of deflection were observed. I recommended that the soft areas identified be overexcavated at least 24 inches and replaced with recycled concrete or quarry spalls. Please see the attached site plan for approximate location. In addition, we recommend that traffic be kept off the prepared subgrade to minimize the possibility of further disturbance that would require additional overexcavation before paving is performed. Jim requested that I stay on site and observe the overexcavation. Excavation revealed the presence of dark gray and brown soft to medium stiff silts under the crushed rock subgrade. Overexcavation depths ranged from 1.5 to 4 feet. We evaluated the exposed subgrade by probing with a 1/2 inch - diameter steel probe rod. Final overexcavation depths were determined when probe depths of 1 to 3 inches were typical. Aero Construction backfilled the excavation to within 8 inches of finished subgrade with 4 to 8 inch - diameter recycled concrete and quarry spalls. The recycled concrete and quarry spalls were placed in lifts no greater than 18 inches. Initial compaction was performed by tamping with the excavator bucket. The upper two lifts of quarry spalls were compacted by initially tamping with the excavator bucket and subsequently by rolling with a 4 foot - diameter single smooth drum vibratory roller. The uppermost 8 inches of backfill consisted of 5/8 inch -minus crushed rock. The crushed rock was compacted with the roller. Deflections no greater than 1 inch were observed in the prepared area under the roller. We also evaluated the area by probing with a 1/2 inch - diameter steel probe rod. Probe depths of 1 to 3 inches were typical. Based on our observations and evaluations, it is our opinion that the subgrade prepared today was done in accordance with project plans and specifications. NORTH, SOUTH AND EAST PARKING AREAS Paving of the north, south and east parking areas was completed yesterday. Jim indicated that Aero had removed some areas of soft subgrade prior to paving. Jim indicated thiamosed subgrade in these areas were compacted to an unyielding state. CITY OF TUKWILA DEC 221997 PERM!T CENfi Li-i �1�5 This report presents opinions formed as • result of our observations ol activities relating to geotechnical engineering. We rely on the contractor to comply with the plans and specifications throughout the duration of the project irrespective of the presence ol our representative. Our work does not include supervision or direction of the actual work of the contractor, his employees or agents. Our firm will not be responsible for job or site safety on this project. Attachments: Site plan SGA Distribution: Signed: n N CO • 0 M 0 OLItV•• OMVt C) 5 N . • • I - -� . ", �< EXPLANATION: g Ill f. T 1 '. _ Clr.. :4A1"'LSV{I'J'•Ci'f,.aw.a/:U• — 1101611.5LS1:S TP -8 -41• 1D00 r ,°. Wool N., nOei11 i1• TP -4 P— ♦/ Wi l l e l TP 2r � Ob ` �OUII'1 ""1 MQ1° • 1N °llC1n r4. • 13-3.4' : • 1 , II • luVell IV1OJICiION /n■CI111MIONAI 1 MO. l.le Mllll vcaeuno,l uN■ AND . I,I. W41. ►nor.SA1 III.w.MM I 1 1000 E O/ ', : TEST PIT COMPLETED BY CEOENCINEERS, 1997 TEST PIT COMPLETED BY DAMES & MOORE, 1968 BORING COMPLETED BY DAMES & MOORE, 1968 t.L. 4 1 13 e:/ut I _ !Il!• U�17 ,.l. 417.1• Note: The locations of all features shown are approximate. Reference: Drawing entitled "Site Plan, Proposed Building j10, for: Shepard Ambulance" prepared by David Kehlo Architect, doted December 1996. A sir "52.. . '71t x. 1t' .r,9 7 . ' M. ♦,.; 4M ry1 �I • • t shepard ambulance site plan Geoe0Engineers 8410 - 154th Avenue NE Redmond, WA 98052 (425) 861 -6000 Prepared By: Shaun Stauffer Purpose of Visit: Construction Monitoring FIELD REPORT Project: Shepard Ambulance Owner: Teutsch Partners Location: Tukwila, WA Weather: Rain Arrival: 0830/134 Departure: 1015/15 File Number: 5710- 002 -37 -1130 Date: December 15, 1997 Report Number: 30 Peon: 0 1 of4Z.. Permit Number: GO I visited the site today at the request of Jim Sylvester of SGA Corporation to monitor earthwork activities. The following report is a summary of today's events. WEST DRIVEWAY Prior to our site visit, SGA had begun overexcavation of the soft areas identified during our site visit on December 13, 1997 (see field report #29). While I was on site, SGA overexcavated area nos. 1 and 3, as shown on the attached plan. SGA also completed overexcavation of approximately half of area no. 2. The overexcavation depths varied between 1 to 2 feet. Overexcavated material consisted of soft, wet silt with sand and loose /wet silty sand. The base of the overexcavation was evaluated by probing with a 1/2- inch - diameter steel rod. Probings were typically 1 to 4 inches. Based on our observations and probings, it is our opinion that the subgrade is firm and ready for backfilling. The overexcavated areas were also backfilled during our site visits. Backfill material consisted of 2 to 4 inch recycled crushed concrete. The backfill was placed in 1 foot lifts and compacted with a vibratory drum roller. Based on our observations during placement, it is our opinion that the backfill was placed and compacted in accordance with our recommendations and will provide adequate support of the roadway pavement section. SGA indicated that they were waiting on additional backfill material to complete the overexcavation of area no. 2. They indicated that this would likely be completed tomorrow. We recommended that overexcavation and backfilling be consistent with the procedures described above. We indicated that because of the recent rains, the roadway subgrade may soften if exposed to traffic. Jim indicated that they would keep traffic off of the prepared subgrade as much as possible. Crushed rock and asphalt concrete placement is scheduled for Wednesday and Friday, respectively. WEST PARKING AREA Prior to our site visit, SGA had prepared the subgrade and placed crushed rock base course for the west parking area, as shown on the attached plan. Because of the heavy rains today and potential for softening of the subgrade, a proofroll was not performed. However, I evaluated the area by probing with a 1/2- inch - diameter steel rod. Probings were typically less than 2 inches. I also watched titCE VED This report presents opinions formed as • result of our observations of activities relating to geotechnical engineering. We rely on the contractor to comply witt'th°yiI p n�na throughout the duration of the project irrespective or the presence of our representative. Our work does not include supervision or direction of the actual work oTthe contracto,,, hu employees or agents. Our firm will not be responsible for job or site safety on this project. Attachments: Site Plan, West Drive Sketch Distribution: Signed: OEC 22 1997 Attachments: Site Plan, West Drive Sketch Distribution: Geo4rgEngineers 8410 - 154th Avenue NE Redmond, WA 98052 (425) 861 -6000 Prepared By: Shaun Stauffer Purpose al Visit: Construction Monitoring FIELD REPORT Project: Shepard Ambulance Owner: Teutsch Partners Location: Tukwila, WA Weather: Rain Arrival: 0830/13e- Departure: 1015/15 Fib Number: 5710- 002 -37 -1130 Date: December 15, 1997 Report Number: 30 Pepe: 0 2of 2._. Permit Number: 00 moderately loaded construction equipment (equipment delivery trucks and a concrete truck) travel through this area throughout the day. Deflections under the wheel loads were generally less than 1/2 inch. Based on our observations and probings, it is our opinion that the subgrade is firm and will provide adequate support of the pavement section. RECEIVED CITY OF TUKWILA DEC 221997 PERMIT CENTER This report presents opinions formed as a result of our observation of activities relating to geotechnical engineering. We rely on the contractor to comply with the plans and specifications throughout the duration of the project irrespective of the presence of our representative. Ow work does not include supervision or direction of the stud work of the contractor, his employees or agents. Ow lirm'will not be responsible for job or site safety on this project. Signed: GATEWAY DRNE �:•.eii aid+" s.d�.�St TRUC W ELL . 01 O N M 0 C EXPLANATION: i Zn J d 5.• J ".< 141w 141w red N R TEST PIT COMPLETED BY GEOENGINEERS, 1997 TEST PIT COMPLETED BY DAMES & MOORE, 1968 BORING COMPLETED BY DAMES & MOORE, 1968 P l 43 Th.r■sw riff Nio — Est PARK` Io► REA SPACES • TP -8 . RENTASgL, FF e 4 ppo . . ' 1 N0 Ft N A x. NFIOTN 3' J B-3+ • • P.l. d13.3& Note: The locations of all features shown are approximate. Reference: Drawing entitled "Site Plan, Proposed Building #10, for: Shepard Ambulance" prepared by David Kehle Architect, dated December 1996. rR• 30 I •/ I - -- J WASH RACK TP -194 I 'SHEPARD •tsA00 SF .FOOTPRINT ;14000 SF 2ND FLCt)R am Imo RECEIVED CITY OF TUKWILA DEC 2 2 1997 c1=f1M!i r: ;v'. C l.n AN COMPRE DUMPS7 TP— • . JOB S k ef By AG 51)5 tvitly DR Geo.,0Engineers A wi b ( • FILE NO. E i 0-002- -3 - 7 DATE I 7 SHEET 15 OF RECEIVED CITY OF TUKWILA DEC 2 2 1997 PERMIT CENTER rf4.0 / CHECKED BY Geo- 8410 - 154th Avenue NE Redmond, WA 98052 (206) 861 -6000 Prepared By: Anthony Coyne Purpose of Visit: Construction Monitoring FIELD REPORT Project: Shepard Ambulance, Building 10 Owner: Teutsch Partners Location: Tukwila, WA Weather: Partly cloudy, 45F Arrival: 0730 Departure: 1515 File Number: 5710- 002 -37 -1130 Date: December 18, 1997 Report Number: 31 Page: 1 of I Permit Number: I visited the site at the request of Jim Sylvester with SGA to monitor earthwork activities from 0730 to 0900 and from 1430 to 1515. The following report is a summary of today's events. WEST DRIVEWAY When I arrived on site this morning up to 4 inches of standing water was present on the western driveway subgrade in various locations. I recommended that holes be placed in the sides of the catch basins to allow the standing water to drain off. Aero Construction and SGA drilled the holes and cut small drainage ditches with the excavator. Aero Construction indicated that they wished to place pulverized recycled concrete and asphalt as needed to establish final subgrade elevation before crushed rock is placed. I recommended that the loose wet material present on the driveway be removed. Jim Sylvester requested an afternoon visit to evaluate work done during the day. The southernmost 75 feet of the west driveway was prepared before our arrival today. The subgrade soils generally consisted of brown sand and gravel as well as pulverized recycled concrete and asphalt. A proof roll was performed by Aero Construction in this area in the morning. Aero Construction provided a loaded single unit dump truck to do the proof roll. Deflections under the wheel loads were generally less than 1/2 inch. A proof roll of the west side of the west driveway was done in the morning. Aero Construction provided a loaded single unit dump truck to do the proof roll. Deflections under the wheel loads were generally less than 1 inch. A subsequent proof roll of the northern 100 feet along the west side of the driveway was performed in the afternoon. Deflections under the wheel loads were generally less than 1 inch with one exception. A soft area (7' x 10') was identified as noted in the site plan. I recommended that this area be overexcavated and backfilled with structural fill consisting of quarry spalls or 1 -1/4 inch -minus crushed rock. When I arrived in the afternoon Aero Construction had completed removing loose wet material and placed pulverized recycled concrete and asphalt over much of the driveway. However, Aero Construction was still removing wet loose material from the northernmost 100 feet of the driveway. Standing water was present in a low area that developed as wet material was removed. I recommended that quarry spalls be placed in the low area so that the quarry spalls are above the water. Pulverized recycled concrete could then be placed as needed. I evaluated the prepared subgrade by probing with a 1/2 inch - diameter steel probe rod. Probe depths of 1 to 3 inches were typical. A soft area (5' x 5') 11)S ,. This report presents opinions formed as • result of our observation of activities relating to geotechnical engineering. We rely on the contractor to comply with thrpereerkirfificationk throughout the duration of the project Irrespective of the presence of our representative. Our work does not Include supervision or direction of the actialTVwlk thTt r�1oa his employees or agents. Our firm will not be responsible for job or site safety on this project. vi Attachments: Site plan SGA Distribution: DEC 2 2 1997 Signed: ( iii iLl 'r--0 6477"1"E GeokO 4 Engineers 8410 - 154th Avenue NE Redmond, WA 98052 (206) 861 -6000 Prepared By: Anthony Coyne Purpose of Visit: Construction Monitoring FIELD REPORT Project: Shepard Ambulance, Building 10 Owner: Teutsch Partners Location: Tukwila, WA Weather: Partly cloudy, 45F Arrival: 0730 Departure: 1515 File Number: 5710-002 -37 -1130 Date: December 18, 1997 Report Number: 31 Page: 2 of 1 Permit Number: adjacent to a catch basin in the southern portion of the driveway along the east gutter line was found where probe depths of 12 to 14 inches were typical. I recommended that this area be overexcavated and replaced with structural fill. Aero Construction indicated that Sega le is to place crushed rock on the driveway tomorrow morning and pave next Monday. I recommended that drainage of the driveway to the existing catch basins be provided over the weekend since rain is forecast. CITY OF DEC 2 2 1997 PERMIT CENTER This report presents opinions formed as a result of our observations of activities relating to geotechnicai engineering. We rely on the contractor to comply with the plans and specifications throughout the duration of the project irrespective of the presence of our representative, Our work does not Include supervision or direction of the actual work of the contractor, his employees or agents. Our firm will not be responsible for job or site safety on this project. Attachments: Site plan SGA Distribution: . GATEWAY OFWE �ni1^ ..:cr .7 /Ac 1dllt' tl " ttf��'. irI ' a ,.... ; , ' t1V � �:.�, :� �+' 1.� 's r „, •,. i.tF��f�.t;r_S1 • I ■ .' • i 41. P. '12 1 T,P -18 i Cr'xod ) C5k5') Wi J J rrd • EXPLANATION: TP - - i' - TEST PIT COMPLETED BY GEOENGINEERS, 1997 TP - - }• TEST PIT COMPLETED BY DAMES & MOORE, 1968 B - -0 - BORING COMPLETED BY DAMES & MOORE, 1968 R el l ge rt- 3 5710 -co2 -3'7 I ,7Gc em WI.re A --,t • i: � B-3 �1 • RACK • P.1. d 13.30 RECEIVED CITY OF TUKWILA DEC 2 2 1997 PERMIT CENTER Note: The locations of all features shown are approximate. Reference: Drawing entitled "Site Plan, Proposed Building #10, for: Shepard Ambulance" prepared by David Kehle Architect, dated December 1996. — �1fM1711 TP -19* 'SHEPA(1D •‘&000 SF .Fc 14000 SF 21 ECVCIE: • .000rs EEnp 'COuPnE58( R eport • Geotechnical Engineering Services Proposed •'Gateway Corporate Center 1 10 ' Shepard Ambulance ;Tukwila, / Washington - • ta''?_" Ca; . March'31, 1997 • For Teutsch Partners • EC:EIV'ED; -MAY 0•8':1097' `RECEIVED :\ 9ITY' OF TUKWIIA MAY 05.1 PERMIT CENTER ' ' 1 File o. 5710-001 -37 -1130 " Geo 00 Engineers Teutsch Partners 2001 Western Avenue, Suite 330 Seattle, Washington 98121 Attention: John Walker March 31, 1997 Consulting Engineers and Geoscientists Offices in Washington, Oregon, and Alaska Report Geotechnical Engineering Services Proposed Gateway Corporate Center Building 10 Shepard Ambulance Tukwila, Washington File No. 5710- 001 -37 INTRODUCTION This report presents the results of our geotechnical engineering services for the proposed Gateway Corporate Center Building 10 to be located at the northeast corner of the Gateway Corporate Center complex in Tukwila, Washington. The project site is located about 2 blocks northeast of the intersection of East Marginal Way and Gateway Drive. The site is shown relative to surrounding physical features on the Vicinity Map, Figure 1 and the Site Plan, Figure 2. Our services have been completed in general agreement with the scope of services described in our proposal dated February 27, 1997. Authorization for our services was received on March 7, 1997 from Mr. John Walker of Teutsch Partners. We understand that the proposed building will be a two -story tiltup concrete structure. The building will be L- shaped and approximately 36,000 square feet in areal extent. The southern portion of the building will be occupied by Shepard Ambulance. The upper story of the Shepard Ambulance space will be offices. The lower floor will include office space and garage areas for vehicle maintenance. The northern portion of the building may be single -story 30- foot -high warehouse space with floor loads of 250 psf (pounds per square foot) or two stories that may be used for light storage or office space. Grades surrounding the finished building will be approximately equal to the existing site grades. The finished floor elevation will be about 6 to I2 inches above existing grades. GeoEngineers, Inc. 8410 154th Avenue N.E. Redmond, WA 98052 Telephone (206) 861.66000 Fax (206) 8614050 Teutsch Partners March 31, 1997 Page 2 SCOPE The purpose of our geotechnical engineering services is to evaluate subsurface soil and ground water conditions at the site to provide a basis for our conclusions and recommendations for design of the proposed development. Our specific scope of services is as follows: 1. Excavate five to six test pits to depths ranging from 6.5 to 8.5 feet in the vicinity of the building. 2. Evaluate pertinent physical and engineering characteristics of the foundation soils based on limited laboratory tests performed on samples obtained from the test pits. The laboratory testing includes moisture content and dry density determinations. 3. Provide recommendations for earthwork including excavation of any unsuitable soils, fill compaction, subgrade preparation requirements and suitability of on -site soils for use as structural fill. 4. Develop foundation design requirements including allowable soil bearing pressures and estimated settlements for shallow- spread footings. 5. Provide recommendations for support of on -grade floor slabs including estimated settlements. 6. Provide recommendations for pavement design sections. 7. Provide design parameters for retaining walls as required for grade transitions. 8. Provide recommendations for seismic design criteria based on the Uniform Building Code, including expected accelerations during earthquakes. This will include evaluating the liquefaction potential of the underlying soils. 9. Provide recommendations for surface and subsurface drainage systems based on ground water conditions encountered or expected. 10. Present our findings together with our conclusions and recommendations in a summary report. G e o E n g i n e e r s SITE CONDITIONS SURFACE CONDITIONS The site is located in the southeast corner of the Gateway Corporate Center. The site is bounded on the east by the Duwamish River and a City of Tukwila access road and on the north, west and south sides by existing buildings surrounded by parking areas. The site is relatively level and is approximately 400 feet on each side. The northwest portion of the site is currently undeveloped and vegetated with short grasses and scattered patches of 3- to 5- foot -high blackberry and scotch broom bushes. A former building appears to have been located in this portion of the site. The remaining area of the site is generally paved with asphalt concrete. The existing pavement appears to be in relatively good condition with only minor areas of pavement distress and alligator cracking. Filo No. 5710- 001 -37 -1150 Teutsch Partners March 31, 1997 Page 3 SUBSURFACE CONDITIONS Subsurface soil and ground water conditions were evaluated by reviewing existing available geotechnical information and by excavating six test pits to depths ranging from 6.5 to 8.5 feet below the ground surface. The available geotechnical information includes borings and test pits completed by Dames & Moore in 1968. The approximate locations of the explorations completed by GeoEngineers and others are shown on the Site Plan, Figure 2. Descriptions of the subsurface exploration program, laboratory testing program and the exploration logs for this study are presented in Attachment A. Logs of the explorations from the Dames & Moore study are presented in Attachment B. The subsurface soil conditions are relatively uniform across the site. The test pits located in the existing pavement areas (TP -1, TP -2, TP -3, and TP -5) consist of 3.5 inches of asphalt concrete overlying 5 inches of crushed rock. The near - surface soils in the remaining test pits (TP-4 and TP-6) encountered 1 to 2 inches of topsoil. The topsoil layer and pavement section is underlain by fill consisting of medium dense to dense sand with gravel and varying amounts of silt. The fill was encountered to depths ranging from 1.5 to 3 feet below the ground surface except at test pit TP-6. The fill encountered in TP-6 consists of loose to medium dense silty sand with gravel and occasional asphalt and wood debris and was encountered to a depth of 5 feet below the ground surface. The fill is underlain by interbedded layers of loose to medium dense silty sand and sand with silt and soft to medium stiff silt with occasional organic matter. The test pits were completed in the interbedded soils at depths ranging from 6.5 to 8.5 feet below the ground surface. The exploration logs presented in the Dames & Moore study indicate that subsurface soil conditions consist of about 5 to 7 feet of moderately firm to firm clayey silt with roots and occasional organic matter overlying layers of moderately loose to moderately compact sand and sand with silt to depths of about 70 feet. The sand layers are underlain by moderately firm organic clayey silt to sandy silt to a depth of about 80 feet. The organic silt overlies marine sediments consisting of compact sand with a trace of shells. Ground water seepage was not encountered in the test pit explorations completed for this study. Ground water was encountered during the previous study at depths ranging from 8 to 9 feet below the ground surface. We expect that ground water levels will fluctuate in response to the rise and fall of the Duwamish River and with varying seasonal and weather conditions. CONCLUSIONS AND RECOMMENDATIONS GENERAL Based on the results of our subsurface exploration program, it is our opinion that the site is suitable for the proposed development. The proposed structure may be satisfactorily supported on continuous and isolated shallow foundations supported on properly compacted structural fill. G e o E n s i nee r a File No. 5710-001 -37 -1150 Teutsch Partners March 31, 1997 Page 4 The building is underlain by up to 5 feet of compressible silt overlain by about 3 feet of medium dense to dense fill consisting of sand and gravel with varying amounts of silt. In order to reduce settlements to tolerable levels we recommend that the foundations be supported on at least 3 feet of structural fill consisting of sand and gravel compacted to a minimum of 95 percent of the MDD (maximum dry density) in accordance with the ASTM D -1557 test procedure. We recommend that as much of the existing asphalt concrete be left in place during site preparation and building and utility construction as possible to minimize the site's exposure to the effects of wet weather. The existing pavement will provide an effective means of controlling the damage to the subgrade soils from construction traffic and limit grading and earthwork costs. In our opinion, it will be most economical to perform the earthwork phase of construction during the normally drier periods of the year. We recommend that the on -grade slab be supported on a base layer consisting of sand and gravel with less than 5 percent fines at least 6 inches thick that acts as a capillary break. A vapor retarder consisting of polyethylene sheeting overlain by 2 inches of fine sand containing less than 3 percent fines is recommended where moisture in the slab cannot be tolerated. Our specific recommendations for site development and design values are discussed in detail in the subsequent sections. SITE PREPARATION Site preparation will include demolition of existing pavements and removal of some vegetation. We recommend that vegetation in pavement and building areas be cleared and grubbed from the site. We estimate that stripping depths will be less than 6 inches where vegetation is present. We understand that final site grades will be within 1 foot of the existing grades, however, it will be necessary to remove the existing asphalt across the site to achieve the proposed finished grades. The asphalt concrete encountered in the test pit explorations is 3.5 inches thick. We recommend that the existing asphalt concrete pavement be left in -place as long as possible until such time as construction is required in those areas to reduce the potential for subgrade disturbance. The newly exposed subgrade soils should be compacted to a firm and unyielding condition. The subgrade evaluation should be performed by proofrolling with heavy rubber -tired equipment during dry weather or probing during wet weather. Any soft, loose or otherwise unsuitable areas delineated during proofrolling or probing should be recompacted, if practical, or overexcavated and replaced with structural fill, based on the recommendations of our site representative. In general, the fill soils present at or near existing grades are not particularly moisture sensitive with the exception of silty sand fill encountered in TP-6. Subgrades consisting of moisture sensitive soils that are exposed to moisture and then subjected to construction traffic can become disturbed and impact both the construction schedule and budget. As stated previously, G e o E n g i n e e r s File No. 5710-001 -37 -1150 Teutsch Partners March 31, 1997 Page 5 wherever possible, we recommend that the existing asphalt concrete be left in place as long as possible to reduce the potential for disturbance to the subgrade, particularly. if the earthwork is undertaken during periods of prevailing wet weather. Structural Fill General. Fill beneath structures or pavements, within utility trenches and backfill adjacent to structures should be placed as structural fill. Structural fill material should be free of debris, organic contaminants and rock fragments larger than 3 inches. If construction is executed during wet weather conditions, we recommend using granular fill containing less than 5 percent fines (portion passing the U.S. No. 200 sieve). Fill containing up to as much as 15 percent fines may be acceptable if prolonged dry weather prevails during the earthwork phase of construction. Structural fill should be placed in horizontal lifts and uniformly compacted. The appropriate lift thickness will depend on the material and the compaction equipment used. Loose lift thicknesses of 8 to 12 inches are typical when using heavy duty vibratory equipment. Structural fill in building areas and within 2 feet of finished subgrade elevations should be compacted to at least 95 percent of the MDD in accordance with ASTM D -1557. Structural fill and backfill more than 2 feet below the subgrade elevations in paved areas, including utility trenches should be compacted to at least 90 percent of the MDD. We recommend that a representative from GeoEngineers monitor fill placement and perform representative in -place density tests to determine if adequate compaction is being achieved. On -Site Fill Materials. The fill soils near the ground surface encountered in the test pits consist primarily of sand with gravel and varying amounts of silt. Based on the fill soils observed in the test pits, we anticipate that the majority of on -site fill soils will be suitable for use as structural fill in building and /or pavement areas or for use as backfill in utility trenches. Imported Fill Materials. Fill material imported to the site for wet weather construction should consist of sand and gravel with less than 5 percent fines. The fines content of imported fill material may be increased up to 15 percent if the structural fill is placed during periods of extended dry weather and can be properly moisture - conditioned and compacted. Recycled Fill Materials. On -site or imported recycled AC (asphalt concrete) or pcc (portland cement concrete) may be satisfactorily used as structural fill provided that the effective diameter of the fragments is less than 3 inches; the material is graded so that the large voids between particles are not present; and the fines content is less than 5 percent for wet weather construction and 15 percent during dry weather. Cl e o E n g i n e e r s File No. 5710 - 001 - 37.1150 Teutsch Partners March 31, 1997 Page 6 FOUNDATION SUPPORT We recommend that the building be supported on shallow foundations, provided the footings are placed on a pad of compacted structural fill as recommended in the "Site Preparation and Earthwork" section of this report and as discussed below. We recommend that all footings be supported on structural fill extending to a depth of at least 3 feet below bottom of footing grade. We recommend that the compacted structural fill form a 1H:2V (horizontal:vertical) prism of fill below the footing, or extend a minimum 2 feet beyond the edge of the footing, whichever is greater. Where fill is placed for the building pad, interior column footings should be supported as high in the building pad fill as practical. We recommend that a representative from our firm evaluate the footing excavations before placement of structural fill. Any soils determined to be excessively soft may require additional overexcavation and replacement with structural fill. We recommend that all exterior footings be embedded a minimum of 18 inches below the lowest adjacent finished grade, while interior footings have a minimum embedment of 12 inches. We recommend that continuous footings and isolated column footings have minimum widths of 18 and 24 inches, respectively. Footings may be designed using an allowable soil bearing pressure of 1,500 psf for dead plus long -term live loads. This value may be increased by one - third when considering transient loads, including wind and seismic. The weight of the footing and any backfill over the footing may be neglected. We estimate that the settlement of continuous strip and column footings will be on the order of 3/4 to 1 inch for the assumed loading conditions. Differential settlement along the length of continuous perimeter wall footings should be less than about 1/2 inch in 50 feet. Settlements are expected to occur within 2 to 3 weeks after the loads are applied. We recommend that the precast tiltup wall panels be braced and temporarily held in place after erection. Settlement readings should be collected until the rate of settlement indicates that the settlement due to the dead load of the wall is largely complete. At that time, the wall panels should be shimmed, if necessary, grouted and the wall clips welded. The initial settlement readings should be taken on the footings before the wall panels are tilted. Additional readings should be taken after the wall section is in place and at least daily thereafter until the settlement rate has reached acceptable levels. We expect this to take about one week. GeoEngineers should be retained to evaluate the settlement data to evaluate when the panels may be welded in place. FLOOR SLAB SUPPORT Slab subgrade areas should be stripped and proofrolled or otherwise evaluated as recommended in "Site Preparation and Earthwork." We recommend that the floor slab be underlain by a minimum of 12 inches of structural fill. The structural fill should consist of free - draining sand and gravel with less than 5 percent fines and the top 6 inches should be 3/4 -inch minus material. A vapor retarder is recommended in areas where moisture in the slab cannot be G e o E n g i n e e r e File No. 5710-001 -37 -1150 Teutsch Partners March 31, 1997 Page 7 tolerated such as areas that will have vinyl, tile or carpeted finishes. The vapor retarder should consist of a layer of polyethylene sheeting overlaid by 2 inches of fine sand containing less than 3 percent fines. Settlement due to on -grade loading will depend on the duration and distribution of loading. We estimate that settlements due to on -grade floor loads will be as follows: Areal Floor Loads Estimated Settlements (psi') (inches) 100 1/4 - 1/2 150 1/2 - 3/4 250 3/4 - 1 Building footings will be subject to the settlements induced by floor loads in addition to settlements due to footing loads since the footings will lie above the compressible soils. It is possible that differential settlement of interior columns could occur due to variations in floor loads. Differential settlements could affect the roof drainage gradient. The potential for differential settlement between columns should be taken into consideration in design. RETAINING WALLS We recommend that retaining walls be designed for lateral pressures based on an equivalent fluid density of 35 pcf (pounds per cubic foot). This assumes that the walls are not restrained against rotation when backfill is placed. If the walls are restrained against rotation, we recommend using an equivalent fluid density of 55 pcf. The above - recommended lateral soil pressures are based on a horizontal backfill and do not include the effects of surcharges such as floor loads, traffic loads or other surface loading. Surcharge effects should be considered as appropriate. Under seismic conditions, the seismic component of lateral soil pressure may be computed using a rectangular pressure distribution of 1OH or 15H in pounds per square foot, where H is the height of the wall in feet. These two seismic active pressure values correspond to horizontal ground accelerations of 0.2g and 0.3g, respectively. The seismic component of lateral earth pressure should be added to the static component to compute the total lateral earth pressure. In settlement - sensitive areas (e.g., beneath on -grade slabs), the upper 2 feet of backfill for subgrade walls should be compacted to at least 95 percent of the maximum dry density determined in accordance with ASTM D -1557. At other locations and below a depth of 2 feet, wall backfill should be compacted to between 90 and 92 percent of ASTM D -1557. Measures should be taken to prevent overcompaction of the backfill behind the wall. The recommended equivalent fluid density assumes a free- draining condition behind the wall. This may be achieved by placing an 18- to 24- inch -wide zone of sand and gravel G e o E n g i n e e r s File No. 5710- 001 -37 -1150 Teutsch Partners March 31, 1997 Page 8 containing less than 5 percent fines against the wall. We recommend that perimeter drains be installed at the base of subsurface walls to remove water for the granular backfill as described below in "Drainage Considerations." LATERAL RESISTANCE The soil resistance available to carry lateral loads is a function of the frictional resistance which can develop on the base of footings and slabs and the passive resistance which can develop on the face of below -grade elements of the structure as these elements tend to move into the soil. For footings and floor slabs founded on structural fill placed and compacted in accordance with our recommendations, the allowable frictional resistance may be computed using a coefficient of friction of 0.35 applied to vertical dead -load forces. The allowable passive resistance on the face of footings, grade beams or other embedded foundation elements may be computed using an equivalent fluid density of 200 pcf (triangular distribution) for on -site soils. Alternatively, passive pressures may be computed using an equivalent fluid density of 300 pcf if all soil extending out from the face of the foundation element for a distance at least equal to two and one -half times the depth of the element consists of structural fill compacted to at least 95 percent of maximum dry density (ASTM D- 1557). The above coefficient of friction and passive equivalent fluid density values include a factor of safety of about 1.5. PAVEMENT RECOMMENDATIONS Pavement subgrade areas should be prepared as previously described in the "Site Preparation and Earthwork" section of this report. The upper 2 feet of the subgrade should be compacted to at least 95 percent of the MDD in accordance with the ASTM D -1557 test procedure. The prepared subgrade should be evaluated by proofrolling with a grader or fully - loaded dump truck during dry weather or by probing during wet weather. Soft or loose areas that are disclosed during the evaluation should be recompacted, if practical, or the materials should be excavated to firm soils and replaced with compacted structural fill. We recommend that a member of our staff be present during the evaluation to aid in identifying any areas which may need additional compaction or other remedial work. We recommend a pavement section consisting of at least 2 inches of asphalt concrete and 4 inches of crushed base for standard -duty pavements and at least 3 inches of asphalt concrete and 6 inches of crushed base for heavy -duty pavements. The crushed base should conform to Section 9- 03.9(3) of the 1994 Washington State Department of Transportation Standard Specifications for Road, Bridge and Municipal Construction. The asphalt concrete materials should comply with specifications in that document for Class A or B asphalt concrete pavement. G e o Engine C r 6 File No. 5710- 001 -37 -1150 Teutsch Partners March 31, 1997 Page 9 a e o E n g i n e e r s DRAINAGE CONSIDERATIONS We recommend that pavement surfaces be sloped so that surface drainage flows away from the proposed building area. Pavement surfaces and open space areas should be sloped such that surface water runoff is collected and routed to a suitable discharge point. We recommend that the perimeter footings be constructed with drains. The drains should consist of perforated pipe a minimum of 4 inches in diameter enveloped within a minimum thickness of 4 inches of washed gravel drain rock. A nonwoven geotextile fabric will not be needed provided the granular drain rock is placed with structural fill. A nonwoven geotextile fabric such as Mirafi 140N, Polyfelt TS600 or Trevira 1112 should be placed between the drain rock and native soils to prevent movement of fines into the drainage material. All roof drains and footing drains should be connected to tightlines that discharge into the storm sewer disposal system. The roof drain pipes should be kept separate from the footing drain pipes. SEISMICITY General The Puget Sound area is a seismically active region and has experienced thousands of earthquakes in historical time. Seismicity in this region is attributed primarily to the interaction between the Pacific, Juan de Fuca and North American plates. The Juan de Fuca plate is subducting beneath the North American Plate. Each year 1,000 to 2,000 earthquakes occur in Oregon and Washington. However, only 5 to 20 of these are typically felt because the majority of recorded earthquakes are smaller than Richter magnitude 3. In recent years two large earthquakes occurred which resulted in some liquefaction in loose alluvial deposits and significant damage to some structures. The first earthquake, which was centered in the Olympia area, occurred in 1949 with a Richter magnitude of 7.1. The second earthquake, which occurred in 1965, was centered between Seattle and Tacoma and had a Richter magnitude of 6.5. UBC Site Coefficients The Puget Sound region is designated as a Seismic Zone 3 in the 1994 edition of the Uniform Building Code (UBC). For Zone 3 locations, a Seismic Zone Factor (Z) of 0.30 is applicable based on UBC Table 23 -I. In our opinion, the soil profile at the site is best characterized as Type S2, based on UBC Table 23 -J. The Site Coefficient (S Factor) for this soil profile type is 1.2. Design Earthquake Levels The key seismic design parameters are the peak acceleration and the Richter magnitude of the earthquake. In general, a design earthquake is chosen based on a probability of exceedence File No. 5710. 001 -37 -1150 Teutsch Partners March 31, 1997 Page 10 (the probability that the design earthquake will not be exceeded over a given time period). The level of seismicity recommended in the 1994 edition of the Uniform Building Code (UBC) for human occupancy buildings is for an earthquake with a 10 percent probability of exceedence in a 50 -year period. The design earthquake event which corresponds to this probability of exceedence is an earthquake with a Richter magnitude of 7.5 and a peak horizontal ground acceleration of approximately 0.30g. Liquefaction Potential Liquefaction is a phenomenon where soils experience a rapid loss of internal strength as a consequence of strong ground shaking. Ground settlement, lateral spreading and /or sand boils may result from soil liquefaction. Structures supported on liquefied soils can suffer foundation settlement or lateral movement that may be severely damaging to the structures. Conditions favorable to liquefaction occur in loose to medium dense, clean to moderately silty sand, that is below the ground water level. Loose to medium dense sand below ground water is present at the site. Therefore, we performed an engineering evaluation of the liquefaction potential of the site soils. The evaluation of liquefaction potential is dependent on numerous parameters including soil type and grain size distribution, soil density, depth to ground water, in -situ static ground stresses, and the earthquake induced ground stresses. Typically, the liquefaction potential of a site is evaluated by comparing the cyclic shear stress ratio induced by an earthquake with the cyclic shear stress ratio required to cause liquefaction. The cyclic shear stress ratio required to cause liquefaction was estimated using an empirical procedure based on the in -situ static ground stresses, the blow count data obtained during sampling in the borings, and the design earthquake magnitude. To evaluate potential liquefaction at this site, we evaluated the earthquake induced cyclic shear stress ratio using the design earthquake event presented above. The results of our analyses indicate that the loose to medium dense sand below the ground surface has a moderate to high potential for liquefaction during an earthquake with a Richter magnitude of 7.5 or greater. The potential ground settlement caused by liquefaction will vary depending on the actual levels of ground shaking, the duration of shaking, and site - specific soil conditions. We estimate that ground surface settlements on the order of several inches may occur during an earthquake with a magnitude of 7.5 based on data interpreted from the 1968 boring logs by Dames & Moore. If more specific information regarding liquefaction- induced settlement is needed, we can provide you with recommendations regarding additional services required to completed the analyses. Lateral Spreading Lateral spreading involves lateral displacements of large volumes of liquefied soil. Lateral spreading can occur on near -level ground as blocks of surface soils displace relative to adjacent G e o Engineer s File No. 5710-001 -37 -1150 Teutsch Partners March 31, 1997 Page 11 G c o Engineer s blocks. Lateral spreading also occurs as blocks of surface soils are displaced toward a nearby slope (free face) by movement of the underlying liquefied soil. The bank of the Duwamish River represents a free face condition for this site. Therefore, the topography of the site and underlying soil conditions indicate that lateral spreading is a possibility at the site. The loose to medium dense sand below the site have the potential to generate lateral displacements during a earthquake with a Richter magnitude of 7.5 or greater. We can provide you with recommendations for evaluating the lateral spreading impacts in greater detail, if required. Conclusions The potential for liquefaction and lateral spreading at the site is moderate to high during an earthquake event with a Richter magnitude of 7.5 and a peak horizontal ground acceleration of approximately 0.30g. Liquefaction and lateral spreading may damage the facility and structures, ranging from minor cosmetic cracks to more extensive cracking of the foundations, depending on the size of the earthquake. If the potential for such seismically induced structural damage is unacceptable, ground improvement techniques can be implemented to change the susceptibility of the underlying soils to liquefaction. Alternatively, the proposed building can be supported on deep foundations that carry the structural loads to soil horizons below the level of potential liquefaction and lateral spreading. We can provide additional recommendations for mitigating potential liquefaction and lateral spreading induced damage, at your request. It should be noted that these discussions regarding seismic liquefaction and lateral spreading do not preclude damage to these facilities resulting from other earthquake characteristics, such as severe ground shaking. LIMITATIONS We have prepared this report for use by Teutsch Partners and other members of the project team in the design of a portion of this project. The report is not intended for use by others and the information contained herein is not applicable to other sites. The data and report should be provided to prospective contractors for their bidding or estimating purposes, but our report, conclusions and interpretations should not be construed as a warranty of the subsurface conditions. The project was in the design development stage at the time this report was prepared. We expect that further consultation regarding specific design elements will be necessary. When the drawings have been finalized, we recommend that GeoEngineers be retained to review the final design drawings and specifications to see that our recommendations have been interpreted and implemented as intended. File No. 5710- 001 -37 -1150 Teutsch Partners March 31, 1997 Page 12 The scope of our work does not include services related to construction safety precautions and our recommendations are not intended to direct the contractor's methods, techniques, sequences or procedures, except as specifically described in our report for consideration in design. There are possible variations in subsurface conditions between the explorations and variations are also possible over time. A contingency for unanticipated conditions should be included in the budget and schedule. Sufficient monitoring, testing and consultation by our firm should be provided during construction to confirm that the conditions encountered are consistent with those indicated by the explorations, to provide recommendations for design changes should the conditions revealed during the work differ from those anticipated, and to evaluate whether or not earthwork and foundation installation activities comply with contract plans and specifications. Within the limitations of scope, schedule and budget, our services have been executed in accordance with generally accepted geotechnical practices in this area at the time the report was prepared. No warranty or other conditions, express or implied, should be understood. We appreciate this opportunity to be of service to you on this project. If you have any questions concerning this report or if we can provide additional services, please call. [EXPIRES 71 a (p, q y I SDS:MSR:cms Document ID: P:'5710001.R Attachments Two copies submitted cc: Shutler Consulting Engineers, Inc. 1300 - 114th Avenue S.E. Bellevue, WA 98004 Attn: Ryder Lanier G e o 1: n g i n e e r 6 • O ► Respectfully submitted, GeoEngineers, Inc. --1"1 ,1 Shaun D. Stauffer, P.E. Project Engineer ifeid Mary S. Rutherford, P.E. Associate File No. 5710-001 -37 -1150 t\ rn N 0 1` r7 I 0 0 0 S 17911+ ST S 39114 • ��IMY N 4 10 L FS i PARK MEM S BI LORI 5300 S AVON S 112TH ST 14 6 . 2 4 '1 RIPE ii4ZELNUT PARK LIB 111 H IGHLINE ".•_� , t t RIVERTON � �TY ; q j 4 EL \Nki_ firam S 133 s u J ` V IA n ir 135TH ST SOWNWIF ` 16 „ 3100 PARK( �s t & — . . s a € „ s �33sr"rn, -, 15 :• . : 136tH k 1 ST IE 0„ > IS , L 142 0 ST 2100 is L1B T �'S * ► FOSTER m s iPI44TH y , Y ■ 144 EMIL ` ,7 ^ , ST i H E �H 1200 s 1 l'IsT S T S 150TH ST R SION Si FIGURE 1 SRM a S IA S 13300 S 14 I V) s it .. Geoff Engineers 0 2000 SCALE IN FEET 4000 Reproduced with permission granted by THOMAS BROS. MAPS. This map is copyrighted It is unlawful to copy or reproduce all or any part thereof, whether for personal use VICINITY MAP ,2TT' LAFLF. by THOMAS BROS. MAPS. or resale, without permission. S ' 47 : 4;'''1'71 1 ; 114 \1, ..? • r-. 01 co 0 N t7 0 za at e Y It. � y RENTAL, SPACES .)&000,$gF, OOIVRINT. .GADO3 2 N0.FL000I 'MAX. IIF.IOTN 30' 1 1 1 `I • 1 1 1 —E } t.1L' • L L ■IIME ONO EXPLANATION: TP - •4 TEST PIT COMPLETED BY GEOENGINEERS, 1997 TP - - TEST PIT COMPLETED BY DAMES & MOORE, 1968 B - -(13- BORING COMPLETED BY DAMES & MOORE, 1968 P.L. 613.50' Note: The locations of all features shown are approximate, Reference: Drawing entitled "Site Plan, Proposed Building #10, for: Shepard Ambulance prepared by David Kehle Architect, dated December 1996. k Geo, Engineers TIMIMMIMIMMIMMIIMIMMII-, . „ . . . • . . . .,........... ''''t.wp • .:._.„ ....,.,,,,,,,,,,Z,i,ivegA..VizgAtatIvieillPPAMWMF,P,zwege,VETVIIV:riant,t•o,,,,R,A1,41-6,.„„,:, _ __ „ ! Thr HY a 11111 HUI 04' 0. TP-5, 11. lu ?r4 1 II • t311 CK TP -19 . 'SHEPARD kCYCL F. DUMPS TEn AND 'COMPNEs80D TP-4 • 4 8.000 S . 00 IT ;113,000 SF 2ND noon WIN .1111111. , A I Geo Z Engineers RIVER PROTECTION/RECREATIONAL TRAIL EASEMENT • •VEGETATION LINE AND .TUKWILLA PRORERTX LINE IH.W,M.M.) ( 9000 CFB) E • .EXIBTINO STORM SEWER OUTFALL F 0 F -1 • %■;:■., • N... N • 60 SCALE IN FEET SITE PLAN FIGURE 2 120 ••"-.., • • attachment a ATTACHMENT A FIELD EXPLORATIONS AND LABORATORY TESTING FIELD EXPLORATIONS Subsurface soil and ground water conditions were explored for this study by excavating six test pits to depths ranging from 6.5 to 8.5 feet. The test pit explorations were completed by SGA Corporation on March 17, 1997 using a rubber -tired backhoe. The locations of the test pit explorations are shown on the Site Plan, Figure 2. Exploration locations were determined in the field by pacing and taping from existing site features. The explorations were continuously monitored by a senior technician from our firm who examined and classified the soils encountered, obtained representative soil samples, observed ground water conditions and prepared a detailed log of each exploration. Disturbed soil samples were generally obtained from the test pit explorations. Relatively undisturbed soil samples were obtained by driving a thin -wall tube using a sledge hammer. Soils encountered were classified visually in general accordance with the classification system described in Figure A -1. The logs of the test pits are presented in Figures A -2 through A-4. The logs are based on our interpretation of the field and laboratory data and indicate the various types of soils en- countered. The densities noted on the test pit logs are based on the difficulty of digging, probing with a 1/2- inch - diameter hand probe, and our experience and judgement. LABORATORY TESTING All soil samples were brought to our laboratory for further examination. Selected samples were tested to determine their moisture content and dry density. The results of the moisture content tests completed on disturbed samples and moisture content and dry density tests performed on thin -wall samples obtained from the test pits are presented in Figure A -5. G e o Engineer s A -1 File No. 5710 - 001 - 37.1130 DEPTH BELOW SOIL GROUP GROUND SURFACE CLASSIFICATION (FEET) SYMBOL LOG OF TEST PIT DESCRIPTION 5.0 - 8.5 SP -SM Dark gray fine sand with silt (loose, moist) Test pit completed at 8.5 feet on 03/17/97 No ground water seepage observed No caving observed Disturbed soil sample obtained at 2.5 feet Thin wall sample obtained at 3.5 feet TEST PIT TP -1 0.0 - 0.3 3.5 inches asphalt concrete 0.3 - 0.8 5 inches crushed rock 0.8 - 1.5 SP Light brown fine to medium sand with gravel (medium dense, moist) (fill) 1.5 - 5.5 SM Gray silty fine sand with occasional organic matter (medium dense, moist) 5.5 - 7.5 ML Gray silt with occasional organic matter (soft to medium stiff, moist) Test pit completed at 7.5 feet on 03/17/97 No ground water seepage observed No caving observed Disturbed soil sample obtained at 6.0 feet Thin wall sample obtained at 3.5 feet TEST PIT TP -2 0.0 - 0.3 3.5 inches asphalt concrete 0.3 - 0.8 5 inches crushed rock 0.8 - 2.5 SP Light brown fine to medium sand with gravel (medium dense, moist) (fill) 2.5 - 3.5 SM Black silty fine to medium sand and occasional organic matter (loose to medium dense, moist) 3.5 - 5.0 ML Gray silt with fine sand and occasional organic matter (soft, moist) THE DEPTHS ON THE TEST PIT LOGS, ALTHOUGH SHOWN TO 0.1 FOOT, ARE BASED ON AN AVERAGE OF MEASUREMENTS ACROSS THE TEST PIT AND SHOULD BE CONSIDERED ACCURATE TO 0.5 FOOT. P Geo i Engineers LOG OF TEST PIT FIGURE A -2 DEPTH BELOW SOIL GROUP GROUND SURFACE CLASSIFICATION (FEET) SYMBOL LOG OF TEST PIT DESCRIPTION TEST PIT TP -3 0.0 - 0.3 3.5 inches asphalt concrete 0.3 - 0.8 5 inches crushed rock 0.8 - 1.5 SP Light brown fine to medium sand with gravel (medium dense, moist) (fill) 1.5 - 3.0 SM Gray silty fine sand with occasional organic matter (medium dense, moist) 3.0 - 6.5 ML Gray silt with occasional fine sand and organic matter (soft to medium stiff, moist) 6.5 - 8.5 SM Gray silty fine sand with occasional organic matter (loose, moist) Test pit completed at 8.5 feet on 03/17/97 No ground water seepage observed No caving observed Thin wall sample obtained at 3.0 feet TEST PIT TP-4 0.0 - 0.1 1 inch topsoil 0.1 - 2.0 SP Brown fine to medium sand with gravel (dense, moist) (fill) 2.0 - 3.0 SM Black silty fine sand (medium dense, moist) 3.0 - 5.0 ML Gray silt with occasional fine sand and organic matter (soft to medium stiff, moist) 5.0 - 8.0 ML Brown silt (soft, moist) Test pit completed at 8.0 feet on 03/17/97 No ground water seepage observed No caving observed Disturbed soil samples obtained at 5.5 and 7.0 feet THE DEPTHS ON THE TEST PIT LOGS, ALTHOUGH SHOWN TO 0.1 FOOT, ARE BASED ON AN AVERAGE OF MEASUREMENTS ACROSS THE TEST PIT AND SHOULD BE CONSIDERED ACCURATE TO 0.5 FOOT. - j Geo , Engineers LOG OF TEST PIT FIGURE A -3 DEPTH BELOW GROUND SURFACE (FEET) 03-0.9 3.0 -7.5 0.0 - 0.2 0.2 -5.0 SOIL GROUP CLASSIFICATION SYMBOL SP -SM ML LOG OF TEST PIT DESCRIPTION TEST PIT TP -S 3.5 inches asphalt concrete 6 inches crushed rock Brown fine to medium sand with silt and gravel (medium dense to dense, moist) (fill) Gray silt with occasional fine sand and organic matter (soft to medium stiff, moist) Test pit completed at 7.5 feet on 03/17/97 No ground water seepage observed No caving observed Thin wall sample obtained at 3.5 feet TEST PIT TP-6 2 inches topsoil SM Brown silty fine to medium sand with gravel and occasional asphalt and wood debris (loose to medium dense, moist) (fill) 5.0 - 6.5 SM Black silty fine to medium sand with occasional organic matter (loose to medium dense, moist) Test pit completed at 6.5 feet on 03/17/97 No ground water seepage observed Moderate caving observed at 3.0 to 5.0 feet Disturbed soil sample obtained at 6.0 feet THE DEPTHS ON THE TEST PIT LOGS, ALTHOUGH SHOWN TO 0.1 FOOT, ARE BASED ON AN AVERAGE OF MEASUREMENTS ACROSS THE TEST PIT AND SHOULD BE CONSIDERED ACCURATE TO 0.5 FOOT. Geo � Engineers LOG OF TEST PIT FIGURE A -4 Exploration Number Depth of Sample (feet) Soil Classification Moisture Content (%) Dry Density (pcf) TP -1 3.5 SM 19 100 TP -2 2.5 SM 16 -- TP -2 3.5 ML 35 76 TP -4 7 ML 38 -- TP -5 3.5 ML 35 80 TP -6 6 SM 11 -- MOISTURE CONTENT AND DRY DENSITY DATA Geo ` i Engineers MOISTURE CONTENT AND DRY DENSITY DATA FIGURE A -5 ; . • • ,.... .' . .. • ' • . .... i • . ., .,. : _y .r ,., ,.. •„„.,, _: 1, 1 • , ,.....,.,•;• ..!! '' ! '' /•••• . ' ' ,• ,., . , ... , - .. . „..., ... .. , .. , ..,.../- .-.,. .. - ; '•-• •• ' ' ', '..- . • • .. ' . ,,, „- . .,.... I .•... t,.,„ ,i.....".'1:-....-,::;,.."''‘ ••••• . ... ... ...„ ... , ... ... ..-:,...•.•7.,,•.., r•,-,• 7‘ .,..• ..,. ..• !.....: . ) . ?... .. 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AND GRAY CLATEY SILT WITH ROOTS IA UPPER PORTION (MEDIUM SOFT) OCCASIONAL LEASES OF SILTY FINE SAND ML SP TEST PIT 14 ML GROWN AND GRAY CIA YLY SILT WITH ROOTS (MEDIUM SOFT) SMART SILTY FINE SAND (MEORPI SP 1 DARK GRAY FINE TO MEDIUM SAND WItM OCCASIONAL LENSES OF \ SILTY FIN. SAIL (MLOIIM DENSE) TEST PIT 15 ML ,RAY AND BRCWA CLAYEY SILT WITH ROOTS (MEDIUM SOFT) SP OSMVOGRAYOFINE)TO MEDIUM SAD SM GRAY AND BROWN SILTY FINE SAND (MEDIUM LOOSE) I SP DAR% GRAY FINE TO MDDIuM SAND _ . \MEDIUM DENSE) MATER LEVEL 2 -9-68 TEST PIT COMPLETED 2 -9 -60 TEST PIT 16 ML ML SM SP ,WATER LEVEL 2 -8-68 DARK GRAY FINE TO MEDIUM SAND (MEDIUM DENSE) TEST F'IT CUMFLETLO 7 -B -6B ELEVATION 13.6 WATER LEVEL 2 -8 -6B TEST FIT COMPLETED 2 -8 -68 ELEVATION 13.3 ELEVATION 17.0 GRAY AND REDDISH FROM, CLAYEY SILT WITH ROOTS AM) OCCASIONAL LENSES OF SILTY FINE SAND (MEDIUM SOFT) ALTERNATING 3" TO 6" LAYERS OF BROWN CLAYEY SANDY SILT AND 6RAY SILTY FINE SAM) (MEDIUM SOFT AND Mum LOOSE) (GRAY FINE SAND (MEDIUM LOOSE) GRADES TO FINE TO MEDIUM SAND (MEDIUM DENSE) WATER LEVEL 2-8-68 TEST PIT COMPLETED 2 -0 -68 25 20 IS 20.66- 10 5, 5 0 15 10 5 15 10 5 0 33.11 -77 57.65. -74 37.09-79 29.31-92 TEST PIT 17 TEST PIT 18 TEST PIT 19 LOG OF TEST PITS ELEVATION 70.5 SP DARK GRAY FINE 10 MEDIUM SAAU WITH TRACE OF SILT (LOOSE) ML BROWN CLAYEY SILT WITH OCCASIONAL LEASES OF SILTY FINE SAND (MEDIUM SOFT) SP GRAY FINE SAND (MEDIUM DENSE) ML SP ; r ML SP TEST PIT COMPLETED 2-9 -66 ELEVATION 14.0 ROWNISH GRAY CLAYEY SILT WITH ROOTS (MEDIUM SOFT) ROMISh GRAY FINE SAND (LOOSE/ BROWN AND GRAY SILTY CLAY (MEDIUM SOFT) GRAY FINE SANDY SILT (MEDIUM SOFT) WATER LEVEL 2 -9 -68 GRAY INTERBEDDED FINE SAND AN. SILTY FINE SAND ( MDDILM DENSE) TEST PIT COMPLETED 7 -9-6B ELEVATION 12,9 ML BROM AND GRAY CLAYEY SILT WITH ROOTS (MEDIUM SOFT) SP GRAY FIN. SAID WI TM OLCASI OVAL LENSES OF SILTY FINE SAND (MLDILM DENSE) • - WATER LEVEL 2 -9-68 GRADES TO FINE TO MEDIUM SAND TEST PIT COMPLETED 2-9 -68 TEST PIT 20 ELEVATION 17.0 GROWS AND GRAY CLAYEY SILT WITH OCCASIONAL ROOTS (MEDIUM SUFT) BROWNI5H GRAY INTERBEDDED IIAE SAND AND SANDY SILT (MEDIUM SOFT AND MEDIUM LOOSE) ` WATER LEVEL 2 -9 -68 DARK GRAY FINE TO MEDIUM SAND WITH LLN5E5 OF SILTY FINE SAND (MEDIUM DENSE) TEST PIT COMPLETED 2-9-68 112AMEE 0S MOORS PLATE A -I SHUTLER CONSULTING ENGINEERS, Inc. 1300 -114 Aveiie SE, Sake 250 Bellevue, Wnhhigtoa 95004 (206) 450 -4075 FAX (206) 450-4076 �.w.,.n- w.�tr+�ewMxnaa.hr.!�rn.,u»nnas. JOB Gateway Bulldino 10 SHEET NO. COVER CALCULATED BY JJS / RSL CHECKED BY SCALE JOB NUMBER 97 -113 OF DATE 05102/97 DATE STRUCTURAL CALCULATIONS FOR: Ec IvED ,JUN 1 U 199/ Gateway Corporate Park, Building 10 Gateway Drive Tukwila, Washington PROPOSED BY: Teutsch Partners 2001 Western Avenue, Suite 300 Seattle, Washington 98121 (206) 728 -1130 ARCHITECT: David Kehle Architects 12878 Interurban South Seattle, Washington 98168 (206) 433 -8997, Fax (206) 246 -8369 DESIGN CRITERIA: ROBERT FOSSATTI ASSOC. I EXPIRES 09 / 12 / 9 1 RECEIVED JUN 1 1 199; CODE UNIFORM BUILDING CODE, 1994 Edition ROOF LIVE LOAD . 25 PSF SNOW LOAD FLOOR LIVE LOAD.. 50 PSF PLUS 20PSF PARTITION LOAD WIND LOAD 80 MPH ZONE, EXPOSURE "B" SEISMIC ZONE III, Z=0.3, Rw-6 -- CONCRETE SHEAR WALLS FOUNDATIONS DESIGN BASED A GEOTECHNICAL REPORT NUMBER 5710- 001 -37 -1150, DATED MARCH 31, 1997 BY GEO ENGINEERS INC ALL FOUNDATION WORK TO BE IN ACCORDANCE WITH THIS REPORT. ALLOWABLE SOIL BEARING PRESSURE EQUALS 1500 PSF PER THE REPORT. ppp juti . 09 av 4i_OINGDvS'Cr ,.., . 1 tei . r c I . ; ; ZS 1 Z. S ; ■ Z. 1 1 ' I 0 1 i I ; i t i S i I ' , . , • I • ■ r . . ! I . • . . . I I i . . . • ; . • . .. . N1 , 21Q . . . . • , 1 • a ...III INV TAN , . . . . 647 , 1 c 1 . I i __ . 4 II . - . . _._(-11...._rt__,7 _ ____ _ ; i ! rf ; 1 _ . . .. ._ _ . _ _ .. _ __ . _._ .. _ . ..... ._ . ! • !--4j ... .__ _ _ . _ . ___. __ . _ ._ 1.1111111 lab. 1 ._ ka . . , 1 /dill .... , hi. tAl _r__ • , i I . 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OM i . - , I V W I. 7 1 1 1 MEI all - - - -- SHUTLER '_1111 _ CONSULTING IEW Willi ENGINEERS, INC 1300 -114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450 -4075 FAX 450 -4076 JOB CArtpixy t 1D SHEET NO. (VZ CALCULATED BY T. u'v /g< OF DATE CHECKED BY DATE SCALE V: Z.d 1 C- I ' I J : ,. • . • ' • ' , __, . „ , 1 ! , . , „ : • , „ • ' , • • i T-ettc3 ' -JFF.A.k \ILv,‘' ) • „ • 1 . , • ' : 1 , i I S . ! !rS _1 • i i 1 : 1 I . • ' air2...-1.:- 1 I I 1. I 1 1 1 _ H i j . I IC4.-1 —f•--i---- 1 —•-t-t- 1-3 ` 1 _a 7 1 T .•=ez:•...,_J t.,I.c, ! --z g . '7 5_1 : 5 F' i „ i i 1 1 1 , . S ci I - ■ 1 . „ loPePt. .i CI ■ ...k.d 10 : =- ....:(.._ / ..ichr,..) .CA.4_1.1,..(.1. - •_16:4....tti".4.9_AILV.T)041 S . " „ I ..3 tsi- z_.)•(.. , „ Nip- • : _ ________ _ , ; . , , , '2. 2. rIF______rtm______Stsa.S , . • . „ • Z'F't F- FOR., c : .1f.) 1 ; . . . • 01114)e_ic IA . , , . gx‘ 1,F . _S ( Rjet_tAj r „ -- _LIL1h.) tA _1 R. J. lk( ......:= ____i_t _..... .,_ 4 . : . .. : z Z , 5 ---r6-F • 1 t FSF : : . . ---..-c (AQPP s i IQ 1...,075_, • , . . : : _: L : , . :_ . . ,._ , . - 4 a ! . • OS , N i . 7 ; ....1...._..... —. ! . ' 116 P.'$F ...._15.0..f_sf-:. . . . --- ._ t) fa (.73,2_ + 2517sF)..=. (Y __-___. • 4 ; ci ,.. „;‘A.4,?L 74j .it- li\ / -1.---4 7 - ', • , . ' , : . . . . 4,. - - t -- t - . i - --- - - - - - - i a - Z•196X / . .. -- e , i-e --- " ..--- 'M ' • , , , . . , . ' i . '4_9_,i72c).,_Lr____• l ic i ' , .;-• . I ■ 5(("...-1V __, . 7 - 1 —1 • IVEFL__X ! Fott 1 "7 ' 1 , ' StiffiK___Veid44' . . : 1 . . • • 4 1 1 ' ' • 4 ( ' 5 4 2 . 0 :7=7 ----- ---. .0 : ( .1'3 -----• - • .-;-- - _ ;..44,.._ 1 ..-..-- 1- •-rt- i . . IATi. M.A.61.4 , 1 -2 a+ 3-72: . ? . . !-, t In • - --- --- --- --- 3-.1:!;.(.-t?s-F- . P:. , • 1 ; ' : • ' _I__ I ! ! r.SF- 1 (1. MIN 1111111,11111 SHUTLER CONSULTING ENGINEERS, INC 1300-114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450-4075 FAX 450-4076 JOB i Gra■stE;i2 bt:. SHEET NO (2- -•-•' OF CALCULATED BY T. • LoWl'eR_ DATE CHECKED BY DATE SCALE SHUTLER 1111111 • CONSULTING MOP 111011 ENGINEERS, INC 1300-114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450-4075 FAX 450.4076 JOB CE e_ zg / SHEET NO ( OF CALCULATED BY ? , 144A,Irtiz... DATE -V/ /,7 CHECKED BY DATE SCALE 1 1 ii co I : _1 I 1 i i ! ..,, 02 , 1 1 It i 1 ..; ,., i i 14 A d ' I ; 1 I ( 1 i 1 : .=...I .4 * 1 1 -1 & CI ? 2. ,Ice, , .,_.•... 6.,..0 ! icbc,' i I ''' ' ta ) i i . .... ! I ..- 4 __,• ;(,,,,, . • • , , i , • ■ , . , • . • . . . 1- /, - . • - , _______.........-- . _OF(..IFT________(...$4)!_..0.PL:41-.,c, fsf-_,. .; , . . , i , • , , • • • " . -. , — • 1 , • . _ ___________—________ , . ) ._ L.- , 1 , (. I US _4 I + t• C. * i . " ?' 5 PSfr .. ..... ( gcor14 41.‘(iext) 2xG Ih.)sw,,,,,...,, t3.peu,1/41 . r" J ?SF . p.rA"... UPI- r r-r. . • .. • • - • : i . rPE.R. • . 1 . . . , . : ! . • , , , i : : , , ; • . . r ( iff ( ) ,......; 5 -)7 < ....... .._..... /4-i ' / '. "/, : , : ; • , ; ;,, ; ; ; , 1 ; __, ..., u ..ir---(6.i,e1)(1 -- e - `)) 7 t4.4 .i.) -, ij.72 ;1 , I ; 1 , I !: 1 i , . , , , ' I ..... ' i I i IN pt : •-• : .. 3 . I ' i ÷ I l 41;2.! t--- • /a .61P7' .,..._+. L. 5 L ___ -4 1 I 1 . .....1 ..t . rie4NICLK I i . , . - • . . , .. . .... ... . . _ ....:___. ...._ . T ,2s..fsr..____. Ot.0...ir____Iir_Lt er 1 . .. • . • • ■ . i i . • . . . . . . . . • ‹- . . , ._, , . . SHUTLER 1111111 • CONSULTING MOP 111011 ENGINEERS, INC 1300-114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450-4075 FAX 450.4076 JOB CE e_ zg / SHEET NO ( OF CALCULATED BY ? , 144A,Irtiz... DATE -V/ /,7 CHECKED BY DATE SCALE `P ori!1,1 A INA -Q-`,< 'T �'..p4-n 1 rJ;4 0 �,*ntS.S OrZr - I / ; i , - 0 •• I i I 1. a { 5th t � 1 ; l .�, E L I .ate, 5O , j , , •1! _._ .. _ Py 1 • f ' E � ' H.67 i E E i i I i 1 I { T 1 I , I , , 1 I i I I i t ' i ( ( { { �� --I ( • , i . i I • 1, 1 11 I 1 ► 1; ?� I r i r. -} I E 1 I , . i I i. i 1 l ._ 1 1 __ — U 111/_ SHUTLER CONSULTING ENGINEERS, INC 1300 -114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450.4075 FAX 450 -4076 SHEET NO V---4 OF CALCULATED BY ? • L16tN{V DATE CHECKED BY DATE SCALE ta\ Tr1:- TI2fam. ts 12-23-1996 SSI-JOIST CALCULATION Project Name: northgate Location: 1 ssI-Joist Description ** ( 1 ) 28.0-inch ssI 446R ** Top Flange SPF F6 2400 MSR ** Bottom Flange SPF F6 2400 MSR ** Web Material OSB Point Loads: Number LL Uniform Loads: Number LL(PSF) 1 25.0 DL(PSF) 15.0 = = = = = === = === Loading PL(PSF) 0.0 Project Number: 1 Mark Number: 1 TL(PSF) 40.0 Design ssI-Joist (U.L.) Allowable Maximum Bending Moment 44449 ( 45330 ) Maximum Horizontal Shear 5334 < 5807 > ssI-Joist Deflection : Live Load.... 0.812 = L / 493 Dead Load.... 0.487 Total Load... 1.299 = L / 308 11:13 Design Criteria 1 Span (ft) 33.33 O. C. spacing (in) 96.00 Load Duration Factor 1.15 Repetitive Factor 1.00 DL TL Distance from left end >>>>>>>>>>>>>>>> NONE (((((((((<<((<( Triangular Loads: Number BEG-LL( PLF) BEG-DL( PLF) END-LL( PLF) END-DL( PLF) Beg >>>>>>>>>>>>>>> NONE <<<<<<<<<<<<<<< Conc Load over two joists 0 0 Beg 0 .0 SSI joists are fabricated by Standard Structures Inc. in accordance with ICBO PFC-4325. This analysis is to confirm that the SSI joist noted above is designed and conforms with current Standard Structures specifications and code accepted design properties. The loads, spans and spacings have been provided by others, and have not been reviewed by Standard 41[ 3tructures for adequacy. This information should be reviewed by the designer Thr consistency with the project. @ 010595 ssi End 33.3 End ' i... SEMI I.D. Dimensions: Beam span : 32.00 feet (Simple span) SBUTLER CONSULTING ENGINEERS. `Structural Engineers 1300-114th Ave S.E., Suite 250 . 2el1evue, Washington 92004 . (206) 450 -4075 Uniform loads: w(DL) 0 :000 KLF- Reactions:,; L e f t .'suppert Point Loads 8.34 Kips (D.L.) 12.64 Kips (LA.) 20.97 Kips (T.L.) ..x Western Wood Lumber Used sTT Point Load Dead Load number (Kips) 1 4.40 2 4.40 3 4.40 4 4.40 Job Gatenay 2uildine 10 Sheet no, g-' Calculated byl:. t.. •- Checked by II --- ---_ -- Date 01/29/9 a(LL) : 0.000 KLF Right support 9.26 Kips (DA.) 14.04 Kips (L•L.) SS - 23.31 Kips (T.L .) Moment: Maximeth positive moment 247 ft -k at x : 16.00 ft xxiiri ttttirirri ttr ttr 7 rrlsr. rrtr 5.125 x 39.00 GLE Camber = 0.64 in. x Tx trttt Tit r. r7ir it YtirxriT.rTiritttrtrxrxrrrtrxl tb t adjusted or 0 C L. alemn facto. or e nr ac ed e m p r e ss on e ni , .t for • • • 1V IVN,i, I VI V„Y's.,,.VVV C u�,.l VYV1'1, 1 I1 1 1• .Max. stress /f,,� nwo� a str Stress r NIL! \ 5 \Ie•1_ and 11, 1'V 41aYlV stress Y\I VV.. h fv : 174.9 psi Fv'.= 165.0 x 1.15 :. 1E9.9 psi 92 :2 % 22o 6 .pe t ; 2 r f 1 A 6. 2 < ��0n - 23 9 psi: 997 r.. tf� � �1.� psi FY 40�•O X ..,5 i; (�.Y3Y t. 1Y) - it• ,,� • D Elections, Maximum deflection loaction is 19.00 ft from, left end. Total Load. 1.40 in. => L/325 Live Load : 0.64 in. : L /54`1 s,I raced Compression face length : 0.00 feet Total heard ft. : 9E5 ltixi i. )'111 ix 1'11%1 1 111 ittttlil/11111 tit U 1 111111 5.75e 9/,.5e 'I Canti M2 li1111LXV 1. tl it11 1111111111)1111111111111111111 t1 adjusted t e r . O,C 1 and in Is_ n o e nn n d .. s length.; t6 (FY 4d,�Ste� fc, 1,11111 0,11 tVlaN1,1 factLr CI 1•I,Y raVe� compression IG,ig.l,.; Max. • stress Allocable stress Stress .fv :150.1 psi ' Fv : 165.0 x 1.15 = 189.8 psi 79,1 % • fib : 2213.9 psi Fb : 2400.0 x 1.15 x (0.925 ( 1.609) : 2276.5 psi 97.2 Deflections, Maximum deflection loaction is 19.00 ft from left end. Total Load : 1.54 in. => L/297 Live Load : 0.93 ie. :> L/492 Unbraced Compression face length : 0.00 feet Total board ft. : 1165 Live Lead (Kips) 6.67 6.67 6.67 6.67 Distance from left end of teat • 8,00 ft. 16.00 ft. 24.00 ft. 32.00 ft. SHUTLER CONSULTING ENGINEERS Structural Engineers 1300-114th Ave S.E., Suite 250 Bellevue, Washington 98004 (206) 450 -4075 .16A_ $$$$ BEAM I.D. 2t' Dimensions: Left Cantilever 7.00 Ft. Uniform loads: w(dl) : 0.000 KLF Point loads: - Left Cant. I 9.260 Kips (D.L.) ..*** *a. *euvta.> WnhM..4AM1v4 :0,4,1*ym se+ rw.. ro. w..x «wws...ww...�...�.......�„" Job Gateway Center $10 Sheet no. e Calculated by V:. L- A -- il+t2_ Checked by Date 02/06/97 tsx Western Wood Lumber Used ttt Main Span 50.00 Ft. Right Cant. Right Cantilever 7.50 Ft. w(11) = 0.000 KLF 11.000 Kips (D.L.) 14.040 Kips (L.L.) 16.680 Kips (L.l.) Maximum Reactions: Left support 27.91 Kips (D.L.) Right support 27.55 Kips (D.L.) 42.32 Kips (L.L.) 41.76 Kips (L.L.) 70.23 Kips (T.L.) 69.31 Kips (T.L.) Maximum shears at left column -34.37 Kips / 35.86 Kips Maximum shears at right column -30.56 Kips / 38.75 Kips Moments: Negative Moment Positive moment Negative moment P left column in center span P right column -218.45 Ft, -K 218.47 FT.-K - 218.67 Ft.-K tttttt tttttttttttx ttttttttttttttttttttttttxttttti t 6.750 x 37.50 GLB Camber = 0.86 in. * ttttutttttttt tttttttttttttttttttttttttttt$mm (Fb adjusted for D.O.I. and volumn factor or unbraced compression length.) stress Allowable stress Stress % v = 203.7 psi Fv = 190.0 x 1.15 = 218.5 psi 93.2 % +fb = 1657.2 psi Fb = 2400.0 x 1.15 x (0.824 ( 1.000) = 2274.8 psi 72.8 % -fb = 1657.0 psi Fb = 2400.0 x 1.15 x (0.824 ( 0.879) = 2274.8 psi 72.8 % -fb = 1658.7 psi Fb = 2400.0 x 1.15 x (0.824 ( 0.874) = 2274.8 psi 72.9 % Brace is not required at the left cantilever (Lu = 14.48 ft.) Brace is not required at the right cantilever (Lu = 14.75 ft.) Maximum deflections: Total Load Live Load Left Cantilever 0.29 in. _) 2L/ 575 0.18 in. _) 2L/ 954 Main Span (Ix= 25.00 ft.) -1.44 in. _) L / 418 -0.87 in. _> L / 693 Right Cantilever 0.29 in. _) 2L/ 620 0.17 in. _> 2L/1030 Unbraced Compression face length (+ Moment) = 0.00 feet Board ft. = 2150 t 8.750 x 30.00 6LB Camber = 1.29 in. t (Fb adjusted for D.O.I. and volumn factor or unbraced compression length.) Max. stress Allowable stress Stress % fv = 204.9 psi Fv = 190.0 x 1.15 = 218.5 psi 93.8 t +fb = 1997.5 psi Fb : 2400.0 x 1.15 x (0.821 ( 1.000) = 2266.5 psi 88.1 % - = 1997.3 psi Fb = 2400.0 x 1.15 x (0.821 ( 0.970) : 2266.5 psi 88.1 % -fb = 1999.3 psi Fb = 2400.0 x 1.15 x (0.821 ( 0.969) = 2266.5 psi 88.2 % Brace is not required at the left cantilever (lu = 14.48 ft.) Brace is not required at the right cantilever (Lu = 14.75 ft.) i•wimum deflections: Total Load Live Load III: ,ft Cantilever 0.44 in. _) 2L/ 382 0.27 in. _) 2L/ 633 Main Span (Ix= 25.00 ft.) -2.16 in. _) L / 277 -1.30 in. :) L / 460 Right Cantilever 0.44 in. _) 21/ 412 0.26 in. _) 2L/ 683 Unbraced Compression face length (t Moment) = 0.00 feet Board ft. = 2150 • , . , • SHUTLER CONSULTING ENGINEERS Job Gateway Center. 010 Structural Engineers • • Sheet no. . Ave ,. Suite 250: • - Calculated by VAL ...,,Bellevue, ' Washington, 98004 • . Checked by " • ( 206) 450-4075 . Date - 02/06/97 • -BEAM I.D. 1• • P oint toads:. Point Load Dead Load , Live load Distance from • number (Kips) (Kips) left end of beam 1 4.40 6.67 2.00 ft... • . . 2 , , 4.40 6.67 10.00 f 6.67 : ,18.00 ft. 4.40 1 . • :• .: •.' ft. (1 • • 6;67 4 40 6,67 .. 6.67 26.00 ft. •.• 6 ' •••• 4'4 6 • 4 5 2 0: 0 0 0 0 6.67 , 58.00 ft. • .„. i t ___ SHUTLER CONSULTING ___ ENGINEERS, INC 1300 -114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450.4075 FAX 450.4076 JOB SHEET NO s <AM ?Lz .f�M S IA /V CALCULATED BY 72- N I CHECKED BY DATE OF DATE SCALE _ ..- _Z►J___. y� � r -E- LA . -�- t 7 - . r7 .._ , 1 (5_77, .5... _ ..... Sul-n cF � 0...__. Si n l-4 - - -- A Z73.37S t i 2 _ � = 69. 1 K ( (2. 'S . S 1 34 .35 2 cot. 2.IS :_ a 6 1514 K- Pr: ..... S v = SNr:, STEiz-SS � 6 c ., 1 ti4. &WIZS - G`7,?( '--- 2 IS .44 14 -"Pr r`� -CA SHUTLER CONSULTING ENGINEERS, INC 1300 -114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450-4075 FAX 450-4076 --! ( i ,') k . _ _5 �-- -C it - , CALCULATED BY . L-INYr'V • DATE CHECKED BY DATE SCALE 44fra (Al4-r r'IS,C -Jb SHEET NO 1Z- 4( OF r . . S'aTiER CGI40.71F4, E1EERS. Job 02 hilditig • • (L ••• • '•1& 14th ye S E, Snt 2f;f:• Checked ti; ' • • 255):: 45574575: ••:. Ni •• • .. .. 4 ..... • . • .•.• ••••„' : .• . • • L ,,, 1,4\ ,,,, r, ._,. ,,,., .,.. , LI) W.'i.f .., W AA.I li 4 VIT ':...:•Sea:::''spen•-•.=:1-"35:55 c;;;att) :-Ur,ifory leadc: • t15L)..: KLP Rtactloas: SU ' , 11 16,55 (II) E (..) I f n 11 A6 kikr ) Right cup;ert 11.55 Kips (5.1..) 1 50 -- 07 27.6zi 1.faxiEtuto 'Ocit ,9 c iye totent = ft-? 7 : 17 55 31 • f y 77 37.55 az:: ` ZIttlx2711ktkZkSYVXtYlklIXL/ItL1LIY7tYYYZ/Y2Ittit (Cis rA:.rin.2 r , . . n 1 ano velut„, .ac h ter or on.r h ace, cozeression Allctatlt, Ltrtcr., fr,, l C.A 1 ...• 4...vv.v yd04 .17 .A : V 4,. U. 11W.1V11W,. PPA41144.101. A..0%11/14 it ;* ! / ; L " "' .hrace Cozpreset on f cTL ace 1en;tn.: 5.55 feet IklickV*IiitY11111,11 .... v.i1101,17411 ' • • • 11 1 ...... %)%177,'011. . . . . . , . . a7, tti 0 ICC 6 ' • .11,a A ff 2111.5 pci Ft : 2455.5 x 1.15 x 15.E,35 1.555) : 2255.5 pci 52.5 '- :5eflectionc, ic.c daflection'ItactfetHe 1•.55 ft fro:: left end. fetal Load : 1.25 in: :> Lire Lead : 5.77 in. :› L/54 • tIttraced Comveccion face len;th : 0.00 feet Total toard ft. : 1527 Point Point Load Dead Lead Live Load • Dist:nee free; . ' nue.tv . (Kipcl, • (Kicc) ' left end of tea:: . 1 • 4.45 • g 0 ..•■ LS f. 5 4.48 • 5.57 5.55 it , 3 4.0 ' Eji )7.V. ft. 4 4,45 5.57 25.55 ft. '• & 1.45 5.57 YJ.V.' ft, 1(:: ~.•1997 SSI-JOIST CALCULATION 15:18 Project Name: gateway Location: xx (1) 26.0-inch ssI 446R *1 Top Flange SPF F8 2400 MSR xx Bottom Flange SPF F8 2400 MSR *1 Web Material OSB C ssI-Joist Description Point Loads: Number LL Uniform Loads: Number LL(PSF) 1 25.0 2 0.0 Loading Project Number: Mark Number: DL(PSF), PL(P5F) TL(PSF) 15.0 0.0 40.0 0.0 0.0 0.0 Design Criteria Span (ft) 30.00 O. C. spacing (in) 96.00 Load Duration Factor 1.15 Repetitive Factor 1.00 DL TL Distance from left end )))))))))))))))) NONE ((((((((((((((( ':Triangular Loads: Number BEG- LL(PLF) BEG-DL(PLF) END-LL(PLF) END - DL(PLF) )))))) >) >)) >))) NONE ((((((((((((((( Design ssI -Joist Conc Load over (U,L.) Allowable two joists Maximum Bending Moment 36010 ( 37883 ) 0 Maximum Horizontal Shear 4801 ( 5349 ) 0 ssI -Joist Deflection : Live Load.... 0.702 = L / 513 Dead Load.,.: 0.421 Total Load,.. 1.123 : L / 321 Beg End 0.0 30.0 0.0 30.0 Beg End 65I joists are fabricated by Standard Structures Inc, in accordance with ICBO PFC -4325. This analysis is to confirm that the SSI joist noted above is designed and conforms with current Standard Structures specifications and code accepted design properties. The loads, spans and spacings have been provided by others, and have not been reviewed by Standard Structures for adequacy, This information should be reviewed by the designer for consistency with the project. E 010595 ssi So��1 *T6ZT -4.4 f— - ULDir - SHUTLER —1— CONSULTING _ ENGINEERS, INC 1300 -114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450.4075 FAX 4504076 GL 6,13 A . 4919 1. i v TX Cg1.75.4±?ao K ?u.. 1 -4 CSI , �S 4 30 )(, y 6.1S K. 9, S9k . ILL 2. CVOs / )(b ' X. 0 2 s F \)z 4.1 k . SC A _y a )(. 1s k ) = ?.7tK rLt. C63 % t$` .rn.sAff -) (0. K �S�a)(1015Kcf) 171 ... ..... : .. ..:..... _....._ ?Lt. 4 - C 1 S' � � )(.0Z Ksf ) JOB 6►f'e.- WAY f' C SHEET NO OF l CALCULATED BY ,`n ` (RZ.- DATE 4/ VI 7 CHECKED BY DATE SCALE (1"zoof vntu&rvt0.:.) SHUTLER:CONSULTINGINGINEERS Structpril Engineers 13007114th Ave.S1.; Suite 250 Bellevue, Washington 98004 :( Job gateway 110 Sheet no. 12.1.t5 Calculated by naS1-. Checked by Date 04/22/97 ****BEAM.I.D. ===0 Bm-S1 -*** Western Wood Lumber Used D1mensions: . . Beam span = 25,75 (Simplespan) . • Unifor0 loads:- w(DL) =' 0.000 KLF w(LL) = 0.000 KLF Reactions: . .Left support 6.04.Kips'(D.1.) Right support 6.96 Kips (D.1.) 10.07 Kips (L.L.). 11.59 Kips (L.L.) • 16.11 Kips (1.1.) 18.55 Kips (T.L.) •Moment: Maiimum,positiVe moment = 101.78 ft-k at x : 16.00 ft . ************************************************* * 5:125 x 24.00 GLB Camber : 0.63 in. * • ************************************************* (Fb adjusted for D.O.L. and volumn factor or unbraced compression length.) Max..: stress ' Allowable stress Stress % fv.= 137.4.psi Fv = 165.0 x 1.15 , = 189.8 psi 72.7 ::+fb.='2482.4 psi Fb 1 2400.0 x 1.15 x (0.914 ( 1.000) : 2523.2 psi 98.4 % Deflections, Maximum deflection loaction is 13.00 ft:from leftend. Total Load : 1.12 in. =) L/277 Live Load =-0.70. in. 0A/443 Unbraced.Compression face length = 0.00 feet Iotal -= 412 1 6.750 x 21.00 GLB Camber = 0.71 in. * 23111;ititlit*****Ilit12111**tiltlititillit****** • (Fb adjusted for D.O.L. and volumn factor or unbraced compression length.) stress. ' Allowable stress Stress % • fv..: 119.6 psi ' Fv = 165.0 x 1.15 : 189.8 psi 63.1 % +lb = 2461.8 psi Fb : 2400.0 x 1.15 x (0.901 ( 1.000) : 2487.6 psi 99,0 % Deflections, Maximum deflection loaction is 13.00 ft from left end. . Total Load = 1.27 in. 0 L/244 Live Load = 0.79 in. 0 L/391 Unbraced Compression face length : 0.00 feet Total board ft. = 481 •Point Loads Point Load Dead Load Live Load Distance from number (Kips) (Kips) left end of beam 1 1.80 3.00 0.00 ft. 2 3.71 6.18 6.00 ft. 3 3.78 6.30 16.00 ft. 4 3.71 6.18 24.00 ft. SHUTLER CONSULTING ENGINEERS Structural Engineers 1300-114th Ave S.E., Suite 250 Bellevue, Washington 98004 (206) 450-4075 ttt Western Wood Lumber Used t** xt *x BEAM I.D. ____) Bm-S2 Dimensions: Left Cantilever Main Span 4.25 Ft. 34.00 Ft. Uniform loads:. . w(dl) 0.000 KLF Point loads: Left Cant. 6.960 Kips (D.L.) 11.590 Kips (L.L.) Maximum Reactions: . Left support 15.86 Kips (D.L.) Right s 26.41 Kips (L.L.) 42.27 Kips (T.L.) Maximum shears at left column -18.55 Kips. Maximum shears at right column -25.73 Kips Nonents: • Negative Moment Positive moment @ left colur,o in center span 8,84 Ft. -K 110.74 FT. -K Job Gateway 010 Sheet no. V -16 Calculated by Checked by Date 04/22/97 Right Cant. Right Cantilever 5.00 Ft. w(11) = 0.000 KLF 4.770 Kips (D.L.) 7.950 Kips (L.L.) upport 14.42 Kips (D.L.) 24.03 Kips (L.L.) 38.45 Kips (T.L.) / 23.72 Kips / 12.72 Kips Negative moment @ right column -63.60 Ft.-K tttttttttttttttttt ttttttttttttttttttttttttttttttt t 5.125 x 30.00 GLB Camber = 0.51 in. * (Fb adjusted for D.O.L. and volumn factor or unbraced compression Max. stress Allowable stress tv =.191.0 psi Fv = 165.0 r 1.15 = 189.8 psi +fb = 1728.6 psi Fb = 2400.0 x 1.15 x (0.894 ( 1.000) = 2468.0 psi -fb = 1230.6 Psi Fb = 2400.0 x 1.15 x (0.894 ( 0.922) = 2468.0 psi -fb = 992.8 psi Fb = 2400.0 x 1.15 x (0.894 ( 0.912) = 2468.0 psi Brace is not required at the left cantilever (Lu = 8.53 ft.) Brace is not required at the right cantilever (Lu = 9.02 ft.) Maximum deflections: . Total Load Live Load Left Cantilever 0.22 in. _) 2L/ 453 0.14 in. _) 2L/ 726 Main Span (Ox= 17.17 ft.) -0.90 in. _) L / 454 -0.56 in. :) L / 726 Right Cantilever 0.28 in. => 2L/ 423 0.18 in. _> 2L/ 677 Unbraced Compression face length (+ Moment) = 0.00 feet Board ft. = 865 length.) Stress % 95.4 % 70.0 . 49.9 4 40.2 % : 6.750 x 25.50 GLB Camber = 0.63 in. * (Fb adjusted for D.O.L. and volumn factor or unbraced compression length.) Max. stress Allowable stress Stress % fv = 161.7 psi Fv = 165.0 x 1.15 • = 189.8 psi 85.2 % +fb = 1816.6 psi Fb = 2400.0 x 1.15 x (0.884 ( 1.000) = 2440.3 psi 74.4 % -fb = 1293.2 psi Fb = 2400.0 x 1.15 x (0.884 ( 0.976) = 2440.3 psi 53.0 % -fb = 1043.3 psi Fb = 2400.0) 1.15 x (0.884 ( 0.974) = 2440.3 psi 42.8 % III 'race is not required at the left cantilever (Lu = 8.53 ft.) ,race is not required at the right cantilever (Lu = 9.02 ft.) Maximum deflections: Total Load Live Load Left Cantilever 0.28 in. _) 2L/ 367 0.17 in. _) 2L/ 587 Main Span ( @x= 17.17 ft.) -1.11 in. _> l / 367 -0.69 in. _) L / 587 Right Cantilever 0.35 in. _) 2L/ 342 0.22 in. _> 2L/ 548 Unbraced Compression face length (+ Moment) = 0.00 feet Board ft. = 980 '..: ENGINEERS... Job Gateway 010 Structural Engineers SheSt. , S),_•;11 : , . 1300-114th Ave S.E., Suite 250' . Calculated by Bellevue, Washington 98004. Checked by (206) 450-4075 . Date 04/22/97 Point Loads ' Point' Load Dead load - Live Load Distance from number (Kips) • (Kips) left end of bear 1 3 6.18 ' 6.25 ft. ' . 2 . .3.71- 6.18 ' • 14.25ft." 3 3,71 6.18 22.25 ft. . 4 - 3.71 6.18 30.25 5 3.71 6.18 38.25 ft. SNUTLER CONSULTING ENGINEERS Job atewa 110 Structural. Engineers • Sheet no. V.41. 1300.114thAve S.E., Suite 250 Calculated bytes Bellevue, Washington 98004 Checked by (206) 450-4075 Date 04/22/97 $$$$ BEAM I.O. : : : = \ - Y. $ *# Western Wood Lumber Used $$$ Dimensions: Beam span : 19.25 feet (Simple span) Uniform loads: w(DL) = 0.000 KLF Reactions:. Left support 4.77 Kips (D.L.) Right support 6.36 Kips (D.L.) 7.95 Kips (L.L.) 10.59 Kips (L.1.) 12.72 Kips (T.L.) 16.95 Kips (T.L.) Moment: Maximum positive moment = 60.75 ft -k at x : 11.00 ft .(Fb adjusted for D.O.L. and volume factor or unbraced compression length.) Max. stress Allowable stress Stress :Iv = 177.2 psi Fv : 165.0 x 1.15 : 189.8 psi 93.4 % +fb'.= 1935.4 psi Fb : 2400.0 x 1.15 x (0.954 ( 1.000) :2632.6 psi 13.5 % Deflections, Maximum deflection loaction is 9.63 ft from left end, .- Total Load = 0.52 in. :> L/443 Live Load : 1 0.33 in: =) L/709. ,aced Compression face length : 0.00 feet Total board ft. :270 $$$$$$$$$$$$$$$$$$ $$$i$$$1$$$$$$$iii$$#iiix$$r$i$ 6.750 x 16.50 Gle Camber : 0.46 in, $:$$:$x$$$$$1 ** * ** *$$3:$$$$$1$1$$$$1$$$$$1$$$$*$$ !fb adjusted for D.O.L. and volurn factor or unbraced compression length.) Max. stress Allowable stress Stress % . fv = 171.3 psi Fv : 165.0 x 1.15 : 189.8 psi 90.3 % +fb : 2380.3 psi Fb : 2400.0 x 1.15 x (0.951 ( 1.000) : 2623.6 psi 90.7 % Deflections, Maximum deflection loaction is 9.63 ft from left end. Total Load : 0.82 in. :) 1/283 Live Load : 0.51 in. :) L/453 Unbraced Compression face length : 0.00 feet Total board ft. : 282 Point Loads w(LL) : 0.000 KLF $$$x u $$$$$$$$$$$$ $$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$ $ 5.125 x 21.00 GLB Camber : 0.29 in. $ $$$ t$$$$$$$$$$$$$$ $$$$$:$$$$$$$$$$$$$$$$$$$$$$x$$ Point Load Dead Load Live Load Distance from number (Kips) (Kips) left end of beam 1 3.71 6.18 3.00 ft. 2 3.71 6.18 11.00 ft. 3 3.71 6.18 19.00 ft. c SHUTLER CONSULTING ENGINEERS Job gateway 110 Structural Engineers Sheet no. c-_ 0 1300 -114th Ave S.E,, Suite 250 Calculated by q$ 4 ._ Bellevue, Washington 98004 Checked by (206) 450 -4075 Date 04/22/97 $$$$ BEAM I.D. ____> Bm-S4 iii Western Wood Lumber Used tit Dimensions: Left Cantilever Main Span Right Cantilever 9.75 Ft. 44.00 Ft. 0.00 Ft. Uniform loads: w(d1) = 0.000 KLF w(11) : 0.000 KLF Point loads: Left Cant. 6.360 Kips (D.L.) Right Cant. 0.000 Kips (D.L.) 10.590 Kips (L.L.) 0.000 Kips (L.L.) Maximum Reactions: Left support 20.75 Kips (D.L.) Right support 6.62 Kips (DI.) 34.56 Kips (L.L.) 11.03 Kips (L.L.). 55.32 Kips (1.1.) 17.64 Kips (T.L.) Maximum shears at left column -26.84 Kips / 28.48 Kips Maximum shears at right column -17.64 Kips / 0.00 Kips Moments: Negative Moment Positive moment Negative moment @ left column in center span @ right column -185.04 Ft. -K 204.08 F1.-K 0.00 Ft. -K * 6.750 x 34.50 GLB Camber = 0.84 in. * iii tiz ttiitiiiiiii tiiiiiiztiiiiiziiiititttiitiiii .- (Fb adjusted for D.O.L. and volumn factor or unbraced compression leng th.) x. stress Allowable stress Stress % 1 1604 = 183.4 psi Fv : 165.0 x 1,15 = 189.8 psi 96,7 % +fb = 1828.9 psi Fb = 2400.0 x 1.15 x (0.827 ( 1.000) = 2281.5 psi 80.2 % -fb = 1658.3 psi Fb = 2400.0 i 1.15 x (0.827 ( 0.865) : 2281.5 psi 72.7 % Brace is not required at the left cantilever (Lu = 16.52 ft.) Maxir:ur deflections: Total Load Live load Left Cantilever 0.40 in, _> 2L/ 585 0.25 in. _> 2L/ 935 Main Span (@,= 23.54 ft.) -1.50 in. :) L / 353 -0.94 in. _> L / 564 Unbraced Compression face length (+ Moment) : 0.00 feet Board ft. = 1648 i Hitt# ii ii isititi iitititifitiitiiiiitiiiiititiii i 8.750 x 28.50 GLB Camber = 1.15 in. * itiiiiiiiitiiiiiii iiitii$$$$$$$$$$$$$$$$$$tiiitii (Fb adjusted for D.O.L. and volumn factor or unbraced compression length.) Max. stress Allowable stress Stress t fv = 171.3 psi Fv = 165.0 x 1.15 : 189.8 psi 90.3 % +fb : 2067.4 psi Fb = 2400,0 x 1.15 x (0.821 ( 1.000) = 2265.9 psi 91.2 % - : 1874.6 psi Fb : 2400.0 x 1.15 x (0.821 ( 0.966) = 2265.9 psi 82,7 t Brace is not required at the left cantilever (Lu : 16.52 ft.) Maximum deflections: Total Load Live Load Left Cantilever 0,55 in. _> 2L/ 427 0,34 in. :> 2L/ 683 Main Span ( @x: 23.54 ft.) -2.05 in. =) L / 258 -1.28 in. _> L / 412 Unbraced Compression face length (+ Moment) = 0.00 feet Board ft, = 1702 • . ' ' - .JHUTLE13, CONSULTING,tNSINEE85. Job gateway O10‘ , -,,,-Styucturs,.. ngineers. - -. Sheet nO, .5?- .. - , • :1.3001i4th',Aya'S'.E.., Suite .250 '' Calculated by '42.St..:_ Bellevue, Washington 98004 ... ; Checked by : • - ' , , (206) 450=4075 • — , Date ' 04/22/97 • • BM-S4 load. loft end 75 ft. • Distance ; Point loa 6.18 ,.15;75 -"- (Kips .. 7. Loads 2-33s5fftt, 39.7 Load is tance fr°1 nuber (Kips) of be"1/ point 1 3.71 6.18 , 6.18- 31.7- ---- . 2 ' 3.71' 6.16. 5 3.71 ' 3.11 6.16 • .47.75 • ' • SHUTLER _. CONSULTING MI MIN ENGINEERS, INC 1300 - 114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450 -4075 FAX 450-4076 41_Y S _ _ kIDNS GRiD • Q nLl ,. (36')(21 ,ors, -) 3� t = (3 `mt C f )(i f z1(a')( 0 ..►s e) _ 2.3 - .1. (5/' )(,azs <F) = 3 T z .►g (V)(1)($1(DISKsE) g 1614- 1 LA.. = 1 xkYt I, Y.OZ1c,sc-) 3.1)1( .0$k JOB sgraag orb SHEET NO OF CALCULATED BY 2. L44\310 . DATE 4 4r12/ r' CHECKED BY DATE TT SCALE s'"? -" 4 , t vc■n — sg __ ...__. A .?5�c_. SHUTLER CONSULTING ENGINEERS Structural Engineers 1300- 114th.Ave S.E., Suite 250 Bellevue, Washington 98004 (206) 450 -4075 Job Gateway 110 Sheet no. Calculated by l__ Checked by Date 04/22/97 x11 Western Wood Lumber Used x## **** BEAM I.O. ____> BM-S5 Dimensions: Left Cantilever Main Span 0,00 Ft. 42.00 Ft. Uniform loads: w(dl) = 0.000 KLF Point loads: Left Cant. 0.000 Kips (D.1.) 0.000 Kips (L.L.) Maximum Reactions: Left support 6.69 Kips (D.L.) 11.14 Kips (L.L.) 17.83 Kips (T.L.) Maximum shears at left column 0.00 Kips / Maximum shears at right column -26.65 Kips / Moments: Negative MoKent Positive moment @ left column in center span 0,00 Ft.-K 182.47 FT.-K Right Cantilever 9.50 Ft. w(11) = 0.000 KLF Right Cant. 6.090 Kips (D.L.) 10.150 Kips (L.L.) Right support 19.68 Kips (D.L.) 32.81 Kips (L.L.) 52.49 Kips (T.1.) 17.83 Kips 25.84 Kips Negative moment 1 right column - 173.48 Ft. -K 21##1214 #4 #4 #1#11114 #112x###### #1#17; #1 #414###1#; 4 6.750 x 31.50 GLB Camber = 0.88 in. 7 xt 2YYY## YYY#; Y#### # # ; #Y # #Y # 7 # # # # #2 #YYY #ilYiti7iii (Fb•adjusted for D.O.I. and volumn factor or unbraced compression t . stress Allowable stress = 188.0 psi Fv = 165.0 x 1.15 = 189.8 psi +fb 1961.6 psi Fb = 2400.0 x 1.15 it (0.839 ( 1.000) = 2315.3 psi -fly= 1864.9 psi Fb = 2400.0 x 1.15 x (0,839 ( 0.893) = 2315.3 psi Brace is not required at the right cantilever (Lu = 16.30 ft.) Kar:ir:u! deflections: Total Load Live Load Main Span ( @x= 19.32 ft.) -1.56 in. _) L / 322 -0.98 in. _) L / 516 Right Cantilever 0.36 in. _) 2L/ 627 0.23 in. _) 2L/1004 Unbraced Compression face length (+ Moment) = 0.00 feet Board ft. = 1442 length.) Stress % 99.1 84.7 % 80.5 % x11s #11 #x1x# 1111# 111 #11x2# # # #1xx1221 #lxxxxxxxxxl# * 8,750 x 27.00 GLB Camber = 1.08 in. * x xx#2 x1 x# x# xxxxx#x xxxxlxxxx2 #xxxlxxxxxx #xxxx #xxxx (Fb adjusted for D.O.I. and volumn factor or unbraced compression length.) Max. stress Allowable stress Stress % fv = 169.2 psi Fv = 165.0 x 1.15 = 189.8 psi 89.2 % +fb = 2059.7 psi Fb = 2400.0 x 1.15 x (0.830 ( 1.000) = 2291.0 psi 89.9 % - = 1958.2 psi Fb = 2400.0 x 1.15 x (0.830 ( 0.969) = 2291.0 psi 85.5 % Brace is not required at the right cantilever (Lu = 16.30 ft.) Maximus deflections: Total Load Live Load Main Span ( @x= 19,32 ft.) -1.92 in. _) L / 263 -1,20 in. _) L / 421 Right Cantilever 0.45 in, _) 2L/ 512 0.28 in. _) 2L/ 819 Unbraced Compression face length (+ Moment) : 0.00 feet Board ft. : 1545 • „ : , • „ C I " SIDJILER.CONSULTING ENGINEERS ;Job Gateway 1110 Structural Engineers . Sheet no; 1300-114tfrAio : Suite' 250 .Calculated by gAu. Bellevue, Washington 98004 • Checked by - • (206) 450-4075 Date 04/22/97 • • • . • . • ..• • ' • • • "' .• , ;•;".. • ,• ••• * 5.125 x 19.50 GLB Camber = 0.38 in. * . , • SHUTLER CONSULTING ENGINEERS Job Gateway 110 ... ...Struciural Engineers . Sheet no. (2.-2A • ' 1300414th Ave S.E., Suite 250 Calculated.by gw._ ' . Bellevue,.Washington 98004 Checked by (206) 450-4075 Date 04/22/97 *tt* BEAM I.D. ====> BM-S6 *** Western Wood Lumber Used txs Dimensions: Beam span = 19.50 feet (Simple span) Uniform loads: w(DL) = 0.000 KLF w(LL) = .0.000 KLF • ' Reactions: Left support 6.09 Kips (D.L.') Right support 4.71 Kips (D.L.) 10.15 Kips (L.L.) 7.85 Kips (1.1.) 16.25 Kips (I.L.) 12.55 Kips (T.1.) Moment: Maximum positive moment = 61.29 ft-k at x: 8.50 ft • . • . . ****:***tm***n***************trtus***s*****t* . adjusted for D.O.L. and volumn factor or unbraced compressionlagth.) Max. tress Allowable stress . Stress % fv = 188.4 psi' Fv = 165.0 x 1,15 189.8 psi tfb = 2264,5 psi Fb = 2400.0 x 1.15 x (0.960 ( 1.000) = 2648.8 psi 85.5 % , Maximum deflection loaction is 9.75 ft from left end. , : • Total Load = 0.67 in: L L/347 Live Load = 0.42 in. 0-L/555: Anbrated CoPpressioh face length = '040 feet :Total board ft. = , . • ,. OR ---- Point Loads. 99,3% • t*******M4*StMt****** M*2***t****tit******** * 6.750 x 16,50 GLB Camber = 0.48 in, * (Fb adjusted for 0.0.1, and volutn factor or unbraced compression length.) •MaX..stress Allowable stress Stress % v F. 169,1 psi Fv = 165.0 x 1.15 : 189.8 psi 89.1 % ifb,= 2401.4 psi Fb = 2400.0 x 1.15 x (0,949 ( 1.000) = 2620.2 psi 91.6 Deflections, Maximum deflection loaction is 9.75 ft from left end. Total Load = 0.85 in, =) L/277 Live Load = 0.53.in. =) L/443 Unbraced Compression face length = 0.00 feet Total board ft. = 286 Point Load Dead Load Live Load Distance fror number (Kips) (Kips) left end of beam 1 3.60 6.00 0.50 ft. 2 3.60 6.00 8.50 ft. 3 3.60 6.00 16.50 ft. 1 SHUTLER CONSULTING ENGINEERS Structural Engineers. 1300 -114th Ave S.E „ Suite 250 Bellevue, Washington 98004 (206) 450-4075 33 ## BEAM I.D. : : : :) BM-S7 Dimensions: Left Cantilever Main Span 5.00 Ft. 34.00 Ft. Uniform loads: w(d1) : 0.000 KLF Point loads: Left Cant. 4.710 Kips (D.L.) Right Can 7.850 Kips (L.L.) Maximum Reactions: Left support 13.90 Kips (D.L.) Right sup 23.17 Kips (L.L.) 37.08 Kips (T.L.) Maximum shears at left column -12.56 Kips / Maximum shears at right column -23.48 Kips / Moments: Negative Moment Positive moment @ left column in center span 62.80 Ft.-K 99.04 FT. -K Job Gateway 010 Sheet no. tZ -1)V Calculated by R�L Checked by Date 04/22/97 333 Western Wood Lumber Used 333 Right Cantilever 4.25 Ft. w(11) : 0.000 KLF t. 8.230 Kips (D.1.) 13.720 Kips (L.L.) port 17.04 Kips (D.L.) 28.40 Kips (L.L.) 45.43 Kips (T.L.) 24.52 Kips 21.95 Kips Negative moment @ right column -93.29 Ft. -K 333 #3#3333 43333#3#333#32#333 #3333333333 #3333##3#3 . 5.125 x 34.50 GLB Camber : 0.28 in. * •xt #3f33## #3##333:3 # #33 #33 ###3 # #33 #3333 #333 #333 #3# I adjusted for D.O.L. and volumn factor or unbraced compression lens .) 4 161ax. stress Allowable stress Stress 1 fv : 186.2 psi Fv : 165.0 x 1.15 : 189.8 psi 98.1 % +fb : 1169.0 psi Fb : 2400.0 x 1.15 x (0.886 ( 1.000) : 2446.0 psi 47.8 % -fb = 7“.2 psi Ft : 2400.0 x 1.15 x (0.875 ( 0.8886) = 2413.7 psi 30.7 % -fb : 1101.1 psi Fb : 2400.0 x 1.15 x (0.863 ( 0.866) : 2381.1 psi 46.2 % Brace is not required at the left cantilever (Lu : 9.22 ft.) Brace is not required at the right cantilever (Lu = 9.59 ft.) Maximum deflections: Total Load Live Load Left. Cantilever 0.15 in. :> 2l/ 794 0.09 in.:) 21/1270 Main Span ( @x: 16.66 ft.) -0.50 in. L / 810 -0.31 in. L /1295 Right Cantilever 0.09 in. :) 2L/1104 0.06 in. :> 2L/1766 Unbraced Compression face length (t Moment) : 0.00 feet Board ft. = 995 3333#3333333 333333 333333#3 #3333#3333333333333333# 3 6.750 x 27.00 GIB Camber = 0.45 in. * $33333333333333333333 3333333333333333333333333333 (Fb adjusted for D.O.L. and volumn factor or unbraced compression length.) Max. stress Allowable stress Stress % fv : 180.7 psi Fv : 165.0 x 1.15 : 189.8 psi 95,2 % +fb : 1449.2 psi Fb : 2400.0 x 1.15 x (0.884 ( 1.000) : 2438.6 psi 59.4 % -fb : 918.9 psi Fb : 2400.0 x 1,15 x (0.884 ( 0.971) : 2438,6 psi 37.7 t -fb : 1365.0 psi Fb : 2400.0 x 1.15 x (0.884 ( 0.970) : 2438.6 psi 56.0 % Brace is not required at the left cantilever (Lu : 9.22 ft.) Brace is not required at the right cantilever (Lu : 9.59 ft.) .imuIr deflections: Total Load Live load Left Cantilever 0,24 in. :) 2L/ 501 0.15 in. :) 2L/ 802 Main Span ( @x: 16,66 ft.) -0.80 in. :) l / 511 -0.60 in. L / 818 Right Cantilever 0.15 in, :> 2L/ 697 0.09 in.:) 2L/1115 Unbraced Compression face length (t Moment) : 0.00 feet Board ft. : 1038 .'.SHUTLER CONSULTING ENGINEERS ' : Job Gateway 110' Strucural .Engineeis • Sheet 'hti: ' . „ 1300-114tVAye, ; Suite 250 Calculated by C.SL; (3elIeUtie; . Checked by (206).450=4075: : . Date 04/22/97 r : ':....,, ....., :"‘ ' '' .. '. ".•:. •-• : : : , : . ',.::.. Poin :., '':',.:••P...:,,riiiut Loa 3.6 6.00 ..L.:, 6:00):::::1;e:.,D..f.tii:::,e..ta , n i d 5 T1c. ..0 oe O f : 6 f r : o t ;. ; :::. ‘ ' ifil.'..8 ' d ..-::: :Dead, .. ..: :(Kips . tc. -:-: >' 6 tirs 7 '"', ' -. •: — - e Load 6.00 ".‘.. r -.: 6.00 6;00 .: .• ' :', ....6. :ft, . 3 ',:.,..:., . . 3.60 21,00 ft. .... ...,, . .,., ,, ..:: -: 29,00.ft . 5 3 60 ..,.. . 6;00 . ": '' TV : SILITLER CONSULTING ENGINEERS :Job . GateWay.010 Structural Engineers • ! Sheet no CL-1-1 1300-114th Ave SA.', Suite' 250: - :Calculated by VW,. Bellevue, Washington 98004 Checked by (206) 45074075 „ Date 04/22/97 **** BEAM I.D. ====) BM-S8 ***,Western Wood Lumber Used **v-, Dimensions: • . ' • , , Beam span L 33.75 feet (Simple span) Uniform loads: ,- w(DL) =. 0.000 KLF W(LL) = .o:opo KLF Reactions: • Left support ' 8.23'Kips (DI.) Right lupport 4.91 Kips (DI.) 13.72,kipS,(1.1..) • - 8.18 Kips (1.1.) • 21.96 Kips (TA...) ' 13.08 Kips (T.L.) • N�rent: , AaximUm.positive•moment = 159.37 ft-k at x = 17.75 ft * 5,125 x 31.50 GLB' Camber = 0.73 in. 4 (Fbadjusted for D.O.L. and volumn factor or unbraced compression length.) M'ax. stress • Allowable stress Stress % = 121.5 psi Fv r. 165,0 x 1.15 189.8 psi 64.1 % +fb‘= 2256,5 psi Fb: 2400.0 x 1.15 x (0.866 ( 1.000) : 2390.0 psi 94.4 t • ' • Deflections, Maximum deflection loaction is 16.71 ft from left end. . • Total Load 1.30 in. 0 L/312 Live Load = 0.81 in. 0 L/499 ,unbraced Compression,face length = 0.00 feet Total board ft. = 709 MtttiatiWWIttt*tMitt***************MM* 1. 6.750 x 27.00 GLB Camber = 0.88 in. * ***************11***************************61** ,(Fb adjusted for D.O.L. and volumn factor or unbraced compression length.) Max. stress • ' Allowable stress Stress % fv = 107.7 psi Fv = 165.0 x 1.15 ' = 189.8 psi 56.7 % +fb = 2332.0 psi Fb = 2400.0 x 1.15 x (0.855 (1,000) = 2361.2 psi 98.8 % Deflections, Maximum deflection loaction is 16.71 ft from left end. Total Load = 1.57 in. =) L/259 Live Load = 0.98 in. 0 L/414 Unbraced Compression face length = 0.00 feet Total board ft. = 810 Point Loads Point Load Dead Load Live Load Distance from number (Kips) (Kips) left end of beam 1 3.60 6.00 1.75 ft. 2 3.60 6.00 9.75 ft. 3 3.60 6.00 17.75 ft, 4 2.34 3.90 25.75 ft. • • , • - • • - SHUTLER . MIN CONSULTING 111.11111 ENGINEERS, INC 1300-114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450-4075 FAX 450•4076 JOB . A - Tr-AP ; ( E N 7 E f # SHEET NO 17-z; OF CALCULATED BY e //wee DATE CHECKED BY DATE SCALE I 1 f , . : • ' _ -- -------*— _. . -,' L:. is Az.r)(45. :....G2tb.....l...D..---i____L_____.._2 1 • • . . 1 i i k r,6 (.--- •• - - ,; 5 ' 4 , ( •,_.H_L. 11 (___:.,1/4-15t 4 C i — ! . i ! ( i • , - • , --, , : i ! , : 1 i ifs ,• 1 i 1, *1• 1 Cl at' -- rCr C.-4 • V ? c" . 5, • : #c • c )6-, )6 oz5) 5114 K F • . YLL : • • , 7 (), 2 „ . (1 )( ) (.0 4: . 1 LL "7 -00( ! i67X--; _tfr,/ SHUTLER CONSULTING ENGINEERS Structural Engineers 1300-114th Ave S.E.; Suite 250 Bellevue, Washington 98004 (206) 450-4075 *sit BEAM I.D. : : : :> Be -11. *** Western Wood Lumber Used ::: Dimensions: Beam span : 32.00 feet (Simple span) Uniform loads: w(DL) : 0.050 KLF Reactions: Left support Point Loads 4.38 Kips (D.L.) 6.61 Kips (L.L.) 10.99 Kips (T.L.) Job Gateway Center $10 Sheet no, 1Z -191 Calculated bye '. 1.440114t: Checked by Date 02/26/97 Right support w(LL) : 0.000 KLF 5.86 Kips (D.L.) 9.15 Kips (L.L.) 15.01 Kips (T.L.) Moment: Maximum positive moment : 94.96 ft -k at x : 14.16 ft s x::: tt: u: ttat :t:u:: ::t::::t:ttu:t:u:t:tt:: :: * 5.125 x 25.50 GLB Camber = 0.84 in. * mmststimmmumummmsmstuttsts (Fb adjusted for D.O.I. and volumn factor or unbraced compression length.) Max. stress Allowable stress Stress % fv : 171.1 psi Fv = 165.0 x 1.15 : 189.8 psi 90,2 % +fb .= 2051.7 psi .Fb : 2400.0 x 1.15 x (0.889 ( 1.000) : 2454.0 psi 83.6 % - Deflections, Maximum deflection loaction is 16.16 ft from left end. Total Load : 1.42 in. :) L/271 Live Load : 0.86 in. :> L/448 aced Compression face length : 0.00 feet Total board ft. : 544 * 6.750 x 22.50 GLB Camber : 0.93 in. * (Fb adjusted for D.O.L. and volumn factor or unbraced compression length,) Max. stress Allowable stress Stress % fv = 147.3 psi Fv : 165.0 x 1.1 : 189.8 psi 77.6 % +fb : 2000.9 psi Fb : 2400.0 x 1.15 x (0.876 ( 1.000) : 2417.4 psi 82.8 % Deflections, Maximum deflection loaction is 16,16 ft from left end. Total Load = 1.56 in.:) L/245 Live Load : 0.95 in. =) L/405 Unbraced Compression face length : 0.00 feet Total board ft. = 640 Point Load Dead Load number (Kips) 1 1.80 2 1.80 3 1.80 4 3.24 Live Load (Kips) 3.34 3.34 3.34 5.74 Distance from left end of beam 4.75 ft. 12.75 ft. 20.75 ft. 28.75 ft. xtxxtutttstststat xssxttxxxtttttststtttststttttt * 5.125 x 25.50 GLB Camber = 0.91 in. $ s ttttstmtttttttestssas tttsasstasissseseee sssst# (Fb adjusted for D.O.L. and volumn factor or unbraced compression length.) Max, stress Allowable stress Stress % fv = 152.9 psi Fv = 165.0 x 1.15 = 189.8 psi 80.6 % +fb = 2307.4 psi Fb = 2400.0 x 1.15 x (0.889 ( 1.000) = 2454.0 psi 94.0 % Deflections, Maximum deflection loaction is 16.16 ft from left end. Total Load = 1.54 in. _) 1/249 Live Load = 0.94 in. _) L /410 ! nbraced Compression face length = 0.00 feet Total board ft. = 544 x# x## xxsxxxxsttxx# #xsxxtttsxsxxxxtsttxtxxx #x #sxxx 1 6.750 x 24.00 GL8 Camber = 0.83 in. * # #1 # #1# #13# #x11111 1111 #t # #1x # # ## #x #11 # # ##x # # # # #14 (Fb adjusted for D.O.L. and volumn factor or unbraced compression length.) Max. stress Allowable stress Stress % fv = 123.4 psi Fv = 165.0 x 1.15 = 189.8 psi 65.0 % +fb = 1977.7 psi Fb = 2400.0 x 1.15 x (0.870 ( 1,000) = 2401.9 psi 82.3 % Deflections, Maximum deflection loaction is 16.16 ft from left end. Total Load = 1.41 in. _) L/273 Live Load = 0.85 in, _) L/450 Unbraced Compression face length = 0.00 feet Total board ft. = 683 SHUTLER CONSULTING ENGINEERS Structural Engineers 1300-114th Ave S.E., Suite 250 Bellevue, Washington 98004 (206) 450 -4075 sxxx BEAM I.D. ____) Bm -1116 Dimensions: Beam span = 32.00 feet (Simple span) Uniform loads: w(DL) = 0.050 KLF Reactions: Left support 4.61 Kips (D.L.) 7.00 Kips (l.l.) 11.61 Kips (T.L.) sst Western Wood Lumber Used xxx Moment: Maximum positive moment = 106.80 ft-k at x = 20.75 ft Point Loads Point Load Dead Load number (Kips) 1 1.80 2 1,80 3 2,88 4 1.80 Job Gateway Center 010 Sheet no. ft -I D Calculated by 'Ve. l.w: Checked by Date 02/26/97 Right support w(LL) = 0.000 KLF Live Load (Kips) 3.34 3.34 5.14 3.34 5.27 Kips (D.L.) 8.16 Kips (l,l.) 13.43 Kips (T.L.). Distance from left end of beam 4.75 ft. 12.75 ft. 20,75 ft. 28.75 ft. SHUTLER CONSULTING ENGINEERS Structural Engineers 1300-114th Ave S.E „ Suite 250 Bellevue, Washington 98004 (206) 450 -4075 tt** BEAM. I.D. ____> Bel II Dimensions: Bees span = 36.00 feet (Simple span) Uniform loads: w(DL) = 0.050 KLF Reactions: Left support Job Gateway Center 110 Sheet no. CL -A Calculated by�,L.vr--%LE2 Checked by Date 02/26/97 t** Western Wood Lumber Used *** w(LL) = 0.000 KLF 5.22 Kips (D.L.) Right support 4.51 Kips (D.L.) 7.92 Kips (L.l 6.64 Kips (L.L.) 13.13 Kips (T.L.) 11.15 Kips (T.L.) Moment: Maximum positive moment = 123.15 ft-k at x = 18.68 ft t tt tttttttt satsss tmtsstssstsssstmssstststssss t 5.125 x 28.50 GLB Camber = 0.97 in. * tttttstssstststtstsstssss : sssstssssttttsssstttsss (Fb adjusted for D.O.L. and volumn factor or unbraced compression length.) Max. stress Allowable stress Stress % fv = 133.7 psi Fv = 165.0 x 1.15 = 189.8 psi 70.4 % +fb = 2130.0 psi Fb = 2400.0 x 1.15 x (0.869 ( 1.000) = 2398.5 psi 88.8 % Deflections, Maximum deflection loaction is 17.82 ft from left end. Total Load = 1.63 in. _> L/265 Live Load = 0.99 in. _) L/438 � Unbraced Compression face length = 0.00 feet Total board ft. = 684 tstt mco sstts ss sssttstttssstsssssststtssssssts * 6,750 x 25.50 GLB Camber = 1.02 in. t 44$41#**# ttttt##i stttsttttstttt 4ssstttttt47444144 (Fb adjusted for D.O.L. and volumn factor or unbraced compression length.) Max. stress Allowable stress Stress % fv = 113.5 psi Fv = 165.0 x 1.15 = 189.8 psi 59.8 t +fb = 2020.2 psi Fb = 2400.0 x 1.15 x (0.855 ( 1.000) = 2359.4 psi 85.6 % Deflections, Maximum deflection loaction is 17.82 ft from left end. Total Load = 1.73 in. _) L/250 Live Load = 1.05 in. _> L/413 Unbraced Compression face length = 0.00 feet Total board ft. = 816 Point Loads Point Load Dead Load number (Kips) 1 1.80 2 2.52 3 1.80 4 1.80 Live Load (Kips) 3.34 4.54 3.34 3:34 Distance from left end of beam 4.75 ft. 12.75 ft. 20.75 ft. 28.75 ft. a SHUTLER MIN- CONSULTING =IF_ ENGINEERS, INC 1300 -114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450-4075 FAX 450-4076 JOB G a��w►1r -� -� / SHEET NO, R " OF CALCULATED BY' . I P+J i cit_ DATE CHECKED BY DATE SCALE u Lif r 601 o t :0 _:. _.cam, _fs 1 _Gad?. Ks�> (c,�s )- 3.4 Z: ►� �/ 2) r- 2.0 k.%,) 2 .0`5)( 10 ) --3 a ( 0) 2 7- — - t .1* (alit US/ Nr Ufl a/ t ilLIK . 7- . 3 �f 3 (.� a k �lo� N M.� , 1/t,, 2;16 K. k 1) =-: OK,G � Z u t, dF_ +u `r�1,e!?K :z , lb AS IISg- 20 , _ 1 • .1 4) 0. Z$ L/ 4L 7 : 5 , v .... ... Mila_ SHUTLER _. CONSULTING ENGINEERS, INC 1300 -114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450-4075 FAX 450.4076 JOB SHEET NO tt e- OF CALCULATED BY C W. 1_,Am =12._ DATE CHECKED BY DATE SCALE _143s "! nj P ‘ Ggn Tip *O. 5 1 1 c- KSI z7 . � s ,_ ji (z.'a) D, GS (M ._. -; (27.6 $ )(V") z 6. . `?,zY■4 f --,-- le --Autwovv. liztig ---;•(1-.(7 --- 44g3 J( 7,��� 10'0 K cipsr, i1. "oL -t T A14.01.4 4.14 /.1.5" = 4. _ 2 .S 4 (4 arc 171...4114 use 1% ,,5 4 ( ( -)Ch .\00 tu,Aumeti 3) - � K MINIMINIM SHUTLER JOB )4i1.,kleb,.... Cr 99/o 11111111 CONSULTING ' 11111.111111 ENGINEERS, INC SHEET NO OF CALCULATED BY 1 • LANA )e DATE CHECKED BY DATE SCALE Tcas 1 2 )*APA 1300-114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450-4075 FAX 450-4076 ( :1 L 6,o04. . 6(. 11E4 5 : 12 a 4 5 KSI • 19 An ys.12,s-)1 - 1,4 g . - - 16 Al ? CC L, L,, (,. • 2.4. ST cit) - 17f - 4-57C,N.1 v v 16AIS K __••• . _51-1,1) A - X A' 0.1-1.S, • CA-tux.. C)04cAzmcr.... - A-P (.0-?r-o› C2=2. 2;0 c>:7_53 4 ID:IL! A Tic: .----(L0.7)60 0,n / 0.1,5 lz. - 74 V sit o ? x z_ zs,sK c-c z/e, 0 0 20Yr 411.). vit,) SHUTLER _S CONSULTING ' iii ENGINEERS, INC DOC.• $1:41■■ 27, Ski _ 3 K 1300 -114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450-4075 FAX 450-4076 sto(0,444Y‘IY0)loczol) _ . -c 7z=.- _f T, 11, c _ o g 4 . 1)d 1o,7g,u tk, (At .eizv)(41.-15') 4 LL STW'S YG 22- ,26 srin) �q - 259 404 k C�NF�.K pc_ Si �'�F..L.. C.44-'p _ATI 1 SOB Glkit.lr..1W, � - 14 0 SHEET NO (?------S6 ,�, \ ��+ OF 1� / CALCULATED BY 7. `I'1 ? E . DATE CHECKED BY DATE SCALE T 16. - C7 4.4 1,1 1 gs51 ;$S 2S.Sk A Cd14)(.9YeOic0( 4 '7, 52 4_ 0.7S( s) (fib n (05)(60 ‘), ,x;'(1 o,L1-1Z • c IMMO __ 1300 -114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450-4075 FAX 450 -4076 SL _ . = /030 L S ;8:1( 1610-utis II.S�STS Y 1 -16L12. . (F ,`:). Pi f`") ( rr 2 5 /z 19 0 4( e-ogiS So ISTS V9-T R.. Vets 3 . 1,2 )Y(I5r") SHUTLER CONSULTING ENGINEERS, INC 2 JOB GrZ # SHEET NO 4., •'i OF 1 LIN CALCULATED BY CHECKED BY DATE SCALE ua► '' � E�+�F 1 o�cr _ .nee . GZa.___- 1411-7. 11JvIA, p^' r Cg_76 (/.457) 6 L2S2 w•op loo 1- .. L'Y-.... mst.1 pi. + 5i/i 4. t v rt1r.,srim Q DATE G41&E.. -1 )l .3;) L;js' (6 4 -/5f (es - 0 ' *4)6.'7) - 11Q 1300-114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450-4075 FAX 450-4076 SHUTLER CONSULTING ENGINEERS, INC JOB GATAAY elo•tteR 01(_D SHEET NO. OF CALCULATED BY DATE CHECKED BY DATE SCALE , . . .17 <r ...... •......•..••......._•......._ • ._. • __..... , , , . , i • : ' : ? • i 74 fr , f 7,- - f■ . 1 , • -1-- , - ; 22 -I- 9% x L5 , , s , \its uR,Kpaii-\K1r6 305173 H t\U_ e'r- 59 Ikrrig 1 ,N0 L.\ ;4. . 1-.41 _LT ( .14C4 1 K Sex—T -II. 4 Mic..t.Yr. 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CALCULATED BY CHECKED BY SCALE 1166 1C9 OF DATE DATE _(2.. 1BPYS /11111/11111 SHUTLER • _.- CONSULTING WP_ ENGINEERS, INC 1300 -114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450-4075 FAX 450 -4076 b_rioimp__.Sao = ._ao.r.9f- _F s,.o.�_ 4.0 .liNo,.,;s.s 1 ✓!7 � 9o>2 o,, r 1T 1 . 1/'-v I .7Koe ,4624 P ./3 i + , -/10 = /3(f' :) "/= / yee he = . tirir ' t10 - /, boo - po tic) w : / _ _ /C ;.a 1) . a 0,2 woc - : ' (h he) 1 ./— .S 4►) e r- -- epnE - mi z as. 1.. .s(2.A11 /. /1. , �S. _! b ) < D 'i r i to)(l,/' t.84) 4 /1,66i) c %V. r Sr JOB L ?Il Zltli y /o SHEET NO l 1 OF CALCULATED BY DATE a - . - 52 CHECKED BY DATE SCALE ll� - c /hG _. _/G S/l. a • 84/ a" . /6474 C -r MINIM SHUTLER 111111111 _ CONSULTING r-_ ENGINEERS, INC 1300 -114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450-4075 FAX 450-4076 OI23 r.Zt¢6c.... O04 .Q _i 4 O. __. %X fek)d1 ;0....e.. v;i1J JOB 60sr w+9r SHEET NO, V. :AD CALCULATED BY CHECKED BY SCALE 34 -De-676-x) -4-6 "O E P f 4-73 6) d k1 a7e / F r 7 . o Teen.. OF DATE V " / DATE 1300-114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450.4075 FAX 450-4076 6 . ±& A- „4 - 25 SHUTLER CONSULTING ENGINEERS, INC ' zs' JOB itcrEI agArEt. Iv SHEET NO. CLCZ. - C OF CALCULATED BY N. L A4 N.1 DATE CHECKED BY DATE SCALE I 2 . 4 ) 2.5 I (ILL!, TTr® 1 , / 1 "0 • ' ; ! 2 S 2. c • ' Z. 0 i i : • 1 i I ! • . : 1 AlilliMPIA I i i 11112 ill MINI : 1 EMO k N3 k • i i EWA portg • I . ■ , ■ i 1 , ' 1 IIIII MEM r NI . IMINI ..; .. . 11 • _ . _.._ . _.__ 111 -. — • v-- _ _ ___ ___ ___.. — •1 _____ ___ ._. CD ; ! y • ... ___. _ . _ .. 11111 . .• . . - - — — 11r- IMMO I I= 41 • . ____..--- -- illeare vj , ..1■1111=1111R • >,---- ...... iiii i lyimmapominow ..0. . . !T . ,M Aik _ __••• fo . , ... _ ___ _ \ : ..____:__ ..... . . , i • , . . , 1 .._.. ._• . ., ..... . . . ... . __ ,._. .. _._ ...._ _ . ..-. \ ._ ....________ _...____,_ . . ... ).--e. - ---1 , . . , a 4111111 SHUTLER CONSULTING MM. ENGINEERS, INC 1300-114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450-4075 FAX 450-4076 JOB 44TEk•1 Crskret. r0 SHEET NO 'RM. • lo OF CALCULATED ay L AK.% Iek DATE CHECKED BY DATE SCALF Lb :' AS�� 'r:'+i;�i t)L9J,Y.x. +r�p...�.. ,_,,,,.,,_... _1111101 1300 -114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450 -4075 FAX 450-4076 SHUTLER CONSULTING ENGINEERS, INC JOB OCM Y 4:f SHEET NO, I1- OF CALCULATED BY 7• GAN /K DATE CHECKED BY ff DATE SCALE ;!.: MOM 11111/1111111 1300-114th Ave SE, Suite 250 . Bellevue, WA 98004 (206) 450-4075 FAX 450-4076 ..:3;rt■•.,)__GAL11)S_ _ A 7' 6 •1 D Se : • ; : • I • _i , i 1 - 1 . • , ; 1 1 • '' . 1 t 1 , t , , I 1 ! ' , ' —4 ) ' : ! : I t ; I fL •t?_F.:4=1/4 SHUTLER CONSULTING ENGINEERS, INC i ; „ • • —. . ; __Ls=tX'A . i -, . . . • _ _______ - ! -7 7 . 1 pr line I..) ( 6A 14 'e'rb:t • . i • ' : .` . 36 A t .9 „ 3.0 2.S 1 .0 . g SL ?s.r- A-Lf. 531v: 1 " • 74 CevIJC2-6--T:E cAJ, 22. 1 4 S Le>4 - 22 c e-) 6 'k, S'PAVQ. • 2 1 . 27 4f ( JOB GKIVANIA (17-4.srEQ SHEET NO lag. OF CALCULATED BY c ? • 1--P DATE CHECKED BY DATE SCALE 1 . ; 1 1 , 1 , • • • • • , . , • ! . • , . • 1 1 - ..... .•...___--- . •'. T ; • _ i ! • i ; ...... ....„; . . TOTAL SLAB DEPTH & CONCRETE WT, psi DECK GAGE NUMBER OF SPANS SPAN FI 6'•0' 6'•6' 7'•0' 7' -6' 8'•0' 8' -6' 9 -6' 10 10 _ 11'•0' 97 F 31/2" I ., !. 30.5 1.1 -236:...:196::• 261 1 625 2035. 228 228 1785 48 1980 _42 -113.. 202 202 1755 :'..-151S. '. 151j,1.- : � 15f s 1725 48 1895 4 r ..1S5T: 1i.13. :s-1135 i 8 1700 48 1855 • 44 •'-111; -« 11r: 1680 .49 1825 4 r ',;ytt.• ¢` t . 1680 .;x. is91 + s.+ 1640 .50 1775 :;.:i.; IZ - += 81a..ss.1.- 1825 .51 1750 <• 74 .. :.. -74.r 77+wira 1610 .51 ..- Sit. -A it 1600 .52 115 275 .40 2145 35 240 240 440 1845 .41 2080 16 i( .42 2020 17 .1I 1.1514 189 69 1775 .42 1915 3E ; 170 1745 - .43 1930 14 • x`12 . is 1715 .44 1895 111 . . 1860 10 141,11:12. 1670 .45 1830 41 11 1655 .45 1805 12 . .. 48 1160 12 ; L, n•i �2,` 1. 1820 .48 1780 Al ...... 298 298 2 045 .32 2380 27 261 261 1985 .33 2295 2R 230 230 1930 .34 2220 24 205 205 1885 .35 2155 1n 184 184 1845 . .35 2095 11 . _ 137- 167 1810 .36 2050 12 -. 1780 2005 11 -• 10/� ._. 1� 1750 .37 1965 11 ,1 `, 97 •. -991•• 1725 .38 1930 34 f¢+.• 1 16 � N117�_ 1+1r Cr v 298 298 298 2 215 .26 2635 22 260 260 260 2140 .27 2525 .23 230 230 230 2070 .28 2430 .24 205 205 205 2015 .29 2350 .25 184 184 184 1965 .30 2280 26 166 166 166 1920 .30 2215 26 151 151 151 1880 .31 2160 27 101.... 138 138 1845 .32 2110 28 • • 96 - 127 127 1815 .32 2065 .28 86 .. 86 . 117 1785 .33 2025 29 rn;7117:q rNA L , 4„ 36,6 1.9 04.4. 01.4. _269__ 300 300 2065 40 2275 36 - _. -231-. 266 266 2025 r N 175 .175 • -US-. 1965 42 2130 14 153 153 ..153.. 1940 .42 2095 10 135 135 135.. 1915 .43 2065 an 107 107 107... 1880 .44 2015 11 sstpp 85 85 .•.. I6. 1850 .45 1970 do 78 76 ... 78 ••. 1835 45 1950 42 20 2 3 rNA 300 300 300 2130 .35 2385 32 ... 279 .36 2315 32 212 247 247 2045 .37 2260 13 - 185. -. 220 220 2010 .37 2215 14 163 163 163.__ 1980 .38 2170 35 144 144 144 1955 .38 2135 35 121 127 127 1930 .39 2100 16 113 113 113 1910 .39 2070 36 101 101 101 1890 .40 2045 37 91 91 91 _ 1875 .40 2020 37 61 81 . 81. _ 1860 .40 1995 35 18 1 9 .0.1116 ,4116. 300 300 300 2285 .29 2620 95 300 300 300 2225 .29 2530 26 266 266 266 2170 .30 2460 27 237 237 237 2125 .31 2395 27 178 - 213 213 2085 .31 2335 2R 157 - 193 193 2050 .32 2285 26 140 140_. 175 2020 .32 2240 24 112 112 112•_ 1965 .33 2165 3n 100 100 •+.100.. 1945 .34 2135 11 90 90. ..... 90_•. 1925 31 2105 31 16 3.5 —4 i1. 300 300 300 2455 .24 2870 .20 300 300 2 265 .36 2460 -• 27�+. 300 300 2325 .32 2555 24 • c7 § §1 ,1 N 1'1S A N I/1 N � lVV M 265 265 265 2310 .25 2670 .22 k'2Zl; ti :2�2�6�.�0r.; : 7Ru= 2230 .37 2410 .1.2AZ.:: 282 282 2285 .33 2500 In ! ' 2005 � ~ .. 2205 37 2370 ,T211 = - '. 252 2250 .33 2450 11 f7l•1 t'f If1Np N O� 1 10 �N.7 MOM S * N N f1VV N. 1. E N N 212 212 212 2205 .26 2520 .23 film 175!••-: 6 .171Ar. 2180 .38 2335 :x:18/'1: • -• 188. ASS::: 2220 .34 2410 11 192 192 192 2160 .27 2455 .24 -1560 ... �' - _5�b�':!� L...3 61cii 2155 38 2305 ', .184.x, _ x;.: 1 .: 1 - 2195 .34 2370 12 ._.138.:. 174 174 2120 27 2400 .24 13 ' Fk'.PIS.. i..13i1>w 2135 .39 2275 . �.1N 1st ,:148 :.. 2170 .35 2340 12 pp�� p gm p§. I r. !0 N R 0 4._. N R :'t ::11� ... 11 146 2055 .28 2305 ;5 .1 :1} 100 " r 1 11 2105 .39 2230 A; 135 2025 .29 2285 .28 �' ,'' ^ : 2090 .39 2210 2075 .40 2190 . alt Yy, 1 /� 4 /Z 42.7 22 19 I i§§1 112 1§§r g E � 2 3 116t ka its= 2 11 . 1... . .._ 118.: 2130 35 2280 11 55 i 1 �L ...1":101.1.: 2115 38 2260 11 ..1131. 2100 35 2235 11„ 18 2.9 300 300 300 2525 .26 2860 ,23 300 300 300 2460 28 2770 24 300 300 300 2410 27 2695 .24 231__ . 272 272 2365 .28 2630 .25 . 203 .. 244 244 2325 .28 2575 .25 - 180.- 220 220 2290 .28 2525 28 159 159.. 200 2260 .29 2480 26 142 112 .' _142.-- 2230 .29 2440 27 127 127 -.127 2205 .30 2405 27 114 114 ._ 114 .• 2180 .30 2375 27 , 103 w 103.. ,.: 103.4 2160 .30 2345 2A 16 5 3.5 ANA V1. .1. 300 300 300 2 695 .22 .19 300 300 300 2615 .22 3000 .19 270 270 270 2495 .23 2830 .21 242 242 242 2445 .24 2760 .21 . 177.+ 219 219 2400 .24 2695 .22 ...-158..-- 199 199 2360 .25 2640 .22 140 - .140.-:...-.1215.k.. 182 2325 .25 2590 .22 126 167 2295 25 2545 .23 112 ;,112 • ' 112' ' 101 . ; x40 101 • ,• + • 2265 .26 2505 .23 2240 .26 2410 24 B FORMLOK NORMAL WEIGHT COI (145 psi) TOTAL SLAB 1 f ' • . • • • DEPTH 1'h GALVANIZED OR /PAINTED 6 7WIBLE SUPERIMPO i (Lbs. /Sq. FL), DIAPHRAGM SHEAR VALUES (q) (Lbs. /L.F.) AND FLEXIBILITY FACTORS (F) Shoring required In shaded areas, VERCO 4 or • 7 WELDS 1j ... . . " ' • IL . PROFILES DIMENSIONS . , • PROPERTIES WEIGHT . ) I +S -S TYPE GAGE GALVANIZED PHOSPHATIZED/ PAINTED (IN') (IN') (IN') 314 • • _ .175 .187 .198 116 , 8 FORMLOK 20 oa! J m J N .302 .322 . _ 1 *• j .377 .411 .417 s• 7' 12 ' .� . 22 283 .287 ) ( 21 20 321 361 .328 , ' ff I' ' W2 FORMLOK 1n 1r i� .370 � L 18 510 .511 16 539 .639 ,w • 7 • 12. 22 .718 .418 .444 ') I 3 , t 21 .837 .495 .531 ~ W3 FORMLOK 20 19 N CO \1 N .896 1.075 .534 .674 .564 .683 18 1.203 .767 .767 36- 4K � 16 1.509 .960 .960 5'V 2%' 8' t.< ' 22 2.2 .613 .361 .446 3' 20 2.6 .780 .466 .548 1 N FORMLOK 18 3.5 IM 1.146 .664 .737 16 4.2 1.542 .851 .914 1 % 1 24' 26 .070 .098 .099 11 ■• • 24 NOT .095 .130 .132 DEEP VERCOR 22 AVAILABLE .117 .167 .167 �' • 20 .135 .193 .193 • --�{-- --�-{" UNCOATED - -�-� -- %' I SHALLOW VERCOR _ 26 1.0 .9 .0130 .039 -- • 36' j _ n.vaavx..wr >.. <.s� *Wxwwv VERCO 1. Section properties have been computed In accordance with the Specification For The Design of Cold- Formed Steel Structural Members published by AISI. All section properties are expressed In units per toot of width. 2. Section properties and values shown apply to all availabb widths. 3. Material thickness Is subject to AISI tolerances. See I.C.B.O. Report No. 2078 for decimal thickness 01 material. 4. Weights shown are approximations for design purposes. 5. All dimensions are nominal and are subject to manufacturing tolerances. $ fiL MEM 2 " 50 -X -- 61NC ; "- X,1o4 s - -- 25 1 -41 `r 7 /T 618 . _ . s{go 1 ........_33�t 2.0"` 33.4' 5122 . (5 3o 24 LH B . _ : 3QZ y41_N t$2- 2107‘ -751 C? 3 �c cG 4_ f / <- 'e G tra - tvz 1 [(33. C 07; Iv 1300 -114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450 -4075 FAX 450-4076 6,457 1 -"- 769,S '/ - (t.; 33) (L.-c)(.o31). �tL SHUTLER CONSULTING ENGINEERS, INC r Z%Yrr,4N 22,I K 50 0 5 )( , 2 0 5) 6) )7t: Gil' GFi∎',z2 SHEET NO. e F 1 - L A ` CALCULATED BY • AN I JOB CHECKED BY DATE SCALE / !/ \o i 4/( °iv - ; a BG 4z �� _7 J Vi srrAc.% y ) t cc H'pL - (� . i ) 5. ' -� OF DATE c AIM_ SHUTLER MIN_ CONSULTING NW _ ENGINEERS, INC 1300 -114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450-4075 FAX 450-4076 VC, ‘IN1$.5 r w vrt 5n %MrN . 'eC -3 _ (WW2) _ _ U30)(, d 17, KS'r.) 10.46 ? ft - C3c7l s, -?) (. 03o) = 38% JOB GP�C 1.1r�. ( G 4-1 SHEET NO. CALCULATED BY r g • (--,4*--- CHECKED BY SCALE .33_, 33X15 ) — 1_ . 08( s"co OF DATE DATE Z7 75f- - -:- r? ��b��o�� l�s�� + or:1 .25 ¶I4 2 x " �� CSo >( .15 _ _.5G2,.S.. 1 1' 1 - T.Fe 02,(scz.s - (C.) 3 7.5Y ?4) _ , 7S ir- Lk_ o.G�CSO> _ ��5 ?sr 2 .$V64N 20,5 k n..z (50 ) _ 34 - F-r - .(40 12 .675 K T�� a (33 Yui pr q [ fer;v cry . =(.65X765456)41.4 I t a • 1111111111111 SHUTLER 1MM CONSULTING ENGINEERS, INC 1300-114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450-4075 FAX 450-4076 14 SIM T-oc +4 -2.. p 17.71 lc. 1 Z(S)(124 'f@ • P75k 6 tA e-S1.UK (77 2)(c9 7.1 7,S6 x Amimmoriftwamelm. 14f . -re( A .04 $11C -1 • .11) 1/\1 21)(116 Z .77 = 0 72 " • • 1 -/415 • 141 ---19 CK-fr As= 144 4-fr -1144 0 AG 0 .3 o 0 4 54 JOB Al CrzAfree 1 SHEET NO C OF CALCULATED BY LA-psi CHECKED BY DATE SCALE n W vbx kik 1247K; , Lvr - DATE =-Vb`lit • - III SHUTLER 1111111111 CONSULTING =IP MIN ENGINEERS, INC 1300-114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450-4075 FAX 450-4076 JOB C lti t1/4)4y id. ie., SHEET NO kfi— — C A OF CALCULATED BY . • ANS I F' DATE 4 /1 /9 CHECKED BY DATE SCALE • LOYL eiltDbt ...*AN„,--:,46'qrlesivg* • -$ • 5.4* ...._' ' • .......- ....... --. ...., .- „ . • "7 11 fr: • T • -100---1191-./4 - - ' ?fr . 17.t6y-' *". v DESCRIPTION ))Gateway Center 110 ))FG -1 • BEAM DATA AISC SECTION (F8)(S)))W21x68 CENTER SPAN LENGTH = LEFT ' - .,.. RIGHT ' UNBRACED LENGTH INCLUDE BEAM WT ? INCLUDE LL w/ ST ? Moments..M+ ! Center = M- ! Center = ! Left = 1 ! Right ;Shears...! Left ! Right Defl 1 Center ! Left ! Right @ O ft 'eaction.I Left 1 Right DEPTH WEB THICKNESS FLANGE WIDTH FLANGE THICKNESS SECTION AREA 25 ft 0 ft 0 ft 0 ft Y y/n N y/n MEMBER DATA Fy - 36 ksi LOAD DURATION FACTOR = 1.00 MINOR AXIS ? N y/n Graphics: (1,2,3,4) : 3 END CONDITIONS FIXITY CODE )) 1 (( 1 :P /P,2:F /F,3:F /P,4 :P /F,5 :F /Free APPLIED LOADS - - -)) All distances refer to left support, use ' -' for left cantilever POINT 11.. ..12.. l3.. ..l4.. ..l5.. ..l6.. ..07.. Dead : 15.21 15.21 15.21 15.21 Live = 6.46 6.46 6.46 6.46 Short: 0 0 0 0 Dist.= 0.0001 6.25 12.5 18.75 DISTRIBUTED Dead : 0 0 0 0 Live : 0 0 0 0 Short: 0 0 0 0 X Lft: 0 0 0 0 XRt: 0 0 0 0 MOMENTS Dead : 0. 0 0 0 0 0 0 Live: 0 0 0 0 0 0 0 Short: 0 0 0 0 0 0 0 Dist.: 0 .0 0 0 0 0 0 TRAPEZOIDAL.... Dead Live Short Load ! Left : 0 0 0 klf X Left • ! Right= 0 0 0 klf X Right IlL, Load ! Left :` 0 0 0 klf X Left • @ Right: 0 0 0 klf X Right - -- SUMMARY USE : W21X68, Max Stress Ratio = 1.00, Max Defl Ratio = 435.794 Max Values: ..Actual..Allow.. Moment = 276.2 277.4 k -ft Stress = 23.66 23.76 ksi Shear : 55.0 130.8 k Stress = 6.06 14.40 ksi Deflection = - 0.688 in ' TABULAR SUMMARY OF Placed DL LOAD COMBINATIONS... for Max Only .l8. 0 0 0 Ok 0 0 0 O 0 0 0 Ok 0 0 0 Oft 0 0 0 0 0 fb / Fb fv / Fv Max. DL Max. TL 276.2 195.4 276.2 0.0 0.0 0.0 0.0 0.0 0.0 55.0 38.9 55.0 33,4 23.7 33.4 -0.69 -0.49 -0.69 0,00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 • 55.0 38.9 55.0 = 33.4 23.7 33.4 STEEL SECTION DATA = 21.13 in Ixx = 0.430 in lry : 8.270 in Sxx = 0.685 in SYY = 20.00 in "2 rxx 0 0 0 0 0 : t max % max Defl Ratio Defl Ratio Dead Load + Skip Loadings LL LL+ST LL LL+ST •Cntr lCntr !Cants !Cants 1 0.0 0.0 0.0 0.0 0.0 0.0 -0.49 0.00 0.00 0,00 38.9 23,7 0 0 0 0 0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.00 0.00 0.00 0.0 0.0 0 klf 0 klf 0 klf 0 ft 0 = 1.00 OK = 0.42 OK = 616 • 436 0.0 k -ft 0.0 k -ft 0.0 k -ft 0.0 k -ft 0.0 kips 0.0 kips 0.00 in 0.00 in 0.00 in 0.00 in 0.0 kips 0.0 kips = 1480 in "4 =64.699 in "4 =140.08 in "3 = 15.65 in "3 = 8.602 in 0 k -ft 0 k -ft 0 k-ft 0 ft Location 0 ft 0 ft 0 ft 0 ft USE. DESCRIPTION ))Gateway Center 110 ))FG-2 BEAM DATA AISC SECTION [F8)(S)))W21x50 CENTER SPAN LENGTH = 20 ft It LEFT ' = 0 ft RIGHT ' . ' = 0 ft UNBRACED LENGTH - 0 ft INCLUDE BEAM WT ? Y y/n INCLUDE LL w/ ST ? N y/n APPLIED LOADS - - -)) All distances refer to left support, use ' -' for left cantilever POINT 11.. ..12.. ..13.. ..14.. ..$5....16.. ..17....18.. Dead = 12.17 12.17 12.17 12.17 0 0 0 0 k Live = 6 6 6 6 0 0 0 O k Short= 0 0 0 0 0 0 0 0 k Dist.= 0.0001 5 10 15 0 0 0 0 ft DISTRIBUTED Dead : 0 0 0 0 0 0 0 0 klf Live : 0 0 0 0 0 0 0 0 klf Short= 0 0 0 0 0 0 0 0 klf X Lft= 0 0 0 0 0 0 0 O ft XRt: 0 0 0 0 0 0 0 0 MOMENTS Dead = 0 0 0 0 Live = 0 0 0 0 Short= 0 0 0 0 Dist.= 0 0 0 0 TRAPEZOIDAL.... Load ! Left = ' ! Right= Load ! Left = ' 1 Right= USE : W21X50, 0 0 0 0 0 0 0 0 0 0 0 0 Dead Live Short 0 0 0 klf X Left 0 0 0 klf X Right 0 0 0 klf X Left 0 0 0 klf X Right SUMMARY Max Stress Ratio = 0.98, Max Defl Ratio : 543.209 Max Values: ..Actual..Allow.. Moment : 184.2 187.1 k -ft Stress : 23.40 23.76 ksi Shear = 45.9 114.0 k Stress : 5.80 14.40 ksi Deflection = -0.442 in TABULAR SUMMARY OF Placed DL LOAD COMBINATIONS... for Max Only Moments..M+ ! Center = M- 1 Center = ! Left = 1 Right Shears...! Left ! Right Defl ! Center ! Left ! Right ! O ft leaction.! Left ! Right DEPTH WEB THICKNESS FLANGE WIDTH FLANGE THICKNESS SECTION AREA 184.2 124.2 184.2 -0.0 -0.0 0.0 0.0 0.0 0.0 = 45.9 30.9 45.9 = 27.8 18,8 27.8 _ -0.44 -0.30 -0.44 = 0.00 0.00 0.00 = 0.00 0.00 0.00 0.00 0.00 45.9 30.9 45.9 27,8 18.8 27.8 STEEL SECTION DATA = 20,83 in = 0.380 in = 6,530 in = 0.535 in = 14.70 in "2 :.. w. lwvnaAWM>-. WaeU"' pab�. ixMn. txwawwuv+ xo. nlp .w•.•.nn....�- »......�..�...� . MEMBER DATA Fy = 36 ksi " LOAD DURATION FACTOR = 1.00 MINOR AXIS ? N y/n Graphics: (1,2,3,4) : 3 END CONDITIONS FIXITY CODE )) 1 (( 1:P /P,2:F /F,3:F /P,4:P /F,5:F /free fb /Fb : %uax fv / Fv : % sax Max. DL Defl Ratio Max. TL Defl Ratio Ixx IYY Sxx Syy rxx 0 k -ft 0 k -ft 0 k -ft 0 ft Location ▪ O ft 0 ft 0 ft 0 ft = 0,98 OK • 0.40 OK • 805 • 543 Dead Load + Skip Loadings 1 LL LL +ST LL LLtST1 ICntr CCntr !Cants !Cants; 0.0 0.0 0.0 k-ft 0.0 0.0 0.0 k-ft 0.0 0.0 0.0 k-ft 0.0 0.0 0.0 k-ft 0.0 0.0 0.0 kips 0.0 0.0 0.0 kips: -0,30 0.00 0.00 in 0.00 0.00 0.00 in 0.00 0.00 0.00 in 0.00 0.00 0.00 in 30.9 0.0 0.0 kips 18.8 0.0 0.0 kips = 984 in "4 =24.899 in "4 : 94.479 in "3 = 7,63 in "3 = 8.182 in USA 1 . ::.'+ i �; �:. �.vi..�`ert.'f %..:SC•�.4..11n.: w+...n�- ,u......_.._. 1 Shulter Consulting Engineers Structural Engineers 1300 114th Ave. SE, Suite 250 Bellevue , Washington 98004 (425) 450 -4075 Steel Beam Design Page 1 `General Information 1 Description Gateway Center /10 FG -3 Steel Section Center Span Left Cant. Right Cant Lu [ Point Loads 1 Dead Load Live Load Short Term Location Summary 11 12 13 1 4 15 16 17 13.040 13.040 13.040 13.040 13.040 13.040 k 5.100 5.100 5.100 5.100 5.100 5.100 k k 5.667 11.333 17.000 22.668 28.335 ft Using: W21X111 section, Span = 34.00ft, Fy = 36.0kslEnd Fixity = Pinned - PinnedFy = 36.00ksi, Lu = 0.00ft, LDF = 1.000 Actual Allowable Moment 462.543 k -ft 491.548 k -ft Max. Deflection -1.215 in fb : Bending Stress 22.358 ksi 23.760 ksi DL Defl / Length 467.0: 1 fb / Fb 0.941 : 1 DL +LL Defl / Length 335.7: 1 Shear 45.352 k fv : Shear Stress 3.833 ksi fv / Fv 0.266: 1 Max. M + Max. M - Max. M @ Left Max. M @ Right Shear © Left Shear @ Right Force & Stress Summary 1 Center Defl. Left Cant Defl Right Cant Def ...Query Defl Reaction @ Left Reaction @ Rt Maximum 462.54 k -ft Steel Section W21X111 Depth 21.51 in Web Thick 0.550 in W21X111 Pinned - Pinned 34.00 ft 0.00 ft LL & ST Act Together 0.00 ft 0.00 ft Width 12.340 in Sxx Flange Thick 0.875 in Syy Area 32.70 in2 (c) 1983-97 ENERCALC 170.359 k 14.400 ksi Title : 6Ke r Job 0 Dsgnr: L D ate: 3:30PM, 16 MAY 97 Description : Scope: Fy 36.00ksi Load Duration Factor 1.00 <c- These columns are Dead + Live Load placed as noted -» DL LL LL +ST LL LL +ST Only a Center (D Center a Cants (rD Cants 332.50 462.54 45.35 k 32.60 45.35 45.35 k 32.60 45.35 -1.215 in -0.874 -1.215 0.000 in 0.000 0.000 0.000 in 0.000 0.000 0.000 in 0.000 0.000 45.35 32.60 45.35 45.35 32.60 45.35 Weight Ixx Iyy -1.215 0.000 0.000 0.000 45.35 45.35 111.07 #►/ft 2,670.00 in4 274.00 in4 248.257 in3 44.408 in3 0.000 0.000 0.000 0.000 r -xx r -yy Misc k -ft k -ft k -ft k -tt k k 0.000 in 0.000 in 0.000 in 0.000 in k k 9.036 in 2.895 in 3.280 in Beam OK [Section Properties 1 KW-060346, V5.0.1, 15-Mar-1997 Z∎4",ix'•� Y.:xJi..II.1$bAtlY.4,',L'etY • NM MIN SHUTLER _ CONSULTING ' Mir_ ENGINEERS, INC s izz fee c6 --ef L =�t r -- - .D1.. ((0X sf) ±.. CS. r ) 1 . - - IZ ,tic LA- Y,5 , (2 61 4 .) 1300 -114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450.4075 FAX 450.4076 N.� , 19 Si Fr u$4 k2t V1 51if fOK -6 ,L- A2vr `,- /1,SK '79 r�Ay /40 r.-Tr 14-; — 152 K-f-r A re , `���, ►v 6 + O.1((, , 6c,' o �c ( 7) (•6 ; 7rL 129�S 5, I K. / g ..v.g tic. Att y teL h --==) JOB 14TE AY C V TrdZ SHEET NO F- Ia OF CALCULATED BY • U1f)! �2 DATE CHECKED BY DATE SCALE -rzo3. A 0)(3( f5 6.3),- 9Z veAlx. 041Xc ,,,r..0 )= _4g_x G.(SD S gi c 1 1 1 .! efIlt A -4 x42 o ?5) . cfl 11_ , ( x i5O)s6% Max = 4a/,t ..( (S1 3?) rS DESCRIPTION ))gateway 110 ) >FG -4 BEAM DATA AISC SECTION (F8][S]))W21x101 CENTER SPAN LENGTH : 31 ft ir LEFT ' ' - 0 ft RIGHT ' - 0 ft UNBRACED LENGTH - 0 ft. INCLUDE BEAM WT ? n y/n INCLUDE.LL w/ ST "? N y/n APPLIED LOADS - - -)> All distances refer to left support, use ' -' for left cantilever POINT $1. .12.. ..13.. ..14.. ..15.. ..16.. ..17.. ..18.. Dead = 12.98 12.98 12.98 12.98 12.98 12.98 0 0 k Live = 5.1 5.1 5.1 5.1 5.1 5.1 0 0 k Short= 0 0 0 0 0 0 0 0 k Dist.= 2.667 8.333 14 19.667 25.333 30.999 0 0 ft DISTRIBUTED Dead = 0 0 0 0 0 0 0 0 klf Live = 0 0. 0 0 0 0 0 0 klf Short: 0 0 0 0 0 0 0 0 klf X Lft= 0 0 0 0 0 0 0 0 ft X Rt : 0 0 0 0 0 0 0 0 MOMENTS Dead = 0 0 0 Live : 0 0 0 Short= 0 0 0 Dist.= 0 0 0 TRAPEZOIDAL.... Dead Live Load @ Left = 0 0 ' @ Right: 0 0 Load @ Left : 0 0 @ Right: 0 0 Max values: ..Actual..Allew.. Moment = 386.6 446.7 k-ft Stress = 20.48 23.76 ksi Shear : 58.9 153.8 k Stress : 5.52 14.40 ksi Deflection : -0.938 in TABULAR SUMMARY OF Placed DL LOAD COMBINATIONS... for Max Only Moments..M+ @ Center : M- @ Center : e Left ! Right ;Shears...@ Left ! Right Defl @ Center @ Left @ Right @ 0 ft 'reaction.@ Left @ Right DEPTH WEB THICKNESS ,FLANGE WIDTH FLANGE THICKNESS SECTION AREA 21.36 in 0.500 in 12.290 in 0,800 in 29.80 in "2 MEMBER DATA Fy - 36 ksi LOAD DURATION FACTOR = 1.00 MINOR AXIS ? N y/n Graphics: (1,2,3,4) : 3 END CONDITIONS FIXITY CODE )) 1 (( 1 :P /P,2 :F /F,3 :F /P,4:P /F,5 :F /Free 0 0 0 386.6 277.6 0.0 0.0 0.0 49.6 35.6 58.9 42.3 -0.94 -0.67 0.00 0.00 0.00 0.00 0,00 0.00 49.6 35.6 49.6 58.9 42,3 58.9 STEEL SECTION DATA Ixx Iyy Sxx Syy rxx 0 0 0 0 Short 0 klf X Left 0 klf X Right 0 klf X left 0 klf X Right SUMMARY USE : W21X101, Max Stress Ratio = 0.86, Max Defl Ratio : 396.466 fb / Fb : % oa >: fv / Fv : % max Max. DL Defl Ratio Max. TL Defl Ratio 0 0 0 386.6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0,0 0.0 49.6 0.0 0,0 58.9 0.0 0.0 -0.94 -0.67 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 35.6 0.0 42.3 0.0 0 k-ft 0 k -ft 0 k-ft 0 ft Location 0 ft 0 ft 0 ft 0 ft 0.86 OF 0,36 OK 552 = 396 Dead Load + Skip Loadings LL LL+ST LL LL+ST @Cntr @Cntr @Cants @Cants 0.0 k-ft 0.0 k -ft 0.0 k -ft 0.0 k -ft 0.0 kips; 0.0 kips; 0.00 in 0.00 in 0.00 in 0.00 in 0.0 kips 0.0 kips : 2420 in "4 = 248 in "4 =226,59 in 4 3 = 40.36 in "3 = 9.012 in DESCRIPTION ) >gateway 110 ))FG-5 BEAM DATA AISC SECTION (F8)(S)))W21x166 CENTER SPAN LENGTH = 42 ft IEFT - 0 ft RIGHT ' - 0 ft UNBRACED LENGTH - 0 ft INCLUDE BEAM WI ? n y/n INCLUDE LL w/ ST ? N y/n - - -)) All distances refer to left support, use ' -' for left cantilever POINT 11. ..12.. Dead : 12.98 12.98 Live = 5.1 5.1 Short: 0 0 Dist.= 2.333 8 DISTRIBUTED Dead = 0 Live : 0 Short= 0 X Lft: 0 X Rt.: 0 MOMENTS Dead : 0 Live = 0 Short: 0 Dist.= 0 TRAPEZOIDAL.... Load @ Left : ' @ Right= _oad @ Left : ' @ Right= @ 0 ft 9action.@ Left @ Right DEPTH WEB THICKNESS FLANGE WIDTH FLANGE THICKNESS SECTION AREA 0 0 0 Dead 0 0 0 0 APPLIED LOADS ..13.. ..14.. ..15.. 12.98 12.98 12.98 5.1 5.1 5.1 0 0 0 13.667 19.333 25 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TABULAR SUMMARY OF Placed DI LOAD COMBINATIONS... for Max Only 0.00 68.3 49.0 • 76.3 54.8 MEMBER DATA Fy - 36 ksi LOAD DURATION FACTOR : 1.00 MINOR AXIS ? N y/n Graphics: (1,2,3,4) : 3 END CONDITIONS FIXITY CODE >) 1 (( 1:P/P,2:F/F,3:F/P,4:P/F,5:F/Free 0 0 0 0 k -ft 0 0 0 0 0 0 k-ft 0 0 0 0 0 0 k-ft 0 0 0 0 0 Oft Live Short Location 0 0 kif X Left - 0 ft 0 0 klf X Right : 0 ft 0 0 klf X Left : 0 ft 0 0 klf X Right : 0 ft SUMMARY USE : W21X166, Max Stress Ratio : 0.94, Max Defl Ratio = 281.168 Max Values: ..Actual..Allow.. fb / Fb : % max : 0.94 OK Moment : 705.6 754.0 k-ft fv / Fv : % max = 0.31 OK Stress : 22.24 23.76 ksi Max. DL Defl Ratio : 392 Shear : 76.3 242.8 k Max. TL Defl Ratio : 281 Stress : 4.53 14.40 ksi Deflection : -1.793 in Moments..M+ @ Center : 705.6 506.6 705.6 M- @ Center : -0.0 -0.0 @ Left - 0.0 0.0 @ Right - 0.0 0.0 ;Shears...@ Left : 68.3 49.0 68.3 @ Right : 76.3 54.8 76.3 Defl @ Center : -1.79 -1.29 -1.79 @ Left : 0.00 0.00 0.00 @ Right : 0.00 0.00 0.00 STEEL SECTION DATA 22.48 in 0.750 in 12.420 in 1.360 in 48.80 in "2 Dead Load 4 Skip Loadings LL LL +ST LL LL +ST1 @Cntr @Cntr @Cants @Cants; 1 0.0 0.0 0.0 0.0 0.0 0.0 -1.29 0.00 0.00 0.00 0.00 68.3 49.0 76,3 54.8 lxx Iyy Sxx Syy rxx ..16.. ..17.. ..18.. 12.98 12.98 12.98 k 5.1 5.1 5.1 k 0 0 0 k 30.667 36.333 41.999 ft 0 0 Oklf 0 0 O klf 0 0 0 klf 0 0 Oft 0 0 0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.00 0.00 0.00 0.0 0.0 0.0 k -ft 0.0 k -ft 0.0 k -ft 0.0 k -ft 0.0 kips; 0.0 kips; 0.00 in 0.00 in 0.00 in 0.00 in 0.0 kips 0.0 kips : 4280 in "4 : 435 in "4 :380.78 in "3 • 70.05 in "3 : 9.365 in 1 SHUTLER CONSULTING ENGINEERS, INC 1300 - 114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450-4075 FAX 450-4076 JOB c 40.t e, SHEET NO CALCULATED BY lam• 1 F � CHECKED BY DATE OF DATE SCALE ' I i =ZM t 1.,62K __: .... d)( �/ 2 5� 040 �" ': Ztt% - -_ _ ,t �_ �t, JAG _ S K ...___ s. 37K , 25 Fr 174k q �i1k(14= X5.27k 6 s. 2 7)(6.25) zn k -ice /■21 x577 Me 22v1�_Fr � = D.$76rN 7 1"4 Ti • r , -7 2 ; 14 _ . :_ -- rC,24 -tp.r A =(5L3)()iX s-- (6.Zr +5, -)01>> w!t A =- ?`13;11 " - 2,1 Cso) DESCRIPTION ))Gateway Center 010 ))F6-6 BEAN DATA MEMBER DATA AISC SECTION [F8)[S ))W21x57 Fy = 36 ksi OS E- CENTER SPAN LENGTH = 28.5 ft LOAD DURATION FACTOR = 1.00 Air 'EFT ' = 0 ft MINOR AXIS ? N y/n ,IGHT ' - 0 ft Graphics: (1,2,3,4) : 3 ' UNBRACED LENGTH - 0 ft END CONDITIONS INCLUDE BEAM WT ? Y y/n FIXITY CODE )) 1 if INCLUDE LL w/ ST ? N y/n 1 :P /P,2 :F /F,3:F /P,4:P /F,5 :F /Free APPLIED LOADS - - -)) All distances refer to left support, use ' -' for left cantilever POINT 01.. ..02.. .13.. ..04.. ..05.. ..06.. ..$7.. ..08.. Dead : 9.88 7.6 7.6 7.6 0 0 0 0 k Live = 5.49 4.22 4.22 4.22 0 0 0 0 k Short= 0 0 0 0 0 0 0 0 k Dist.= 6.25 12.5 18.75 25.75 0 0 0 0 ft DISTRIBUTED Dead = 0 0 0 0 0 0 0 0 klf Live = 0 0 0 0 0 0 0 0 klf Short: 0 0 0 0 0 0 0 0 klf XLft: 0 0 0 0 0 0 0 Oft XRt= 0 0 0 0 0 0 0 0 MOMENTS Dead = 0 0 0 0 0 0 0 0 k -ft Live = 0 0 0 0 0 0 0 0 k -ft Short= 0 0 0 0 0 0 0 0 k-ft Dist.= 0 0 0 0 0 0 0 0 ft TRAPEZOIDAL.... Dead Live Short Location Load ! Left = 0 0 0 klf X Left - 0 ft ' ! Right= 0 0 0 klf X Right - 0 ft A gi oad ! Left : 0 0 0 klf X Left : 0 ft ' ! Right= 0 0 0 klf X Right = 0 ft SUMMARY USE : W21X57, Max Stress Ratio = 0.94, Max Defl Ratio : 390.520 Max Values: ..Actual..Allow.. fb / Fb : t max = 0,94 OK Moment : 207.2 220.0 k -ft fv / Fv : % max = 0.23 OK Stress = 22.38 23.76 ksi Max. DL Defl Ratio : 598 Shear : 27.8 122.8 k Max. TL Defl Ratio = 391 Stress : 3.26 14.40 ksi Deflection = -0.876 in TABULAR SUMMARY OF Placed DL LOAD COMBINATIONS... for Max Only Moments..M+ ! Center = 207.2 135.3 M- ! Center : 0.0 ! Left : 0.0 1 Right - 0.0 Shears...! Left : 24.6 16.1 1 Right = 27.8 18.2 Defl ! Center = -0.88 -0.57 ! Left : 0.00 0,00 ! Right : 0.00 0.00 ! 0 ft = 0.00 ''action.! Left : 24.6 16.1 ! Right : 27.8 18.2 STEEL SECTION DEPTH = 21.06 in WEB THICKNESS = 0.405 in FLANGE WIDTH : 6.555 In FLANGE THICKNESS = 0.650 in SECTION AREA = 16.70 in "2 CCPTTf1U UCTCUT - LL 7A d /i1 Dead Load + Skip loadings LL LL+ST LL LL +ST ICntr •Cntr !Cants !Cants 1 207.2 0.0 0.0 0.0 24.6 27,8 -0.88 0.00 0.00 0.00 24.6 27,8 DATA Ixx Iyy Sxx Syy rxx rvu 1 0.0 0.0 0.0 0.0 0.0 0.0 -0,57 0.00 0.00 0.00 16,1 18.2 0.0 0.0 k -ft 0.0 0.0 k-ft 0.0 0.0 k -ft 0.0 0.0 k-ft 0.0 0,0 kips 0.0 0.0 kips 0.00 0.00 in 0.00 0.00 in 0.00 0.00 in 0.00 0.00 in 0,0 0.0 kips 0.0 0.0 kips = 1170 in "4 =30.600 in "4 =111,11 In "3 9.34 in "3 = 8.370 in - 1 9L/ I. t [ i ; ()(6;z (, 035) 1l� 3K ' SIZ& gfOit. )- 1300 -114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450.4075 FAX 450.4076 7-:_lat 7tAtcr-___12:77x (_. _ . Zi)(4(6- Tl-. = 14'12 K. 2 it 36 I( SHUTLER CONSULTING ENGINEERS, INC 3Z 4 K (gt .16 Y2 75) 4- (21.1qc.2 9.s(4, ' Z k.53 Y V R S9 lc -FC" 408 If" f"M k-.1fa G A,TF4L r' SHEET NO Ca � OF CALCULATED BY f• I � ItNI F� CHECKED BY DATE SCALE G.2 ■1•,• .L /t//;10, IZ,4Sk Tal A = ..53)(% U_ fatic ' 01(57 (q.)) - ;d. G4% LL 7 (SC) = PS... - - ... I.Upv t/pf . DATE ■• .�`. MEMBER DATA Fy = 36 ks' LOAD DURATION FACTOR = 1,00 MINOR AXIS ? N y/n Graphics: (1,2,3,4) : 3 END CONDITIONS FIXITY CODE >> 1 (( 1:P /P,2:F /F,3:F /P,4:P /F,5:F /Free use ' -' for left cantilever .15.. ..16 7.53 3.65 0 27.75 0 0 0 0 0 281.2 192.5 281,2 -0.0 -0.0 0.0 0.0 0.0 0,0 32.8 22.4 32.8 32.6 22.3 32.6 -1.11 -0.76 -1.11 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 32.8 22.4 32.8 32.6 22.3 32.6 STEEL SECTION DATA 21.24 in Ixx 0.455 in Iyy 8.295 in Sxx 0,740 in Syy 21.50 in "2 rxx 0 0 0 0 fb /Fb : %max fv / Fv : % max Max. DL Defl Ratio Max, TL Defl Ratio Dead Load + Skip Loadings 1 LL LL +ST LL LL +ST1 ICntr lCntr !Cants !Cants; 0.0 0.0 0.0 0.0 0.0 0.0 -0.76 0.00 0.00 0.00 22.4 22.3 .17. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .18. 0k Ok Ok 0 ft 0 klf 0 klf 0 klf 0 ft 0 0 k-ft 0 k-ft 0 k-ft 0 ft Location • O ft 0 ft • O ft 0 ft = 0.94 OK = 0.24 OK = 505 • 346 0.0 0.0 k-ft 0.0 0.0 k-ft 0.0 0.0 k-ft 0.0 0.0 k-ft, 0.0 0.0 kips; 0.0 0.0 kips; 0.00 0,00 in 1 0.00 0.00 in 1 0,00 0.00 in 0.00 0,00 in 0.0 0.0 kips 0.0 0.0 kips = 1600 in "4 = 70.599 in "4. 150,65 in "3 = 17.02 in "3 8.627 in OMANI _N . __ 1300 -114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450-4075 FAX 450 -4076 SHUTLER CONSULTING ENGINEERS, INC l Sly stn - ?S r� . .C4 IC ' 7), K LA A( 3.44 K I K JOB cAIE4' n,&'( c�c•�l'F_� /d SHEET NO OA " Ib OF CALCULATED BY' • I.r4tJ IE DATE CHECKED BY DATE SCALE rj ;(, .ZZ4c. 1313)( LOT;15,05 4 g‘tv-' T 11, 21. k. 1C;. Y,Onk ) 4" (5 4 -- 29.9 . 60( )(4.2s) 1 . __. -rg A =.._33.��'4�5) ? 'k u. `C3 ?,q4X y +6,2s /i -t(I5r4)(42 s ) 7 0 3 j f f z u u X - . G ( 5453.3 -1 co) = g . TR. .35 LL cs f;Sr y 3� , 2 z-)(z �- Z .�� (f4X4 OS DESCRIPTION ))Gateway Center 110 ))FG -8 BEAM DATA AISC SECTION (F8)(S)))W21 x� 83 Fy = 36 ksi CENTER SPAN LENGTH : 35 fE LOAD DURATION FACTOR = 1.00 '.EFT ' : 0 ft MINOR AXIS ? N y/n ,SIGHT ' : 0 ft Graphics: (1,2,3,4) : 3 UNBRACED LENGTH - 0 ft END CONDITIONS INCLUDE BEAM UT ? N y/n FIXITY CODE )) 1 (( INCLUDE LL w/ ST ? N y/n 1:P /P,2:F /F,3 :F /P,4 :P /F,5 :F /Free APPLIED LOADS - - -)) All distances refer to left support, use ' -' for left cantilever POINT 11.. ..12.. '..13.. .14.. ..15.. ..16.. ..17.. ..18.. Dead : 8.1 8.1 10.71 6.48 6.48 6.48 0 0 k Live = 3.44 3.44 4.64 2.75 2.75 2.75 0 0 k Short: 0 0 0 0 0 0 0 0 k Dist.= 2.5 8.75 15 20 25 30 0 0 ft DISTRIBUTED Dead : 0 Live : 0 Short= 0 X Lft: 0 XRt: 0 MOMENTS Dead : 0 Live : 0 Short= 0 Dist.= 0 TRAPEZOIDAL.... Load I Left = ! Right= .oad ! Left = ' ! Right= USE : W21X83, 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Dead Live Short 0 0 0 klf X Left 0 0 0 klf X Right 0 0 0 klf X left 0 0 0 klf X Right SUMMARY Max Stress Ratio : 0.96, Max Defl Ratio = 319.824 Max Values: ..Actual..Allow.. Moment : 324.2 338.2 k -ft Stress = 22.78 23.76 ksi Shear : 36.1 158.9 k Stress = 3.27 14.40 ksi Deflection : -1.313 in TABULAR SUMMARY OF Placed DL LOAD COMBINATIONS... for Max Only DEPTH WEB THICKNESS FLANGE WIDTH FLANGE THICKNESS SECT ON AREA. STEEL SECTION DATA : 21.43 in : 0.515 in • 8.355 in • 0,835 in : 24.30 in "2 Ixx IYY Sxx Syy rxx MEMBER DATA 0 0 0 0 0 0 0 klf 0 0 0 0 0 0 0 klf 0 0 0 0 0 0 0 klf 0 0 0 0 0 0 Oft 0 0 0 0 0 0 0 fb / Fb : % max fv / Fv : % max Max. DL Defl Ratio Max. TL Defl Ratio 0 0 k-ft 0 0 k-ft 0 0 k -ft 0 O ft Location • O ft • Oft • o ft • O ft = 0.96 OK = 0.23 OK = 457 • 320 Dead Load + Skip Loadings LL LL+ST LL LL +ST ICntr ICntr !Cants !Cants Moments..M+ I Center : 324.2 227.0 324.2 0.0 0.0 0.0 k-ft M- ! Center : -0.0 -0.0 0.0 0.0 0.0 k-ft I Left : 0.0 0.0 0.0 0.0 0.0 k-ft I Right : 0.0 0,0 0.0 0.0 0.0 k-ft Shears...! Left : 36,1 25.3 36.1 0.0 0.0 0.0 kips I Right = 30.1 21.1 30.1 0.0 0.0 0.0 kips Defl I Center = -1.31 -0.92 -1.31 -0.92 0.00 0.00 in ! Left : 0.00 0.00 0,00 0.00 0,00 0.00 in I Right : 0.00 0.00 0.00 0.00 0.00 0,00 in ! 0 ft - 0,00 0.00 0.00 0.00 0.00 in III •)action.! Left : 36.1 25.3 36,1 25.3 0.0 0.0 kips I Right : 30.1 21.1 30.1 21.1 0.0 0.0 kips : 1830 in "4 : 81.400 in "4 : 170,78 in "3 : 19.49 in "3 : 8.678 in t)S Fi. c 11 • VILLE. SHUTLER _A - CONSULTING =PI ENGINEERS, INC 1300 -114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450-4075 FAX 450 -4076 SHEET NO ffi SU91 CiKY1 fG l X1 1. -1 JOB f6 4Ff- 1pLV ?w P� - rll.� SWAY c..T+bc *too CALCULATED BY r g • LI4 t 64. CHECKED BY DATE SCALE , • /! ¢ ( ^ -10 (rr• .. . OF DATE 4 • t4 «s.1): DESCRIPTION ))gateway .110 ) >FG-9 BEAM DATA AISC SECTION '(F8)(S)))W21x182 CENTER SPAN LENGTH = 44 ft LEFT ' - 0 ft 11:: RIGHT .' ▪ - 0 ft UNBRACED LENGTH - 0 ft INCLUDE BEAM WT ? n y/n INCLUDE LL w/ ST ? N y/n - - -)) All distances refer to left support, use ' -' for left cantilever POINT......11.. Dead = 13.54 Live = '5.1 Short =. 0 Dist.= 0.0001 DISTRIBUTED Dead = 0 Live = 0 Short= .0 'X Lft= 0 X Rt = 0 . MOMENTS Dead = Live Short= Dist.= 0 0 TRAPEZOIDAL.... Load @ Left = @ Right= .oad @ Left = @ Right= Moments..M$ @ Center M- @ Center @ left @ Right Shears...@ Left @ Right Defl @ Center @ Left @ Right @ O ft 'Qaction.@ Left @ Right DEPTH WEB THICKNESS FLANGE WIDTH FLANGE THICKNESS SECTION AREA , ..12.. ..13.. ..14.. ..15.. ..16.. ..17.. ..18.. 13.54 13.54 13.54 13.54 13.54 13.54 13.54 k 5.1 5.1 5.1 5.1 5.1 5.1 5.1 k 0 0 0 0 0 0 0 k 5.667 11.333 17 22.667 28.333 34 39.667 ft 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0. 0 0 0 0 0 0 0 ' 0 0 0 0 0 0 0 0. 0 0 0 .0 Dead Live Short 0 0 ' 0 klf X Left = 0 0 O klf X Right - 0 0 0 klf X Left - 0 0 0 klf X Right = SUMMARY USE : W21X182, Max Stress Ratio = 0.97, Max Defl Ratio = 262.694 Max Values: ..Actual ..Allow.. Moment = 799.8 824.4 k-ft Stress = 23.05 23.76 ksi Shear = 81.9 271.5 k Stress = 4.34 14.40 ksi Deflection = -2.010 in Dead Load + Skip Loadings 1 TABULAR SUMMARY OF Placed DL ; LL LI +ST LL LL+ST LOAD COMBINATIONS... for Max Only ; @Cntr @Cntr @Cants @Cants; APPLIED LOADS 81.9 67.2 STEEL 22.72 0.830 12.500 1.480 53.60 799.8 581.0 799.8 -0.0 -0.0 0.0 0.0 0.0 0.0 81.9 59.5 81.9 67.2 48.8 67.2 -2.01 -1.46 -2.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 59.5 81.9 48.8 67.2 SECTION DATA in Ixx in Iyy in Sxx in Syy in "2 rxx MEMBER DATA Fy = 36 ksi LOAD DURATION FACTOR = 1.00. MINOR. AXIS ? N y/n Graphics: (1,2,3,4) 3 END CONDITIONS FIXITY CODE >> 1 (( 1:P /P,2:F /F,3:F /P,4:P /F,5:F /Free fb / Fb : t Inez fv / Fv : k tax Max. DL Defl Ratio Max. TL Defl Ratio 0.0 0.0 0.0 0.0 0.0 0.0 -1.46 0.00 0.00 0.00 59.5 48.8 0 0 0 0 0 0 0 0 0 k -ft 0 0 0 O k -ft 0 0 0 0 k-ft 0 0 0 Oft Location 0 ft 0 ft Oft 0 ft 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.00 0.00 0.00 0.0 0.0 0 klf 0 klf 0 klf 0 ft 0 _. 0.97 OK • 0.30 OK • 362 • 263 0.0 k -ft 0.0 k -ft 0.0 k -ft 0.0 k -ft 0.0 kips 0.0 kips 0.00 in 0.00 in 0.00 in 0.00 in 0.0 kips 0.0 kips : 4730 in "4 = 483 in "4 : 416.37 in "3 = 77.28 in "3 : 9.394 in AaA DESCRIPTION ))Gateway Center 110 ))Beam Supporting FG-9 BEAM.DATA AISC SECTION [F8)(S)))W21x93 CENTER SPAN LENGTH = 17 ft AFT ' - 0 ft 1 160. - Oft UNBRACED LENGTH = 17 ft INCLUDE BEAM WT ? Y y/n INCLUDE LL w/ ST ? N y/n - - -)) All distances refer POINT 11. Dead = 67.2 Live : 0 Short: 0 Dist.: 10 DISTRIBUTED Dead : 0 0 Live : 0 0 Short: 0 0 X Lft= 0 0 XRt: 0 0 MOMENTS Dead = 0 Live - 0 Short: 0 Dist,= 0 TRAPEZOIDAL.... Load @ Left : @.Right ad @ Left = @ Right= 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Dead Live Short 0 0 0 klf X Left 0 0 0 klf X Right 0 0 0 klf X left 0 0 0 klf X Right SUMMARY USE : W21X93, Max Stress Ratio : 0.82, Max Defl Ratio : 1057.734 ;Max Values: ..Actual.".Alloe:.. Moment = 279.8 340.0 ): -ft Stress = 17.54 21.31 ksi Shear = 40.3 180.6 k Stress = 3.22 14.40 ksi Deflection = -0.193 in TABULAR SUMMARY OF Placed DL LOAD COMBINATIONS... for Max Only Moments-M+ @ Center = M- @ Center = @ Left - @ Right Shears...@ Left @ Right Defl @ Center @ Left @ Right @ 0 ft ction.0 Left @ Right DEPTH WEB THICKNESS FLANGE WIDTH FLANGE THICKNESS SECTION AREA APPLIED LOADS to left support, use ' - for left cantilever .12.. ..13.. ..$4.. ..15.. ..16.. ..17.. ..18.. 0 ' 0 0 0 0 0 0 k 0 0 0 0 0 0 0 k 0 0 0 0 0 0 .0 k 0 0 0 0 0 0 Oft SO 279.8 279.8 -0.0 0.0 0.0 28.5 28.5 40.3 40.3 -0.19 -0.19 0.00 0.00 0.00 0.00 0.00 28.5 40,3 SECTION in in in in in "2 rxx 28.5 40.3 STEEL 21.62 0.580 8.420 0.930 27.30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 fb / Fb : % MC). fv /Fv : %max Max, DL Defl Ratio Max. TL Defl Ratio Dead Load + Skip Loadings LL LL +ST LL LL +ST @Cntr @Cntr @Cants @Cants 0.0 0.0 0.0 0.0 0.0 0.0 0,00 0.00 0.00 0,00 0.0 0.0 DATA Ixx Iyy Sxx Syy 0 0 Oklf 0 0 0 klf 0 0 O klf 0 0 Oft 0 0 0 • 0.82 OK = 0.22 OK = 1058 • 1058 MEMBER DATA Fy - 36 ksi LOAD DURATION FACTOR = 1.00 MINOR AXIS ? N y/n Graphics: (1,2,3,4) : 3 END CONDITIONS FIXITY CODE )) 1 (( 1:P /P,2 :F /F,3:F /P,4:P /F,5 :F /Free 0 k-ft 0 k -ft 0 k -ft 0 ft Location • 0 ft • O ft 0 ft 0 ft 0.0 0.0 0.0 k -ft 0.0 0.0 0.0 k-ft 0.0 0.0 0.0 k 0.0 0.0 0.0 k 0.0 0.0 0.0 kips 0.0 0,0 0.0 kips -0.19 0.00 0.00 in 0.00 0.00 0.00 in 0.00 0.00 0.00 in 0.00 0.00 0.00 in 28.5 0.0 0,0 kips 40,3 0.0 0.0 kips : 2070 in "4 :92.900 in "4 :191.48 in "3 = 22.07 in "3 : 8.708 in LPL.- 2?� DESCRIPTION ))Gateway Center 110 ))Beam Supporting FG -10 BEAM. DATA AISC SECTION [F8)(S)))w21x62 • CENTER SPAN LENGTH 'EFT ' ' . ANT ' = UNBRACED LENGTH INCLUDE BEAM WT ? INCLUDE LL w/ ST ? - - -)) All distances refer POINT 11.. . .12.. Dead = 46.5 0 0 0 Live = 0 0 0 0 Short= 0 0 0 0 Dist.: 12 .0 0 0 DISTRIBUTED Dead : 0 0 0 0 Live : 0 0 0 0 Short= 0 0 0 0 X Lft: 0 0 0 0 XRt= 0 0 0 0 0 0 0 0 TRAPEZOIDAL.... Load @ Left = ' @ Right: ad @ Left = ' @ Right= ,MOMENTS Dead = Live: Short: Dist.= P.ax Values: .Actual..Allow.. Moment = 165.6 169.0 k -ft Stress = 15.68 16.01 ksi Shear = 33.4 120.9 k Stress = 3.97 14.40 ksi Deflection : -0.172 in TABULAR SUMMARY.OF Placed DL LOAD COMBINATIONS... for Max Only Moments..M+ @ Center = M- @ Center : @ Left = ! Right ;Shears...@ Left ! Right Defl 0 Center @ Left @ Right @ O ft 1 �.'ction.0 Left ! Right DEPTH WEB THICKNESS FLANGE WIDTH FLANGE THICKNESS SECTION AREA CCPTTA I IICTPt1T 17 ft 0 ft 0 ft 17 ft Y y/n N y/n MEMBER DATA Fy - 36 ksi LOAD DURATION FACTOR : 1.00 MINOR AXIS ? N y/n Graphics: (1,2,3,4) : 3 END CONDITIONS FIXITY CODE 1) 1 44 1:P/P,2:F/F,3:F/P,4:P/F,5:F/Free APPLIED LOADS to left support, use ' -' for left cantilever 13.. ..14.. ..15.. ..16.. ..17.. 0 0 0 0 0 0 0 0 0 0. 0 0' Dead Live Short 165.6 165.6 -0.0 0.0 0.0 14.2 14.2 33.4 33.4 -0.17 -0.17 0.00 0.00 0.00 0.00 ..18.. 0 0 0 0 k 0 0 0 0k 0 0 0 0 k 0 0 0 Oft 0 0 0 0 0 0 0 0 0 0 : O klf X left 0 - .0 . 0 klf X Right 0 0 ' 0 klf X Left 0 0 0 klf X Right SUMMARY USE : W21X62, Max Stress Ratio = 0.98, Max Defl Ratio = 1188.897 fb / Fb . l a,ax .1. fv / Fv : t max Max. DL Defl Ratio = Max. IL Defl Ratio = Dead load + Skip Loadings LL LL +ST LL LL +ST @Cntr lCntr Rants !Cants 0.0 0,0 0.0 0.0 0.0 0.0 0.00 0.00 0.00 0,00 0.00 • 14.2 14.2 0.0 • 33.4 33.4 0.0 STEEL SECTION DATA • 20.99 in Ixx • 0.400 in Iyy • 8.240 in Sxx 0.615 in Syy 18,30 in "2 TXX 49 11 sift 0. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 klf 0 klf 0 klf 0 ft 0 0 k-ft 0 k -ft 0 k-ft 0 ft Location 0 ft 0 ft 0 ft 0 ft 0.98 OK 0.28 OK 1189 1189 0.0 0.0 0.0 k -ft 0.0 0.0 0.0 k-ft 0.0 0.0 0.0 k-ft 0.0 0.0 0.0 k-ft 0.0 0.0 0.0 kips 0.0 0.0 0.0 kips -0.17 0.00 0.00 in 0.00 0.00 0,00 in 0.00 0.00 0.00 in 0.00 0.00 0.00 in 14.2 0.0 0.0 kips 33.4 0.0 0.0 kips; . 1 779 ; . = 1330 in "4 • 57.5 i n "4 :12632 in "3. = 13.96 in "3 • 8.525 in Vim' -- NaFll_ s'Lx %; •Z . L$� Lk /12./1 31Va � 4N1 i _ 5V .. ' - '/ (0 4 7 Z -it 110 2 1$s' fi ( (3s) ' ;Z )O X 5 ''9 T 2 A. 1c) 6:10 ,,. 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" t ' Oug.ie) JOB Cs r i 14J C R 1 Cn SHEET NO S- Q-'�i1 CALCULATED BY F • LON)E4,.._ DATE CHECKED BY DATE SCALE C512.biI L -6 -0 OF • VL SHUTLER S CONSULTING • =PIM ENGINEERS, INC 1300-114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450-4075 FAX 450-4076 5I-eite OW/AC.1r( 'SOCA— cilVs< ik_te/12 rA1.1.0 ‘■d JOB SHEET NO 1 . . Iitre (A) _ 57A.,q0 i I i ■ • . . ! ‘ ri...t.:: .... 1 --- °/.0 k. 1 I 1 ,. 1 , i . --r- I, i t , 1 67kcswA-f _10L7.c_ OF CALCULATED BY g e DATE CHECKED BY DATE SCALE 0 4 It 1 1 4b 7 h(li) - 6( 4J=4.(.,AI.4-1. , xw ( c- 74.1? 4. Al'ilIZSt")‘ft-lz; • '. aitn• 4Y�: Y{ t'. �1 6vi. �' F�.^:{ G� :�R•S�$.Y�YMsw•n�w...�.....__. SHUTLER _111 - CONSULTING INIP_ ENGINEERS, INC 1300 - 114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450.4075 FAX 450 -4076 ., r rnwy4s.. Y. . wxr..nny.eW..mr.w..w..�........ JOB CoAT1r' 1.4.A CHECKED BY CCU SHEET NO � �' Z1 OF CALCULATED BY �. L A �+( G� DATE DATE SCALE 72 G\g'Pt.. ' `PAUL - GGi IJ L - 45 )( 1 )( - )('0 0 ) .. «6k. Sti— - 6JZ- Cr?wm N . (d5) ) 1 S FKzM-2 CM T' dz Its, 3Y..__1N .39( 3; ( ) + 2(1.S) Z(1.5)2 '" Z (20 -- /3,114 3, 5 L . . r- - Ilk x G 6 Y �3 40. of SHUTLER ■• - CONSULTING ENGINEERS, INC . —•<�u. e+i.�.wei..e+�e�i —Mn. r ; . • �i f. JMhY MS.'? r.. YMiiMNaWww�wa .iww+wr.�a..r......._.... .... . 1300 -114th Ave SE, Suite 250 Bellevue, WA 98004 (206)450.4075 FAX 450.4076 JOB l "-; /g•f .x.`t #/0 SHEET NO. OF OF CALCULATED BY I-40J t E U` DATE CHECKED BY DATE SCALE r4.7 loac tp4JOIti.) . 6 (.?1? 4- 1 :4 (1,5) # 1(g) 1 • .......... 1-'7 0 . */N ::: ( K)( 5,51„,) k, S)v -S396 c,N)(ti 2.i4oS 370 /Ai'f .17o H.) ek -=-goz7k.. _ -(F4 _ 5 _l�•cnJ. i IIvV!'F.l� bei I _' I I . •I .. II. _17c . I i • I ( - 1.4S K. �-� xul#a )I ?.6° //-..)44: di 4 , 167)0 -10-‘J -6( 1300 -114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450.4075 FAX 450 -4076 w SHUTLER JOB 4iKki- 1/k"r CONSULTING �"1�. '�� D • OF _M. ENGINEERS, INC SHEET NO CALCULATED BY • L-J I ��r DATE CHECKED BY DATE SCALE flak : ST UPAS TO G e F.= I V . c K Trail __ __ sr , : __._. Or`' _Wet 2. iC. �Grt - _.. r iftig 0,35 GC $ P L . t . Gr}QAC.4 ..... . ROBS - 5Tsit ,s 4 - ) � z .. l A = . ! 4? 71 N )(0:0654 z ? 83rd. (��NFiLT1l�.1 Z , 9 k av • v ex F111 . 11- 4fA4 IQ 04, SHUTLER CONSULTING ENGINEERS, INC. 1300 - 114th Avenue. S.E. Suite 250 Bellevue, Washington 98004 (425) 450.4075 Fax (425) 450 -4076 Description Beams on Grid 6 Steel Section Center Span Left Cant. Right Cant Lu DL LL ST Start Location End Location Summary [ Section Properties Shear fv : Shear Stress fv / Fv Max. M + Max. M - Max. M @ Left Max. M © Right Shear © Left Shear @ Right Center Defl. Left Cant Defl Right Cant Def ...Query Dell © Reaction @ Left Reaction @ Rt Moment fb : Bending Stress fb rFb (0)1983 -97 ENERCALC 33.000 Maximum 140.77 k -ft 33.00 ft 0.00 ft 0.00 ft 0.00 ft Steel Section W21X44 II Depth 20.66 In Web Thick 0.350 In Width 6.500 in Flange Thick 0.450 in Area 13.00 1n2 Title : Dsgnr: Description : Scope: Steel Beam Design Page 1 'General Information 1 W21X44 Pinned - Pinned Bm Wt. Added to Loads, LL & ST Act Together [Distributed Loads *1 *2 #3 *4 *5 0.680 0.310 ,6)(,0i5)t �.2 o�C , o9 3 7= .C► 14 1# 17.06 k 11.95 17.06 k 11.95 -1.129 in -0.790 0.000 in 0.000 0.000 In 0.000 0.000 in 0.000 17.06 11.95 17.06 11.95 ((,441(.O(); 3 / 1, 4 Using: W21X44 section, Span = 33.00ft, Fy = 36.0ksiEnd Fixity = Pinned- PinnedFy = 36.00ksi, Lu = 0.00ft, LDF = 1.000 Actual Allowable 140.775 k -ft 161.582 k -ft 20.700 ksi 23.760 ksi 0.871 : 1 17.064 k 2.360 ksi 0.164:1 Force & Stress Summary 1 «- These columns are Dead + Live Load placed as noted -» DL LL LL +ST LL LL +ST Only a Center (D. Center a Cants a Cants 98.58 140.77 Weight Ixx Iyy Sxx Syy 104.126 k 14.400 ksi 17.06 17.06 -1.129 -1.129 0.000 0.000 0.000 0.000 0.000 0.000 17.06 17.06 17.06 17.06 44.16 #/ft 843.00 in4 20.70 in4 81.607 in3 6.369 in3 6 / Fy 36.00ksi Load Duration Factor 1.00 0.000 0.000 0.000 #6 Max. Deflection DL Defl / Length DL +LL Defl / Length 0.000 ma r -yy Misc Job* Date: 4:51 PM, 13 MAY 97 * k/ft k/ft k/ft ft ft Beam OK -1.129 in 501.0: 1 350.8: 1 k -ft k -ft k -ft k -ft k k 0.000 in 0.000 in 0.000 in 0.000 in k k 8.053 in 1.262 in 1.570 in KW- 060346, V5.0.1, 15 -Mar -1997 �._ C � . a , i i IZ l I --- • I S ' 5 X 5 Zo , +f I �� 1 ii -. --- •• - - -- -. - -•- rd II ; � �___ - _ ` gM 3 .__ - - ,,,, Ts , 1'14 _. 't Gl VA I .NJ i . J ! I w i 0 , -. _ -"_ -tom_•. 1_ I I `._ -�� _. I : I r l i I I 1 . .. - ....-.. --.... --...---..- 0 - I . I . \ . 1 11 411 MO_ SHUTLER _�- CONSULTING _41111 _ ENGINEERS, INC 1300 -114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450-4075 FAX 450 -4076 JOB 64T_EhJPC =Jame. / v SHEET NO. "'x-' OF CALCULATED BY e g... LAM VP.., DATE CHECKED BY DATE SCALE •• Z© E MOM SHUTLER 11111■111 CONSULTING Mr Mill ENGINEERS, INC 1300-114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 4504075 FAX 450-4076 JOB 6 145 SHEET NO 'C' OF CALCULATED BY 7./..Ame< CHECKED BY DATE i I t i i i ii� • I ', i 1 } I i1 ` i l 1.. 1 I, 1 i . :,.........:\ • • i ' f • li E MOM SHUTLER 11111■111 CONSULTING Mr Mill ENGINEERS, INC 1300-114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 4504075 FAX 450-4076 JOB 6 145 SHEET NO 'C' OF CALCULATED BY 7./..Ame< CHECKED BY DATE • .:1tC.'..5 %i;3�. -i� %i :e3°: si5r' .1- a _'1111111 SHUTLER _11111 - CONSULTING INV_i ENGINEERS, INC Taw 67 �L 2 .�� k 1300 -114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450-4075 FAX 450 -4076 . 06 / )641 _ •_ _ J� 960 L.oAT> (,5,6 ) ( 673 K.Sf) ( _ , ( � . ,O5r-Sr- ,�� .� [U X z -- 1 1-= c,4 klrf- _Wak DL . t tot JOB AY (NW /0 SHEET NO. OF CALCULATED BY l r4\ DATE CHECKED BY DATE SCALE 1lI�lElltl�l�! Mir A : (5.0 ,611K) DAIde( KW. ._- __._.._._. (5.6 )( ;6546 (1111 Klf MiC6k 4 tit 2 lkt6k.. 2 ).01K v. I145K " 152.15 V tr w 4L 'r • cnAv ei k1 IL ( � I.L. = ���- K--- ; - -• - -- Z.so (c7T _1 o.0114-Fr 1 L3 L 1z, ) LL iqp 6 AP A x Kg — (6Z k - r ^ p:7 + 5 we 3141 r(vz, 3 al4 CALCULATED BY (L S Imam .. Imam s ► '8�!t I ' � ` Lz; i f _f1g'4),: ` = 6 ' 151- le srAR SHUTLER CONSULTING ENGINEERS, INC 1300 -114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450 -4075 FAX 450-4076 071 1(56) ` /is ; thr SKs_r� L56 . M =�. ZZt. �,S .; . _ .6,577. 1 . 1 6 . - T-r):.C:05 - is,) • I t JOB SHEET NO, CHECKED BY DATE SCALE 0 °5 ')(41 pr) 0./ k.sF) 1.1 .1 K. L ......... Imam Imam. 15C. � 5 _.�. 0.395.1e-(17 M M E - - 6 i Z -f -7 f OF DATE 5 • .. xm i;.lwC'ebtx«rY:p'y,A,�:Jr<V.� • Shuster Consulting Engineers Structural Engineers 1300 114th Ave. SE, Suite 250 Bellevue , Washington 98004 (425) 450 -4075 Steel Section' Center Span Left Cant. Right Cant Lu DL LL ST Start Location End Location Dead Load Live Load Short Term Location # 0.591 1.180 Summary Moment fb : Bending Stress fb / Fb Shear fv : Shear Stress fv /Fv Max. M Max. M - Max. M a Left Max. M a Right Shear Left Shear © Right Center Defl. Left Cant Defl Right Cant Def ...Query Defl Reaction © Left Reaction © Rt (c)1983.97 ENERCALC 4.500 0.500 Maximum 1.88 k -ft 4.50 ft 0.00 ft 0.00 ft 0.00 It Description Stair Framing BM -3 Steel Beam Design Page 1 [General Information W8X10 Pinned - Pinned Bm Wt. Added to Loads, LL & ST Act Together Girt - Ci aX t4 Title : Dsgnr: QS (- Description : Scope : [Distributed Loads # 0 1 #2 #3 #4 .228 : cb ( ) ( - 1 ►CSP 0.156 = C (, �'7��� , 05K` -) [Point Loads # 2 #3 #4 #5 0.591 1 is ) (, US KSi`') 4.000 S'R112 LL. C I O,s r 4-St( 1 KSr� Using: W8X10 section, Span = 4.50ft, Fy = 36,0ksiEnd Fixity = Pinned - PinnedFy = 36.00ksi, Lu = 0.00ft, LDF = 1.000 Actual Allowable 1.883 k -ft 15.459 k -ft 2.894 ksi 23.760 ksi 0.122: 1 2.658 k 1.981 ksi 0.138: 1 `Force & Stress Summary 1 <c- These columns are Dead + Live Load placed as noted -» DL LL LL +ST LL LL +ST Only Cd/ Center (8) Center (ED Cants i Cants 0.90 1.88 2.66 k 1.13 / 2.66 2.66 k 1.13 2.66 -0.008 in .004? -0.008 0.000 in O. 00 0.000 0.000 in 0.000 0.000 0.000 in 0.000 0.000 2.66 1.13 2.66 2.66 1.13 2.66 19.315 k 14.400 ksi W -0.008 0.000 0.000 0.000 2.66 2.66 #5 Fy 36.00ksi Load Duration Factor 1.00 0.000 0.000 0.000 #6 # 0.000 Job Date: 9:O2AM, 16 MAY 97 #7 • k/ft k/ft k/ft ft ft # k k k ft Beam OK Max. Deflection -0.008 in DL Defl / Length 13,909.8: 1 DL +LL Defl / Length 6,478.6: 1 k -ft k -ft k -ft k -ft k k 0.000 in 0.000 in 0.000 in 0.000 in k k KW- 060346, V5.0.1, 15-Mar-1997 Shulter Consulting Engineers Structural Engineers 1300 114th Ave. SE, Suite 250 Bellevue , Washington 98004 (425) 450 -4075 Description Stair Framing BM-4 Steel Section Center Span Left Cant. Right Cant Lu DL LL ST Start Location End Location Dead Load Live Load Short Term Location Summary Moment fb : Bending Stress fb / Fb Shear fv : Shear Stress fv /Fv Max. M + Max. M - Max. M @ Left Max. M © Right Shear @ Left Shear © Right Center Defl. Left Cant Defl Right Cant Def ...Query Den Reaction © Left Reaction © Rt (c)1983 -97 ENERCALC 7.000 #1 #2 1.130 1.530 4.000 Maximum 5.98 k -ft 7.00 ft 0.00 ft 0.00 ft 0.00 ft Actual 5.982 k -ft 9.194 ksi 0.387: 1 2.353 k 1.754 ksi 0.122: 1 1.97 k 1.32 2.35 k 1.48 -0.050 in -0.030 0.000 in 0.000 0.000 in 0.000 0.000 in 0.000 1.97 1.32 2.35 1.48 f .vwl #3 W8X10 Pinned - Pinned Bm Wt. Added to Loads, LL & ST Act Together #1 #2 # 3 #4 #5 0.228 /5 )(.oiS KSF) (WD-I- 17L -0.050 0.000 0.000 Title : ��TiW A'1 Job" Dsgnr: .. Date: 9:16AM, 16 MAY 97 Description : Scope : Steel Beam Design Page 1 [General Information #4 #5 Allowable 15.459 k -ft 23.760 ksi 19.315 k 14.400 ksi N 4,,, fa* -0.050 0.000 0.000 0.000 0.000 1.97 1.97 2.35 2.35 Fy 36.00ksi Load Duration Factor 1.00 [ Distributed Loads # 6 #7 k/ft k/ft k/ft ft ft [ Point Loads #6 Using: W8X10 section, Span = 7.00ft, Fy = 36.0ksiEnd Fixity = Pinned - PinnedFy = 36.00ksi, Lu = 0.00ft, LDF = 1.000 0.000 0.000 0.000 0.000 # 7 k k k ft «- These columns are Dead + Live Load placed as noted -» DL LL LL +ST LL LL +ST Only a Center a Center a Cants ( Cants 3.36 5.98 Beam OK Max. Deflection -0.050 in DL Defl / Length 2,839.3: 1 DL +LL Defl / Length 1,674.5: 1 Force & Stress Summary k -ft k -ft k -ft k -ft k k 0.000 in 0.000 in 0.000 in 0.000 in k k KW- 060346, V5.0.1,15-Mar -1997 • Shutter Consulting Engineers Structural Engineers 1300 114th Ave. SE, Suite 260 Bellevue , Washington 9E004 1425) 450 -4075 Steel Beam Design Pape 1 [General Information Description Stair Framing BM -5 and Bm-6 Steel Section Center Span Left Cant. Right Cant Lu [Distributed Loads DL LL ST Start Location End Location W12X22 Pinned - Pinned Bm Wt. Added to Loads, LL & ST Act Together 15.00 ft 0.00 ft 0.00 ft 0.00 ft #1 #2 #3 *4 #5 0.590 (Slcr)(.0r7S4,P ) oi5 1'�F 0.250 RI( L, 15.000 (s N( -p5 �C) t`�-'� U- Point Loads Dead Load Live Load Short Term Location Summary #1 #2 #3 1.130 1.530 S -Frio R `tom - 4.000 Using: W12X22 section, Span = 15.00ft, Fy = 36.0ksiEnd Fixity = Pinned - PinnedFy = 36.00ksi, Lu = 0.00ft, LDF = 1.000 Actual Allowable Moment 29.855 k -ft 50.184 k -ft fb : Bending Stress 14.135 ksi 23.760 ksi fb / Fb 0.595: 1 Shear fv : Shear Stress .fv /Fv 8.415 k 2.629 ksi 0.183: 1 [Force & Stress Summary DL LL Maximum Only (a Center Max. M + 29.85 k -ft 19.55 29.85 Max. M - Max. M @ Left Max. M @ Right Shear © Left 8.42 k 5.42 8.42 Shear co Right 7.17 k 4.89 7.17 Center Defl. Left Cant Defl Right Cant Def ...Query Defl G Reaction @ Left Reaction @ Rt (c)1983.97 ENERCALC -0.269 in '.1 0.000 in •.000 0.000 in 0.000 0.000 in 0.000 8.42 5.42 7.17 4.89 #4 Title : ►✓c � - /b Job # Dsgnr: Date: 9:31 AM, 16 MAY 97 Description : Scope: 46.089 k 14.400 ksi «- These columns are Dead + Live Load LL +ST LL (a Center (a. Cants -0.269 0.000 0.000 %a -0.269 0.000 0.000 0.000 0.000 8.42 8.42 7.17 7.17 #5 Fy 36.00ksi Load Duration Factor 1.00 #6 #6 #7 k/ft k/ft k/ft ft ft #7 k k k ft Max. Deflection -0.269 in DL Defl / Length 1,022.2: 1 DL +LL Defl / Length 669.4: 1 0.000 0.000 0.000 0.000 placed as noted -» LL +ST (a Cants Beam OK k -ft k -ft k -ft k -ft k k 0.000 in 0.000 in 0.000 in 0.000 in k k KW-060346, V5.0.1, 15-Mar-1997 • sr. Shutter Consulting Engineers Structural Engineers 1300 114th Ave. SE, Suite 260 Bellevue , Washington 98004 (426) 450-4075 Description Stair Framing BM -7 and Bm -8 Steel Section Center Span Left Cant. Right Cant Lu DL LL ST Start Location End Location Dead Load Live Load Short Term Location Summary Shear fv : Shear Stress fv /Fv Max. M + Max. M - Max. M © Left Max. M 0 Right Shear @ Left Shear @ Right Center Defl. Left Cant Defl Right Cant Def ...Query Defl @ Reaction © Left Reaction © Rt (c) 1983-97 ENERCALC 33.50 ft 0.00 ft 0.00 ft 0.00 ft Maximum 230.40 k -ft a: nmxvs air>+ r... nmo-enr,. H. wrn:.. ...,b. .................�.....,. 26.253 k 3.127 ksi 0.217: 1 -1.234 in -0.841 0.000 in 0.000 0.000 in 0.000 0.000 in 0.000 26.00 17.80 26.25 17.97 -1.234 0.000 0.000 Title : 60104.4.irkrT #40 Dsgnr: Description : Scope : W21X62 Pinned - Pinned Bm Wt. Added to Loads, LL & ST Act Together #0.682 + (i5fq -)(.015140") 0.313 , it. +i , 33.500 &. rx. PS�SF) r r i Lt. #4 #1 #2 #3 5.420 5.420 - 3.000 3.000'2 1 T- r.4fr&f.f,' 10.000 24.000 120.902 k 14.400 ksi 6/ tr q l "4 - -1.234 0.000 0.000 #5 0.000 0.000 26.00 26.00 26.25 26.25 #5 0.000 0.000 0.000 0,000 Job # Date: 9:45AM, 16 MAY 97 `�- 3'7 Steel Beam Design Page 1 II [General Information Fy 36.00ksi Load Duration Factor 1.00 [Distributed Loads #6 #7 kift loft k/ft ft ft Point Loads #6 Using: W21X62 section, Span = 33.50ft, Fy = 36.0kslEnd Fixity = Pinned - PinnedFy = 36.00ksi, Lu = 0.00ft, LDF = 1.000 Actual Allowable Moment 230.402 k -ft 250.919 k -ft Max. Deflection fb : Bending Stress 21.817 ksi 23.760 ksi DL Defl / Length fb / Fb 0.918:1 DL +LL Defl / Length #7 k k k ft -1.234 in 477.9 : 1 325.7: 1 [Force & Stress Summary «- These columns are Dead + Live Load placed as noted -» DL LL LL +ST LL LL +ST Only Col Center t Center a Cants CcD Cants 157.24 230.40 k -ft k -ft k -ft k -ft 26.00 k 17.80 / - 26.00 k 26.25 k 17.97 26.25 k 0.000 in 0.000 in 0.000 In 0.000 in k k Beam OK KW- 060346, V5.0.1,15 -Mar -1997 ?tn $� :i� �:; >C� •.; ° ; 9 s! i" ei• i�rr< a� ..rr.�m�..,:,r..,...,.......,.. _. • Shutter Consulting Engineers Structural Engineers 1300 114th Ave. SE, Suite 250 Bellevue , Washington 98004 (425) 450 -4075 Description Steel Section Center Span Left Cant. Right Cant Lu DL LL ST Start Location End Location L Summary #1 0.455 0.315 11.000 Shear tv : Shear Stress fv / Fv Max. M + Max. M - Max. M © Left Max. M @ Right Shear @ Left Shear @ Right Center Dell. Left Cant Defl Right Cant Def ...Query Defl Reaction © Left Reaction @ Rt Steel Section W5X16 S Depth Web Thick Width Flange Thick Area (c) 1963-97 ENERCALC Gateway Center #10 Stair Framing Maximum 11.89 k -ft W5X16 Pinned - Pinned Bm Wt. Added to Loads, LL & ST Act Together 11.00 ft 0.00 ft 0.00 ft 0.00 ft #2 5.00 in 0.240 in 5.000 in 0.360 in 4.70 in2 4.323 k 3.602 ksi 0.250: 1 DL Only 7.12 #3 4.32 k 2.59 / 4.32 4.32 k 2.59 4.32 -0.419 in -0.251 -0.419 0.000 in 0.000 0.000 0.000 in 0.000 0.000 0.000 in 0.000 0.000 4.32 2.59 4.32 4.32 2.59 4.32 Weight Ixx Iyy • Svc Syy Tick : G riVi�si Aet Wit? Job # Dsgnr: � Date: 1:57PM, 4 JUN 97 Description : Scope: L Steel Beam Design Page 1 [General Information [Distributed Loads #4 Using: W5X16 section, Span = 11.00ft, Fy = 36.0ksiEnd Fixity = Pinned - PinnedFy = 36.00ksi, Lu = 0.00ft, LDF = 1.000 Actual Allowable Moment 11.888 k -ft 16.870 k -ft fb : Bending Stress 16.743 ksi 23.760 ksi fb / Fb 0.705: 1 17.280 k 14.400 ksi -0.419 0.000 0.000 0.000 4.32 4.32 15.96 #/ft 21,30 in4 7.51 1n4 8.520 in3 3.004 in3 #5 Fy 36.00ksi Load Duration Factor 1.00 # 6 Max. Deflection DL Defl / Length DL +LL Defl / Length Force & Stress Summary «- These columns are Dead + Live Load placed as noted -» LL LL +ST CcD Center a Center 11.89 LL LL +ST 0 Cants 0 Cants 0.000 0.000 0.000 0.000 #7 k/ft k/ft k/ft ft ft 0.000 in 0.000 in 0.000 in 0.000 in k k Beam OK -0.419 in 525.6: 1 314.9: 1 k -ft k -ft k -ft k -ft k k Section Properties r -xx r -yy Misc 2.129 in 1.264 in 1.390 in KW- 060346, V5.0.1,15 -Mar -1997 - �5- Rill Ili SHUTLER CONSULTING ENGINEERS, INC 1300 -114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450 -4075 FAX 450 -4076 JOB GA 11,14AY c 11 SA:" SHEET NO � — OF CALCULATED BY . L40 E.4. DATE CHECKED BY DATE SCALE H • . t 11 • j • i r - �5- Rill Ili SHUTLER CONSULTING ENGINEERS, INC 1300 -114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450 -4075 FAX 450 -4076 JOB GA 11,14AY c 11 SA:" SHEET NO � — OF CALCULATED BY . L40 E.4. DATE CHECKED BY DATE SCALE IMAM .111■11 NIP MI SHUTLER CONSULTING ENGINEERS, INC 1300-114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450.4075 FAX 450.4076 s _ _ 6X6)C. _ _ TS cb %5 JOB ,4TEJNJA 4e SHEET NO t CALCULATED BY L.P4■3 CHECKED BY DATE SCALE 1 2 • 6 OF DATE . ; I c‘ i 1 --in • ! • . 0 MIAMNIIIIII al ,./. i i - . Ilk r. A- li .45K lg I ' • '1V 1 iC . ; /1 !"Zi L.. F IffilIMIllgadM 0111W4111IIIIKOW441.°..--- • I i IA1 i I . . 6 4/ V- I . ! ; r i i %•' •" , I • .' . / • 5X-13-- . 01 4,0 ..1. Av . _..--/ • ....%) .,..- ev .. .--x • .u‘. 2S: ..710. c,S , • --- 7K - ------ S -- ? <-- - . ' ---- 0 4 14 • . . . c-)'\ - - - • • - - - - fr! -- ■ '1 . - --(5 — — C)5"- . .. 31 . C71-35-g d . - . .- ^1 — - ---- - - --- --- — ' . -- G4 -- .4 - (-- - - i SX ',AG-Fay:4 : • , , , 14 1 • i •; .92, 1 . ; ! , • , , • , i : ; . . • . I 1 . i , ! 1 . ; . • 1 1 •qs • z i 1 1 i : 4, 43 K1 K : i 1 - ----,- ------ • , *- ' t• - -- ---..-- L_Lq.33 i<', I • : /10. , , - - ..-1-- -- ___.:_____.:______ , , ...........„.._..... ...__. ...._ .__... ________ _........... . . OW , , fl _ ! , • 4:\ . , IT . , 1 ("f , , . , . 41 SHUTLER 111111111 CONSULTING ENGINEERS, INC 1300 —114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450-4075 FAX 4504076 JOB GArtiAx< SHEET NO, OF CALCULATED BY T.i.itikve< DATE CHECKED BY DATE.. 1. SCAt F 9-0 MIN I I 111 II SHUTLER CONSULTING ENGINEERS, INC 1300-114th Ave SE, Suite 250 Bellevue, WA 98004 CHECKED BY DATE (206) 450-4075 FAX 450-4076 SCALE L.1.)14.4 S AT Aft? " 20 ff7 K (06.0t . t A 1" ra.c - rs / x g/ - C ? ( M . 1 4 S — IN1 (2.9t =.• 0 ;17 1/,.) T)1_ JOB A.TE-W is"t GSM 4t SHEET NO — OF CALCULATED BY LAN) (J& DATE 7" { ri li ---- - — S -..- 652 is ----;-- Re; ------- - — ---1.________6._;,_.‘42.A?),.____61 •,, _ - . ■e- ..-//.) ----:. .---2-7 I Jr ii vi .1.0 C 16 .- 1 r?---- --VS a. . - 1's 5Kg :--------, I , 1 1.4...st ISIK 11 . 5t ' ' fcl - -- - Vt - 4 42 1 4-11.) • • P \ -. h V('')I3 . SHUTLER • CONSULTING 110,411111 ENGINEERS, INC 1300-'114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450.4075 FAX 450-4076 , . • 'JOB ' i 0/0 SHEET NO 3 OF CALCULATED BY g • tMtJii DATE CHECKED BY DATE SCALE INIT TPA56.- - f• • • • • -•,• ..•- • • acoPsC I 1 if 1 410 - cIE . __ ; - A..) • ' -6 6 if,— , ; • , , • • • • • • • • • • • . . . - . . t , I , . . : . . -4 . , . . I . . . • __111.11 SHUTLER _�- CONSULTING __i ENGINEERS, INC 1300 -114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450.4075 FAX 450-4076 JOB (A -IIAr' Cre4V+&t /b SHEET NO OF CALCULATED BY -. (-410 2 DATE CHECKED BY DATE SCALE .... ;K.22. _�.1.L�C .._I Lopc Z1, ✓. / . Mai .84K 40.3K V .. w/ U ALA( LOPO x � ( 3 3 , 6 7 7 - i i ) � S92 -C . . ..) ei7.5 - btet5ti fog 1145.4sK Nr; (2,f G -2 M Y - ,21 ., IS; K-K M AF-c �rIA IMALktrIA LW? - ..1k) - - 71;R) z2b2_ - G - . HO .2 W/ U au,orD Lot P .4 14. Mir— VA 04 G -5 (V/f 720 7 2) =6,06k tX = (11 .61 1 )..; 2.62k -Fr • b �.st ,c 4-rt I4S . ?i4 K DESCRIPTION )) Gateway Center 110 )) C1 COLUMN DATA ACTION ))TS6x6x1 /4 TOTAL COLUMN HT. : 18 ft SUPPORT FIXITY - - -)) 1 (( 1: Pin /Pin, 2: Fix /Fix, 3 :Pin /Fix 4: Fix /Pin, 5: Fix /Free (Bottom /Top) UNBRACED LENGTHS: X-X AXIS : 18 ft Y-Y AXIS : 18 ft APPLIED LOADS AXIAL DEAD LOAD = 48.68 kips ECC. for X -X MOMENTS = ' LIVE LOAD : 0 kips ' ' Y -Y _ ' SHORT TERM = 0 kips _ Dead Live Short Sloe Eloc X -X AXIS MOMENTS: TOP : 8.66 0 0 k-ft BOTTOM : 0 0 0 ° k-ft BTWN ENDS : 0 0 0 0 ft Y -Y AXIS MOMENTS: TOP - 0 0 0 k -ft BOTTOM = 0 0 0 k -ft BTWN ENDS : 0 0 0 0 ft POINT LOADS: (k) X -X = 0 0 0 0 ft Y -Y : 0 0 0 0 ft UNIFORM: (k /ft) X-X : 0 0 0 0 Y -Y : 0 0 0 0 SUMMARY USE : TS6X6X1 /4, Max Stress Ratio : 0.96 Load Comb...)) Dead Live 1.6 - la : 0.960 0.000 1:6 - lb = 0.654 0.000 1.6 - 2 - 0.000 0.000 Formula Formula Formula \ WEIGHT r-T Actual & Allowable Stresses... Fa : Allowable fa : Actual Fb:xx : Allow (1.6-1a) ▪ ' (1.6-lb & 1.6-2) _ fb :xx Actual Fb :yy : Allow (1.6 -1a) ' (1.6 -1b & 1.6-2) fb :yy Actual Max X-X Axis Deflection = Max Y-Y Axis Deflection = DEPTH WIDTH FLANGE THICKNESS '"ICKNESS F'ex (DOLL) F'ey (DOLL) Im :x (DL +LL) .... .. i nl all 1 STEEL COLUMN DESIGN • 6.00 in = 6.000 in ▪ 0.250 in • 0.250 in • 5.59 in "2 = 18.98 l/ft = 0.000 15.78 8.71 30.36 30.36 10.29 30.36 30.36 0.00 Fy : 46 ksi LOAD DURATION FACTOR = 1 COMBINE LL & ST ? N y/n SIDESWAY 1:Restrained, 0 :Free X -X AXIS : 1 Y -Y AXIS = 1 EFFECTIVE LENGTH FACTORS: X-X AXIS 1 Y-Y AXIS : 1 15.78 0.00 30.36 30.36 0.00 30.36 30.36 0.00 -0.354 in 1 0.000 in 1 STEEL SECTION DATA I-xx S-xx R -xx I -yy S-yy R -yy DESIGN DATA D +L DL +ST 0.960 0.960 OK 0.654 0.654 OK 0.000 0.000 OK 15.78 8.71 30.36 30.36 10.29 30.36 30.36 0.00 INTERMEDIATE STRESS CALCULATION VALUES = 17349. psi F'ex (DL+LLIST) = 17349. psi F'ey (DL +LL +ST) • 0.60 Cu :x (DLtLL +ST) . A LA P.•w Inl ail .CT1 15.78 ksi 8.71 ksi 30.36 ksi 30.36 ksi 10.29 ksi 30.36 ksi 30.36 ksi 0.00 ksi 10.44 ft from base 0.00 ft from base 0 in 0 in 0 ft 0 ft 30.299 in "4 = 10.099 in "3 = 2.328 in = 30.299 in "4 = 10.10 in "3 = 2.328 in = 17349. psi = 17349. psi 0.60 A CA DESCRIPTION )) Gateway Ceter 110 )) C2 COLUMN DATA Pime iCTION . ))ts7x7x1 /4 TOTAL COLUMN HT, = 18 ft SUPPORT FIXITY - - -)) 1 (( 1 =Pin /Pin, 2= Fir. /Fix, 3 =Pin /Fix 4 =Fix /Pin, 5= Fix /Free (Bottom /Top) UNBRACED LENGTHS: X -X AXIS = 18 ft Y -Y AXIS = 18 ft APPLIED AXIAL DEAD LOAD = 67.36 kips ' LIVE LOAD 0 kips SHORT TERM = 0 kips Dead USE : TS7X7X1 /4, Max Stress Ratio = 0.88 Load Comb...)) Dead Live Formula 1,6 - la - 0.876 0.000 Formula 1.6 - lb = 0,673 0.000 Formula 1.6 - 2 = 0.000 0.000 X -X AXIS MOMENTS: TOP = 8.925 BOTTOM = 0 BTWN ENDS = 0 Y -Y AXIS MOMENTS: TOP = 1.88 BOTTOM = 0 8TGN ENDS = POINT LOADS: (k) .X-X . Y _ Y , U FORM: (/ft)' X -X, Y-Y. Actual & Allowable Stresses... Fa : Allowable fa : Actual Fb:xx • Allow (1.6 -1a) - ' [1.6 -1b & 1.6 -2] _ fb:xx Actual Fb:yy : Allow (1.6-1a) _ ' [1.6-1b & 1,6 -2] = fb:yy Actual Max X -X Axis Deflection = Max Y -Y Axis Deflection = DEPTH WIDTH FLANGE THICKNESS 'TCKNESS WEIGHT r-T F'ex (DOLL) F'ey (DOLL) Coax (DL+LL) . STEEL COLUMN DESIGN 0 0 0 0 0 SUMMARY • 7.00 in = 7.000 in = 0.250 in • 0.250 in • 6.59 in "2 • 22.38 1/ft = 0.000 18.27 10.22 30.36 30.36 7.59 30.36 30.36 1.60 FY -0.224 in S -0.047 in STEEL SECTION DATA DESIGN DATA 46 ksi LOAD DURATION FACTOR = 1 COMBINE 11 & ST ? N y/n SIDESWAY 1:Restrained, 0:Free X -X AXIS = 1 Y -Y AXIS = 1 EFFECTIVE LENGTH FACTORS: X -X AXIS Y-Y AXIS LOADS. ECC. for X-X MOMENTS = 0 in ' ' Y-Y ' = 0 in Live Short SLoc ELoc 18.27 0.00 30.36 30.36 0.00 30.36 30.36 0,00 I -xx S-xx R-xx I-yy S R-yy 0 0 k -ft 0 0 k -ft 0 0 Oft 0 0 k -ft 0 0 k-ft 0 0. Oft 0 0 Oft 0 0 0 ft 0 0 0 0 0 0 D+L DL+ST 0.816 0.876 OK 0.673 0.673 OK 0,000 0.000 OK 18.27 10.22 30.36 30.36 7.59 30.36 30.36 1.60 INTERMEDIATE STRESS CALCULATION VALUES = 23993. psi F'ex (DL+LL ±ST) = 23993. psi F'ey (DL +LL +ST) • 0.60 Cm:x (DL +LL +ST) go 18.27 10.22 30.36 30.36 7.59 30.36 30.36 1.60 ksi ksi ksi ksi ksi ksi ksi ksi 10.44 ft from base 10.44 ft from base 0 ft 0 ft = 49.400 in "4 = 14.114 in "3 = 2.738 in = 49,400 in "4 = 14.11 in "3 2.738 in = 23993. psi. • 23993. psi ▪ 0.60 DESCRIPTION )) Gateway Center 110 )) C3 -- COLUMN DATA .. SECTION >)TS8x8x5 /16 TOTAL COLUMN HT. = 18 ft SUPPORT FIXITY - - -)) 1 (( 1= Pin /Pin, 2= Fix /Fix, 3= Pin /Fix 4 =Fix /Pin, 5 =Fix /Free (Bottom /Top) UNBRACED LENGTHS: X -X AXIS = 18 ft Y-Y AXIS = 18 ft AXIAL DEAD LOAD • LIVE LOAD SHORT TERM STEEL COLUMN DESIGN APPLIED = 146.16 kips = 0 kips = 0 kips Dead X-X AXIS MOMENTS: TOP = 3.03 BOTTOM = 0 BTWN ENDS = 0 Y -Y AXIS MOMENTS: TOP = 1.01 BOTTOM = 0 BTWN ENDS = 0 POINT LOADS: (k) X -X - 0 Y-Y 0 nRM: (k /ft) X -X = 0 Y -Y = 0 SUMMARY Max Stress Ratio = Comb...)) Dead • 0.871 • 0.636 ▪ 0.000 USE : TS8X8X5 /16, Load Formula 1.6 - la Formula 1.6 - lb Formula 1.6 - 2 Actual & Allowable Stresses... Fa : Allowable - 19.85 fa : Actual - 15.62 Fb:xx : Allow [1.6 -18] = 30.36 ' [1.6-1b & 1.6 -2] = 30.36 fb:xx Actual = 1.60 Fb:yy : Allow [1.6 -1a] = 30.36 ' ' [1.6 -1b & 1.6-2] = 30.36 fb:yy Actual - 0.53 Max X-X Axis Deflection = -0.041 in P Max Y-Y Axis Deflection = -0.014 in t DEPTH WIDTH 4 11(NGE THICKNESS 1ICKNESS WEIGHT r-T F'ex (DL +LL) F'ey (DL +LL) C.:x (DL +LL) DESIGN DATA Fy LOAD DURATION FACTOR = COMBINE LL 6 ST ? SIDESWAY X -X AXIS Y -Y AXIS EFFECTIVE LENGTH FACTORS: X-X AXIS Y -Y AXIS = LOADS ECC. for X-X MOMENTS = Y -Y ' STEEL SECTION DATA live Short SLoc 0.87 Live 0.000 0.000 0.000 19.85 0.00 30.36 30.36 0.00 30.36 30.36 0.00 0 0 k -f t 0 0 k -ft 0 0 O ft 0 0 k -ft 0 O k -ft 0 0 O ft 0 0 O ft 0 0 O ft 0 0 0 0 0 0 19.85 15.62 30.36 30.36 1.60 30.36 30.36 0.53 • 8.00 in I-xx = 8.000 in S -xx = 0.313 in R-xx = 0.313 in I-yy • 9.36 in "2 S -yy = 31.78 $ /ft R-yy = 0.000 INTERMEDIATE STRESS CALCULATION VALUES = 31083. psi F'ex (DL +LL+ST) = 31083. psi F'ey (DL +LL+ST) • 0.60 Cm:x (DL+LL+ST) D +L DL +ST 0.871 0.871 OK 0.636 0.636 OK 0.000 0.000 OK 19.85 ksi 15.62 ksi 30.36 ksi 30.36 ksi 1.60 ksi 30.36 ksi 30.36 ksi 0.53 ksi 10.44 ft from base 10.44 ft from base 46 ksi N y/n 1:Restrained, 0:Free = 1 1 1 1 ELoc 0 in 0 in 0 ft 0 ft = 90.900 in "4 = 22.725 in "3 = 3.116 in = 90.900 in "4 = 22.73 in "3 = 3.116 in = 31083. psi = 31083. psi 0.60 DESCRIPTION ))' Gateway Ceter 110 )) • C4 -- COLUMN DATA . CTION ))ts7x7x1/4 TOTAL COLUMN HT. - 18 ft STEEL COLUMN DESIGN SUPPORT FIXITY - --)) 1 (( 1= Pin /Pin, 2 =Fix /Fix, 3 =Pin /Fix 4= Fix /Pin, 5:Fix/Free (Bottom /Top) UNBRACED LENGTHS: X-X AXIS = 18 ft Y -Y AXIS - 18 ft APPLIED LOADS AXIAL DEAD LOAD = 75.93 kips ECC. for X -X MOMENTS = 0 in ▪ LIVE LOAD = 0 kips ' ' Y -Y ' - 0 in ▪ SHORT TERM - 0 kips Dead Live Short Sloc ELoc X-X AXIS MOMENTS: TOP BOTTOM =. BTWN ENDS = Y -Y AXIS MOMENTS: TOP BOTTOM BTWN ENDS = POINT LOADS: (k) X -X = Y -Y (k /ft) X -X = 0 Y -Y - 0 SUMMARY USE : TS7X7X1 /4, Max Stress Ratio = Load Comb...)) Dead 1.6 - - 0.802 1.6 - lb 1.6 -2 Forruli Formula Formule Actual & Allowable Stresses... 0.644 • 0.000 Fa : Allowable - 18.27 fa : Actual Fb:xx : Allow [1.6 -1a) - ' [1.6 -1b & 1.6-2] _ fb:xx Actual Fb:yy : Allow (1.6 -18) ' (1.6 -1b & 1.6 -2) _ fb:yy Actual DEPTH WIDTH FLANGE THICKNESS ICKNESS WEIGHT r -T F'ex (DL +LL) F'ey (DL+LL) Cm:x (DL +LL) DESIGN DATA Fy LOAD DURATION FACTOR = COMBINE LL & ST ? SIDESWAY 1:Restrained, 0:Free X-X AXIS = 1 Y-Y AXIS EFFECTIVE LENGTH FACTORS: X -X AXIS 6.06 0 0 0 0 0 2.02 0 0 0 0 0 0 0 0 0 0 0 0.89 Live 0.000 0.000 0.000 18.27 11.52 0.00 30.36 30.36 30.36 30.36 5.15 0.00 30.36 30.36 30.36 30.36 1.72 0.00 Max X -X Axis Deflection = -0.152 in Max Y -Y Axis Deflection = -0.051 in 1 Y -Y AXIS = 1 18.27 11.52 30.36 30.36 5.15 30.36 30.36 1.72 STEEL SECTION DATA 7.00 in I-xx = 7.000 in S -xx = 0.250 in R-xx • 0.250 in I-yy • 6.59 in "2 S -yy • 22.38 1 /ft R-yy = 0.000 INTERMEDIATE STRESS CALCULATION VALUES = 23993. psi F'ex (DL +LL +ST) • 23993. psi F'ey (DL +LI +ST) • 0.60 Cm:x (DL +LL +ST) 0 k-ft 0 k-ft 0 Oft 0 k -ft 0 k -ft 0 0 ft 0 O 0 O ft 0 0 0 0 D +L DL+ST 0.892 0.892 OK 0.644 0.644 OK 0.000 0.000 OK 18.27 ksi 11.52 ksi 30.36 ksi 30.36 ksi 5.15 ksi 30.36 ksi 30.36 ksi 1.72 ksi ! 10.44 ft from base ! 10.44 ft from base 46 ksi 1 N y/n 0 ft 0 ft = 49.400 in "4 = 14.114 in "3 = 2.738 in = 49.400 in "4 = 14.11 in "3 = 2.738 in = 23993. psi = 23993. psi • 0.60 r - DESCRIPTION )) Gateway Ceter 110 )) C5 • -- COLUMN DATA .:CTION ))ts8x8x5 /16 TOO COLUMN HT. - 18,ft SUPPORT. FIXITY - - -)) 1 (( 1 =Pin /Pin, 2 :Fix /Fix, 3: Pin /Fix 4 =Fix /Pin, 5 :Fix /Free (Bottom /Top) UNBRACED LENGTHS: X-X AXIS Y-Y AXIS • STEEL COLUMN DESIGN 18 ft 18 ft APPLIED AXIAL DEAD LOAD :.145.24 kips ' LIVE LOAD - 0 kips SHORT TERM 0 kips Dead X-X:AXIS MOMENTS: TOP 3.03 BOTTOM : 0 BTWN ENDS : 0 Y-Y AXIS MOMENTS: TOP : 1.01 • BOTTOM : 0 'M.'? ENDS = 0 POINT. LOADS: (k). X -X 0 .Y -Y - . 0 UNIFORM: (4/ft) 1 .; Y.. -X - 0 Y 0 SUMMARY USE : TS8X8X5 /16; Max Stress Ratio : Load Comb....)) Dead Formula 1.6 - la - 0,866 Formula 1.6 -,ib - 0.6 32 Formula 1.6 - 2 ' - 0.000 Actual & Allowable Stresses... Fa : Allowable - 19.85 fa : Actual = 15.52 Fb :xx : Allow [1.6 -la) : 30.36 ' ' [1.6-1b b 1.6 -2) : 30.36 fb :xx Actual - 1.60 Fb :yy : Allow [1.6-la) : 30.36 ' ' [1.6-lb & 1.6 -2) : 30.36 fb :yy Actual : 0.53 Max X-X Axis Deflection : Max Y -Y Axis Deflection : DESIGN DATA Fy LOAD DURATION FACTOR = COMBINE LL & 5T ? SIDESWAY 1 :Restrained, 0 :Free X-X AXIS : 1 Y-Y AXIS : 1 EFFECTIVE LENGTH FACTORS: X-X AXIS : 1 Y -Y AXIS : 1 LOADS ECC. for X -X MOMENTS : 0 in ' Y -Y - 0 in live Short Sloe 0.87 Live 0.000 0.000 0.000 19.85 0.00 30.36 30.36 0.00 30.36 30.36 0.00 STEEL SECTION DATA DEPTH - 8 00 in WIDTH : 8.000 in FLANGE THICKNESS : 0.313 in : 0.313 in 9.36 in 2 � IJ1CKNESS HT : 31.76 0 /ft r -T = 0.000 INTERMEDIATE STRESS F'ex (DL +LL) : 31063. psi F'ey (DOLL) : 31083. psi Cm :x (01.01) - 0.60 0 O k -ft 0. 0 k -ft 0 0 O ft 0 0 k -ft 0 0 k -f t 0 0 Oft 0 0 0 ft 0 0 0 ft 0 0 0 0 0 0 D +L DL +ST 0.866 0.866 OK 0.632 0.632 OK 0.000 0.000 OK 19.85 15.52 30.36 30.36 1.60 30.36 30.36 0.53 19.85 ksi 15.52 ksi 30.36 ksi 30.36 ksi 1.60 ksi 30.36 ksi 30.36 ksi 0.53 ksi ELoc -0.041 in @ 10.44 ft from base -0.014 in @ 10.44 ft from base 46 ksi 1 N y/n 0 ft 0 ft : 90.900 in "4 • 22,725 in "3 • 3.116 in • 90.900 in "4 • 22.73 in "3 : 3.116 in I-xx S-xx R-xx I -yy S-yy R-yy CALCULATION VALUES Flex (DL +LL +ST) F'ey (DL +LL +ST) Ce :x (DL +LL +ST) • 31083. psi • 31083. psi • 0.60 AIM 41111 Mb II MIN . 141.35p< . SHUTLER CONSULTING ENGINEERS, INC 1300 Ave SE, Suite 250 Bellevue, WA 98004 (206) 450-4075 FAX 450-4076 1 11(frikt 1(02..4 14 04404 a _WilP (5_ /74) M 436 0 -22 2 ) )( 25 ) - y v U Mr-J) 1) L449 44 (4tiC 1(- 7,494 k..- 42.0k 41.2:7K - 607r- JOB GorAiiire orAira q/' SHEET NO H OF CALCULATED BY LANase- DATE 4/z1/7 CHECKED BY DATE SCALE . ChleDit IS er .42 .27K 4 1 1 —42-i< FA —4 -a_ r • „CT, rk v.-. Re IL it.ov 'F r 46.5 v4 4 t : .RR L. _ PA .06 • - DESCRIPTION )> Gateway 110 • )) C6 • - - -- COLUMN DATA ,CTION ))tslOx10x1 /4 TO L COLUMN HT. - 18 ft SUPPORT FIXITY - --)) 1 (( 1 =Pin /Pin, 2: Fix /Fix, 3= Pin /Fix 4: Fix /Pin, 5: Fix /Free (Bottom/Top) UNBRACED LENGTHS: X -X AXIS = 18 ft Y -Y AXIS = 18 ft APPLIED LOADS AXIAL DEAD LOAD = 152.27 kips ECC LIVE LOAD = 0 kips ' ' SHORT TERM = 0 kips Dead Live Short SLoc ELoc X-X AXIS MOMENTS: TOP = 15.97 0 0 k-ft BOTTOM = 0 0 0 k -ft BTWN ENDS = 0 0 0 0 ft Y -Y AXIS MOMENTS :. TOP = 4.35 0 0 k-ft BOTTOM = 0 0 0 k -ft BTWN ENDS = 0 0 0 0 ft POINT LOADS: (k) X-X - 0 0 0 0 ft Y-Y = 0 0 0 0 ft UNIFnRM: (k /ft) X -X = 0 0 0 0 41L Y -Y 0 0 SUMMARY USE : TS10X10X1 /4, Max Stress Ratio = 0.98 Load Comb...)) Dead Live Formula 1.6 - la = 0.980 0.000 Formula 1.6 - 1b' = 0.868 0.000 Formula 1.6 - 2 - 0.000 0.000 Actual & Allowable Fa : Allowable fa : Actual Fb:xx : Allow (1.6 -1a) _ 1 ' ' [ 1.6-1b & 1.6-2] _ fb:xx Actual Fb:yy . Allow (1.6-1a) ' (1.6-1b & 1.6 -2) fb :yy Actual STEEL COLUMN DESIGN Stresses... = 21.93 15.88 27.60 27.60 6.35 27.60 27.60 1.73 Max X-X Axis Deflection = -0.131 in Max Y -Y Axis Deflection = -0.036 in DEP1H WIDTH MANGE THICKNESS W ' '( KNESS 1 HI I.1 I 'mx (DOLL) I'll (DL +LL) (•:x (DIAL) DESIGN DATA Fy = 46 ksi LOAD DURATION FACTOR = 1 COMBINE LL & ST ? N y/n SIDESWAY 1 :Restrained, 0:Free X -X AXIS - 1 Y-Y AXIS = 1 EFFECTIVE LENGTH FACTORS: X -X AXIS - 1 Y -Y AXIS : 1 . for X-X MOMENTS = 0 in ' Y -Y - 0 in 22.08 0.00 27.60 27.60 0.00 27.60 27.60 0.00 21.93 15.88 27.60 27.60 6.35 27.60 27.60 1.73 @ 10.44 ft from base @ 10.44 ft from base STEEL SECTION DATA • 10.00 in I-xx = 10.000 in S-xx = 0.250 in R-xx = 0.250 in I-yy • 9.59 in "2 S-yy • 32.56 1 /ft R-yy = 0.000 INTERMEDIATE STRESS CALCULATION VALUES = 50396. psi F'ex (DL +LL +ST) = 50396. psi F'ey (DL +LL +ST) • 0.60 Cr :x (DL +LL +ST) D +L DL +ST 0.960 0.980 OK 0.666 0.666 OK 0.000 0.000 OK 21.93 ksi 15.88 ksi 27.60 ksi 27.60 ksi 6.35 ksi 27.60 ksi 27.60 ksi 1.73 ksi = 50396. psi : 50396. psi 0.60 0 ft 0 ft • 151 in "4 = 30.2 in "3 : 3.968 in • 151 in "4 = 30.20 in "3 = 3.968 in DESCRIPTION )) Gateway 110 )) C7 COLUMN DATA. CTION ))ts8x8x1 /4 TOTAL COLUMN HT. : 18 ft SUPPORT FIXITY - - -1) 1 (( 1: Pip /Pin, 2 =Fix /Fix, 3 =Pin /Fiz 4 :Fix /Pin, 5 =Fix /Free (Bottom /Top) UNBRACED LENGTHS: X-X AXIS - 18 ft Y-Y AXIS - 18 ft APPLIED LOADS AXIAL DEAD LOAD ' LIVE LOAD ' SHORT TERM X -X AXIS MOMENTS: TOP : 2.7 BOTTOM = 0 BTWN ENDS : 0 Y -Y AXIS MOMENTS: TOP : 0.8 BOTTOM = 0 BTWN ENDS : 0 X -X i 0 Y -Y - 0 • X-X : 0 Y -Y 0 SUMMARY POINT LOADS: (1.) U FORM: (k /ft) 1 1 1 USE : TS8X8X1 /4, Max Stress Ratio : 0.99 Load Comb. :.)) Dead Live Formula 1.6 - la = 0.993 0.000 Formula 1.6 - lb - 0.720 0.000 Formula 1.6 - 2 - 0.000 0.000 Actual 3 Allowable Stresses... Fa : Allowable : 19.96 fa : Actual Fb:xx : Allow [1.6-1a] _ ' [1.6-1b & 1.6-2) _ fb:xx Actual Fb :yy : Allow [1.6-1a) ' ' [1.6-1b & 1.6-2) : fb:yy Actual 1 Max X-X Axis Deflection = 1 Max Y -Y Axis Deflection : DEPTH WIDTH FLANGE THICKNESS SICKNESS WEIGHT r -T F'ex (DL+LL) F'ey (DL+LL) Co :x (DL+LL) Pm.. IAI 11 STEEL. COLUMN DESIGN STEEL SECTION DATA 8 00 in I-xx 8.000 in S -xx 0.250 in 0.250 in 7.59 in "2 25.77 1 /ft = 0.000 DESIGN DATA Fy LOAD DURATION FACTOR COMBINE LL & ST ? X-X AXIS' Y -Y AXIS 46 ksi 1 N y/n SIDESWAY 1 :Restrained, 0 :Free X -X AXIS - 1 Y -Y AXIS - 1 EFFECTIVE LENGTH FACTORS: 133.8 kips ECC. for X -X MOMENTS = 0 in 0 kips ' ' Y-Y - 0 in 0 kips Dead Live Short SLoc . ELoc 19.96 19.96 17.63 0.00 17.63 27.60 27.60 27.60 27.60 27.60 27.60 1.73 0.00 1.73 27.60 27.60 27.60 27.60 27.60 27.60 0.51 0.00 0.51 0 Ok -ft 0 O k -ft 0 0 O ft 0 0 k -ft 0 0I -ft 0 0 Oft 0 0 0 ft 0 0 0 ft 0 0 0 Oft 0 0 0 0 ft 0+1 D1 +5T 0.993 0.993 OK 0.720 0.720 OK 0.000 0.000 OK 19.96 ksi 17.63 ksi 27.60 ksi 27.60 ksi 1.73 ksi 27.60 ksi 27.60 ksi 0.51 ksi -0.045 in 1 10.44 ft from base -0.013 in t 10.44 ft fro. base R-xx 1-yy 5-YY R-yy INTERMEDIATE STRESS CALCULATION VALUES : 31669. psi F'ex (DL +LL +ST) • 31669. psi F'ey (DL +LL +ST) • 0.60 Cm :x (MALAY) • 111 114eil = 75.099 in "4 : 18.774 in "3 • 3.146 in = 75.099 in "4 • 18.77 in "3 = 3.146 in : 31669. psi : 31669. psi ▪ 0.60 A LA Cb:x (DL+LL) 1.75 DESCRIPTION )) Gateway 110 )) C8 COLUMN DATA A PLio.::CTION >)ts8x8x5 /16. TOTAL COLUMN HT. = 18 ft SUPPORT FIXITY - - -)) 1 (( 1: Pin /Pin, 2: Fix /Fix, 3: Pin /Fix 4 :Fix /Pin, 5 :Fix /Free (Bottom /Top) UNBRACED LENGTHS: X-X AXIS Y -Y AXIS AXIAL DEAD LOAD ▪ LIVE LOAD ' SHORT TERM STEEL COLUMN DESIGN X -X AXIS MOMENTS: TOP = 3.97 BOTTOM = 0 BTWN ENDS : 0 Y-Y AXIS MOMENTS: TOP : 0.8 BOTTOM : 0 BTWN ENDS = 0 POINT LOADS: (k) y. -y 0 Y-Y : 0 nRM: (k /ft) X -X 0 Y -Y - 0 SUMMARY USE : TS8X8X5 /16, Max Stress Ratio : Load Comb...)) Dead Formula 1.6 - la - 0.814 Formula 1.6 - lb - 0.602 Formula 1.6 - 2 : 0.000 Actual & Allowable Stresses... Fa : Allowable : 19.85 fa : Actual : 14.32 Fb :xx : Allow [1.6-1a) = 30,36 ' (1.6 -lb & 1.6 -2) : 30.36 fb :xx Actual - 2.10 Fb :yy : Allow (1.6-1a) = 30.36 ' (1.6 -1b & 1.6 -2) = 30.36 fb :yy Actual - 0.42 Max X -X Axis Deflection = Max Y-Y Axis Deflection = DEPTH WIDTH FLANGE THICKNESS ICKNESS WEIGHT r-T F'ex (DOLL) F'ey (DOLL) Cm:x (DL +LL) Cb:x (DL +LL +ST) : 1.75 DESIGN DATA Fy LOAD DURATION FACTOR = COMBINE 11 & ST ? SIDESWAY 1:Restrained, X -X AXIS Y-Y AXIS EFFECTIVE LENGTH FACTORS: 18 ft X -X AXIS 18 ft Y -Y AXIS APPLIED LOADS = 134.06 kips ECC. for X-X MOMENTS : • 0 kips ' ' Y-Y ' = r 0 kips Dead Live Short SLoc ELoc 0.81 Live 0.000 0.000 0.000 19.85 0.00 30.36 30.36 0.00 30.36 30.36 0.00 STEEL SECTION DATA 19.85 14.32 30.36 30.36 2.10 30.36 30.36 0.42 • 8.00 in I-xx = 8.000 in S-xx : 0.313 in R-xx • 0.313 in 1-yy • 9.36 in "2 S -yy • 31.78 1 /ft R-yy : 0.000 INTERMEDIATE STRESS CALCULATION VALUES • 31083. psi F'ex (DL +LL +ST) : 31083. psi F'ey (DL +II +ST) • 0.60 Cm :x (DL +LL +ST) 0 0 k -ft 0 0 k -ft 0 0 Oft 0 Ok -ft 0 0 k -ft 0 0 O ft 0 0 Oft 0 0 0 ft 0 0 0 0 0 0 D +L DL +ST 0.814 0.814 OK 0.602 0.602 OK 0.000 0.000 OK 19.85 ksi 14.32 ksi 30.36 ksi 30.36 ksi 2.10 ksi 30.36 ksi 30.36 ksi 0.42 ksi 46 ksi 1 N y/n 0 :Free. 1 -0.054 in ! 10.44 ft from base -0.011 in ! 10.44 ft from base 0 in 0 in 0 ft 0 ft • 90.900 in "4 • 22.725 in "3 = 3.116 in : 90.900 in "4 • 22.73 in "3 = 3.116 in • 31083. psi : 31083. psi • 0.60 �- 1S AM/111111 . 111■111 11111111 1300-114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450-4075 FAX 450-4076 _ __ _ ..._ , 1 • 7-7 1 , . I 1 I .___6cArii=N) r ! . , • 1. , . . , A). outqz4 -er : 1 i 1 .4 , • -1., ; . . , ---, - ---i- iiit*- - . i „ • • 1 ------k5 1 ! ; liAJAVAIP41110e ! ......... y .,... . (.6 K SHUTLER CONSULTING ENGINEERS, INC JOB /ATYzi GSvrk2 *4-/C2 SHEET NO. Cd' "° 14 OF CALCULATED BY e.. LAN/viz DATE CHECKED BY DATE SCALE 0 rfr • ■ ffive , 1 ft .et.. .5 • 4 ler - L4 765 14 K - se.,! Ytt ztr • SUPPORT FIXITY -- -)) 1 ll 1: Pin /Pin, 2: Fix /Fix, 3 :Pin /Fix 4 :Fix /Pin, 5 :Fix /Free (Bottom /Top) UNBRACED LENGTHS: X -X AXIS Y-Y AXIS AXIAL DEAD LOAD ' LIVE LOAD ' SHORT TERM X -X AXIS MOMENTS: TOP = BOTTOM = STUN ENDS = Y -Y AXIS MOMENTS: TOP = BOTTOM = BTWN ENDS = X -X Y -Y = X -X = Y -Y POINT LOADS: (k) UNIFORM: (k /ft) Actual & Allowable Stresses Fa : Allowable fa : Actual Fb:xx : Allow [1.6-1a) _ ▪ ' [1.6-lb & 1.6-2] _ fb:xx Actual Fb :yy : Allow [1.6 -1a] ' (1.6-1b & 1.6-2) = fb:yy Actual - Max X-X Axis Deflection = Max Y-Y Axis Deflection = DESCRIPTION )) Gateway 110 ' )) C9 COLUMN DATA C SECTION ))ts8x8x5 /16 TOTAL COLUMN HT. = 18 ft STEEL COLUMN DESIGN 1.77 0 0 0.8 0 0 0 0 0 = 0 SUMMARY USE : TS8X8X5/16, Max Stress Ratio = Load Comb...)) Dead Formula 1.6 - la : 0.913 Formula 1.6 - lb : 0.659 Formula 1.6 - 2 - 0.000 DESIGN DATA Fy LOAD DURATION FACTOR = COMBINE LL & ST ? SIDESWAY X-X AXIS Y-Y AXIS 1:Restrained, 0:Free 1 1 EFFECTIVE LENGTH FACTORS: • 18 ft X -X AXIS - 1 18 ft Y -Y AXIS = 1 APPLIED LOADS = 158.77 kips ECC. for X -X MOMENTS = 0 in = 0 kips ' ' Y -Y = 0 in • 0 kips Dead Live Short Sloe ELoc 0.91 Live 0.000 0.000 0.000 0 O k -ft 0 O k -ft 0 0 O ft 0 0 k -f t 0 O k -ft 0 0 0 ft 0 0 O ft 0 0 O ft 0 0 0 0 0 0 D +L DL +ST 0.913 0.913 OK 0.659 0.659 OK 0.000 0.000 OK 19.85 19.85 19.85 19.85 ksi 16.96 0.00 16.96 16.96 ksi D0.36 30.36 30.36 30.36 ksi 30.36 30.36 30.36 30.36 ksi 0.93 0.00 0.93 0.93 ksi 30.36 30.36 30.36 30.36 ksi 30.36 30.36 30.36 30.36 ksi 0.42 0.00 0.42 0.42 ksi -0.024 in 1 10.44 ft from base -0.011 in 1 10.44 ft from base STEEL SECTION DATA DEPTH : 8 00 in I-xx WIDTH = 8.000 in S-xx LANGE THICKNESS = 0.313 in R-xx flik THICKNESS = 0.313 in I EA : 9.36 in "2 S-yy WEIGHT = 31.78 1 /ft R r-T = 0.000 ----------- - - - - -- INTERMEDIATE STRESS CALCULATION VALUES F'ex (DOLL) = 31083. psi F'ex (DL+LLtST) F'ey (DLtLL) = 31083. psi F'ey (DL+LLIST) +11 - 0.60 Cs :x (DLtLLIST) 46 ksi 1 N y/n Oft Oft = 90.900 in "4 : 22.725 in "3 • 3.116 in : 90.900 in "4 = 22.73 in "3 • 3.116 in = 31083. psi : 31083. psi = 0.60 rrs.wna�w..,.....�.«.... DESCRIPTION )) Gateway t10 )) C10 i lip --- COLUMN DATA :A, SECTION ))ts8x8x5 /16 TOTAL COLUMN HT. = 18 ft SUPPORT FIXITY - - -)) 1 (( 1 =Pin /Pin, 2 :Fix /Fix, 3: Pin /fix 4= Fix /Pin, 5 :Fix /Free (Bottos /Top) UNBRACED LENGTHS: X -X AXIS Y -Y AXIS AXIAL DEAD LOAD ' LIVE LOAD ' SHORT TERM STEEL COLUMN DESIGN X-X AXIS MOMENTS: TOP = BOTTOM = BTWN ENDS = Y-Y AXIS MOMENTS: TOP = BOTTOM = BTWN ENDS = POINT LOADS: (k) X -X - Y -Y ('MT 0RM: • (k/ft) X-X = Y -Y SUMMARY USE : TS8X8X5/16, Max Stress Ratio = 0.86 Load Comb...)) Dead Live 1 1.6 - la - 0.856 0.000 1.6 - lb = 0.629 0.000 1.6 - 2 - 0.000 0.000 Formula Formula Formula Actual 5 Allowable Stresses... Fa : Allowable = 19.85 fa : Actual = )5.07 Fb :xx : Allow [1.6 -1a] = 30.36 ' [1.6-1b & 1.6-2] = 30.36 fb:xx Actual - 2.10 Fb:yy : Allow [1.6-1a) =, 30.36 ▪ ' [1.6-1b & 1.6 -2] = 30.36 fb :yy Actual = 0.42 DEPTH WIDTH FI ANGE THICKNESS 'HICKNESS 11 10 WEIGHT r-T F'ex (DOLL) F'ey (DOLL) Cm :x (DOLL) DESIGN DATA Fy - LOAD DURATION FACTOR = COMBINE 11 & ST ? 3.97 0 0 0 0 0 0.8 0 0 0 0 0 0 0 0 0 0 0 0 0 19.85 0.00 30.36 30.36 0.00 30.36 30.36 0.00 STEEL SECTION DATA • 8 00 in = 8.000 in = 0.313 In = 0.313 in • 9.36 1n "2 = 31.78 t /ft = 0.000 •INTERMEDIATE STRESS CALCULATION VALUES = 31083. psi F'ex (DLtIItST) = 31083. psi F'ey (DLtIItST) = 0.60 Cs :x (DltlAAST) I-xx S-xx R-xx I - YY S-yy R -yy .xuxvxem , 19.85 15.07 30.36 30.36 2.10 30.36 30.36 0.42 46 ksi 1 N y/n 1 :Restrained, 0:Free = 1 1 SIDESWAY X -X AXIS Y -Y AXIS = EFFECTIVE LENGTH FACTORS: • 18 ft X-X AXIS = 18 ft Y -Y AXIS APPLIED LOADS = 141.03 kips ECC. for X-X MOMENTS = • 0 kips ' ' Y-Y = 0 in • 0 kips Dead Live Short SLoc ELoc 0 k -ft 0 k-ft 0 O ft 0 k -ft 0 k 0 O ft 0 O ft 0 0 ft 0 0 0 0 M. 0051 0.856 0.856 OK 0.629 0.629 OK 0.000 0.000 OK 19.85 15.07 30.36 30.36 2.10 30.36 30.36 0.42 ksi ksi ksi ksi ksi ksi ksi ksi Max X - X Axis Deflection = -0.054 in 1 10.44 ft from base Max Y-Y Axis Deflection = -0.011 in t 10.44 ft from base 1 1 0 in 0 ft 0 ft = 90.900 in "4 = 22.725 in "3 = 3.116 in = 90.900 in "4 = 22.73 in "3 = 3.116 in 31083. psi = 31083. psi = 0.60 C DESCRIPTION )) Gateway Center 110' )) Cli COLUMN DATA 4 ))ts8x8x5 /16 TOTAL COLUMN HT. - 18 ft SUPPORT FIXITY - - -)) 1 (( 1 =Pin /Pin, 2= fix /Fix, 3= Pin /Fix 4 =Fix /Pin, 5= Fix /Free. (Bottom /Top) UNBRACED LENGTHS: X -X AXIS Y-Y AXIS = 'UNIFORM: tk /ft) AXIAL DEAD LOAD ' LIVE LOAD SHORT TERM X-X AXIS.MOMENTS: TOP . _ BOTTOM = BTWN ENDS = Y-Y AXIS MOMENTS: TOP = BOTTOM = BTWN ENDS = POINT LOADS: (k) X -X = Y-Y = X-X = AIL Y -Y - 0 SUMMARY USE : TS8X8X5/16, Max Stress Ratio = • Load Comb...)) Dead Formula 1.6 - la = 0.806 Forcula 1.6 - lb = 0.597 Formula 1.6 - 2 - 0.000 Actual & Allowable Stresses... Fa : Allowable fa : Actual L Fb:xx : Allow (1.6-la) - ' ' [1.6 -lb & 1.6-2] _ fb:xx Actual Fb:yy : Allow [1.6 -1a] _ ' [1.6-lb & 1.6-2) = fb:yy Actual Max X -X Axis Deflection = -0.054 Max Y-Y Axis Deflection = -0.011 STEEL SECTION DATA DEPTH = 8 00 in I-xx WIDTH = 8.000 in S-xx FLANGE THICKNESS = 0.313 in R-xx CKNESS = 0.313 in = 9.36 in "2 WEIGHT = 31.78 1 /ft r-T = 0.000 F'ex (DL +LL) F'ey (DOLL) Cm:x (DL +LL) STEEL' COLUMN DESIGN DESIGN DATA Fy LOAD DURATION FACTOR = COMBINE LL & ST ? SIDESWAY 1:Restrained, 0:Free X -X AXIS - 1 Y -Y AXIS - 1 EFFECTIVE LENGTH FACTORS: 18 ft X -X AXIS = 1 18 ft Y-Y AXIS = 1 APPLIED LOADS = 132.69 kips ECC. for X -X MOMENTS = 0 in 0 kips ' ' Y -Y = 0 in 0 kips Dead Live Short Sloe ELoc 3.97 0 0 0.8 0 0 0 0 0 INTERMEDIATE STRESS • 31083. psi • 31083. psi • 0.60 0.81 Live 0.000 0.000 0.000 19.85 19.85 14.18 0.00 30.36 30.36 30.36 30.36 2.10 0.00 30.36 30.36 30.36 30.36 0.42 0.00 in 1 10.44 ft from base in 1 10.44 ft from base I -yy S-yy R 0 O k -ft 0 0 k -ft 0 0 O ft 0 0 k -ft 0 0 k -f t 0 0 0 ft 0 0 Oft 0 0 0 ft 0 0 0 0 0 0 19.85 14.18 30.36 30.36 2.10 30.36 30.36 0.42 CALCULATION VALUES F'ex (DL +LLAST) F'ey (DL +LL +ST) Cm:x (DL +LLtST) D +L DL +ST 0.806 0.806 OK 0.597 0.597 OK 0.000 0.000 OK 19.85 14.18 30.36 30.36 2.10 30.36 30.36 0.42 ksi ksi ksi ksi ksi ksi ksi ksi 46 ksi 1 N y/n 0 ft 0 ft = 90.900 in "4 = 22.725 in "3 = 3.116 in = 90.900 in "4 = 22.73 in "3 = 3.116 in • 31083. psi • 31083. psi • 0.60 MIN • 1111/ SHUTLER CONSULTING ENGINEERS, INC 1300-114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450-4075 FAX 450-4076 • • • • Mih ; 1 1 1 7 i iffk 4 _ • : : .7(c444-64W-9- tAketK vtiBoL"tirm) 1 116)( 44 ,17Sk-r-r- 3L "16 - ° LI y • • • JOB G / SHEET NO. C.• OF CALCULATED BY clZ L 1692 DATE "17 /9-7 CHECKED BY DATE SCALE • -0 ' 9 1 ..fg.r_52T_L. 1 Pelf --- ____L_I 11.-.54— ' , 1 , , . Pea-. .K 1 ?Ate to.r y, _4;0 DESCRIPTION )) Gateway Center 110 )> C12 M COLUMN DATA A , ,ECTION ) >ts10x10x1/4 TOTAL COLUMN HT. : 18 ft SUPPORT FIXITY - - -)) 1 (( 1= Pin /Pin, 2 :Fix /Fix, 3 :Pin /Fix 4 =Fix /Pin, 5 :Fix /Free (Bottom /Top) UNBRACED LENGTHS: X-X AXIS Y-Y AXIS AXIAL DEAD LOAD ' LIVE LOAD t SHORT TERM X-X AXIS MOMENTS: TOP = 8.73 BOTTOM : 0 BTWN ENDS = 0 Y-Y AXIS MOMENTS: TOP - 0.8 BOTTOM = 0 BTWN ENDS = 0 POINT LOADS: (k) X -X : 0 Y-Y : 0 9^RM: (k/ft) X -X - 0 jr Y-Y SUMMARY USE : TS1OXIOX1 /4, Max Stress Ratio = 0.90 Load Comb...)) Dead Live Formula 1.6 - la - 0.897 0.000 Formula 1.6 - lb - 0.755 0.000 Formula 1.6 - 2 - 0.000 0.000 Actual & Allowable Stresses... Fa : Allowable - 22.08 fa : Actual = 17.05 Fb:xx : Allow (1.6 -1a) = 27.60 ' [1.6-1b & 1.6-2) = 27.60 fb :xx Actual : 3.47 Fb:yy : Allow [1.6 -1a) = 27.60 (1.6-1b & 1.6-2) = 27.60 fb :yy Actual = 0.32 Max X -X Axis Deflection = -0.072 in 1 10.44 ft from base Max Y-Y Axis Deflection = -0.007 in 1 10.44 ft from base DEPTH WIDTH Or THICKNESS TCKNESS WEIGHT r -T F'ex (DL+LL) F'ey (DL+LL) Ca :x (DL +LL) STEEL COLUMN DESIGN SIDESWAY X-X AXIS Y-Y AXIS - EFFECTIVE LENGTH FACTORS: • 18 ft X-X AXIS • 18 ft Y-Y AXIS 1 APPLIED LOADS = 163.54 kips ECC. for X-X MOMENTS = • 0 kips ' ' Y-Y = 0 kips Dead Live Short SLoc ELoc 0 DESIGN DATA Fy LOAD DURATION FACTOR = COMBINE LL & ST ? 22.08 0.00 27.60 27.60 0.00 27.60 27.60 0,00 0 O k-ft 0 O k -ft 0 0 O ft 0 O k-ft 0 O k -ft 0 0 O ft 0 0 O ft 0 0 O ft 0 0 0 0 0 0 D +L DL +ST 0.897 0.897 OK 0.755 0.755 OK 0.000 0.000 OK 22.08 17.05 27.60 27.60 3.47 27.60 27.60 0.32 STEEL SECTION DATA = 10.00 in I-xx : 10.000 in 5 -xx : 0.250 in R-xx = 0.250 in I-yy • 9.59 in "2 S-yy : 32.56 1 /ft R -yy : 0.000 INTERMEDIATE STRESS CALCULATION VALUES : 50396. psi F'ex (DL +LL +ST) • 50396. psi F'ey (DI +LLtST) • 0.60 Cm :x (DL +LLtST) 22.08 ksi 17.05 ksi 27.60 ksi 27.60 ksi 3.47 ksi 27.60 ksi 27.60 ksi 0.32 ksi 46 ksi 1 N y/n 1:Restrained, 0:Free = 1 1 0 in 0 in 0 ft 0 ft = 151 in "4 • 30.2 in "3 = 3.968 in - 151 in "4 = 30.20 in "3 = 3.968 in • 50396. psi L. 50396, psi • 0,60 C-f7 DESCRIPTION )) Gateway Center 110• )) C13 COLUMN DATA 411 ))ts10x10x5/16 TOTAL COLUMN HT. - 18 ft SUPPORT FIXITY -- -)) 1 (( 1 =Pin /Pin, 2 =Fix /fix, 3= Pin /Fix 4 =Fix /Pin, 5 =Fix /Free (Bottom /Top) UNBRACED LENGTHS: X-X AXIS Y -Y AXIS STEEL COLUMN DESIGN Actual & Allowable Stresses... Fa : Allowable fa : Actual Fb:xx : Allow (1.6 -1a) _ ' (1.6-1b & 1.6-2) _ fb :xx Actual Fb:yy : Allow [1.6 -1a] _ ' (1.6-1b & 1.6 -2) _ fb:yy Actual 22.44 0 0 4.55 0 0 0 0 0 0 Max X-X Axis Deflection = -0.152 Max Y-Y Axis Deflection = -0.031 DEPTH WIDTH FLANGE THICKNESS ("iCKNESS WEIGHT r-T F'ex (DOLL) F'ey (DL +LL) Cr :x (DL +LL) DESIGN DATA Fy LOAD DURATION FACTOR = COMBINE LL & ST ? SIDESWAY X -X AXIS Y -Y AXIS EFFECTIVE LENGTH FACTORS: 18 ft X -X AXIS • 18 .ft Y -Y AXIS APPLIED LOADS AXIAL DEAD LOAD = 167.21 kips ECC. for X -X MOMENTS = LIVE LOAD = 0 kips ' ' Y-Y ' SHORT TERM - 0 kips Dead Live Short SLoc ELoc X -X AXIS MOMENTS: TOP = BOTTOM = BTWN ENDS = Y-Y AXIS MOMENTS: TOP = BOTTOM = BTWN ENDS = POINT LOADS: (k) X -X = Y-Y UN ORM: (k /ft) X-X Y -Y SUMMARY USE : TS10X10X5 /16, Max Stress Ratio = 0.91 Load Comb...)) Dead Live Formula 1.6 - la = 0.908 0.000 Formula 1.6 - lb = 0.830 0.000 Formula 1.6 - 2 - 0.000 0.000 0 0 0 0 0 0 0 0 0 21.99 21.99 14.05 0.00 27.60 27.60 27.60 27.60 7.36 0.00 27.60 27.60 27.60 27.60 1.49 0.00 STEEL SECTION DATA • 10 00 in = 10.000 in = 0.313 in = 0.313 in = 11.90 in "2 = 40.401/ft = 0.000 INTERMEDIATE STRESS CALCULATION VALUES = 49220. psi F'ex (DL +LL +ST) = 49220. psi F'ey (DL +IL +ST) • 0.60 Cm :x (DL +LL +ST) I-xx S-xx R-xx I-yy S-yy R-yy AO D +L DL+ST 0.908 0.908 0.830 0.830 0.000 0.000 OK OK OK 21.99 21.99 ksi 14.05 14.05 ksi 27.60 27.60 ksi 27.60 27.60 ksi 7.36 7.36 ksi 27.60 27.60 ksi 27.60 27.60 ksi 1.49 1.49 ksi in ! 10.44 ft from base in 1 10.44 ft from base 46 ksi N y/n 1 :Restrained, 0:Free • 1 1 0 in 0 in 0 k -ft 0 k -ft 0 O ft Ok -ft 0 k-ft 0 O ft 0 O ft 0 O ft 0 0 Oft 0 0 Oft = 183 in "4 = 36.6 in "3 = 3.921 in 183 in "4 = 36.60 in "3 = 3.921 in = 49220. psi = 49220. psi • 0.60 DESCRIPTION )) Gateway Center 010 )> C14 COLUMN DATA �ECIION ))ts6x6x1 /4 TO COLUMN HT. - 18 ft SUPPORT FIXITY -- -)) 1 (( 1: Pin /Pin, 2 :Fix /Fix, 3: Pin /Fix 4 :Fix /Din, 5: Fix /Free (Bottom /Top) UNBRACED LENGTHS: X-X AXIS : 18 ft Y -Y AXIS - 18 ft AXIAL DEAD LOAD LIVE LOAD SHORT TERN POINT LOADS: (k) X -X Y -Y UNIFORM: (k /ft) X -X Max X -X Axis Deflection : Max Y-Y Axis Deflection : DEPTH WIDTH FLANGE THICKNESS W GHT 'TCKNESS r-T F'ex (DL +LL) F'ey (DL +LL) Cs :x (DL +LL) STEEL COLUMN DESIGN X -X AXIS MOMENTS: TOP : 0 BOTTOM : 0 BTWN ENDS : 0 Y-Y AXIS MOMENTS: TOP : 7.9 BOTTOM : 0 BTWN ENDS : 0 0 0 0 Y -Y : 0 SUMMARY USE : TS6X6X1 /4, Max Stress Ratio : 0.71 Load Comb...)) Dead Live Formula 1.6 - la : 0.707 0.000 Formula 1.6 - lb : 0.544 0.000 Formula 1.6 - 2 - 0.000 0.000 Actual & Allowable Stresses... Fa : Allowable : 15.78 fa : Actual : 6.49 Fb :xx : Allow [1.6-1a) : 30.36 ' [1.6-1b & 1.6 -2) : 30.36 fb :xx Actual : 0.00 Fb :yy : Allow [1.6 -1a) : 30.36 ' [1.6-1b & 1.6-2) : 30.36 fb :yy Actual - 9.39 DESIGN DATA Fy LOAD DURATION FACTOR : COMBINE LL & ST ? SIDESWAY 1:Restrained, O:Free X -X AXIS - 1 Y -Y AXIS - 1 EFFECTIVE LENGTH FACTORS: X -X AXIS Y -Y AXIS APPLIED LOADS • 36.26 kips ECC. for X-X MOMENTS = • 0 kips ' Y-Y ' • 0 kips Dead Live Short SLoc ELoc 15.78 0.00 30.36 30.36 0.00 30.36 30.36 0.00 STEEL SECTION DATA • 6 00 in • 6.000 in : 0,250 in • 0,250 in ▪ 5.59 in "2 • 18.98 0/ft • 0.000 INTERMEDIATE STRESS CALCULATION VALUES : 17349. psi F'ex (DL +LL +ST) : 17349. psi F'ey (DL +LL +ST) : 0.60 Cu :x (DL +LL +ST) I -xx S-xx R -xx I-yy S-yy R-yy 0 0 k -ft 0 0 k -ft 0 0 O ft 0 0 k -ft 0 0 k -f t 0 0 O ft 0 0 O ft 0 0 O ft 0 0 0 Oft 0 0 0 Oft D +L DL +ST 0.707 0.707 OK 0.544 0,544 OK 0.000 0.000 OK 15.78 6.49 30.36 30.36 0.00 30.36 30.36 9.39 15.78 ksi 6.49 ksi 30.36 ksi 30.36 ksi 0.00 ksi 30.36 ksi 30.36 ksi 9.39 ksi 0.000 in 1 0.00 ft from base -0.323 in 1 10.44 ft from base 46 ksi 1 N y/n 0 in 0 in : 30.299 in "4 • 10.099 in "3 L 2.328 in • 30.299 in "4 • 10.10 in "3 • 2.328 in : 17349. psi • 17349. psi • 0.60 G -2-4 1 i I I ( I i ' w C.c't'.... �_ f'!��L2 ,± : � ��„lL.i roe -��-- --;- i 1 1 ! ; 1.IS,‹1 1 la , , , isi , A zet.7ki rill? L ii, , r ,,v,,,,c J.-41 .0..s.. — —1 1 i —14e1-17,cor-c.c.1 I I I R f ! ' } f . V9 2g i Uf I i 1 i 1 . ! .. i - I . l,, ;; t I ? i i i I r ! i 1 I l I 1 I 1 i 1 1 I J i I ! i . I _ • AA <y I . 4Q � 1 MIN _• ....,.,✓ SHUTLER CONSULTING ENGINEERS, INC 1300 - 114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450 -4075 FAX 450 -4076 JOB 6156,1410e 4 r SHEET NO C . , " . . 2 - 7- OF V. CALCULATED BY K . L 0 (62. DATE Ai (II / ?7 CHECKED BY DATE SCALE DESCRIPTION )) Gateway Center 010' )) C15 COLUMN DATA *w £CTION >)ts6x6x1 /4 TOTAL COLUMN HT, = 18 ft SUPPORT FIXITY ---)) 1 (( 1= Pin /Pin, 2 =Fix /Fix, 3 :Pin /Fix 4 =Fix /pin, 5 =Fix /free (Bottom /Top) UNBRACED LENGTHS: X -X AXIS 18 ft Y-Y AXIS - 18 ft STEEL COLUMN DESIGN APPLIED LOADS AXIAL DEAD LOAD = 41.05 kips ECC. for X-X MOMENTS = 0 in ' LIVE LOAD - 0 kips ' ' Y -Y = 0 in ' SHORT TERM = 0 kips Dead Live Short SLoc ELoc X-X AXIS MOMENTS: TOP = BOTTOM = BTWN ENDS = Y -Y AXIS MOMENTS: TOP - EOTTOM = BTWN ENDS = POINT LOADS: (k) X -X - Y -Y = UORM: (k /ft) Y-Y Y-Y USE : TS6X6X1 /4, Max Stress Load Comb...)) Formula 1.6 - la Formula 1.6 - lb Formula 1.6 - 2 Actual & Allowable Stresses... Fa : Allowable = 15.78 fa : Actual = 7.34 Fb:xx : Allow (1.6 -1a) = 30.36 • ' (1.6-lb & 1.6-2] = 30.36 fb:xx Actual - 0.00 Fb:yy : Allow (1.6-1a) = 30.36 ▪ ' (1.6 -1b & 1.6-2) = 30.36 fb:yy Actual - 10.73 0 0 0 9.03 0 0 0 0 0 0 SUMMARY Ratio = 0.83 Dead Live 0.833 0.000 0.619 0.000 0.000 0.000 Max X -X Axis Deflection = 0.000 in Max Y -Y Axis Deflection = -0.369 in DEPTH WIDTH FLANGE THICKNESS 'TCKNESS WEIGHT r-T F'ex (DOLL) F'ey (DL+LL) Cm :x (DOLL) .............«r.+ w. r.+ t. nHLwrl' ItUVO�...: tIJLTriY. �iM: :bR:.t.NllR...vk4Cl1YN DESIGN DATA Fy LOAD DURATION FACTOR = COMBINE LL & ST ? SIDESWAY 1:Restrained, 0:Free X-X AXIS = 1 Y -Y AXIS = 1 EFFECTIVE LENGTH FACTORS: X-X AXIS = .1 Y -Y AXIS = 1 0 0 0 0 0 0 0 0 0 15.78 0.00 30.36 30.36 0.00 30.36 30.36 0.00 STEEL SECTION DATA • 6 00 in • 6.000 in = 0.250 in • 0.250 in • 5.59 in "2 ▪ 18,98 0 /ft = 0.000 INTERMEDIATE STRESS = 17349. psi = 17349. psi • 0.60 I-xx S-xx R -xx 1 -yy S-yy R D +L DL +ST 0.833 0.833 OK 0.619 0.619 OK 0.000 0.000 OK 15.78 7.34 30.36 30.36 0.00 30.36 30.36 10.73 CALCULATION VALUES F'ex (DL +LLtST) F'ey (DL +LL +ST) Cm :x (DL +LL +ST) 15.78 ksi 7.34 ksi 30.36 ksi 30.36 ksi 0.00 ksi 30.36 ksi 30.36 ksi 10.73 ksi ! 0.00 ft from base ! 10.44 ft from base 46 ksi 1 N y/n 0 k -ft 0 k -ft 0 O ft 0 k -ft 0 k-ft 0 O ft 0 O ft 0 O ft 0 0 Oft 0 0 Oft = 30.299 in "4 = 10.099 in "3 = 2.328 in : 30.299 in "4 = 10.10 in "3 = 2.328 in = 17349. psi = 17349. psi 0.60 G -23 DESCRIPTION )) Gateway Center 110• )) C16,C17,C18, &C19 COLUMN DATA 416IECTION ))ts6x6x1 /4 TOTAL COLUMN HT. - 18 ft SUPPORT FIXITY - - -)) 1 (( 1= Pin /Pin, 2 :Fix /Fix, 3: Pin /Fix 4 :Fix /Pin, 5 :Fix /Free (Bottoi /Top) UNBRACED LENGTHS: X-X AXIS - 18 ft Y -Y AXIS - 18 ft AXIAL DEAD LOAD LIVE LOAD ' SHORT TERM STEEL COLUMN DESIGN APPLIED LOADS • 40.3 kips ECC. for X-X MOMENTS : 0 in 0 kips ' ' Y -Y - 0 in • 0 kips Dead Live Short Sloe ELoc X -X AXIS MOMENTS: TOP : 0 0 BOTTOM : 0 0 • BTWN ENDS : 0 0 Y -Y AXIS MOMENTS: TOP : 0 0 BOTTOM : 0 0 • BTWN ENDS : 0 0 POINT LOADS: (•k) • X -X : 0 0 Y -Y 0 0 UN ORM: (k/ft) - X -X : 0 0 ' Y -Y : 0 0 SUMMARY USE : TS6X6X1 /4, Max Stress Ratio : 0.46 • Load Cosb... >) Dead Live Formula 1.6 - la : 0.457 0.000 Formula 1.6 - lb - 0.261 0.000 Formula 1.6 - 2 : 0.000 0.000 Actual E Allowable Stresses... Fa : Allowable : 15.78 fa : Actual - 7.21 Fb :xx : Allow (1.6 -1a] : 30.36 ' [1.6-1b & 1.6-2] = 30.36 fb :xx Actual = 0.00 Fb :yy : Allow [1.6 -1a] : 30.36 ▪ ' (1.6 -1b & 1.6-2] : 30.36 fb:yy Actual : 0.00 DEPTH WIDTH FLANGE THICKNESS 1111 1"ICKNESS WEIGHT r-T F'ex (DOLL) F'ey (DOLL) C. :x (DOLL) DESIGN DATA Fy LOAD DURATION FACTOR : COMBINE LL & ST ? SIDESWAY 1 :Restrained, 0:Free X -X AXIS : 1 Y -Y AXIS : 1 EFFECTIVE LENGTH FACTORS: X -X AXIS : 1 Y -Y AXIS : 1 15.78 0.00 30.36 30.36 0.00 30.36 30.36 0.00 Max X -X Axis Deflection : 0.000 in Max Y -Y Axis Deflection = 0.000 in 1 I-xx S-xx R-xx I S-yy R D +L DL +ST 0.457 0.457 OK 0.261 0.261 OK 0.000 0.000 OK 15.78 7.21 30.36 30.36 0.00 30.36 30.36 0.00 STEEL SECTION DATA • 6 00 in • 6.000 in : 0.250 in • 0,250 in • 5,59 in "2 • 18.98 1 /ft : 0.000 INTERMEDIATE STRESS CALCULATION VALUES • 17349. psi F'ex (DL +LL +ST) • 17349. psi F'ey (DL +LL +ST) • 0.60 h :x (DL +LL +ST) o k -ft 0 k -ft 0 0 ft 0 k -ft 0 k -ft 0 Oft 0 O ft 0 O ft 0 0 Oft 0 0 Oft 15.78 7.21 30.36 30.36 0.00 30.36 30.36 0.00 ksi ksi ksi ksi ks i ksi ksi ksi 0.00 ft frog base 0.00 ft frog base 46 ksi 1 N y/n = 30.299 in "4 : 10.099 in "3 • 2.328 in : 30,299 in "4 • 10.10 in "3 : 2.328 in • 17349, psi • 17349. psi, • 0.60 � t Qt}r3 , ! ( io ta 3�1 — i 1 1 j ?? t 1 } 1 1 ri L ._1 .1\___ . A p 1 1 _ 'X 1 0 x 1 f # i ! l t I '. , : AMAIN _N � SHUTLER CONSULTING ENGINEERS, INC 1300 -114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450-4075 FAX 450 -4076 Joe CRit,IAlay Crzt,irexG ## /© SHEET NO ' D V — OF CALCULATED BY' - LAbJt EJ DATE CHECKED BY DATE SCALE • • . . i i ; i I i ■ . ■ I 1 I : . . . I . . I . . . • I r 1 I I V4 .t• 1 I , , . . • . • I ■ 1 c' L , I_____,.. 1 . . . . : . . . . 1 • ...e.... t 1. • ir• , • . . . : . I ; . • , . • . .• . . . . . . . . . . . . , • , . . • . . , : . . . • . 7 , I" " • I t . . CM . . . *: --' D6 L - • f Vt. 6 . , . ,_. 6 1. . ,s.. . . .1. I , •••1 -41 . . . • . _ A „ .... ! i i ! I • I 7 • - r! IMMINI■• 1 •• t • 11 • , . - ' . r__ , t II I _ _t_e_k ... __ ..__ 1,0._ , 1,f4 :,..• . . ....... .. ......______... ..... .. _... _ . _ .. _..._ . 7 1 --- —1 ,. • _ , • 1 Mir ...._ i . . • _ . . .• i , . . . . . . , ■ . • li , l ei WAWA. --, — . I ; , i 1 • • ! 1 i • i I —....--k......• -- --2-----:- I A ' . . . • I 1 . . .. • . . , 1 . — - ._ . • . . . , ... .. . _ .. . ........ -.. --- ..- ....• ' I __ - -. - --. i I . . ! t% ....• • • . !:!. .: .. . - _- • • i lo - .4 i 1.---i----:-.- . ' r -- • • 1 -----t---.. • . ..___ tr......„ r • • • . • . _... • • • 4:21 SHUTLER U CONSULTING IMMO ENGINEERS, INC 1300-114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450-4075 FAX 450-4076 J08 A cgAret. 40 it) SHEET NO, ' RAZ OF CALCULATED BY L ALI leR, DATE CHECKED BY DATE SCALE .• �.,rt�i� -rt ttiti:,.,.3�;!71 *m�L`xa .....N.. , r.i a .. s i SHUTLER CONSULTING ENGINEERS` INC 1300 - 114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450 -4075 FAX 4504076 JOB GAVAx< 4[c• SHEET NO, 4 i v Z - OF CALCULATED BY '• UMW< DA ' CHECKED BY DATF SCALE 1 I I 1 i i I ■ ■ I i i r j � � ( lj " o p Q . �� _- — —_ -- — i ; . 1 4 io , f 9b • . I1 b r - 1Iw • \ 1 1 ..„-- ' ? i f 1 MEI i 1 � � � i I ■ WR Ir B f. .iii . 1R DL M i v I ! i I i j l ■ 4 j 1 I { c ry ' ._ ... .._ ...... _.. �- - ._ ; .._.._. _ : _= ._ --� -� t � e i -- - ---� _--'- `- i Lr i I I 61 I ti . I �.,rt�i� -rt ttiti:,.,.3�;!71 *m�L`xa .....N.. , r.i a .. s i SHUTLER CONSULTING ENGINEERS` INC 1300 - 114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450 -4075 FAX 4504076 JOB GAVAx< 4[c• SHEET NO, 4 i v Z - OF CALCULATED BY '• UMW< DA ' CHECKED BY DATF SCALE l ICE-4-A4,11‘.1c.) ____ _i______L.opa____ ■ 1 1 ______1 ■ . 1 i I • , , _ i ; : • ,.... : I 1 J!tA . . . ._____._GoL.._ ; ! f..._a___, ___ L! iftk• 1 -.11 -, 1 1 f 1 , It) z .2611: 1 .. , i ., ribbi iit 1 110..74K ii51,31-m:_if 142 , 1K fl/i_ 1 liti.ok I i lk ' 1 A i, 1 j 1 b 1 , 1 : ..,_ i _ ! • . .. ! , t....4 f c i,51 0.6/ . i f11,0 e_s. ie,s7•K K l K : rF •fv.,5... f 0 i14o _44ci,i4g i .0 _,,. : : :. . .,• ' ... I Zzi< '- " 3 .5 _14.174K. , ._..&. , i. . lik I i ' i ' . ; , • . , , , . • , , 4 . i -- . s,1 - -..L..L 'i . ...... Ai .7. 141 .9$ - . Tit , T)K. ---,I/ -..?-)*. :. - - • : 3441 • 1 2 - 40 3 -"-^. C HL 4P. .alk ±._.C.16 At_L ..___-.. ii --- -..? 1 .. f , 1 . , ; ; ■ .. (w/o-7.. . . .•• . . . , . • , , . ___4-___if.gitalakr' .f.g. .r44 43/4F0A,', , - t • T Or ■ LB Liar i") . , • --- : ! , 1 _1 ----I --I-- r-- -- -+---- -- 1- . - - - ' . ; ' • : 4 - -1 , 1--- -• • • ' ! 1 — - 1 —1 , , . ; : .__. _., i ; , 1 - 4 ! , ---- , • 1 ; ! i • 1300-114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450-4075 FAX 450-4076 SHUTLER JOB C- l ax/robe. 1111■11 CONSULTING ENGINEERS, INC SHEET NO c — OF CALCULATED BY . DATE CHECKED BY DATE SCALE .SHUTLER CONSULTING ENGINEERS Structural Engineers 14450 N.E. 29th Place, Suite 116 Bellevue, Washington 98007 (206) 885-4473 Footing Size F- 3.00 10.00 F- 3.50 10.00 F- 4.00 10.00 F- 4.50 10.00 F- 5.00 10.00 50 11.00 6.00 12.00 F- 6.50 13.00 F- 7.00 14.00 F- 7.50 15.00 F- 8.00 16.00 F -. 8.50 16.00 F- 9.00 17.00 F- 9.50 ; 18.00 F -10.00 19.00 F -10.50 20.00 F-11.00 21.00 F-11.50 22.00 F-12.00 23.00 F -12.50 24.00 F-13.00 24.00 F-13.50 25.00 F-14.00 1 26.00 F-14.50 1 27.00 F-15.00 1 28.00 SQUARE SPREAD FOOTING DESIGN Thick- ness FOOTING SCHEDULE Required Area of steel 0.65 in "2 0.76 in "2 0.86 in "2 0.97 in "2 1.10 in "2 1.31 in "2 1.56 in "2 1.83 in "2 2.12 in "2 2.43 in "2 2.76 in "2 3.00 in "2 3.32 in "2 3.69 in "2 4.10 in "2 4.54 in "2 4.99 in "2 5.46 in "2 5.96 in "2 6.48 in "2 6.79 in "2 7.29 in "2 7.86 in "2 8.46 in "2 9.07 1n "2 RCY.� Job Gateway Center 110 Sheet no. PPN - 4 Calculated by VAL. Checked by Date 04/24/97 Allowable soil bearing = 1500.00 psf Yield stress of reinforcing steel = 60.00 ksi Compressive stress of concrete - 2.50 ksi Combined ultimate factor (D.L. + L.L.) = 1.60 Cover to bottom of bottom bar = 3.00 in *s* Allowable load is allowable applied load. *** (Allow. Load = Ftg area * allow. soil bearing - ftg weight.) Bar size options Allow. No. ; Size No. 1 Size Load 3 5 2 1 . 6 12.38 k 3 5 2 1 6 16.84 k 3 5 2 1 6 22.00 k 4 5 3 1 6 27.84 k 4 5 3 1 6 34.38 k 5 5 3 1 6 41.22 k 6 5 4 1 6 48.60 k 6 5 5 1 6 56.51 k 7 5 5 1 6 64.93 k 8 5 6 1 6 73.83 k 7 6 5 1 7 83.20 k 7 6 5 1 7 93.93 k 8 6 6 1 7 104.29 k 9 6 7 1 7 115.07 k 10 6 7 1 7 126.25 k 11 6 8 1 7 137.81 k 12 6 9 I 7 149.74 k 13 6 10 1 7 162.01 k 10 7 8 1 8 174.60 k 11 7 9 1 8 187.50 k 12 7 9 1 8 202.80 k 13 7 10 1 8 1 216.42 k 14 7 11 1 8 1 230.30 k 15 7 1 11 1 8 1 244.42 k 16 7 1 12 1 8 1 258.75 k :',; " . .',,', , ::..,',.,:,...-.,: '. •Footing Thick- Size ness F- 3.00 F- 3.50 •F 4.00 F- 4.50 F- 5.00 F- 5.50 F- 6.00 F- 6.50 F- 7.00 F- 7.50 F- 8.00 F- 8.50 F- 9.00 F- 9.50 F-10.00 F-10.50 dir .00 11..-11.50 F-12.00 F-12.50 F-I3,00 F-13.50 F-14.00 F-14.50 F-15.00 a 10.00 10.00 10.00 10.00 10.00. 11.00 12.00. 13.00 14.00 15.00 16.00 16.00 17,00 18.00 19.00. 22.00 23.00 24.00 24,00 25.00 26.00 27.00 28.00 (in.) 5.50 5.50 .530 5.50 5.50 6.50 7.50 8.50 9.50 10.50 11.50 11.50 12,50 13.50 - 15.50. 16.50 17.50 18.50 .19.50 19.50 20.50 21.50 22.50 23.50 Beam Shear Vu Phi Vc 4.50 7.35 10.80 14.85 19.50 23.65 28.20 33.15 38.50 44.25 50.40 58.65 65.70 73.15 81.00 89.25 97.90- 106.95 116.40 126.25 139.10 149.85 161,00 172.55 184.50 FOOTING SHEAR 16.83 19.64 22.44 25•25 28.05 36.47 45.90 56.36 67.83 80.33 93.84 99.71 114.75 130.82 147.90 166.01 185.13 205.28 226.44 248.63 258.57 282.29 307.02 332.78 359.55 Job Gateway Center 010 Sheet no. ONJ- Calculated by IS\ Checked by Date 04/24/97 Punching Shear Bo Yu Phi Vc (in.) 17.60 25.40 34.40 44.60 56.00 68.06 81.30 95.70 111.26 128.00 145.90 165.70 185.96 207.40 230.00 253.76 278.70 304.80 332.06 360.50 391.10 421.90 453.86 487.00 521.30 57.97 57.97 57.97 57:97 57.97 72.93 89.25 106.93 125.97 146.37 168.13 168.13 191.25 215.73 241.57 268.77 297.33 327.25 358.53 391.17 391.17 425.17 460.53 497.25 535.33 62.00 62.00 62.00 62.00 62.00 66.00 70.00 74.00 78.00 82.00 86.00 86.00 90.00 94.00 98.00 102.00 106.00 110.00 114.00 118.00 118.00 122.00 126.00 130.00 134.00 • Footing ; Thick - Size ness F- 3.00 F -'3.50 F- 4.00 F- 4.50 F- 5.00 F-.5.50 F- 6.00 F- 6.50 F- 7.00 F- 7.50 F- 8.00 F- 8.50 F- 9.00 F- 9.50 F-10.00 -10.50 ..00 -11.50 F-12.00 F-12.50 F -13.00 F -13.50 F -14.00 F -14.50 F -15.00 SHUTLER CONSULTING ENGINEERS Structural Engineers 14450 29th Place, Suite Bellevue, Washington 98007 (206) 885 -4473 10.00 10.00 10.00 10.00 10.00 11.00 12.00 13.00 14.00 15.00 16.00 16.00 17.00 18.00 19.00 20.00 21.00 22.00 23.00 24.00 24.00 25.00 26.00 27.00 28.00 5.50 5.50 5.50 5.50 5.50 6.50 7.50 8.50 9.50 10.50 11.50 11.50 12.50 13.50 14.50 15.50 16.50 17.50 18.50 19.50 19.50 20.50 21.50 22.50 23.50 FOOTING STEEL Job Gateway Center:110 Sheet no. ftnl Calculated by 0 Checked by Date 04/24/97 Design Steel ; Minium Steel As Mu As (Top steel) Provided 1.41 0.17 0.65 in. "2 0.65 2.13 0.31 0.76 in. "2 0.76 3.01 0.50 0.86 in. "2 0.86 4.03 0.76 0.97 in. "2 0.97 5.21 1.10 1.08 in. "2 1.10 6.53 1.28 1.31 in. "2 1.31 8.01 1.48 1.56 in. "2 1.56 9.63 1.70 1.83 in. "2 1.83 11.41 1.93 2.12 in. "2 2.12 13.33 2.19 2.43 in. "2 2.43 15.41 2.46 2.76 in. "2 2.76 17.63 3.00 2.94 in. "2 .3.00 20.01 3.32 3.30 in. "2 3.32 22.53 3.65 3.69 in. "2 3.69 25.21 3.99 4.10 in. "2 4.10 28.03 4.36 4.54 in. "2 4.54 31.01 4.74 4.99 in. "2 4.99 34.13 5.14 5.46 in. "2 5.46 37.41 5.56 5.96 in. "2 5.96 40.83 5.99 6.48 in. "2 6.48 44,41 6,79 6.74 in. "2 6.79 46.13 7.27 7.29 in. "2 7.29 52.01 7.76 7.86 in. "2 7.86 56.03 8.27 8.46 in. "2 8.46 60.21 8.80 • 9.07 in. "2 9.07 •..: yli,.a V; gat: Y: S: iH:'. c.' �' k' rS. tF ^'.W'rw:.ie.- .........._. -.,. Allowable soil bearing = 2000.00 psf Yield stress of reinforcing steel = 60.00 ksi Compressive stress of concrete = 2.50 ksi Combined ultimate factor (D.L. + L.L.) = 1.60 Cover to bottom of bottom bar - 3.00 in *** Allowable load is allowable applied load. t** (Allow. Load =Ftg area m allow. soil bearing - ftg weight.) F- 3.00 10.00 F- 3.50 ; 10.00 F- 4.00 ; 11.00 F- 4.50 12.00 F- 5.00 13.00 III .50 14.00 - 6.00 15.00 F- 6.50 ' 16.00 F- 7.00 17.00 F- 7.50 18.00 F- 8.00 19.00 F- 8.50 20.00 F- 9.00 21.00 F- 9,50 22.00 F-10.00 23.00 F -10.50 24.00 F-11.00 25.00 F -11.50 26.00 F-12.00 27.00 F-12.50 28.00 F -13.00 29.00 F-13.50 30.00 F-14.00 31.00 F-14.50 33.00 F-15.00 1 34,00 • SHUTLER CONSULTING ENGINEERS Structural Engineers 14450 N.E, 29th Place, Suite 116 Bellevue, Washington 98007 (206) 885 -4473 Footing Thick - Size ness SQUARE SPREAD FOOTING DESIGN 0.65 0.76 0.95 1.17 1.40 1.66 1.94 2.25 2.57 2.92 3.28 3.67 4.08 4.51 4.97 5.44 5.94 6.46 7.00 7.56 FOOTING SCHEDULE Required Area of steel in "2 in "2 in "2 in "2 in "2 in "2 in "2 in "2 in "2 in "2 in''2 in'2 i n''2 in "2 in "2 i n "2. in "2 in "2 in "2 in "2 8.14 in "2 8.75 in "2 9.37 in "2 10.34 in "2 11.02 in "2 3 3 4 4 5 6 5 6 6 7 8 9 10 8 9 10 10 11 12 13 14 15 16 14 15 Job Gateway center 110 Sheet no. 1/Dta - (vr.N Calculated by 'M.. Checked by Date 05/27/97 Bar size options No. 1 Size ; No. 1 Size 5 5 5 5 5 5 6 6 6 6 6 6 6 7 7 1 7 7 7 7 7 7 7 8 8 2 1 2 3 1 3 1 4 1 4 1 4 1 4 1 5 1 5 6 1 7 7 1 6 1 7 1 7 1 8 1 9 1 9 1 10 1 11 1 12 1 12 1 11 1 12 1 6 6 6 6 6 6 7 7 1 7 7 7 7 8 8 8 8 8 8 8 8 8 8 9 9 Nb '(�)C tST 1 PT GALLS - A .S . e4 1 SC=C: 7 1 Allow. 1 Load 1 16.88 k 22.97 k 1 29.80 k 37.46 k 45.94 k 55.21 k 65.25 k 76.05 k 87.59 k 99.84 _ k 112.80'k 126.44 k 140.74 k 155.68 k 171.25 k 187.43 k 204.19 k 221.52 k 239.40 k 1 257.81 k 1 276.74 k 1 296.16 k 1 316.05 k 1 333.77 k 1 354.38 k 1 F7 7.50 8.00 F.-. 8.50 F7.1.00 F- 9.50 • F-10.00' F-10.50 .00: 11.50 F-12.00 F-12.50 F-11.00 F-13.50 F-14.00 F-14.50 F715.00 • SHUTLER CONSULTING ENGINEERS Structural Engineers 14450 N.E. 29th Place, Suite'116 Bellevue, Washington 98007 • . • (206) 885-4473 • foo.tio9: . ThiCk7 - Siie ass' ,F7 3 00 1000 10.00 i 4.00 11.00 4.:50 12.00 F7 5.00 13:00 1F5.50 114.00 . F- 6.00 1 15.00 F7 6.50 116.00 ' . 17.00 • 18.00 19.00 20.00 21.00 22.00 23.00 24.00 25.00 26.00 27.00 28.00 29.00 30.00 31.00 33.00 34.00 (in.) 5.50 5.50 6.50 7.50 8.50 9.50 10.50 11.50 12.50 13.50 14.50 15.50 16.50 17.50 18.50 19.50 20.50 21.50 22.50 23.50 24.50 25.50 26.50 28.50 29.50 7.20 11.20 14.93 19.20 • 24.00 29.33 35.20 41.60 48.53 56.00 64.00 72.53 81.60 91.20 101.33 112.00 • 123.20 134.93 147.20 160.00 173.33 187.20 201.60 212.67 228.00 FOOTING SHEAR Beat Shear Vu Phi Vc 16.83 19.64 26.52 34.43 43.35 53.30 64.26 76.25 89.25 103.28 118.32 134.39 151.47 169.58 188.70 208.85 230.01 252.20 275.40 299.63 324.87 351.14 378.42 421.52 451.35 47.15 60.13 74.66 90.75 108.39 127.59 148.35 170.66 194.53 219.95 246.93 275.46 305.55 337.19 370.39 405.15 441.46 479.33 518.75 559.73 602.26 644.79 690.39 Job Gateway center 110 Sheet ne. Calculated by •'L Checked by Date 05/27/97 ' Punching Shear Vu : Phi Vc 25.33 1 46.75 35.73 1 46.75 59.67 73.95 89.59 106.59 124.95 144.67 165.75 188.19 211.99 237.15 263.67 291.55 320.79 351.39 383.35 416.67 451.35 487.39 524.79 563.55 603.67 687.99 732.19 Bo (in.) 50.00 50.00 1 54.00 58.00 62.00 66.00 70.00 74.00 78.00 82.00 86.00 90.00 94.00 98.00 102.00 106.06 110.00 114.00 118.00 122.00 126.00 130.00 134.00 142.00 146.00 ,„ • : • SHUTLER CONSULTING ENGINEERS . Structural EngineirS - 14450 N.E.. Place, Suite 116 Bellevue, Washington 98007 (206) 885-4473 . • Footing. Thick- neis F:3:00 :1 + NA:50' Tr. 5.00 .13,00, 6.00 15.00 ' F-650 116.00 F- •7.00 .17.00. F- 7.50 118.00 F 6.501 20.00 5.50 5.50 6.50 7.50 • 8.50 9.50 10.50 11.50 12.50 13.50 14.50 15.50 F- 9.00 .21.00,. F- 9.50 1 22.00 F-10.00 L23oo. •8..50 Aiir00,:50 24.00 • . .00 25.00 20:50 1 F.711.50 126.00 21.50 N12.00: 1 27.00 22.50 • F-12.50.1 28.00 23.50 F-13.00 1 29:P0 2 F.13.50 30.00 25.50 F-14.00 131.00 ▪ F,-14.50 133.00 F. L 1 34.00 2.34 • 3.40 4.67 6.14 • 7.80 9.67 • 11.74 14.00 16.47 19.14 22.00 25.07 28.34 31.80 35.47 39.34 43.40 47.67 52.14 56.80 61.67 66.74 26.50 72.00 28.50 : 77.47 29.50 1 83.14 FOOTING STEEL Design Steel Mu As • 0.29 0.50 0.66 0.84 1.05 1.28 1.53 1.81 2.11 2.43 2.78 3.14 3.53 3.95 4.38 4.84 5.32 5.83 6.36 6.91 7.48 8.07 8.69 8.99 9.64 , . Job Gateway center 110 . Sheet no.'-) - Geo Calculated by VAR-. Checked by Date 05/27/97 Minimum Steel (Teip steel) 0.65 in."2 0.76 in. 0.95 in."2 1.17 in.:2 1.40 in. 2 1.66 1.94 2.25 2.57 2.92 3.28 3.67 4.08 4.51 4.97 5.44 5.94 6.46 7.00 7.56 8.14 8.75 9.37 10.34 11.02 in."2 in."2 in."2 in."2 in."2 in."2 in. in."2 in."2 in."2 in."2 in."2 in, in."2 in."2 in.^2 in."2 in."2 in."2 in. : As :Provided 0.65 0.76 0.95 1.17 1.40 1.66 1.94 2.25 2.57 2.92 3.28 3.67 4.08 4.51 4.97 5.44 5.94 6.46 7.00 7.56 6.14 8.75 9.37 10.34 11.02 067 1300 -114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450.4075 FAX 450.4076 ___ SHUTLER - CONSULTING -- ENGINEERS, INC JOB rnaon,14ChtY 0'1 SHEET NO t)Na ! OF CALCULATED BY 9 • L L DATE CHECKED BY DATE SCALE !Lill • 3 ,..� ityr-r 1 3 ��,. ' S+x� o `' )? I -1 - 15) o �.. "' 3S + • 7 3 { L ■ . I .1..-35--t-'2- I I , ( I i - zt: j �� 5 "(mot I i ; i ! t t ! i i i { i { { • I, i i I r I i • j a i , ! I I I -, I i I i T • 1 I i i ( � ' i�i I I ; i i '— ! I __ i j I I I I I I I I I ( I i J ! I ( ) ,. _.. _. y...... -- .. 7 ■ , , 1300 -114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450.4075 FAX 450.4076 ___ SHUTLER - CONSULTING -- ENGINEERS, INC JOB rnaon,14ChtY 0'1 SHEET NO t)Na ! OF CALCULATED BY 9 • L L DATE CHECKED BY DATE SCALE " SHUTLER CONSULTING ENGINEERS Job Shepard Structural Engineers Sheet no. A91/- 14450 N.E. 29th Place, Suite 104 Calculated by Bellevue, Washington 98007 Checked by (206) 885-4473 Date 04-24-1997 i t ec " DESIGN CRITERIA. • Equivalent active fluid pressure = 35.00 pcf Equivalent passive fluid pressure = 200.00 pcf Weight of soil = 110.00 pcf Surcharge = 2.00 ft. Coefficient of friction = 0.35 Superimposed load on wall NO Slab present to resist sliding > YES Slab thickness = 5.00 in. Width of slab resisting sliding = 20.00 ft. ' RETAINING WALL DESIGN * WALL & FOOTING DIMENS Height of unbalanced fill Depth to bottom of footing Depth of key below bottom dgt dimension n thickness • Heel dimension Total footing width Footing thickness STABILITY CHECK & SOIL BEARING. Driving force = 1.05 kips Resisting force = 1.65 kips Factor of safety against sliding = 1.57 Overturning moment = 2.52 ft-kips Resisting moment = 4.78 ft.-kips Factor of safety against overturning = 1.90 Soil bearing = 1585.68 psf /0 IONS. = 4.00 ft. = 2.00 ft. of footing = 0.00 ft. = 12.00 in. = 6.00 in. = 21.00 in. = 3.25 ft. = 12.00 in. SHUTLER CONSULTING ENGINEERS Job Shepard Structural Engineers Sheet no. roil- 14450 N.E. 29th Place, Suite 104 Calculated by z:S f3ellevue, Washington 98007 Checked by (. (206);885-4473 Date 04-24-1997 FOOTING DESIGN. e, . strength (fy) 6 0000 psi. • Concrete strength (ft) = 2500 psi. TOE REINFORCEMENT (Bottom Steel) Required area of steel = 0.03 inA2 per foot. Vu = 0.68 kips • Phi *,Vc = 8.67 kips 'a* No shear reinforcement red. " HEEL REINFORCEMENT froo Steel) Required area of steel = 0.04 inA2 per foot. Vu = 1.08 Kips Phi Vc = 9.69 kips ** No shear reinforcement req'd. ** WALL DESIGN. Steel strength (fy) = 60000 psi. • Concrete strength (f'c) = 3000 psi. S TEM REINFORCEMENT. Depth Moment Area of steel (ft.) (kio-ft.) redid (so. in.) 2.00 • 0.32 0.02 3.00 0.80 0.05 4.00 1.59 0.10 5.00 2.68 0.18 Minirnum area of steel is 0.14 in.^2Jft. or 1/3 more than shown above. Maximum area of steel is 0.67 in.^2/ft. MM. SHUTLER IWO CONSULTING 111..111. ENGINEERS, INC 1300-114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450-4075 FAX 450-4076 JOB CU CriiWcot 4490 SHEET NO. , Gv•i -11 OF CALCULATED BY e LAMER DATE CHECKED BY DATE SCALE SHUTLER MII11111 CONSULTING MI/ MI ENGINEERS, INC 1300-114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450-4075 FAX 450-4076 JOB (-0err,A4y CEArrea. /CD SHEET NO . 1)/■ ) OF CALCULATED BY I R ) - P DATE CHECKED BY DATE SCALE .___... i i . 44 114 • _OP. 11 .4N vst-11 ------ 1 ; 1 1 1 i i i C___‘„r2 is I) 1 -14 1 --1..014) 1 - r : C) 190 .7A 1 ....._...4 i i i i 0 1 , 7 ___. - .1. 1 I I I I 1 ' 1____I , , . .ois f f i ■ , 1 'el 415_1 ; _il. ■ , 14 AZSI 2 ' ilit2K ! t ' ! ! i 1 ; . , ; , i I . . • , _L. i ■ . =‘ A 2 S f011,41#i ( . K:05 ) i I( - - . . • • • • • . . ( N .t.Pro-4.4vr...-..--,. 4 _ A)(.36.)6 .161 ?A K_ : : loin L .L.441) b. 71 L4S1 - - -- ---1 %sio wt1 k- T .Krr .-- - - . . -.• . . . ■ r . >c.: 12 - e A .t7T . ' lryT -= 62..S_)(AL.is1 .=_;e16111,<, . ---.;.-. - ? -- At) .7? k- -fy.!A___11,* zi_ , __ / /St i -' `..4.4?bc. ! 4.?gic 1 -; - ------ -, 1--- , 7 / _ ; 1 64 =.. %.cidieJ,c4+ i :e '—'' '••': -41- i.4G5C. .! di. 145 — t — it: . --- . ..._ - i)%b . ......._ .12_. *.5 . : . , . . - - ---- - ...... ....._ .........e ...6... c.... ,,- 3 . ; j, 1 SHUTLER MII11111 CONSULTING MI/ MI ENGINEERS, INC 1300-114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450-4075 FAX 450-4076 JOB (-0err,A4y CEArrea. /CD SHEET NO . 1)/■ ) OF CALCULATED BY I R ) - P DATE CHECKED BY DATE SCALE . _..60 - 1.6■_4 1 io. 4—TierHm. "I 1 .__DIF-41_(z...itA/A-t3,_ .(4fir.) , T)—g) ' • --- - --/ .-i I • I i . ' 4-'4, g7,2SK. - , . ' v ,_.... . 1 t 4 . Y -- r _i m - ! . . • (47 ` L ; I 33.33 0, 4. EI-1 ; I I '1 1 2. , I I , 13 _OA:z3' 11.12.kiki i , I Z- 1 _fil_totSfe-t_ tA;r 7_.(_!,...__y.f )('6)( )._-_=. " _. 'e\tr, , ?) 7 1175 k fAr,t4 2- 11Kle...i . __. a x tz..5 x 7.A4 . "i'lz; , , 1 F t 1 A. 1 41. (0..1) 4 1. 1 38 IC FrOlhl...' " i 4 t 1 AS , + 132151.4_11.0_1_4 . 174 384 -7. (.,4‹ 1 , _19g , . , . 1 I ; 1 VII= r.e.?i4(•) --41.6s-41i. 3c,.c.:k4,- i - e....! 7' --1,z 42. : I, ;?__ , ; I ; 1 1 . .,, . 1 4_ ; ■ , r . : ii _ . , .: • • 12-.5 . . . . • . Uge T-12-157 • GRAD' 7)- 1 I _ _ ,. ! ' l ' ' • - ----:— : • MUM SHUTLER CONSULTING 111.1111 ENGINEERS, INC 1300-114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450-4075 FAX 450-4076 JO8 SHEET NO OF CALCULATED BY 1 DATE CHECKED BY DATE SCALE • SHUTLER _� — CONSULTING __i ENGINEERS, INC 1300 -114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450.4075 FAX 450.4076 JOB 6 f114'[ C AO SHEET NO OF CALCULATED BY IR • 1 --PA DATE CHECKED BY 1 M SCALE 1 4 ' 1 • - • DATE .__ foiro, f.t Gd 2 `1 1u5sf`& -s .( .. eb : -_ ____.2. u _ __._ -___ _ ' 1 t 1 1 ! 1 0 1 • i- I. (1)(J1:_�(3fi == fl IS)ta- G3 k _� : '_ ' �� I 1 1 +' 1 ? ■ p 1 r ! 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LAW2 DATE CHECKED BY DATE SCALE ; . i 1 I ■ 1 - I 1 , I 1 j rr -i OIL i ■ 1 1 I _ . I _L I : "1 I / I , Mei --,-rtiatwe,--1 , . 1 i 1 1 i I 1,--The 0 ti I • 14 I 1 rili i ''1 PrZti I l r j1 .... 1 1 1---1. i • , . . 1 I 1 I 1 . , NO_ .• us. (.0* ,----T--- 71: , • t t I t t , I ---, -4- t . , , . . , . r 1 ( i 1 I ■ . , 1 /A41.-.. 1 _ _ T'F-4.0.A _:tase..:_ iri-4;_..______ I ___ ___ .•—• ' -FT S . W 111-1 . _2_ __Fa...4-Serti_e,E____w ..1.__ _ ____i____i. _.._ _ _ : _____ T __ _....._. • - _ . . .. . . .. .. __ . ... ._. _ _ • . . ... . _. ________ 1 . . . ... . . . . , . i . . . • ! 2. _i_.____L_. • . I . ' } . . i I I -I 1 i . , I j T ---. i i I 1 1 i : I . . . . : ! 1 . : 1 . 1 • . 1 . . ! , i . i ----1 , i . . . ; • i I . . 1 . .1, I 1 1 i ' • I . . . i I . ....,..-, ! I . Ili II MIN IIMI/ SHUTLER CONSULTING ENGINEERS, INC 1300-114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450-4075 FAX 450-4076 JOB : pairt/UAt_ C SHEET NO fp/ 1 1 OF CALCULATED BY g. LAW2 DATE CHECKED BY DATE SCALE ` ' - ►---r • ;ice I X74& ) i i I :, I (if le -6) • : — I � gal - iet. (j iU.99 c. 3 lial) IlL. ! 1 -sos 11--er z, e,__,ier_ii + I Z5 �� 1 ?SFr a :1 � i2� ^? S X 7, x__ l 74., -�- , I • S w b0 -7Si .. K —Pr i • , 1 , ':''' "I' . -I a:S elc- ns . - rorr►L. ._. `t' t Q f- Fr?, 1 -4T" z Tc. G t I& 37 + ?, 5 t- IO,Si , z 72-_.01 -7 ILA X M .775 _ i • .._. • .5.._:___:____Ls__. . a 7.5- . -i-i,:(_,! , , , , , , � �. � II , , , , 1 7, . , 1 ! _ , i i j l I� i l --7 –1 f • — , { –1 i r i I– i I L ' . _.__... , 61:Y0.11 dx S axe• ...� . t.;• sV++ ti+• 1.•M�t.tY•.M�irvV'•h :YKle�••Y4•M __ SHUTLER _U- CONSULTING Mr WI ENGINEERS, INC 1300 -114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450-4075 FAX 450 -4076 JOB GArroA*N.c 010 SHEET NO k -- Ily OF CALCULATED BY Z LPN r R.. DATE CHECKED BY DATE SCALE i . , . i . 1 . , . t -_ , . 1 i 6 . 1 . i I I - III A.NI tolAile_ 1 I .1c,.4_,i.6_gl. 1 < 145 1 1 . 1 1 t i I i ■ I : I i . — 1 - . , _ . . . . . . . . • . , . . . . . , : : ,. .. I i i I i . 1 t I : ■ 1 ! , . t I t • . 1 . . * . • • -, - . . . . -4 4- . . . . , . . . . . * , , . , _ .....--L- _ I • 4 _ . . i • . . . . . . . , • . -r . . - , • . t t : I i t 1 , . i 1 . 1 ; i i i I I i i 1 1 1 1 : -4•••• i 1 i . -4 . . ■ 1 •••••-■•-- r . I , 1 1 1.. 1 i I 1 I I 1 i 1 1-1 1 i I 1 i I 1 --1 1 i—•-•-./.. 1 1 1 I I • 1 1--- , .. . . 1 ■ 1 ; , : . —. I ; • . 1 I —4 ..._ i , . .. . . • . . - -- .-!- 1 , 1 , • . *1 1 - . . • 1 ---1 . . . ; . 1 . : . I ■ ittagicrAlowo.-kiovbffirvvii 1111111/11111 111111 11111/1111 SHUTLER CONSULTING ENGINEERS, INC 1300 Ave SE, Suite 250 Bellevue, WA 98004 (206) 450-4075 FAX 450.4076 JOB (,7 LASAISet. SHEET NO, 1 19 OF CALCULATED BY r g- tAN ER DATE CHECKED BY DATE SCALE ••■ SHUTLER _N- CONSULTING __ ENGINEERS, INC 1300 -114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450.4075 FAX 450 -4076 JOB (: 041? /6:1 CqrirISVZ 4 SHEET NO Ii - OF CALCULATED BYY. Lrt DATE CHECKED BY DATE SCALE l i I j l l l l i I { t_ �, I H i i i I 1, i Sunk MIN. cttits) J Jir l i I , AA N 1 1 ! ; —1- 1 i t t I 1 5 1u 7�� i i Z } n' ` f I " o / D 45 rYfr O,131NL4f !6i H a.�S,u4_ r_ o , 0 1 M I O. Y ' 0% MN: Pt b 1 D bxr 1 4 N V D. 34IN 1$ O p _ 9i" % h" 4i4 i z 0.&. X94 " 1ND.G. . � /-N 0,13,Yfr - - ' ��s,. , "..: ('?.t 1.% 17.102.,-42._. - (.65Z .i,A 1 )Ct ile )__l"' /Fr - -- . 1 . T ion -.r ..__ . R - J PIYilNS l " 1 iZtAZ 1 ' ' `'T~I'L IXt- __iAlta ' ._.-- .701S.T4-' YIGK.___i.sx D.. __j'K4tut:.t.__:j.. ' i ` :A _SGILIO 1 I I. a, _ I 1 i I I ' . T.cp .1,L rte. 6j3- .33.( _t 7..2ca oL91 _ - - - - -- ‘11. 1115v_ _ttl -- ._:i9G Xl1'z. Q uest i � _-._•. ^^ � • � v tics t C 1 � - - -- -- -- SHUTLER _N- CONSULTING __ ENGINEERS, INC 1300 -114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450.4075 FAX 450 -4076 JOB (: 041? /6:1 CqrirISVZ 4 SHEET NO Ii - OF CALCULATED BYY. Lrt DATE CHECKED BY DATE SCALE I i i 1 . . , , ' . , I , , t ___4160..1_?AlNk...i__-acia .1,_(_p_6_15 'RAIL) — ' , i , ;- ___ I ! _ : ,. .....__.,,, i ts ! eltic ,! i 1 1 libi ', 4 )- , 11ff , • • t --- ‘ 7 1 11- ■ i ! • i. • ,L, .. - ' , 1 I i ! i : , . ."--L-(14(-34it Moir ____ _" _IV , t) A; i N : 1 -1 : j i. ( _ ife - - - 3 Wit■ii I ' ; ■ 4 _ Ix D ) 1 r — ' (c,4 8e, ..mel4 ! ' 1 , f._ _ 1 ( 6-7 (■.,,, 0e) 1 = I . C.) _ _. _____ _ _ __. _ _ _ t I ti Str 1m tc, c.-,0 V rietf-° C liv 177 6 . Z-S - 7 cvt./-4s 1 \ i . . -t_ --- CI 7 )Lzg 1)(7i. )( 5, l 4- ( 1 SS) ( C .‘') ,( ( .4._ _ . . 6 L. C_+_ LIS) C QS&) i76-1----i 6) )(.';)12 , D) i %. Z:161 ;LG - 11"/• : , 1 , . o 7 • , 2 *) il . .:_, ciorte ...: )(1t9)(1414 (..______,.. .. ./ - . - , P-1 1 - 0 / A 5 . ‘ - . - * . -- f - --- - , • ...f5C" . - *--i .... Z 3 Z6 1 . : . i , 1 1 .q S 1 t6 1 • etc Ye< : . ----- • --- ..v i .. • 31 7 til ti . _____. _ : 1 ; ! 1 MIMI= MIN 11111,11111111 SHUTLER CONSULTING ENGINEERS, INC 1300 —114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450-4075 FAX 450.4076 JOB ein-Asez. SHEET NO, 0/0 OF CALCULATED BY 144—. DATE CHECKED BY DATE SCALE • Pe lit ■ GP/eitik-1 Li) IN . S 5 11.04 4A-- .TRICAP 1 , q • (33 1 -1- 1 7' )(003X se-sf) + ( A fr)( I/2)( ,0 - -- AMAIN MINN 11111,11111 1300-114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450-4075 FAX 450-4076 SHUTLER CONSULTING ENGINEERS, INC C fr-rA #ti JOB Cfiest. Wryer SHEET NO I/ "..S OF CALCULATED BY "?. JAN rec. DATE CHECKED BY DATE SCALE 5 .15 \1 1 1 • Of, 63105 4.> P r 4.4 - (ITC 111:i C 6.6 'C'TDOVU) i I I 1 k 7/ 14 fl" f•I" 7 .511 - irtil;) 10 44- _-T vs.-17 1,447-J5_ 3 . 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A . a .. .. : — ..sil ( .,„, y .,..,:,. ) ( 1. z.s- , .4k) , ... . .;_.__. .... , _ ______________________L._ 1 , _ , ; I . ; I i ___:____ , 1 4 • SHUTLER MILE CONSULTING MIME ENGINEERS, INC 1300-114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450-4075 FAX 450.4076 Jos./ZECILAikv`e r3W17..e. 10 SHEET NO t 10-4 1 OF CALCULATED BY T.. LA-N3 ER- DATE CHECKED BY DATE SCALE SHUTLER CONSULTING ENGINEERS, INC 1300 -114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450 -4075 FAX 450 -4076 JOB A'TC./A`< CSMTiK - 1(� SHEET NO Ir ~5 11 **,, ,, OF CALCULATED BY �• 1 DATE CHECKED BY DATE SCALE I �?A.L _l_._s _� w►��; ' I i c I I S , a� J i 1 Tb , ticf-L__,..1hrtIK&..4_)Itsiha . - • .i____Aptv,i11 v-V_I____-1114.1.4:Ci' ••-. 7,24 A__.., ,_.�,� /� � z i .. As r - 7 1 u s • 5 12 ,G . c Li 1 c ,3l D,' Z9 r,M'' t _t, I GgSi II ur i I V� ! I L .-s4' C s� �3� 1 , 4 D � i i + 1,11_ Y ° 4- 1.11)+7 2G2 ( i Fl))— 4 I "fit V1z. ' i 1 ) i I i 'ILI � i -� C�2�� ;" o.� �z� -�.'s� , ���- , � =l•nb.75 _ - 2� 3 � , -� - - ` -,-- { I I ' i I I J( ! a. ' - i 1 I— I I I I I I { t I 1 i ! 1 i i 1 -! I I 1 I ; i i I ! I 1 ` ..._ 1 ! i 1 ; i _ I t I ; 7 f I 1 L' I I ! { ! ! } 1 1 , i r I I ' I 1 -r ! 1 i . i SHUTLER CONSULTING ENGINEERS, INC 1300 -114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450 -4075 FAX 450 -4076 JOB A'TC./A`< CSMTiK - 1(� SHEET NO Ir ~5 11 **,, ,, OF CALCULATED BY �• 1 DATE CHECKED BY DATE SCALE SHUTLER CONSULTING ENGINEERS Structural Engineers 1300-114th Ave S.E., Suite'250 Bellevue, Washington 98004 (206) 450 -4075 Job Gateway 010 Sheet no. U -6 Calculated by r. LPaJ'- Checked by Date 02/04/97 sass: TILT UP WALL DESIGN state ( Considering P -Delta effects per Section 1914.8 of the 1994 UBC ) Description Typical Solid Wall perpendicular to joists ***** ALLOWABLE STRESSES AND DESIGN CRITERIA taus Basic wind speed Wind exposure category ( B, C or D ) Open structure ( Yes or no ) Wind importance factor Wind load ( p = Ce s Cq * Os * I ) 0 - 15 ft. p = 0.61 * 1.20 16.40 s 1.00 ) 15 - 20 ft. p = 0.72 * 1.20 16.40 * 1.00 ) 20 - 25 ft. p = 0.76 * 1.20 16.40 a 1.00 ) 25 - 30 ft. p = 0.84 * 1.20 16.40 * 1.00) 30 - 40 ft. Seismic zone (1, 2A, 2B, 3, or 4) Seismic importance factor Seismic load (V = 2 * I * Cp * W ) f'c of concrete Fy of steel Percent of live load combined with seismic Maximum allowed overstress Porenet height, height of wall above roof. height, distance between floor and roof. ty coefficient Uniform dead load on design section Uniform live load on design section Additional wt. applied to wall. ( ie. Stucco. ) Eccentricity, dist from center of wall to load Wall thickness for weight calculations Wall thickness for design calculations Depth to centroid of steel Weight of wall Weight of wall on design section Total design load on design section Allowable axial stress ( .04 * f'c ) Actual axial stress (( Pw $ Po ) / Net area ) Steel ratio ( As / ( b * d )) Maximum allowed steel ratio ( .6 * Rho - balanced Modulus of rupture Modulus of elasticity ( Concrete ) n =Es /Ec Cracking Moment ---) 80 MPH - - -> ---) No = 1.00 • 12.20 psf. • 13.19 psf. • 14.17 psf. 14.96 psf. • 16.53 psf. - - -) 3 = 1.00 20.39 • 4000.00 = 60000.00 0.00 0.00 2.00 33.00 0.85 250.00 417.00 0.00 5.50 7.25 6.50 3.25 90.63 • 1452.27 • 2119.27 • 160.00 27.17 • 0.0076 • 0.0171 • 316.23 psi. • 3605.00 ksi. • 8.04 • 26.72 in. -k psf. psi psi t feet feet I / ft. 0 / ft. psf, inches inches inches inches psf. 0/ ft. I / ft. psi. psi. st DESIGN SUMMARY *5 Ultimate load capacity has been met for all load cases, ( Mu ( Phi a Mn ). Service load deflection is less than ( design ht. / 150 ) for all cases. Area of steel ( 0.30 in "2 /ft) is less than .6 * Rho - balance ( 0.67 in "2 /ft). stress ( 27.17 psi. ) is less than .04 * f'c ( 160.00 psi.). CASE I-A ( U = 1.4D + 1.7L ) 1 Roof ( M = Pte -- No P * Deflection.) au - 1058.90 lbs. 4-N p = 0.46 in. = 0.31 in. "2 - 0.54 In. = 0.893 = 3.67 in-k • 19.10 in. "4 - 5.82 in-k efl /. = 2.24 in. . PbiT Mn - Service Defl. = N.A. in. 'U1t -06fl. = A 5 ' 4 11 Icr Allow. Defl. _ Service Defl. _ SHUTLER CONSULTING ENGINEERS Structural Engineers 1300-114th Ave S.E., Suite.250 Bellevue, Washington 98004 (206) 450 -4075 1 5 Bar 1 12.60 inches o.c. CASE I-B ( U = 1.4D + 1.7L ) 1 Mid -Ht. ( M = .5 ;Pte + P * Deflection.) Pu - 3092.07 lbs. a - 0.51 in. As' = 0.35 in. "2 c = 0.60 in. Phi = 0.880 Ms = 1.88 in-k Icr - 20.45 in. "4 Mu = 33.75 in -k Allow. Defl. = 2.24 in. Phi a Mn = 54.85 in -k Service Defl. = 0.02 in. Delta n = 9.97 in. CASE II ( U = .75 ( 1.4D + 1.7L + 1.87E ) ) with 0 % Live Load. Pu - 1787.38 lbs. a = 0.48 in. • 0.33 in. "2 c • 0.889 Ms = 19.60 in. "4 Mu 2.24 in. Phi $ Mn 0.30 in. Delta n CASE III (U = .75 ( 1.4D + 1.71 + 1.7W ) ) with 50 % Live Load. Pu = 2053.22 lbs. a = 0.48 in. As' - 0.33 in. "2 c = 0.57 in. Phi = 0.887 Ms = 17.63 in-k Icr = 19.78 in. "4 Mu = 42.03 in-k Allow. Defl. = 2.24 in. Phi $ Mn = 52.73 in -k Service Defl. = 0.21 in. Delta n = 9.84 in. CASE IV ( U = .9D + 1.43Eq ) No Live Load. Pu = 1532.04 lbs. a As' = 0.32 in. "2 Phi - 0.890 Icr = 19.43 in. "4 Allow. Defl. = 2.24 in. Service Defl. = 0.30 in. CASE V ( U = .9D + 1.3W ) No Live Load. Pu = 1532.04 lbs. As' - 0.32 in. "2 Phi = 0.890 • IT = 19.43 in. "4 .,llow. Defl. = 2.24 in. Service Defl. = 0.20 in. Job Gateway 110 Sheet no. W..'1 Calculated bylr . tK Checked by Date 02/04/97 c Ms Mu Phi * Mn Delta n a c Ms Mu Phi Y Mn Delta n 50.64 in-k N.A. in. • 0.56 in. • 25.27 in-k • 52.01 in-k = 52.17 in -k = 9.81 in. • 0.47 in. 0.55 in. • 25.27 in -k 50.01 in -k • 51.64 in-k • 9.78 in. = 0.47 in. = 0.55 in. • 17.00 in-k • 36.36 in-k • 51.64 in -k • 9.78 in. i C.3p1� ,5 IZ' �5e • ra. /5 b .8� ,7 t-Do ,1111°)N1 2 2 -, g.$ , (r) o tA z. f.1 *1*** TILT UP WALL DESIGN ***** ( Considering P-Delta effects per Section 1914.8 of the 1994 UBC ) Description -7044- C - 7.Z . " W,,,.L, liaf ,c.,_ w / a•85 an; =x ALLOWABLE STRESSES AND DESIGN CRITERIA ***** Basic wind speed • ---) 80 MPH Wind exposure catagory ( B, C or 0 ) - - -) B Open structure ( Yes or no ) ---) No Wind importance factor = 1.00 Wind load ( p = Ce $ Cq * Os * I ) 0 - 15 ft. - 12.20 psf. p = 0.67 $ 1.20 16.40 * 1.00 ) 15 - 20 ft. = 13.19 psf. p = 0.72 s 1.20 16.40 x 1.00 ) 20 - 25 ft. = 14.17 psf. p = 0.76 $ 1.20 16.40 * 1.00 ) 25 - 30 ft. - 14.96 psf. p = 0.84 s 1.20 16.40 s 1.00 ) 30 - 40 ft. = 16.53 psf. Seismic zone (1, 2A, 28, 3, or 4) - - -) 3 Seismic importance factor = 1.00 Seismic load (V = Z * I x Cp a W ) - 20.39 psf. f'c of concrete = 4000.00 psi Fy of steel = 60000.00 psi Percent of live load combined with seismic - 0.00 % Maximum allowed overstress - 0.00 % Parapet height, height of wall above roof. - 3.00 feet Design height, distance between floor and roof. - 33.00 feet c oefficient - 0.85 Won dead load on design section - 250.00 f / ft. Uniform live load on design section - 417.00 1 / ft. Additional wt. applied to wall. ( ie. Stucco. ) - 0.00 psf. Eccentricity, dist from center of wall to load - 8.63 inches Wall thickness for weight calculations - 7.25 inches Wall thickness for design calculations - 6.50 inches Depth to centroid of steel = 3.25 inches Weight of wall - 90.63 psf. Weight of wall on design section = 1542.89 1 / ft. Total design load on design section = 2209.89 1 / ft. Allowable axial stress ( .04 $ f'c ) = 160.00 psi. Actual axial stress (( Pw + Po ) / Net area ) = 28.33 psi. Steel ratio ( As / ( b * d )) = 0.0078 Maximus allowed steel ratio ( .6 $ Rho - balanced ) = 0.0171 Modulus of rupture = 316.23 psi. Modulus of elasticity ( Concrete ) = 3605.00 ksi. n =Es /Ec = 8.04 Cracking Moment = 26.72 in.-k st DESIGN SUMMARY *s Ultimate load capacity has been ret for all load cases, ( Mu ( Phi : Mn ). Service load deflection is less than ( design ht. / 150 ) for all cases. Area of steel ( 0.30 in "2 /ft) is less than .6 * Rho - balance ( 0.67 in "2 /ft). Axial stress ( 28.33 psi. ) is less than .04 $ f'c ( 160.00 psi.). SHUTLER CONSULTING ENGINEERS Structural Engineers 1300 -114th Ave S.E., Suite 250 Bellevue, Washington 98004 (206) 450-4075 Job Gateway Center 110 Sheet no. w Calculated by ?SL Checked by Date 04/29/97 c SHUTLER CONSULTING ENGINEERS Structural Engineers 1300-114th Ave S.E., Suite 250 Bellevue, Washington 98004 (206) 450-4075 1 5 Bar 1 12.20 inches o.c. Job Gateway Center 110 Sheet no. WI Calculated by Checked by Date 04/29/97 CASE I-A ( U = 1.4D + 1.7L ) I Roof ( M = Po -- No P a Deflection.) Pu - 1058.90 lbs. a - 0.47 in. As' 0.32 in. "2 c - 0.56 in. Phi = 0.893 " Ms - 5.76 in -k Icr 19.50 in. "4 Mu = 9.14 in-k Allow. Deft.: = 2.24 in. Phi $ Mn = 52.08 in -k Service Defl. = N.A. in. Ult. Defl. = N.A. in. CASE I -B (U = 1.40 + 1.7L ) 1 Mid -Ht. (M = .5*P*e + P $ Deflection.) Pu = 3218.95 lbs. a = 0.53 in. As' = 0.36 in. "2 c = 0.62 in. Phi = 0.879 Ms = 2.96 in-k Icr = 20.90 in. "4 Mu = 36.96 in-k Allow. Deft. = 2.24 in. Phi * Mn - 56.50 in-k Service Defl. = 0.04 in. Delta n - 10.06 in. CASE II (U = .75 ( 1.4D + 1.7L + 1.87E ) ) with 0 % Live Load. Pu = 1882.54 lbs. -a = 0.49 in. As'. = 0.34 in. "2 c - 0.58 in. = 0.888 , Ms = 25.69 in -k r. 20.05 in. "4 Mu - 53.51 in-k 2.24 in. Phi $ Mn = 53.80 in-k 0.31 in. Delta n = 9.89 in. icr Allow. Defl. Service Defl. _ CASE III (U = .75 ( 1.4D + 1.7L + 1.7W ) ) with 50 % Live Load. Pu = 2148.37 lbs. a - 0.50 in. As' - 0.34 in. "2 c - 0.59 in. Phi = 0.886 Ms = 18.39 in-k Icr = 20.22 in. "4 Mu = 43.91 in -k Allow. Defl. = 2.24 in. Phi * Mn = 54.34 in-k Service Deft. = 0.22 in. Delta n = 9.93 in. CASE IV (U = .9D + 1.43Eq ) No Live Load. Pu = 1613.60 lbs. a = 0.49 in. As' - 0.33 in. "2 c - 0.57 in. Phi = 0.890 Ms = 25.69 in-k Icr - 19.87 in. "4 Mu - 51.29 in -k Allow. Defl. = 2.24 in. 'Phi $ Mn = 53.24 in -k Service Defl. = 0.31 in. Delta n = 9.86 in. • CASE V (U = .9D + 1.3W ) No Live Load. Pu = 1613.60 lbs. a = 0.49 in. As' = 0.33 in. "2 c - 0.57 in. Phi : 0.890 Ms : 17.42 in-k 0111 -•r = 19.87 in. "4 Mu = 37.64 in -k . low. Defl. = 2.24 in. Phi = Mn 53.24 in-k 1 Service Defl. = 0.21 in. Delta n 9.86 in. SHUTLER CONSULTING ENGINEERS Structural Engineers 1300 -114th Ave S.E., Suite 250 Bellevue, Washington 98004 (206) 450-4075 m**** TILT UP WALL DESIGN stsst ( Considering P -Delta effects per Section 1914.8 of the 1994 UBC ) Description 4' -5.75' iamb- Panels 29 -31 Job Gateway Center 010 Sheet no. w - N; Calculated by 'VIA- Checked by Date 04/30/97 ***** ALLOWABLE STRESSES AND DESIGN CRITERIA ***** Basic wind speed -- -) 80 MPH Wind exposure catagory ( B, C or D ) -- -) B Open structure ( Yes or no ) - - -) No Wind importance factor = 1.00 Wind load ( p = Ce * Cq * Os * I ) 0 - 15 ft. = 12.20 psf. p = 0.67 * 1.20 16.40 * 1.00 ) 15 - 20 ft. = 13.19 psf. p = 0.72 s 1.20 16.40 s 1.00) 20 - 25 ft. = 14.17 psf. p = 0.76 s 1.20 16.40 s 1.00 ) 25 - 30 ft. = 14.96 psf. p = 0.84 * 1.20 16.40 * 1.00) 30 - 40 ft. = 16.53 psf. Seismic zone (1, 2A, 2B, 3, or 4) ---) 3 Seismic importance factor = 1.00 Seismic load (V = 2 s I * Cp s W ) = 20.39 psf.. f'c of concrete = 4000.00 psi Fy of steel = 60000.00 psi Percent of live load combined with seismic = 0.00 % Parapet height, height of wall above roof. = 3.00 feet Design height, distance between floor and roof. = 33.00 feet F' it coefficient - 0.85 ry width for design loads = 10.50 feet orm dead load on design section = 250.00 0 / ft. Uniform live load on design section = 417.00 0 / ft. Concentrated dead load on design section = 0.00 lbs. Concentrated live load on design section = 0.00 lbs. Total dead load on design section = 2625.00 lbs. Total live load on design section = 4378.50 lbs. Additional wt. applied to wall. ( ie. Stucco. ) - 0.00 psf. Eccentricity, dist from center of wall to load = 8.63 inches Wall thickness for weight calculations = 7.25 inches Wall thickness for design calculations = 6.50 inches Depth to centroid of steel = 4.60 inches Allowable axial stress ( .04 * f'c ) - 160.00 psi. Weight of wall = 90.63 psf. Weight of wall on design section = 16200.35 lbs. Total design load on design section = 23203.85 lbs. Actual axial stress (( Pw + Po ) / Net area ) = 66.42 psi. Steel ratio ( As / ( b * d )) = 0.0113 Maximum allowed steel ratio ( .6 * Rho -balanced ) = 0.0171 Modulus of rupture = 316.23 psi. Modulus of elasticity ( Concrete ) = 3605.00 ksi. n =Es /Ec = 8.04 Cracking Moment - 119.69 in.-k I = 1230.09 in. "4 1ESIGN SUMMARY :* ..ce load capacity has been met for all load cases, ( Mu ( Phi * Mn ). Service load deflection is less than ( design ht. / 150 ) for all cases. Area of steel ( 2.79 in "2 /ft) is less than .6 * Rho - balance ( 4.23 in "2 /ft). Axial stress ( 66.42 psi. ) is less than .04 z f'c ( 160.00 psi.). • 'SHUTLER CONSULTING ENGINEERS Job Gateway Center 110 StruCtUral Engineers • Sheet no. IN 1300-114th Ave S.E., Suite 250 Calculated by lea Bellevue, Washington 98004 Checked by it (206) 450-4075 Date 04/30/97 CASE I-A ( U = 1.4D 4 1.7L ) 1 Roof ( M = Pte -- No PS Deflection.) 'Pu = 11118.45 lbs. a = 0.98 in. As' 2.98 in."2 c = 1.15 in. Phi = 0.884 Ms : 60.44 in-k Icr = 312.20 in."4 Mu = 95.95 in-k Allow. Defl. = 2.24 in. Phi * Mn = 648.91 in-k Service Defl. = N.A. in. Ult. Defl. = N.A. in. 9 Number 5 Bars Results shown are for 53.75 inch wide section. CASE I-B ( U = 1.4D + 1.7L ) 1 Mid-Ht. ( M = .5*P*e + P * Deflection.) Pu = 33798.94 lbs. a = 1.10 in. As' = 3.35 in."2 c = 1.30 in. Phi = 0.852 Ms = 32.21 in-k Icr : 333.54 in."4 Mu = 318.27 in-k Allow. Dell. = 2.24 in. Phi * Mn = 693.87 in-k Service Defl. = 0.09 in. Delta n = 8.00 in. CASE II ( U = .75 ( 1.4D + 1.7L + 1.87E ) ) with 0% Live Load. a u = 19766.62 lbs. a = 1.02 in. = 3.12 in."2 c = 1.20 in. Il lkni = 0.872 Ms = 305.77 in-k Icr : 320.59 in."4 Mu = 520.72 in-k Allow. Defl. = 2.24 in. Phi * Mn = 666.97 in-k Service Dell. = 2.22 in. . Delta n = 7.81 in. CASE III ( U = .75 ( 1.4D + 1.71 + 1.7W ) ) with 50 % Live Load. Pu = 22557.91 lbs. a = 1.04 in. As' = 3.17 in."2 c = 1.22 in. Phi = 0.868 Ms = 215.57 in-k Icr = 323.23 iff."4 Mu = 414.85 in-k Allow. Defl. = 2.24 in. Phi * Mn = 672.55 in-k Service Defl. = 1.29 in. Delta n = 7.85 in. CASE IV ( U = .9D + 1.43Eq ) No Live Load. Pu = 16942.82 lbs. a = 1.01 in. As' = 3.07 in."2 c 1.19 in. Phi = 0.876 Ms = 306.15 in-k Icr = 317.89 in."4 Mu = 503.27 in-k Allow. Defl. = 2.24 in. Phi * Mn = 661.20 in-k Service Defl. = 2.24 in. Delta n = 7.78 in. CASE V ( U = .9D + 1.3W ) No Live Load. Pu = 16942.82 lbs. a = 1.01 in. As' 3.07 in."2 c : 1.19 in. = 0.876 Ms .., 200.74 in-k ....'( = 317.89 in."4 Mu = 359.95 in-k Allow. Defl. = 2.24 in. Phi * Mn : 661.20 in-k Delta n 7.78 in. Service Defl. = 1.15 in. : i SHUTLER CONSULTING ENGINEERS Job Gateway Center 110 Structural. Engineers Sheet no.. w -(Q 1300 -114th Ave S.E., Suite 250 Calculated by 04L, Bellevue, Washington 98004 Checked by (206) 450 -4075 Date 04/30/97 tut* TILT UP WALL DESIGN stttt ( Considering P -Delta effects per Section 1914.8 of the 1994 UBC ) Description Typical 2' -0' jamb next to mandoor (7.25' panel) tttt* ALLOWABLE STRESSES AND DESIGN CRITERIA ***** Basic wind speed Wind exposure catagory ( B, C or D ) Open structure ( Yes or no ) Wind importance factor Wind load (p = Ce $ Cq t Qs t I ) 0 - 15 ft. p = 0.67 * 1.20 16.40 * 1.00 ) 15 - 20 ft. p = 0.72 * 1.20 16.40 * 1.00 ) 20 - 25 ft. p = 0,76 * 1.20 16.40 z 1.00 ) 25 - 30 ft. p = 0.84 * 1.20 16.40 t 1.00 ) 30 - 40 ft. Seismic zone (1, 2A, 2B, 3, or 4) Seismic importance factor Seismic load( V = Z t I t Cp t W) f'c of concrete Fy of steel Percent of live load combined with seismic Parapet height, height of wall above roof. Design height, distance between floor and roof. Fixity coefficient TTj utary width for design loads dead load on design section vim live load on design section Concentrated dead load on design section Concentrated live load on design section Total dead load on design section Total live load on design section Additional wt. applied to wall. ( ie. Stucco. ) Eccentricity, dist from center of wall to load Wall thickness for weight calculations Wall thickness for design calculations Depth to centroid of steel Allowable axial stress ( .04 * f'c ) Weight of wall Weight of wall on design section Total design load on design section Actual axial stress (( Pw t Po ) / Net Steel ratio ( As / ( b t d )) Maximum allowed steel ratio ( .6 * Rho - balanced Modulus of rupture Modulus of elasticity ( Concrete ) n =Es /Ec Cracking Moment Ig area 80 MPH B No 1.00 12.20 psf. 13.19 psf. 14.17 psf. 14.96 psf. 16.53 psf. 3 1.00 20.39 4000.00 60000.00 0.00 3.00 33.00 0.85 3.67 feet 250.00 1 / ft. 417.001 / ft. 0.00 lbs. 0.00 lbs. = 917.50 lbs. • 1530.39 lbs. 0.00 psf. 8.63 inches 7.25 inches 6.50 inches • 4.60 inches • 160.00 psi. • 90.63 psf. = 5662.41 lbs. = 8110.30 lbs. 51.99 psi. = 0.0084 = 0.0171 = 316.23 psi. = 3605.00 ksi. ▪ 8.04 • 53.44 in.-k = 549.25 in. "4 psf. psi psi feet feet tt DESIGN SUMMARY tt Vili'lte load capacity has been met for all load cases, ( Mu ( Phi t Mn ). sr e load deflection is less than ( design ht. / 150 ) for all cases. Area of steel ( 0.93 in "2 /ft) is less than .6 * Rho - balance ( 1.89 in "2 /ft). Axial stress ( 51.99 psi. ) is less than .04 * f'c ( 160.00 psi.). di Icr Allow. Defl. Service Defi. � , 1 Allow. Defl. •' Service Defl. SHUTLER CONSULTING ENGINEERS Job Gateway Center 110 Structural Engineers Sheet no. 1300 -114th Ave S.E., Suite 250 Calculated by Bellevue, Washington 98004 Checked by (206) 450-4075 Date 04/30/97 3 Number 5 Bars Results shown are for 24.00 inch wide section. CASE I -A (U = 1.4D + 1.7L ) I Roof (M = P$e -- No P * Deflection.) Pu 3886.16 lbs. a - 0.73 in. As' 0.99 in. "2 c = 0.86 in Phi = 0.888 • Ms = 21.13 in-k Icr = 117.00 in. "4 Mu = 33.54 in -k Allow. Defl. = 2.24 in. Phi * Mn = 224.31 in -k Service Defl. - N.A. in. Ult. Deft. = N.A. in. CASE 1-B (U = 1.4D + 1.7L ) 1 Mid -Ht. (M = .5*Pse + P $ Deflection.) Pu . = 11813.54 lbs. a - 0.83 in. As' = 1.13 in. "2 c = 0.97 in. Phi = _ 0.862 Ms = 11.10 in-k Icr = 126.54 in. "4 Mu = 103.26 in-k Allow. Defl. = 2.24 in. Phi * Mn = 243.99 in-k Service Deft. = 0.07 in. Delta n - 7.32 in. CASE II (U = .75 ( 1.4D + 1.7L + 1.87E ) ) with 0 % Live Load. Pu = 6908.90 lbs. a = 0.77 in. = 1.05 in. "2 c 0.90 in. 0.878 Ms 103.26 in -k 120.76 in. "4 Mu - 177.54 in -k 2.24 in. Phi $ Mn = 232.07 in-k 1.67 in. Delta n - 7.17 in. CASE III (U = .75 ( 1.4D + 1.7L + 1.7W ) ) with 50 % Live Load. Pu = 7884.53 lbs. a : 0.78 in. As' - 1.06 in. "2 c = 0.92 in. Phi 0.875 Ms = 71.84 in -k Icr 121.94 in. "4 Mu = 139.86 in -k Allow. Defl. = 2.24 in. Phi * Mn = 234.51 in -k Service Defl. = 0.81 in. Delta n = 7.20 in. CASE IV ( U = .9D + 1.43Eq ) No Live Load. Pu - 5921.92 lbs. a 0.76 in. As' = 1.03 in. "2 c = 0.89 in. Phi : 0.881 Ms - 103.37 in-k Icr - 119.55 in. "4 Mu - 172.12 in-k Allow. Defl. = 2.24 in. Phi * Mn = 229.57 in-k Service Defl. = 1.69 in. Delta n = 7.14 in. CASE V ( U = .9D + 1.3W ) No Live Load. Pu = 5921.92 lbs. a - 0.76 in. As' : 1.03 in. "2 c - 0.89 in. ^ - 0.881 Ms - 67.14 in-k 119.55 in. "4 Mu - 122.02 in -k 2.24 in, Phi * Mn : 229.57 in-k 0.69 in. Delta n = 7.14 in. c SHUTLER CONSULTING ENGINEERS Job Gateway Center $10 Structural Engineers Sheet no. Gv -V 1300 -114th Ave S.E., Suite 250 Calculated by i.9L_. Bellevue, Washington 98004 Checked by (206) 450-4075 Date 05/04/97 ***** TILT UP WALL DESIGN *2 *2* ( Considering P-Delta effects per Section 1914.8 of the 1994 UBC ) Description 5' -0' jamb in 9.25' panel (panel 23) m;eaa ALLOWABLE STRESSES AND DESIGN CRITERIA am* Basic wind speed ---) 80 MPH Wind exposure category ( B, C or D ) ---) B Open structure ( Yes or no ) ---) No Wind importance factor = 1.00 Wind load ( p = Ce s Cq s Os s I ) 0 - 15 ft. = 12.20 psf. p = 0.67 x1.20 16.40 t 1.00 ) 15 - 20 ft. = 13.19 psf. p = 0.72 * 1.20 16.40 * 1.00) 20 - 25 ft. = 14.17 psf. p = 0.76 * 1.20 16.40 * 1.00) 25 - 30 ft. = 14.96 psf. p = 0.84 * 1.20 16.40 * 1.00) 30 - 40 ft. = 16.53 psf. Seismic zone (1, 2A, 2B, 3, or 4) - - -) 3 Seismic importance factor = 1.00 Seismic load (V = Z s I * Cp a W ) = 26.02 psf. f'c of concrete = 4000.00 psi Fy of steel = 60000.00 psi Percent of live load combined with seismic - 0.00 % Parapet height, height of wall above roof. = 3.00 feet Design height, distance between floor and roof. 33.00 feet Fixity coefficient - 0.85 ry width for design loads = 17.00 feet orm dead load on design section = 250.00 1 / ft. Uniform live load on design section - 417.00 0 / ft. Concentrated dead load on design section - 0.00 lbs. Concentrated live load on design section - 0.00 lbs. Total dead load on design section = 4250.00 lbs. Total live load on design section = 7089.00 lbs. Additional wt. applied to wall. ( ie. Stucco. ) - 0.00 psf. Eccentricity, dist from center of wall to load - 9.63 inches Wall thickness for weight calculations - 9.25 inches Wall thickness for design calculations = 8.50 inches Depth to centroid of steel - 6.60 inches Allowable axial stress ( .04 $ f'c ) - 160.00 psi. Weight of wall = 115.63 psf. Weight of wall on design section = 33464.77 lbs. Total design load on design section = 44803.77 lbs. Actual axial stress (( Pw + Po ) / Net area ) - 87.85 psi. Steel ratio ( As / ( b * d )) = 0.0063 Maximum allowed steel ratio ( .6 * Rho - balanced ) = 0.0171 Modulus of rupture = 316.23 psi. Modulus of elasticity ( Concrete ) = 3605.00 ksi. n = Es / Ec = 8.04 Cracking Moment = 228.47 in,-k I9 = 3070.63 in. "4 jib 9ESIGN SUMMARY *2 .e load capacity has been met for all load cases, ( Mu ( Phis Mn ). Service load deflection is less than ( design ht. / 150 ) for all cases. Area of steel ( 2.48 in "2 /ft) is less than .6 * Rho-balance ( 6.77 in "2 /ft). Axial stress ( 87.85 psi. ) is less than .04 : f'c ( 160.00 psi.). •SHUTLER CONSULTING ENGINEERS Job Gateway Center 110 Structural Engineers Sheet no. 1,../ 1300 - 114th Ave S.E., Suite 250 Calculated by 1-SL Bellevue, Washington 98004 Checked by (206) 450-4075 Date 05/04/97 CASE I- ( U = 1.4D + 1.7L ) P Roof (M = Pte -- No P * Deflection.) Pu , :. = 18001.30 lbs. a = 0.82 in As' - 2.78 in. "2 c = 0.96 in. Phi = 0.882 Ms = 109.19 in-k Icr = 728.69 in. "4 Mu = 173.35 in-k Allow. Deft. 2.24 in. Phi $ Mn = 911.20 in-k Service Defl. = N.A. in. Ult. Defl. = N.A. in. 8 Haber 5 Bars Results shown are for 60.00 inch wide section. CASE I-B ( U = 1.4D + 1.7L ) I Mid-Ht. (M = .5=Pie + P t Deflection.) a = 1.05 in. As' = 3.56 in. "2 c = 1.23 in. Phi = 0.836 Ms = 57,34 in Icr 862.79 in. "4 Mu - 406.14 in-k Allow. Defl. 2.24 in. Phi $ Mn = 1085.86 in-k Service Defl. = 0.06 in.. Delta n = 4.93 in. Pu = 64851.97 lbs. ( 1.4D + 1.7L + 1.87E ).) with .0 %'Live Load. = 39600.50 lbs. a = 0.92 in. 3.14 in. "2 . c ` = 1.09 in. Nni = 0.861 Ms = 611.15 in-k Icr = 793.50 in. "4 Mu = 942.48 in-k Allow. Defl. = 2.24 in. Phi ; Mn = 995.90 in -k Service Defl. = 1.82 in. Delta n - 4.77 in. CASE II ( U = .75 Pu CASE III (U = .75 { 1.4D + 1.71 + 1.7W ) ) with 50 % Live Load. Pu = 44119.74 lbs. a - 0.95 in. As' - 3.22 in. "2 c = 1.11 in. Phi = 0.857 Ms = 337.33 in -k Icr = 806.40 in'. "4 Mu = 601.16 in -k Allow. Defl. = 2.24 in. Phi * Mn = 1012.72 in-k Service Defl. = 0.69 in. Delta n = 4.80 in. CASE IV ( U = .9D + 1.43Eq ) No Live Load. Pu = 33943.29 lbs. a = 0.90 in. As' = 3.05 in. "2 c = 1.05 in. Phi = 0.867 Ms = 612.65 in -k Icr = 777.05 in. "4 Mu = 925.60 in-k Allow. Defl. = 2.24 in. Phi * Mn = 974.42 in -k Service Defl. = 1.86 in. Delta n = 4.74 in, CASE V (U = .9D + 1.3W ) No Live Load. Pu = 33943.29 lbs. a - 0.90 in. As' - 3.05 in. "2 c - 1.05 in. 111 '4 = 0.867 Ms - 314.90 in -k = 777.05 in. "4 Mu - 532.17 in -k Allow. Defl. = 2.24 in. Phi : Mn = 974.42 in-k ' Service Defl. = 0.61 in. Delta n = 4.74 in. , ' ---- - ---------------------------------------------------------------- - - -• - j - c i4abd5 * <. SHUTLER CONSULTING ENGINEERS Structural Engineers 1300 -114th Ave S.E., Suite 250 Bellevue, Washington 98004 (206) 450-4075 Job Gateway Center $10 Sheet no. v-Iti Calculated by Rll,- Checked by Date 05/04/97 ***** TILT UP WALL DESIGN ***** ( Considering P -Delta effects per Section 1914.8 of the 1994 UBC ) Description 2' -5.75' jamb adjacent to 12' O.H. Door (Panel 23) ***** ALLOWABLE STRESSES AND DESIGN CRITERIA ***** Basic wind speed - --) 80 MPH Wind exposure category ( B, C or D ) - - -) B Open structure ( Yes or no ) - - -) No Wind importance factor = 1.00 Wind load ( p = Ce t Cq t Os t I ) 0 - 15 ft. - 12.20 p = 0.67 t 1.20 16.40 t 1.00 ) 15 - 20 ft. = 13.19 p = 0.72 * 1.20 16.40 * 1.00 ) 20 - 25 ft. = 14.17 p = 0.76 * 1.20 16.40 t 1.00 ) 25 - 30 ft. - 14.96 p = 0.84 * 1.20 16.40 * 1.00 ) 30 - 40 ft. = 16.53 Seismic zone (1, 2A, 2B, 3, or 4) Seismic importance factor Seismic load( V = 1 t I t Cp t W) f'c of concrete Fy of steel Percent of live load combined with seismic Parapet height, height of wall above roof. Design height, distance between floor and roof. Fixity coefficient Tributary width for design loads kg dead load on design section Mika live load on design section Concentrated dead load on design section Concentrated live load on design section Total dead load on design section Total live load on design section Additional wt. applied to wall. ( ie. Stucco. ) Eccentricity, dist from center of wall to load Wall thickness for weight calculations Wall thickness for design calculations Depth to centroid of steel Allowable axial stress ( .04 * f'c ) Weight of wall Weight of wall on design section Total design load on design section Actual axial stress (( Pw + Po ) / Net area ) Steel ratio ( As / ( b t d )) Maximum allowed steel ratio ( .6 * Rho - balanced Modulus of rupture Modulus of elasticity ( Concrete ) n =Es /Ec Cracking Moment Ig psf. psf. psf. psf. psf. - - -) 3 = 1.00 = 26.02 psf. = 4000.00 psi • 60000.00 psi = 0.00 % = 3.00 feet • 33.00 feet • 0.85 • 8.50 feet 250.00 1 / ft. = 417.00 I / ft. • 0.00 lbs. = 0.00 lbs. = 2125.00 lbs. = 3544.50 lbs. = 0.00 psf. • 9.63 inches • 9.25 inches ▪ 8.50 inches = 6.60 inches = 160.00 psi. = 115.63 psf. = 16732.38 lbs. = 22401.88 lbs. • 88.59 psi. = 0.0063 = 0.0171 = 316.23 psi. = 3605.00 ksi. • 8.04 = 113.29 in.-k = 1522.52 in. "4 tt DESIGN SUMMARY tt ►' `e load capacity has been met for all load cases, ( Mu ( Phi * Mn ). , .,e load deflection is less than ( design ht. / 150 ) for all cases, Area of steel ( 1.24'in "2 /ft) is less than .6 t Rho - balance ( 3.36 in "2 /ft), Axial stress ( 88.59 psi. ) is less than .04 t f'c ( 160.00 psi.). � SHUTLERCONSULTING ENGINEERS Structural Engineers 1300 -114th Ave S.E., Suite 250 Bellevue, Washington 98004 (206) 450 -4075 Service Defl. = 0.06 in. Job Gateway Center $10 Sheet no. w -Zt Calculated by Checked by Date 05/04/97 4 Number 5 Bars Results shown are for 29.75 inch wide section. CASE I-A ( U = 1.4D + 1.7L ) I Roof ( M = Pae No P * Deflection.) Pu 9000.65 lbs. a = 0.82 in ' As' = 1.39 in. "2 c - 0.97 in Phi. - 0.882 Ms - 54.60 in -k Icr - 363.48 in. "4 Mu 86.68 in -k Allow. Deft. = 2.24 in. Phi a Mn = 455.27 in -k Service Defl. = N.A. in. Ult. Defl. = N.A. in. CASE I-B (.0 = 1.4D + 1.7L ) I Mid-Ht. ( M = .5*Pte t P a Deflection.) Pu = 32425.99 lbs. a = 1.06 in. As' = 1.78 in. "2 c = 1.24 in. Phi = 0.836 Ms = 28.68 in -k Icr = 430.12 in. "4 Mu = 203.43 in-k Allow. Defl. = 2.24 in. Phi * Mn = 542.19 in-k Delta n = 4.94 in. CASE II (U = .75 ( 1.4D + 1.71 + 1.87E ) )with 0 % Live Load. = 19800.25 lbs. a = 0.93 in. o,i 1.57 in. "2 c = 1.10 in. I llihi = 0.861 Ms = 305.85 in -k Icr . = 395.70 in. "4 Mu = 471.43 in -k Allow. Deft, = 2.24 in. Phi * Mn = 497.45 in-k Service Defl. = 1.84 in. Delta n - 4.78 in. CASE III (U = .75 ( 1.40 t 1.71 + 1.7W ) ) with 50 % Live Load. Pu = 22059.87 lbs. a = 0.95 in. As' 1.61 in. "2 c 1.12 in. Phi = 0.856 Ms = 168.89 in -k Icr 402.11 in.. "4 Mu - 300.80 in-k Allow. Defl. = 2.24 in. Phi a Mn - 505.81 in -k Service Defl. = 0.70 in. Delta n - 4.81 in. CASE IV ( U = .9D + 1.43Eq ) No Live Load. Pu = 16971.64 lbs. a = 0.90 in. As' = 1.52 in. "2 c = 1.06 in. Phi = 0.866 Ms - 306.60 in -k Icr = 387.52 in. "4 Mu - 462.96 in-k Allow. Defl. = 2.24 in. Phi $ Mn = 486.75 in -k Service Defl. = 1.88 in. Delta n - 4.75 in. CASE V ( U = .9D + 1.3W ) No Live Load. Pu = 16971.64 lbs. a = 0.90 in. As' - 1,52 in. "2 c : 1.06 in. = 0.866 Ms - 157.65 in-k 387.52 in. "4 Mu = 266.25 in-k Allow. Dell. = 2.24 in. Phi a Mn = 486,75 in -k Service Defl. = 0.62 in. Delta n = 4.75 in. SHUTLER CONSULTING ENGINEERS Structural Engineers 1300 -114th Ave S.E., Suite 250 Bellevue, Washington 98004 (206) 450 -4075 Job Gateway.10 Sheet no. W Calculated by •LN Jt . Checked by Date 05/28/97 ****t TILT UP WALL DESIGN ***** ( Considering P-Delta effects per Section 1914.8 of the 1994 UBC ) Description 2' -4' Section Adjacent to Man Door -- Panel 26 xtttt ALLOWABLE STRESSES AND DESIGN CRITERIA ***** Basic wind speed Wind exposure catagory ( B, C or D ) Open structure ( Yes or no ) Wind importance factor Wind load ( p = Ce s Cq * Os $ I ) 0 - 15 ft. p = 0.67 * 1.20 16.40 t 1.00 ) .15 - 20 ft. Seismic zone (1, 2A, 2B, 3, or 4) Seismic importance factor Seismic load (V = Z t I t Cp $W) f'c of. concrete Fy of steel Percent of live load combined with seismic Parapet height, height of wall above roof. Design height, distance between floor and roof. Fixity coefficient Tributary width for design loads Uniform dead load on design section Uniform live load on design section GIL rated dead load on design section ntrated live load on design section Total dead load on design section Total live load on design section Additional wt, applied to wall. ( ie. Stucco. ) Eccentricity, dist fror. center of wall to load Wall thickness for weight calculations Wall thickness for design calculations Depth to centroid of steel Allowable axial stress ( .04 * f'c ) Weight of wall Weight of wall on design section Total design load on design section Actual axial stress (( Pw + Po ) / Net area ) Steel ratio ( As / ( b t d )) Maximum allowed steel ratio ( .6 * Rho - balanced ) Modulus of rupture Modulus of elasticity ( Concrete ) n =Es /Ec Cracking Moment Ig 80 MPH B No 1.00 12.20 psf. 13.19 psf. 3 1.00 20.39 psf. = 4000.00 • 60000.00 ▪ 0.00 = 2.50 • 18.00 ▪ 0.85 9,00 feet • 1095.00 $ / ft. • 750.00 0 / ft. t = 0.00 lbs. • 0.00 lbs. = 9855.00 lbs. = 6750.00 lbs. • 0.00 psf. • 5.50 inches • 7.25 inches • 6.50 inches • 4.60 inches 160.00 psi. 90.63 psf. = 8278.59 lbs. = 24883.59 lbs. = 136.72 psi. = 0.0048 = 0.0171 = 316.23 psi. = 3605.00 ksi. • 8.04 • 62.35 in.-k = 640.79 in, "4 psi psi feet feet tt DESIGN SUMMARY tt Ultimate load capacity has been met for all load cases, ( Mu 4 Phi t Mn ). Service load deflection is less than ( design ht. / 150 ) for all cases. , f steel ( 0,62 in "2 /ft) is less than .6 * Rho - balance ( 2.20 in "2 /ft), stress ( 136.72 psi. ) is less than .04 t f'c ( 160.00 psi.), As Phi :; Icr Allow. Defl. Service Defl. = 0.07 in. SHUTLER.CONSULTING ENGINEERS Structural Engineers 1300-114th Aye S.E., Suite 250 Bellevue, Washington 98004 (206) 450 -4075 2 Number 5 Bars Results shown are for 28.00 inch wide section. CASE I -A ( U = 1.4D.+ 1.7L ) I Roof (M = Pie -- No P * Deflection.) Pu = 25272.00 lbs. ',As':,`.: 1.04 in. "2 ..Phi -.. 0.831 ::Icr _ .127.03•in. "4 Allow. Defl. 1.22 in. : Service Defl = N.A. in. CASE I -B (U = 1.4D + 1.71 ) ! Mid -Ht. (M = .5*P*e Pu = 36862.03 lbs. a • 1.23 in. "2 c. 0.799 Ms • 141.98 in. "4 Mu 1.22 in. Phi * Delta CASE II ( U = .75 { 1. 4 D + 1 .71 + .Pu = 19040.27 lbs. 0.94 in. "2 ni - 0.848 .Icr - 118.12 in. "4 Allow. Defl. - 1.22 in. Service Defl. = 0.39 in. As' Phi Icr Allow. Defl. _ Service Defl. _ 1.01 in. "2 0.836 124.34 in. "4 1.22 in. 0.23 in. CASE IV ( U = ,9D + 1.43Eq ) No Live Load. Pu = 16320.23 lbs. a As' = 0.89 in. "2 Phi 0.855 Icr 114.01 in. "4 Allow. Defl. = 1.22 in, Service Defl, = 0.41 in. CASE V ( U = .9D + 1.3W ) No Live Load. Pu = 16320.23 lbs. As' - 0.89 in. "2 i - 0.855 114.01 in. "4 Allow. Defl. - 1.22 in. Service Defl. = 0.15 in. Job Gatewa 10 Sheet no. 1d Calculated by Checked by Date 05/28/97 a c Ms Mu Phi * Mn = Ult. Defl. _ = 0.66 in. 0.77 in. 91.33 in-k = 139.00 in-k 221.66 in-k . N.A. in. + P * Deflection.) • 0.78 in. • 0.92 in. • 47.46 in-k 148.37 in-k Mn = 249.11 in -k fl = 2.14 in. 1.87E ') ) with 0 % Live Load. a = 0.59 in. c • 0.70 in. Ms = 98.69 in-k Mu = 156.84 in-k Phi * Mn = 205.22 in-k Delta n = 2.00 in. CASE III (U : .751 1.40.4.1.71 + 1.7W ) ) with 50 % Live Load. Pu = 23343.40 lbs. a = 0.64 in. c = 0.75 in. Ms = 80.23 in-k Mu - 137.17 in-k Phi * Mn - 216.70 in -k Delta n = 2.03 in. c Ms Mu Phi a Mn Delta n a c Ms Mu Phi = Mn Delta n 0.56 in. • 0.66 in. 98.92 in-k 148.77 in-k • 197.67 in -k 1.97 in. • 0.56 in. • 0.66 in. • 68.58 in-k • 107.06 in-k • 197.67 in -k • 1.97 in, MINII Mb III III/ Mil SHUTLER CONSULTING ENGINEERS, INC I .c?t..11-, 7 t ,t .) .FLGtr-A - • I 1- 1300-114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450-4075 FAX 450-4076 • . : . I --LiLimi.A "r-: ( I 1 ' L • I' 1 __1 1 1_3331)(60 1 . - - .5 vri i'l" (,3r.ISW iot 04P14 4- as _UiLo _II:i_l_a_l'Ai z .°3 frf '0 01i5 — re14, .6411 I fr)t i rt:.1 v . $4;* Atzf fbr JOB 4/mi, WAY ro SHEET NO W — - OF . I CALCULATED BY 1 r 1-AMCK DATE 4 i ?if> Ict7 CHECKED BY DATE SCALE Al.L. LaCfie Au•-)4ft -17C 4-1.z..51-7.15 6 z ( • — IN) ( ON_ 1(. yel a ) M644 j214_ 0 .) . tAftf V1 Oigl 0.67 I 6 ; T FrAlto.35)V)(166i IA- frr ; r -- n b. I w. s 61.4s - Tyr i if (off PL 7 -t 0, ir ' l./ /fir Vo_ ar. 0, 5 $ . .fL 4 W p.u. PL- NO% I - ; I ' I .L..�!�.._ --_ �_ .I SDL1� �_ZS . TA%I ,+.) + w ' �lsx�Z�. 1 I I i. r l-f i s �6.5' Ifr)z,b KT .1 o CI) 1g fr i ► 1 cyAlei,ifv 0•22 g -ff/ r 0 io er ; 2 -2. 1 loNfio_f.,__F._71_,c-r• — - ----* • — —__i._ ; -i ._.. — ...._.T__..._ _._... ._ j.._ __ ..___...__.._:�..___....._._ _ ._--- I i 1�_._...._;_�.....-•______ __ -- -... ___ mi l._..._ c , l • _. I I — T 1 s 1 ! r r ; 1 i 1 i ■ , I { j i i I ( i ? 1 3 ; I 3 i i' I I I I 1 ►1111!; i ! i • 1 f! '} i 1 i I ■ • j • _. .....- ._- _WU�wu.u4 iV19iYs IRMMi4N.uP.i+R1CfiWkYjgCt1 . SHUTLER U CONSULTING ENGINEERS, INC 1300 -114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450 -4075 FAX 450.4076 JOB .14 4 °OWE& /0 SHEET NO. OF / CALCULATED BY 42. 1, V iL DATE 4/o ! 97 CHECKED BY DATE /// SCALE ,..... Mywrt�r ..runs...,........,.._.__.... _...........___"' SHUTLER CONSULTING ENGINEERS Structural Engineers 1300-114th Ave S.E., Suite 250 Bellevue, Washington 98004 (206) 450-4075 s Tilt -up Wall Design -- P -Delta effects per section 2416(1), '91 UBC DESCRIPTION :Typ. Solid Panel Perpendicular w/ Floor 1 114WC_ xxx DESIGN CRITERIA xxxxxxxxx xxxx xxx xx xxxxxxxxxxxxxxxxxxxxxxxxxxxxxx ) Fy of Steel f'c of Concrete Percent of live load to combine with wind load Percent of live load to combine with seismic load ) Parapet height Design height, distance between supports ) Width of wall for design Tributary width for wall dead load Fixity coefficient Eccentricity, distance from center of wall to load Wall thickness for weight calculations ) Wall thickness for design calculations Depth to centroid of steel Gross moment of inertia Modulus of rupture (5 x f'c ".S ) Modulus of Elasticity ( Concrete ) =Es /Ec Cracking Moment Delta Cracked Steel ratio ( As / ( b a d )) Maximut allowed steel ratio (.6 7 Rho - balanced ) Total load on design section Actual axial stress (( Pw t Po ) / Net Area ) Allowable axial stress ( .04 * f'c ) xxx DESIGN DATA xxxxxx***** sxxxxxxt**** *xxxxxxxxxxxxxxxxxxxxxxxxs*s*** Vertical loads ( Service Loads, Unfactored ) ) Applied dead load = 1.470 Kips Wall dead load = 2.325 Kips Applied live load = 1.250 Kips Applied Moments ( Service Loads, Unfactored ) Top Dead load moment Live load moment Wind moment Seismic moment Bar size As = 0.28 Ft. -k • 0.20 Ft.-k = 0.00 Ft.-k = 0.71 Ft. -k 4 • 0.196 in. "2 -- DESIGN SUMMARY Axial stress is less than allowable axial stress. O.K. !! Area of steel is less than .6 * Rho balanced. O.K. !! Service load defl, is less than Ht. /150 for all cases. O.K. !! Mu ( Phi x Mn for all cases O.K. !! --------------------------------------------------------------- - - - - -- Job G AnLLAJW C.f ict- . 6r / n Sheet lio. Calculated by Checked by Date • 60000 psi. • 4000 psi. • 50 % = 50 % ▪ 18.00 ft: • 18.00 ft. • 12.00 in. • 1 ft. • 0.85 • 0.00 in. • 7.25 in. • 6.50 in. • 3.25 in. = 274.63 in. ^ 4 = 316.23 psi. = 3605.00 ksi. • 8.04 • 26.72 in.-k • 0.09 in. • 0.0034 • 0.0171 = 5044.53 lbs. • 64.67 psi, = 160.00 psi, Mid - height Dead load moment = 0.14 Ft.-k Live load moment = 0.10 Ft. -k ) Wind moment = 0.00 Ft.-k Seismic moment = 0.51 Ft.-k Bar spacing 18 in. o.c. As 0.131 in. "2 / b c sssisstt :ttssi:ttimmtmiitsst tarts : :asstsststistitsisstsssst SE IA * U = 1.4 t.D.L. + 1.7 * L.L. (No P- delta) Ps = 5045 lbs. a 0.295 in. Pu = 4183 lbs. c = 0.347 in. As 0.20 in. "2 Ms = 5.76 k -in Phi = 0.873 Mu = 8.78 k -in Icr = 13.77 in. "4 Phi t Mn = 32.61 k -in Service Defl = N.A. in. Delta . n = N.A. in. CASE;IB * U = 1.4 t D.L.'+ 1.7 * L.L. (w/ P -delta at Mid-ht) Ps = 5045 lbs. a = 0.375 in. Pu = 7437 lbs. c = 0.441 in. As' = 0.25 in. "2 Ms = 5.86 k -in Phi = 0.852 Mu = 29.32 k -in Icr = 16.52 in. "4 Phi * Mn = 39.92 k -in Service Defl = 0.02 in. Delta n = 2.76 in. CASE II * U = .15(1.4 *D.L. + 1.7*L.L. + 1.7 *Wind)( 50 % live load ) Ps. = 4420 lbs. a = 0.310 in. I Pu = 4781 lbs. c = 0.364 in. As' = 0.21 in. "2 Ms = 4.63 k-in Phi = 0.869 Mu = 17.79 k Icr = 14.30 in. "4 Phi * Mn = 34.00 k-in Service Defl = 0.02 in. Delta n = 2.66 in. CASE III U = .75(1.4 *D.L. +1.7 *L.L. +1.87 *Seismic)( 50 % live load ) Ps = 4420 lbs. a = 0.310 in. Pu = 4781 lbs. c = 0.364 in. As' = 0.21 in. "2 Ms - 10.85 k-in Phi = 0.869 Mu = 26.38 k -in Icr = 14.30 in, "4 Phi * Mn = 34.00 k-in Service Defl - 0.04 in. Delta n = 2.66 in. CASE IV U = 0.9 *D.L. + 1.3 * Wind Load ( No Live Load ) Ps = 3795 lbs. a = 0.276 in. Pu = 3415 lbs. c = 0.325 in. As' = 0.19 'in. "2 Ms = 3.41 k-in Phi = 0.878 Mu - 11,95 k -in Icr = 13.06 in. "4 Phi * Mn = 30.79 k-in Service Defl = 0.01 in. Delta n = 2.61 in. CASE V U = 0.9*D.L. + 1.1 t 1.3 t Seismic Load ( No Live Load ) Ps = 3795 lbs. a = 0.276 in. Pu = 3415 lbs. c = 0.325 in. As' = 0.19 in. "2 Ms - 9.61 k-in Phi = 0.878 Mu = 20.70 k-in Icr = 13.06 in. "4 Phi $ Mn : 30,79 k-inl Service Defl = 0.03 in. Delta n = 2.61 in. 1 w -Z9 . ! --- 1 - - - i------ - -H---t-e--- i, ! : ' 1 . , , , , I ; 1 rid76.4. " Accrivr l 7 /e_ca..44..LIbla i 2 .z.s Triy...4 ,...., : _ 1 , __11-4bdinOqi, ov f Li_t flirt 1 --=. '''' 57A k . 1 I I if 1 I i __%ie i /I ! 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K — . ■ : 1 1 • • SHUTLER Mk. CONSULTING NNW MI ENGINEERS, INC 1300-114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450-4075 FAX 450-4076 JOB 4 6■ #/cIS SHEET NO t/- — 3o OF CALCULATED BY V • 044 i "- DATE 0 /7 CHECKED BY DATE SCALE \ xe SHUTLER CONSULTING ENGINEERS Structural Engineers 1300-114th Ave S.E., Suite 250 Bellevue, Washington 98004 (206) 450 -4075 ... .........0 �YN�. NXt' aV. a. nwh. al. v. wx�_ C.'. a Job 4►4144ar eivxek.444 Sheet No. W" 3 \ Calculated by l'S (- Checked by Date r' Tilt -up Wall Design -- P -Delta effects per section 2416(i), '91 UBC DESCRIPTION:2'- 5 1/2' jamb adjacent to 12' 0.H. door (7.25' w/ Floor) L 1ia..., 1st DESIGN CRITERIA s ista zsts tltt stt sstxttststxsstzslsslutsstttztu Fy of Steel f'c of Concrete ) Percent of live load to combine with wind load ) Percent of live load to combine with seismic load Parapet height Design height, distance between supports Width of wall for design Tributary width for wall dead load Fixity coefficient Eccentricity, distance from center of wall Wall thickness for weight calculations Wall thickness for design calculations Depth to centroid of steel toss moment of inertia Modulus of rupture (5 r f'c ".5 ) Modulus of Elasticity ( Concrete ) n =Es /Ec Cracking Moment Delta Cracked Steel ratio ( As / ( b * d )) Maximum allowed steel ratio (.6 t Rho - balanced Total load on design section Actual axial stress (( Pw + Po ) / Net Area ) Allowable axial stress ( .04 * f'c ) • 60000 psi. • 4000 psi. ▪ 50 % • 50 % • 18.00 ft. • 18.00 ft. • 29.50 in. • 2.5 ft. = 0.85 to load - 0.00 in. • 7.25 in. = 6.50 in. • 3.25 in. = 675.12 in. "4 = 316.23 psi. = 3605.00 ksi. • 8.04 65.69 in.-k = 0.09 in. = 0.0094 = 0.0171 = 24861.33 lbs. = 129.65 psi. = 160.00 psi. st1 DESIGN DATA ssl ttttttt tsts tl ttl tts: stttttttsstlttltstttsllstzss11s Vertical loads ( Service Loads, Unfactored ) Applied dead load = 16.040 Kips o ()K 4.2 + ( .)(Ir •S' X 72:5 ( V6.o K Top Dead load moment Live load moment Wind moment seismic moment to far size As , I Wall dead load = 5.811 Kips Applied live load = 3.010 Kips e-.a• Applied Moments ( Service Loads, Unfactored ) Mid - height = 0.70 Ft.-k ) Dead load moment = 0.35 Ft. -k = 0.47 Ft. -k ) Live load moment = 0.24 Ft.-k • 4.91 Ft.-k ) Wind moment = 3.47 Ft.-k • 6.00 Ft.-k ) Seismic moment = 4.31 Ft. -k • 5 ) Bar spacing 10 in. o.c. _. 0.307 in. "2 As 0.905 in. "2 / b - -- DESIGN SUMMARY Axial stress is less than allowable axial stress. Area of steel is less than .6 1 Rho balanced. Service load defl. is less than Ht. /150 for all cases. O.K. !! O.K. !! O.K. !! • WI. o(- S TAN sa.V5 0.e\i‘0 G-r-a•rtr -z.x) i N VALL , M? 4 Fol z TOT all USES U.3" !: ; stilfil11111:44411 CASE IA 7 U 1.44 p.L. 1.7 L.L. (No P-delta) . Ps 24861 lbs a , . 0.816 in. Pu . 27573 lbs, c = 0.960 1.36 in."2 Ms = 14.04 k-in Phi • ' 0.628 Mu • • . 21.35 k -in Icr . 66.26 in.'4 Phi r Mn 192.68 k-in Service Defl N.H. in. . Delta n, .. 6.0. 1*. CASE-18 4 U 2 1.4 4 D.L. 41.7 4 L.L. (w/ P-delta at Mid-ht) Ps : 24861 lbs. a • = 0.897 in. Pu . 35709 lbs. . c ' - 1.056 in. As' • . 1.50 in."2 Ms . 14.56 k-in Phi- . 0.807 Mu = 147.22 k-in lc' ' . 65.68 in.4., Phi* Mn . 203,46 k-In Service Defl . 0.02 in. Delta n . 3.52 in. ;(ASE 11 $ U 3 ,7!41.4 1 C.L. 3 1.7 + 1.7 50 + live load 23356 Its. a : 0.789 ir, : PJ '. • . 24863 lbs. .- c . . 0.929 jr. 1. As . : 1.32in.2 ms . 54.70 k-in: • . .. Phi L• 0.835 Mu : 149.63 k-in: . .. ' . Icr . = 65.07 in. Phi $ Mn . 188.79 k-in:' Service Dell . 0,08 in. Delta n ' = 3.38 ins. :CASE III U ..75(1.47D.L.71.741.L.71.8745eistic)( 50 % live load 23356 lbs. a . 0.789 jr. : 24863 lbs. c 0.929 in..: As' = 1.32 it."2 Ms : 65.13 k-ir: rhi = 169.08 11-iO; IC! : ( 5.07 io..4 Poi 3 Mn 180.75 k-in: Service Defi . 0.09 it, Delta n 3,3e rAq IV U 0.510.1. 7 1.1 3 Lind load ( No Live Load ) Ps = 21851 lbs. a . 0.737 in. Pu . 19666 lbs. c . 0.868 in.' As' . 1.23 in."2 Ms . 51.67 k-in: Phi . 0.849 Mu . • 126.79 k-in: Icr . 62.71 in.^4 Phi $ Mn . 180.88 k-in Service Dell . 0.07 in. Delta n 3.31 in. CASE V U . 0.940.1. 7 1.1 *1.3 . Seiseic Load ( No Live Load ) Ps . 21851 lbs. a 2 0.737 in. Pu . 19666 lbs. c . 0,868 in. As' = 1.23 in."2 Ms : 62.08 k-in Phi . 0.849 Mu . 146.62 k-in Icr . 62,71 in."4 Phi 1 Mn : 180.88 k-in Service Defl . 0.09 in. Delta n . 3.31 in, -31; CALCULATED BY VW/PC INRu �t MVP. fat aaFi Roe. /. SHUTLER _�- CONSULTING -__ ENGINEERS, INC 1300 -114th Ave SE, Suite 250 Bellevue, WA 98004 (206)450.4075 FAX 450.4076 5 f - o sranoni ler .. L 1 t7 0.D15 ?.k /fr..._..( ..t4: L. = 0,4K /w f.e 0, 27 M A 5,55 14-K (to? M2 -(o.51 K% s')� X (r, iv- Nr k'v W D M K -ry . oF JOB _(o•`t )(6 - =_6 ( D.21 /,- )(1? ' Q,59 S ! _S .I?')(2r ' Xl / .O ,1 5 K U - ) afSPrH.i SHEET NO & " ' ,?/ OF DATE CHECKED BY DATE SCALE 7.25 1 uK. 6.) - 'T"et Le*AC ot- Tra K N .$ F T?ON - ('15q,:) 6 _) ' - - Z. 39 14:K M 4Ur- DA 33 1 (3 +6 11(111C VIM LAA' Z ; (2.39 7" I.b -4,C z . 2.38 K. k �.sK IniC GF,4 M rtr, w - 1 4 wRw $H9TIER CONSULTIUG ENGINEERS Job C11r,n 4p' e- ...r -q # . Structural Engineers . Sheet'No. (,i - ? 1300 -114th Ave S.E., Suite 250 Calculated by '"R'-'> L_ 6ellevue, Washington 91004 Checked by ' (206) 450 -4075 ' Date ' Tilt-up Wall Design -• P -Delta effects per section 2416(i), '91 UBC DESCRIPTION: •. -.- .. C r - S'r..c-n.N 'ISrirw e-.k') 12 e,. N tat DESIGN CRITERIA ut rrtatt :art*s:trt:*t=::rr:a+e:ult$11 sttta Fy of Steel ) f'c of Concrete Percent of live load to combine with wind load ) Percent of live load to combine with seismic load ) Parapet height ) Design height, distance between supports 1 Width of wall for design ) Tributary width for wall dead load I Fixity coefficient Eccentricity,' distance from center of wall to' load 1 Wall.thickness for weight calculations I Well thickness for design calculations Depth to centroid of steel • Gress rc:ent of inertia Modulus.of rupture ( 5 f'c ",5 ) • 60000 psi. • 4000 psi. • 50 • S0 % 18.00 ft. 18.00 ft. 60.00 in. S ft. 0.85 0.00 in. 7.25 in. 6.50 in, • 3.25 in. : 1373.13 in.'4 = 316.23 psi. Modulus of Elasticity i Concrete ) n :Es /Ec . Cracling Mouent Delta Cracied' Steal i4i As tad )) Maximus ellowed,steel ratio (.o a 4c- balanced ) Total lead on design section Actual axial stress (( Pw + Pe ) / Not Area ) Allokablr aviel stress ( .00 t f'c ) Top Dead load moment 1 Live load moment 1 Wind moment ' Seismic moment ;ar size As Applied Moments ( Service loads, Unfactored ) : 1.61 Ft. -k = 1.09 Ft.-k = 9.86 Ft.-k : 3.55 Ft,-k • 5 : 0,307 !n.'2 - -• DESIGN SUMMARY Axial stress is less than allowable axial stress. Area of steel is less than .6 a Rho balanced. Service load dell. is less than Ht. /150 for all cases. 4 .. , Y. {.. .11 ..... 3605.00 ksi. 8.04 133.61 in.-k 0.09 in:. • 0.0ssc • 0.0171 : 51792.66 lbs. • 132.80 psi. : 160.00 psi. Mid - height I Dead load moment Live load moment 1 Wind moment - ) Seismic moment = Bar spacing 16 in. o.c. As 1.150 in. "2 / b O.K. !! 0.k. !! O.K. !! A Y „ 1-. oT' ata DESIGN DATA tart:: att t:: t: tt: tt t: t :ttttttta: :ttttttt:::::::tttttt Vertical loads ( Service Loads, Unfactored ) twee - e' /' I Applied dead load Wall dead load 1.623 Kips �. Applied live load : 6.970 Kips 7 = Z• w.._ `>`' 4, S9,, 0.35 Ft. -k 0.24 Ft, -k �_ 2 6.97 Ft.-k 2.55 Ft.-k lf , Af 4p1 na.S uSrs- Gra rz r,.n ►r, - ?4" Wr*l+-.1„. • • . • • . • • • • ,U • 111 • Tilt IVI 011 ‘CC Z V.P. Il1 ittlIt1illi3ftlilltilfttliftlfilit2111111t11111111111i1t111$211 • • CASE IA : 1.4 $ D.L. t 1.7 I L.L. (No P -delta). : ' 7. 51793 lbs. a 0.624 in. ' Pu : 58329 lbs. ' c 0.734 in. As' • : 2.12 lt."2 Ms 32.40'k-in •' Phi t 0.825 Mu : 49.28 k-in Icr : 115.97 it."4 • - Phi t Mn . 308.76 kin Service Defl . N.A. in. . Delta n N.A. in. 9.rvice Defl „ 0.04 in. • :CASE IV U 1.3 $ Uin Load : Ps : 44823 lbs. Pu : 40340 lbs. : As' . 1.82 in."2 Phi : 0.848 Icr -; 105.62 in. Service Defl : 0.07 in. CASE 18 U : 1.4 i D.L. 1.7 8 L.L. (w/ P-delta at Mid-ht) Ps 7. 51793 lbs. a = 0.704 in. Pu t 74601 lbs. c = 0.828 in. As' : 2.39 in."2 Ms 2 2411 k-in Phi : 0.804 Mu t 278.64 k-in ler = 124,30 in:4 Phi a Mn 2 334.80 k-In Service Defl . 0.02 in. Delta n = 3.26 in. CASE 11 $ U .:.75(1.4:D.L. t 1.7L.L. s 1,71Wind)( 50 2 live load ) Ps 't 48308 lbs. a ' 7- 0.591 in. Pu . : 51507 lbs. . . „ . c t 0.695 in. As'. ':, 2.01 in. Ms : 105.81 k-in Phi ' . 0.634 Mu : 286.40 k-in ler " , : 112.20 in. . 'Phi $ Mn : 297.00 k-in Service Difl : E.00 In. ' Delta n : 3.09 in. :CASE ill U ..7$0.41D.1.41.7$1.1.41.9745eiseicli 50 % live load ) : MOE lbs. a = 0.591 In. : : Pu ' . 51507 lbs. ' c • . 0.695 in.': As' . . 2.01 En. Ps : 50.86 i-in: 0,63: ?,: . t 222.07 Hn: Icr :112.20 in,'0 Phi $ Mn . 297.00 k-in: Delta n : 3,05 in. No live load a 0.536 in. . 0,631 in. Ms ; 100.70 k-in Mu 242.54 k-in: Phi I Mn 276.65 k-in: Delta n : 3.01 in. CASE V U 0,90.1. i 1.1 $ 1.3 t Seismic Load ( No Live Load 1 44823 lbs. a : 0.536 in. 1 Pu ; 40340 lbs. c 7- 0.631 in. As' : 1.82 in."2 Ms : 45.92 k-in Phi : 0.848. Mu : 177.56 k-in Icr : 105.62 in.'4 Phi t Mn :. 276.65 k-in 1 Service Defl : 0.03 in. Delta n = 3.01 In. • MEM SHUTLER III _ CONSULTING IOW_ ENGINEERS, INC 1300 - 114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450-4075 FAX 450 -4076 t•.1•xG;t.;.aritrcvY r.. JOB 6PriV/414 CR■STE,Z SHEET NO -16 � CALCULATED BY -• LPN)lSfe.... DATE OF 5/z /97 CHECKED BY DATE SCALE . (elL_z- V -fr_b_44______ FLAte( ) (. .. _2.1 _ _. _. i -l4fDl}} _Tare FLtt . ,14 NI) . - -17 f =b - -= - - ___ __ 1 i 1 r i - - ( (,� 7 3 ) . 217 fy, -1- _.1.133` ( zs iSF) °_0�_f77 -Kips foi .oiesf - ) - '- Q, 2 `yr._ 1 Tt3fAL__1 - �S. _oN. _9(Z __Sr !per Z . ; .0 . 25 K. :(i.. -. Y1-7 � 76., 6f 4 0.416 " . V rt )( - ,n414 Fe (a % )( 111 = I' , 16 Sr�s�tc� _Y- (6,3X1,0)(0.?)( )(1Sb) � bt_ _ ? ;dam FL'Gt-' 4 - 24 .44 K Z. °Z 0 , D i K - t om ' / pr + ► h O c . G ' Z a ` F +dig u_ ' ?DZx 14 .I( = 21,M M� Q .1 ,S O.4 K -i 7 �r— a II , F7- ( fj4 Y.2)(16.4 1.0) . .�� > >.s5- W = I b.S ? ?v ( ((-r) . OIL W of .5'x121(�,z )(.i v — ) , ot3 pcf?Ur ... L .L L. ° `L( • 14tc. A k D,sg K -Pr /fir- R2 2L _ (w . 6$K 1z -) -fit M , ' 21 - o _ 141-tf, (j4 k 1 ) 1.97,14.-ff. __ ti 0.4 K- F /11 . O- -Pr Mp - C©.%Y - o) - 1( %)($ 1 " --04 ) 11KI1 . 05 IND: LIGA _(- -Mk ti (o1s = / 171 T1) = .9S6 M = 0.41K -f% (7rf) . Gg7k (4.6i} u- - vr x .91 -Fr) 3 ,42..k- r MIAMI SHUTLER _. CONSULTING ENGINEERS, INC 1300 -114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450-4075 FAX 450-4076 5-0_" _ i r- 1bt) ?ANA _.._. -- rirr C�ZS (0t(6- _YrT- ) (1t , __ =__p,131 K/ - - -- 0.-77 -7/ (_ )K/f )(1. ) kAr 3 , l Z V./ -- T C7"i 1__ 1. '�(-S /4•v S�zr�u- ��L - 5 K /Y f r> ar�.ryit,WYi (61 I . 04- 1 z/f-'{1 - ? r) 28 7 k . ( 2. -)im) = . .14 4 �(zls► -�ICr - - _. 1l =_(0.,; C(._o)(o7s)(� z ,19) 2.4 - -- JOB GAIrr.LA < rvz $ b SHEET NO w 11 OF CALCULATED BY If & . LAW DATE 6/Z/9/ CHECKED BY DATE SCALE Cz )O M 10( i Vk. QTroe4ra26LS 22 k.2K..97 a Lt.. ^ , . S. o 2 1, 2)66.4)o4o) .= • SHUTLER _U- CONSULTING ENGINEERS, INC 1300 -114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450.4075 FAX 450.4076 0.4 •EG I G K6) 1 7_7_471.t.c9 'CI' o.g, ) h s _ 170 V4 40 II 'EL z Ti (TM C1C (1 n Mu __ w� -. (Ag6)( 1G) �� 3 ._. (�(r. _. 1537.7: t► fae_rcTL:- !c s _ ._ -C.$ 1 X16 !,a) 46.S1 fSf SW,Srot tt li7 .._ ... -. ... '�i 0. Xi 5 W� z( (.4 X 20,4 ev. _.) G , .4 "/r-r 555 t. -T 8 JOB C M1Z.k1144' SHEET NO L A-) O' OF CALCULATED BY Lhe DATE CHECKED BY DATE SCALE ek= ISY1 G' 7 = (I?' )( t0.4 nF) •?4 44 /x - 9 41 16 z (,,25 K (• 17)(6) Ii.( 12� Y 41. (c r . a. (6.75') CGS, = ( . . atc- 11,17 M t'p ' C Xi6)_.i t Z 5.55 K-� 711. . cos,4, m . n[ n � W. �: f�i+N�Ed•Ol f rf n.aYH M b' 1300 -114th Ave SE, Suite 250 Bellevue, WA 98004 (206)450.4075 FAX 450 -4076 AIIIM_11. SHUTLER _S CONSULTING i_ ENGINEERS, INC '�S C1:•�.� �. ("� L. f .�1.-a_�- ���.) rte_ 'P� � -- Z�._�'k . -- u_ 4I..1)(.(:7') _r- 43 T� 1 _ � : 6 v I46. !Mv _ t of 1 ,ssv f , 6 5 . o1k -fr 15A5 fit -io _._. M _ (2C .6 K 6.-115 jp , % -f " zs 7. w l s.m) . +0,-1)(5.Gz) ...... 13.55 le -FT CM R. Jr M - ( l� . �5 k.- ec)(7s) _ K - GAS& .1:11 - E 6 ?) C. yr4 -7,zs 2 Z 6 : .12 5 ' G. JOB 6A 14A( Grsrvfc..1 1 l:/ SHEET NO — •��,/_` OF CALCULATED BY ?• , - -bf`►I DATE CHECKED BY DATE SCALE c SHUTLER CONSULTING ENGINEERS Job (a ► �� 1 I D Structural Engineers Sheet No. t-J 4'0 1300-114th Ave S.E., Suite 250 Calculated by '-SL_ Bellevue, Washington 98004 Checked by (206) 450-4075 Date Tilt-up Wall Design -- P-Delta effects per section 2416(i), '91 UBC DESCRIPTION:5'-O' section betwn. 12' 0.H. doors 9.25' thick w/ fir. (moNi ,t,_ *t* DESIGN CRITERIA **mttttttt s:** ttt tt #tttttttttttttttttttttttttttt >"Fy "of.Steel : 60000 psi. f'c of Concrete : 4000 psi. Percent of live load to combine with wind load 50 % )Percent of live load to combine with seismic load : 50 % )Parapet height - 18.00 ft. > Design height, distance between supports : 18.00 ft.• )'Width of wall for design ' : 60.00 in.. ).Tributary width for wall dead load - • 5 ft. Fixity'coefficient - - 0.85 • ).Eccentricity, distance from center of wall to load - 0.00 in.. Wall. thickness for•weight calculations - 9.25 in. Wall thic):ners for design calculations 8.50 in. ). Depth to centroid of steel .4.25 in. Gross moment of inertia :.3070.63 in. 4 Modulus of rupture ( 5 t f'c ^ .5 ) = '316.23 psi. Modulus of Elasticity ( Concrete ) : 3605.00 ksi. 1111 = Es / Ec - 8.04 Cracking Moment - 228.47 in. -k Delta Cracked - • 0.07 in. Steel ratio ( As /4. b I d )) - 0.0045 • Maximum: allowed steal ratio (.b 1 Rho-balanced i : 0.0171 Total iOati or cesici e:tiCi: - 73516.91 lbs. Actual axial stress (( PW + Po ) / Net Area ) : 144.15 psi. Allowable a ►.ial stress 1 .04 t f'c ) : 160.00 psi. *** DESIGN DATA ttt attttt tmm ttttttttttt ttttttttttttttttttttttttttttttt Vertical loads ( Service Loads, Unfactored ) Applied dead load : 37.450 Kips Wall dead load : 14,829 Kips Applied live load : 21.240 Kips ----, 74 K +14.(6k Applied Moments ( Service Loads, Unfactored ) Top Mid - height Dead load moment : 5.29 Ft. -k ) Dead load moment : 2,65 Ft.-k Live load moment : 3.62 Ft.-k ) Live load moment : 1.61 Ft. - Wind moment : 9.86 Ft, -k ) Wind moment - 6.91 Ft. -k Seismic moment - 3.80 Ft.-k ) Seismic moment - 3.50 Ft.-k Far size : 5 ) Bar spacing 16 in, o.c. As : 0.307 in.` 2 As 1.150 in. "2 / b B O - DESIGN SUMMARY Axial stress is less than allowable axial stress. O.K. !! Area of steel is less than .6 t Rho balanced. O.K. ! ! Service load defl. is less than Ht. /150 for all cases. O.K. !! Nu ( Phi * Mn for all cases O.K. !! A-,2SK+20. 1 (S,9(r • • ,*$$$$$$*$:14214mtittrtttmtmt*********mmtmtmimmt* C ASE IA $ U :1,4 *0.1. + 1,7.* L.L. (No P-delta) ' 1 .Ps •• = 73519 lbs. a =• 0.772 in. - Pu = 885381bs, c = 0.909 in. AS',- = 2.63 in."2 Ms : 106.92k-in Phi ' . : = 0.813 Mu = 162.72 k-1n i icr . = 250.86 in ."4 Phi * Mn 495.08 k-in: •,..Service Defl. .= ' N.A. in . Delta n = ' N.A. in CASE IB $ U = 1.4 * D.L. + 1.7 * L.L. (w/ P-delta at Mid-ht) Ps = 73519 lbs. a = 0.874 in. IPu = 109298 lbs. c : 1.028 in. As' = 2.97 in."2 Ms = 109.53 k-in Phi = 0.793 Mu = 431.01 k-in: Icr. = 269.90 in."4 Phi * Mn 539.09 k-in: Service Defl = 0.03 in. Delta n = 2.45 in. CASE II 1 U =.75(1.410.1.i 1.71L.L. + 1,7*Wind)( 50 % live load ) Ps: = 62899 lbs. ' a ' .= 0.674 in. Pu = 68433 lbs. c = 0.793 in. ,Ai' = 2.29 in."2 . • Ms = 172.34 k-in: Phi .. 0.833 Mu = 356.77 k-in: icr . = 230.251n.4 Phi * Mn 448.02 k-in Service Defl = 0.05 in. Delta n - 2.28 in. i . !CASE III U =35(1.40.01 .7*L.L.+1.87*Seismic)( 50 % live load ) Ps. , = 62899 lbs. a = 0.674 in. .., - Pu = 68433 lbs. c = 0.793 in. • As' = 2.29 in,"2 Ms = 129.85 k-ir • Phi = 0.833 Mu = 309.03 k-in Icr . 210.25 ir.'4 Phi 3 Mr = 448.02 k-ir Service Defl = 0.04 in. Delta n = 2.28 in. CASE 1V U : C.D.L. 4 1.3 3 Vinci Load ( No Live Load ) • .Ps.• .., 52279 lbs, a = 0.569 in.. Pu - = 47051 As. c = 0.669 in. As'' = 1.93 in."2 Ms = 149.66 k-in Phi = 0.854 Mu = 268.56.k-in Icr • • • = 205.53 in."4 Phi t Mn = 393.05 k-in . • Service Defl . 0.05 in. Delta n = 2.18 in, CASE V U = 0.9*0.1. + 1.1 * 1.3 * Seismic Load ( No Live Load ) Ps = 52279 lbs. a . 0.569 in, Pu = 47051 lbs. c = 0.669 in. As' = 1.93 in."2 Ms : 107.32 k-in Phi = 0.854 Mu 219.89 k Icr = 205.53 in."4 Phi $ Mn = 393.05 k Service Defl = 0.03 in. Delta n 2.18 in, MIAMI SHUTLER _N- CONSULTING ENGINEERS, INC 1300 - 114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450.4075 FAX 450.4076 SI44 A7SraG .. _ To Gam d_ * 'C`P.So reit,%c ,___wl"D;H : T- .._' - rL j i ' I GZ _3 14 (2_ tr) AL j s: 161 ) =- (, :12 K C1 ,'� .� k)(*-1 = 0.73 k.-fr ta. I z MTd 'g/tL 6.21x5. IC? .. _(, ( In - NT Fr I (�dti IN\ I Nt> - 60,41 k• 6 7 _ JOB Ark:444Y i / SHEET NO (/`) 'C OF CALCULATED BY I DATE CHECKED BY DATE SCALE 33 cv srRtupg 4Ls 5 z- 3,c g _ Avoia pt. 4- ? 4-- + 5 A rpi,m) 1 -+- f -4- ?ft42. . 0,7Z tom + I , K 2 /21.4. . US ?`"D Crftt.c o, to 1 4 1 ( I" PiWa- Du SHUTTER CONSULTING ENGINEERS Structural Engineers 1300-114th Ave S.E., Suite 250 Bellevue, Washington 98004 (206) 450-4075 �.�....+wr.v W<YdMF %btG /iNq VIMmfMtDxMMtt�Mt« Job A-cral - r (,rr 10 Sheet No. (W —1'3 Calculated by '0;1 Checked by Date Tilt -up Wall Design -- P -Delta effects per section 2416(i), '91 UBC DESCRIPTION :2' - 5 1/2' jamb adjacent to 12' O.H. door (7.25' w/ Floor) *** DESIGN CRITERIA ** t***ttx txxx ttx t tttxtxxtttttxtttttxtttttttxttxz > Fy of Steel - 60000 psi. f'c of Concrete = 4000 psi. > Percent of live load to combine with wind load - 50 t ) Percent of live load to combine with seismic load = 50 % Parapet height = 18.00 ft. Design height, distance between supports = 18.00 ft. Width of wall for design = 24.00 in. ) Tributary width for wall dead load = 2 ft. > Fixity coefficient - 0.85 Eccentricity, distance from center of wall to load = 0.00 in. > Wall thickness for weight calculations = 7.25 in. > Wall thickness for design calculations = 6.50 in. > Depth to centroid of steel - 3.25 in. Gross moment of inertia - 549.25 in. "4 Modulus of rupture (5 t f'c ".5 ) = 316.23 psi. Modulus of Elasticity ( Concrete ) = 36.05.00 ksi. n =Es /Ec = 8.04 Cracking Moment = 53.44 in. -k Delta Cracked = 0.09 in. r teel ratio ( As / ( b * d )) = 0.0038 Maximum allowed steel ratio (.6 * Rho- balanced ) = 0.0171 Total load on design section = 12569.06 lbs. Actual axial stress (( Pw + Po ) / Net Area ) - 80.57 psi. Allowable axial stress ( .04 i f'c ) - 160.00 psi. s** DESIGN DATA txstxtxtx tt ttttxttttt xttxus1***** ******txxttutxx$xtt Vertical loads ( Service Loads, Unfactored ) ) Applied dead load = 5.800 Kips Wall dead load = 4.649 Kips Applied live load = 2.120 Kips Applied Moments ( Service Loads, Unfactored ) Top Dead load moment Live load moment Wind moment seismic moment ,ar size As Mid - height • 0.49 Ft.-k ) Dead load moment = • 0.33 Ft.-k ) Live load moment = = 3.00 Ft.-k ) Wind moment = • 1.42 Ft. -k ) Seismic moment = • 4 ) Bar spacing 16 in, o.c. ▪ 0.196 in. "2 As 0.295 in. "2 / b - -- DESIGN SUMMARY Axial stress is less than allowable axial stress. Area of steel is less than .6 * Rho balanced. Service load defl. is less than Ht. /150 for all cases, 0.25 Ft.-k 0,17 Ft.-k 2.12 Ft.-k 1.02 Ft.-k O.K. !! O.K. !! O.K. !! VSf I - 415 Gr a v ) ' / 7 1/ N WA L.L A z- 0. 31 ',Jr"- itttiiitittiitiiitiiittii iiiiit ttti tiiiiititittititiiititiittittti Air Pu Mbrou' As' Phi. Icr' Service Defl CASE IA * U.= 1.4 * D.L. + 1:7 i L.L. (No P-delta) Ps = 12569 lbs. a As' Phi' Icr, Service Deft 11724 lbs. 0.49 in. "2 0.862 = 32.09 in. "4 N.A. in. c Ms Mu Phi t Mn Delta n = 0.360 in. 0.424 in. 9.84 k-in 14.96 k-in 77.83 k -in N.A. in. CASE. I8 s U = 1.4 s D.l.+ 1.7 i L.L. (w/ P -delta at Mid -ht) Ps = 12569 lbs. a - 0.440 in. Pu = 18233 lbs. c = 0.518 in. As' = 0.60 in. "2 Ms = 10.06 k-in Phi = 0.842 Mu = 67.11 k -in icr = 37.05 in. "4 Phi * Mn = 91.55 k -in Service Defl = .0.02 in. Delta n - 2.86 in. CASE. II * U =.75(1.4 *D.L. + 1.7211. + 1.7*Wind)( 50 % live load ) Ps ' = 11509 lbs. a = 0.368 in. 12323 lbs. c = 0.432 in. = 0.50 in. "2 Ms - 33.99 k -in 0.861 Mu 75.03 k -in = 32.57 in. "4 Phi * Mn = 79.14 k -in _ .0.06 in. Delta n = 2.75 in. CASE .III U =.15(1.4 *D.L. +1.7 *L.1. +1.87 *Seismic)( 50 % live load ) 'Ps = 11509 lbs. a = 0.368 in. 'Pu = 12323 lbs. c 0.432 in. As' = 0.50 in. "2 Ms = 20.52 k-in 4 1 . , P'hi = 0.861 Mu = 59.76 k -in Icr = .32.57 in; "4 Phi * Mn = 79.14 k -in Service Defl = 0.04 in. Delta n - 2.75 in. ,CAS` IV U = 4 1.3 I Wind Load ( No Live Load ) Ps = 10449 lbs. a - 0.332 in. Pu = 9404 lbs. c - 0.390 in. As' = 0.45 in. "2 Ms = 31.91 k -in Phi : 0.870 Mu - 63.72 k -in Icr = 30.16 in. "4 Phi * Mn : 72.64 k -in Service Defl = 0.06 in. Delta n = 2.70 in. CASE V U = 0.9*D.l. + 1.1 t 1.3 * Seismic Load ( No Live Load ) Ps = 10449 lbs. a = 0.332 in. Pu = 9404 lbs. c = 0.390 in. As' = 0.45 in. "2 Ms : 18.46 k -in Phi = 0.870 Mu = 48.16 k -in Icr = 30.16 in. "4 Phi * Mn = 72.64 k-in Service Defl - 0.03 in. Delta n = 2.70 in. ;II CON ULT NG NGIN:1 R INC. Tit e -iI AA s 5 16 MIME U . 1111,11111 SHUTLER CONSULTING ENGINEERS, INC 1300-114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450-4075 FAX 450-4076 JOB SHEET NO 6,t1f4JA alTirt on) tt- OF CALCULATED BY ( K. LigNa DATE CHECKED BY DATE SCALE z 2- 1 - 44t (kt5)(c6:410 ,2U fft *40 A5 IMK 2 2 NS-1)(5,116i )(OcIe3d. j1,1K_ 2 -54-4 ) Tff •I .1 14-fl eo Xfig -f Vi. 0.75-fr/ 0.25 )A ,154-fl 1 I II 'Iltax■i 2473Paor 10 4i 6611/60.) z. • -14 12.4; I 1,4 .6z- 1 ix - "Fr O ttl9 " f ift4)(4 1 b1A)( 1 . 6 ) -; 1(. 1 ) frt - 1 12.93(W)Ati , kle< -tA 4, 0G M i. 7.5 k -Pr d r," tAlai - .64. 642-44- 1 4 P - • ••• 44,.. . .( C „ V.' 4 tit - Pr M Atttver- 2 :711 .K • • )t4 q o) I; ( ii Yko? ( _IS kc- 'I : 7 31k-n 3.4 A ff■gt 4 fur.., 4 ZI .5K tt 7 4I4JK 1Sk. kL. '' . [V ,(It ' 6")(ZI.g4 A - )( 2 ) -k - CZ1 7 c) - 1 - CtS :61‹. 51 4- .6 )(55.$44114-)(0.15I-tit DESCRIPTION )) Gateway Center 110 )) 2'=0' Pilaster DESIGN DATA 4,000 psi Fy = 60,000 psi SEISMIC ZONE (O :wind) .3 0 -4 COMBINE LL b ST' ? Y y/n EFF. LENGTH FACTOR = 1'. IS COLUMN UNBRACED ? N y/n 1F UNBRACED, Delta :S =' 0 . Total Reinf. Area 3.60 in "2 % Steel = 1.01 % Note: 1% Min ( Actual ( 8 %.Max , APPLIED LOADS MOMENTS: DL = LL SHORT : AXIAL: DL = 58.13 k LL 21.15 k ST - 0 k Ecc. ,O in . DEAD. LIVE SHORT $1 _ 0 0 0.345 i2 = 0 0 0 F1 0 0 0 #2 = 0 0 0 RECTANGULAR CONCRETE COLUMN DESIGN u Max Factored. = • Ph $ Phi : Capacity @ Design Ecc. - 1l:1t6:E1 4 Del :SIM2$ �tc.1 Ecc. ' AAia1 3 E :c t Moments Mag:fication Factor Design Eccentricity Po. .80 : (short column) P : Balanced Ecc: Balanced REBARS: COUNT BAR t< 'd' SET Ii : 3 7 11.8 in SET $2.: 3 . 7 3.2 in. SET 113 : 0 0 O in SET 14 0 0 Din. SET$5: 0 0 0 i SLENDERNESS EFFECTS Actual kLu /r = 48.00 Elastic Modulus : 4E406 psi Beta = 0.85 Neutral Axis Distance from Edge Phi Max. kLu /r to neglect slenderness Beta = Sustained / Maxia.um Moments = Cm El = Max((.21Ec1Ig +Es :ls) /I1 +Beta) -or- .4 Ec 1g /(1 +Beta)) /1000000 Pc : pi' - t El / l 1 .L u )' 2 , a : Max Pu / ( Phi $ Pc ) .ta :b :Cm /(1 Delta :b * M2b Delta :s * M2s Eccentricity: Ecc. Loads s Moments Design Ecc. = Ecc t Delta DEPTH WIDTH COLUMN HEIGHT CALC P :M DIAGRAM COLUMN DATA Top 7.79 5.41 0 • 15 = 23.75 • 18 ? Y ft -k ft -k ft -k Bottom 0 0 0 in in ft yin SLoc ELoc klf @ x= 0 18 ft kit @ x= 0 0 ft k @ x : O f t k t; x= O ft ACI Equation ' 9 -1 9 -2 • 9 -3 117.337 110.99 52.317 k 674.813 403.56 308.66 k OX OX OX • 23.36 40.92 27.13 ►ft 2.39 4.42 6.22 in 1.000 1.156 .1.07G in 2,39 '5.11 6.71 in 1132.00 1132.0 1132.0 k 450.065 450.06 450.06 k 6.61 6.61 6.61 in 9-1 9-2 9-3 12,52 8.13 6.87 in 0.700 0.700 0.700 34,0 34.0 34.0 0.694 0.733 1.000 0,600 1.000 1,000 5687,43 5557.3 4816.0 1203.1 1175.6 1018.8 0,139 0.135 0.073 1.000 1,156 1.079 20.10 21.36 7,57 ft 0.00 19.56 19.56 ft-k 2.39 4,42 6.22 in 2.39 5.11 6.71 in 10 / l L tel - P 5 s4 DESCRIPTION >> Gateway Center $10. >> 2'-0' Pilaster .--- DATA 4,000 psi = 60,000 psi SEISMIC ZONE (0= wind): 3:0 -4 COMBINE LL .b ST ? Y' y/n EFF. LENGTH FACTOR I IS COLUMN UNBRACED ?- N y/n IF UNBRACED, Delta:S = 0 . AXIAL: DL = 4.23 k LL = 7.05 k '`'ST - 0 k E = 0 in DEAD • 0 • 0 • 0 • 0 DISTRIBUTED : 01 :02 xl kL LIVE 0 0 0 RECTANGULAR CONCRETE COLUMN DESIGN Total Reinf. Area = 3.60 in "2 % Steel = 1.01 % Note: 1% Min'( Actual ('8% Max APPLIED LOADS. MOMENTS: Top DL =' 2.94 LL. = 0 SHORT .= 0 : nax.'Factored Pn x Phi Capacity.0 Design Ecc. _ ►:c • :$t�25 Final fcc.: F.)laiiEcc + Morert: nagn2Tication Fact!..: Design Eccentricity Po * : (short column) P : Ealanced Ecc: Balanced Actual ktu /r Beta DEPTH WIDTH COLUMN HEIGHT CALC P:M DIAGRAM REBARS: COUNT SET $1 : 3 SET $2 : 3 SET 13 : 0 SET 14 SET $5 : SLENDERNESS EFFECTS 88.00 Elastic • 0.85 Neutral Axis Distance from Edge Phi Max. kLu /r to neglect slenderness - Beta = Sustained./ Maximum Moments = Cm El = Max((.2*Ec*Ig+Estls) /(ltBeta) -or- .4 Ec lg /(1 +Beta)) /1000000 = Pc : Pi "2 t EI / (kLU)`2 a : Max Pu / ( Phi x Pc ) .a:b: - Alpha) Cm/( a:b 4 M2b Deltas } M25 Eccentricity: . Ecc * Delta Moments ta • COLUMN DATA • 15 in = 23.75 in • 33 ft ? y y/n BAR P 'd' 7 11.8 in 7 • 3.2 in 0 O in 0 0 0 in 0 in SHORT SLoc. 0 klf 6 x= O klf t x= 0 E, E W: 0k' @x= Bottom ft-k 0 ft -k ' 0 ft -k 0 ELoc 0 0 ft 0 0 ft 0 ft 0 ft ACI Equation 9-1 9-2 9-3 17.907 15.792 3.807 k 612.015 571.08 214.28 k OK OK OK 4.36 4.34 2.69 kft 2.92 3,3C $.49.1r, 1,000 1.000 1.000 in 2.92 3.30 8.49 in 1132.00 1132.0 1132.0 k 450.065 450.06 450.06 k 6.61 6.61 6.61 in Modulus = 4E+06 psi 9 -1 9 -2 9-3 11.35 10.65 5.24 in 0,700 0.700 0.700 34.0 34.0 34.0 0.331 0,375 1,000 0.600 0.600 0.600 7238,32 7005.1 4816.0 455,6 440.9 303.1 0.056 0.051 0.018 1.000 1.000 1.000 4.12 4.12 2,65 ft-k 0.00 0.00 0.00 ft -k 2.92 3.30 8.49 in 2.92 3.30 8,49 in vii2ccE AIM • NIP SHUTLER MIR CONSULTING ENGINEERS, INC 1300-114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450-4075 FAX 450-4076 t-E 1V4L L .0 _ , 1 1,0 . . .. ............... (.P1/..k.s.f).!. --r- __Li .__.,a_ _.. 14. (_i_i.5 . (0.,15 . : . ...._ .. , .__________. _ _____ fi vota ._ Loks !6.411.4.2!-/fi) +.40._ 1.4V...17z) — - -- . „ "... i . .4- 1. kfti..t. I.V..K•/f.r.... . 1 US6 114,2 AS ii(() 11 ,1041.1z1A 1-4Avs Ctc.. .4,5 hA JOB AcTr....t.sApe C Fie.lirie. 4 IC SHEET NO 1 A-) — OF CALCULATED BY 4 R. L.1 DATE CHECKED BY DATE SCALE 31 , e " 1-11/ 7 A .4.ggVPr (g,.1 Wit i • . • 4 6 --tek wog.m. ef - bt? K (11.161') 4 — ,(z14. ( 1 , 3 2. 4 k ( .1 ) (CO mt) A xi: oy,:7 0. kelp c- 17.6 7P.SF.. • Gax \/ ' .1Al 035D (11(7tP)1 IN P 1 V=KIRIZU (- Cl C; CO.S Tv) (72...)(1,2)(/‘.4)6 0 ) = 14 .1 k(u (7c)L1 (1.4,1.7 )]. 16,67 rPs MIMI1E SHUTLER _M- CONSULTING =VIM ENGINEERS, INC C J `3 PcNNINI m.4515p 1300 -114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450-4075 FAX 450 -4076 L -- vY 'At") JINS _ _ - - 0 a sfria -rte e) `6 d Trcwt oT wcS14/1 t c� Vw INDoW ' C b - 7 )XI. 0 K 6 . 75x 2v f ' .tP _ 4r5 1: .4-64.snf c845 k u = B .'•7 5 C I.5 7 ("9.4s L-T /Yr) J 13g .5 L-IV'r JOB (j (1 J ka2 4/6 SHEET NO &) OF CALCULATED BY ?. L Is Ji DATE CHECKED BY DATE SCALE Vkrr Sal. ' . ��..V.. 127,53 kr/ .Il' «.i7 0417 � GAS {6 1 Zlas3 . # /_fr_) ; 167.6 /3 - w ►ND c,o✓ s —1 Or f ; 661.4 79) ,15Z .K-K_ Al Z it 0:16 viza. it ,I Qv) 6,0$ -r . d vI 44 06 I t. iN f r (aft) ,r' IN { .0,7; .2t ,' t (0 AS Owl, ) kron, AI ►N// tt, '> Ao I N V 7ri 4- 41:1 kA e l rC//V%, 9 .._. r /11111• SHUTLER • _U— CONSULTING __ ENGINEERS, INC 1300 -114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450 -4075 FAX 450-4076 .1r JOB ,1, it. $ tC SHEET NO V •-• 5b OF `►- CALCULATED BY r DATE CHECKED BY DATE SCALE ?0,53 ti< M j,i4 i9. 5 rri __ . 127 k -f'r • �tC (09)(4,0 o rsl) _ 2- — -FteLs 2 ---P-1-- Clt)1. 6 5.); ielfr- x 1 .41 .... e ur .Z_63. ?3_ ` .4er t. — --- 0.417 K/r -r X I:7 — 0 ky K. P, r' . _._4,Ir = (._ /- ` k . rr � -.� = 0.103 K/ k 1. = 9.`� A— (0, 1So krk) 17, 6FrF- u (o. - )s)(1.s X 1 rse ,►, a WIP C-ev S T, " Gro4 (. 246.4is41.0) (6. 114 : - (0.1s)(1, - 7) - ((1.53 = 21,a1. 'r allal111110 SHUTtER 11111111M CONSULTING 111111,111111111 ENGINEERS, INC 1300-114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450-4075 FAX 450-4076 • JOB stmAtAy SHEET NO IA' — 5 t OF CALCULATED BY 9- 4 Livvial._ DATE CHECKED BY DATE SCALE 40/0 5-Rv*/,../ Itrot_1e44u.-‹ _ kip Z441.6e. . : .. ._=_.44P±?_.r.5:1 , .__Z f5FX 7 ' r' ! ' t , - 2- _, a . 1 ._.:. ___•,____,___:_____ ,__. __„ __ _i_ Inv ' - r ( a _f•frA, f.1,1)1. - _ - ___frif_r____Lj z I) A 51 - - tt% N .w4AN/p Gt) T)6.- ._gffty.t. . garron of S '705fru P‘cR5r 4 ,5 11 r Wfur (.(1 )( 3,sf-c) (4Sfst 3 .2S r— 227.0z,frr W 0 t WINP V F 1 .‘ , S3 TSF . • • _66.57 ..P5)(3 . u .5$ •11■Iu Vlv 64E.2(yi9.m-)2 / 61 4 , t-r O. 11J 1.4 ( Fr) =7 IA • Ail AWL — ckfiki ( titt ..106,1 Ls /6 0 .,C • "c 1; 'N 0".75 rein )(III. 5 7 , )7 Hi .26 LiVpr it orerzovs 1)A?,44 0 1-, -0,V2 .0q • 5 Iv k fon a Lc -4— MIAMI 111111/111111 • 1300-114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450-4075 FAX 450-4076 1 t t _±.12.:4712L _LI t.72,4- X 1 1.4 -& k V _". C_12.1.L._ .`" .%?3 Vt X 1 • -? 4 _ i eri " ' " __i jiO __ X( IA 1.2nw/Fs • v4r)(21 z-s 2 • st Z5 1 ) z4 • Mdf( (A1 a L3 -F-r)/( 02,6„Jx,‘67c),01c t 1 "\011-1/0sJIrkt_ 1-011-0% 1-104.—■ Z—e SHUTLER CONSULTING ENGINEERS, INC . T/ _ 14 _ /afl f ga.vr:-AL -‘16 lc JOB 6 CO N1 r6C 1!, /6 SHEET NO Vi OF CALCULATED BY ( 12 ,L4/0112, DATE CHECKED BY DATE SCALE 515.16 0 14 Up^ P) Ulm" o& vo44-J"Per.t.. k I tor) cotczA& Q1c1, ,G 2-s OS . 8 fe--r-rApt- 3 .6‘ k-ry cl 5 0,24 0.-7 S1 Net V 6Crie-olu-`(_ ti Se. 1-At ..00i2, 61)6,4) 74, it 1 IN er..) .• , 4 c 7 4 Hottz a75 /4 -; v61 0.71 ik1 5 . 1 5 . (G,it■ij) — -- A C.ror sq • : USe,.. 2 FloCZ , R i(GIJ■ri.! `�.'. _ .- --• - -_ __ _.__._ _.. __ 11111111M1111 IMP SHUTLER _U- CONSULTING WWI i ENGINEERS, INC I I F . ± 4, 25 _1 d . K/ 0.._ gm' .X _(�� - d .1( /er 1 ' I A Z J L L alt 1300 -114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450 -4075 FAX 450-4076 �Z. Gd ►5/T - r - ' 2t , 25- 1 i . 6S JOB G M l ID SHEET NO '5 OF CALCULATED BY • L44' I+ DATE CHECKED BY DATE SCALE • \O f(1 z ..(5 • 2k0 . ��- F.r�:f- 4 s- /r-c a 5 2- it2/ftc. O f 0::15 S Ir.'.1-' C. kNN 1,5 _ V G u -' 24 ,G$YSF _ L = 21 : PSG �SSut�'a l" &' _.'B . ( . _ a••t rr .._o,-_ M » Gt,v.••�,)5 . W v ; 1.= ,u , Livw)(41.1c r 60;0 . a ct 3 vAr $,0V) /z. ter v- Ols 1- ASA". 6,VINt/fi (2...fr) 0. � , - . o,is 2,9 ►N ter' 2 ,� 'COT 0, 1Z L US6. z. — f Ai = /. • a 17:S4 NI (64 k ill ez reE4A 1-7 1404r 4[1 ( fT/Fr /111111/1111.111111111 SHUTLER ■•- CONSULTING 111111,_11111 ENGINEERS, INC 1300 - 114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450-4075 FAX 450 -4076 .21 A51 Fr : a ;26 IN/fr AS - D. 3M" (4 IL A ZON AL. 1-0AD NI AvAmir-/- 3' -o`' . TANA l) 4.1►N�. Go�>>�.ras .1Alu ((Z 6 1...Vre- v �'I✓r 127 k "rr /; fr ~' 1.3 7 K -f-r/fr A s / P r O. (OS /,J . ( 0.3(`( I fJ Z C IE/Vref JOB GA4Yr1A1A 1 f f' < D SHEET NO \1'Ck OF CALCULATED BY f g- 1- A/V/CR DATE CHECKED BY DATE SCALE VSO, )-#11 N 57 vo 7 /1111111M111 SHUTLER MINIM CONSULTING Mr WI ENGINEERS, INC 1300-114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450.4075 FAX 450•4076 SHEET NO JOB 64rg1otA /0 OF CALCULATED BY T•ilywg_ DATE CHECKED BY DATE SCALE v‘)-s Ccao) . 4 I . i ' i . 1 1 i 1 t -... 1 r i 1 . . . : - .-'.. '.....'...-.. , -4 .. 1 . I 5 1.34.r- Yr-r _ _ tiL .14f 204 K-/f-r C.0 1 Ss 2 0' '/ Y1? s 0 . = AsIcs nMyrr 4 ? 14 2/1.1 Lb NIA LOnV.S ■■ ■= 1 ...... 1 ■111111 . GiAS (sAn(C.-- u ((v2 z 0 /3zip z. /- G g gr"km loTtbm oP7 . S'eAru Prat .14 (;c , 4 t) = (42 2c Llyri- M 441 5.446 Klfr 7. 544G K 2.723 ed As/fr. 0,11 wrfr () OAM 1,J‘ 2 S •‘ ) A.t..v.),/ V ail citu-' 444 ._@.) _ r Wur —Kt> wior v0.4i k ftr Abk4 IbT (IJ (m i - 4_=) O.0 • Lokz 7 TA-P frionotQ _44,x OPS ni) T: 3 11 k yI4- 7 t_g5_ z • °i4 Giil K. X la ,(Z, y4 -2 IL ( )tt .Y .1 s) _ 24 .1Z. ) o. az, ) + 0_ 1.5 fr )( Z k/ 1 i)t K. 12 .0g 695 XrYlz g 9 6 .04 ;e. - 1T MIMI MIN SHUTLER MIN CONSULTING 11111 Ili ENGINEERS, INC 1300-114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450.4075 FAX 450-4076 u 4 .ute/pr)(ta.6t0, 760,7z, A\A 7‘0.7% ic—fs 1SSS -.11/Fr .1! 11 _17,4 0,) • __A s k r - -' , 6 i6tI A s 7- 2,&g fl • ( '5/ (A) JOB 6FV11.1.1.4'r NTHr-17 /0 SHEET NO 4-) '''.51) OF CALCULATED BY , 1.410 DATE CHECKED BY DATE SCALE 6 0J49 r. _ _ 11' A5 ,S JA n v/r-r • • C3pAs i1) 11111111 SHUTLER JOB CAM aArr / MIN CONSULTING ENGINEERS, INC 1300-114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450•4075 FAX 450•4076 • ; ; a Ir- ef030.1 1 : • ' C1,Y--.) ), ' • ,, 1 ; , 7z. • i 1 • , 1 ' : ; • ' . (,0Z5ii3P)14.MI'L X13 =1;j1K. I° lig ---- -OA . J5.x4p) 9,tr-5 (23,0■4 ■■••• or. .0.1(762.).= I •A t.51/.1i/r< 2 . A - CEL-0 Cl 7 1 4- IAL,L (04 9/ v( &r.;s iehr)(g 18 ') to x. )04 5:15 n o. et, SHEET NO V —5 1 CALCULATED BY r ? .. " •1 DATE OF 4 CHECKED BY DATE SCALE 7c7•4'-o• 1/111L) g .7.S 3 • ( co , .->s r P'FazAr-op • A T>lrirs4P 'Fl-tr-X0c4L._ - 1007.45/456._ itA.4 /WA _ cm 5r6,4-L. ls s trir,r.W51) A ‘t • 11,70,5pu V.51 2— 41 — 7 4 A = Nu `114/Fr. • . �:C�i:+:ile` ick9: Yt S :td:M�r.�ttrn,�,o.,..........., . __ SHUTLER JOB CK.iNP - C Cgeirrit 4/6 6 _�- CONSULTING SHEET NO w 54► __ ENGINEERS, INC � 1300 -114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450-4075 FAX 450 -4076 OF CALCULATED CALCULATED BY F • Lfr*`- (5OZ DATE CHECKED BY DATE SCALE SSA•- rv(tri -k-- %el Tyr. r L-S 14 20 w ibk . Leto r� Wr 0,8156 k, 0 ' 4 1 2 k._ 4 6.GZ -c. . 9 (b1" 4'156 ) z 2 , Z DL . 2 (2 I 1/44 .14-mizt u (1,4)(72,.62 I 6M4 0,GezD rT _ (') «I x•353 •__ 71 1 . - 6 1 ' Ctisfi-D6z) 6 k: D$$- 1 ##'7 s , G. rN 1 1 694 Mu ... 6. 68 CPC - (kPC)- 0141(IGG.t ;K r) ni'h3kt;; _S A L T&Si6P _(TAoru.s Z5 K /r 4 =1' IS Rf _M. SHUTLER _� - CONSULTING __ ENGINEERS, INC 1300 -114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450.4075 FAX 450.4076 :Y- ar....vv:: r•::•. 41.3 nHCerYafY.:4431,L:M 6141401'a+sYliCar wv.v....+...«..,... . . G ftr k( 10 SHEET NO. W J I �I' OF p CALCULATED BY '` • LAN) 1t-'( DATE CHECKED BY SCALE JOB 4 2.4 ) c . d e ir4:L' , ..i''S1_._...__.__. ( pz) 2 7, Z/7.2 ittr) . +0,1 -7 -rr . = ifs 27 K - r - r Tz .� (..217.K/ ... ( " /rte- )62„ i 5 Ar M v ( 4 ( i -tr 4 - ) (14.99 — /-i•7 / <6,6 f„) DATE Use. ( - �t . 4 = o L 1111.‘111111111 SHUTLER MIKE CONSULTING IMP WI ENGINEERS, INC q , CA&rntEAtat S'PAN)Gt2tAL 1:4-Slei■) _ ( i I : • 1--014 ( It 0 ,1 • • I " 1300-114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450-4075 FAX 450-4076 } JOB 44-11-..,A 41, "( CE•47te. / C.) SHEET NO. \ OF CALCULATED BY • LPN DATE CHECKED BY DATE SCALE -c _ VC514/0 .gradOvn.) •(2) KST INIU (1 ,1 4), 02.CAfsF- , 0292 Ks - 6AL- N -TO 171.5fa.1.-Nk) 1 ■ - gvor (15, .40 14 f- 02. 7 - 61) - 2:1 - 6i:Ii0S)i 7 4 1 ;1 4 P.-f" s.cK 1 /x / - Fr VD 0. 5re_cr • d9S 141 , d lig - ?xi. . stA le - Fr 2- I ___ SHUTLER _N- CONSULTING ___ ENGINEERS, INC 1300 -114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450 -4075 FAX 450.4076 ._..N7ie�- i- ._ T /N✓'u) Jv r id 1 ,� j A 'act, -614 - (e,1 fr) = 2:5 Os tp, _67 -L uy1ts_X SPAC.F� • 2' JOB c A1Th.IArc C-..T'6i( SHEET NO W "61 CALCULATED BY (F • CIF.(. DATE CHECKED BY DATE SCALE OF 'c,4uqu.�c s P ix=„1, ••• Description 24' Section adjacent to window SHUTLERCONSULTING ENGINEERS . . Job GateWay 10 Structural .Engineers. Sheet no, W 1300-114th Ave S.E., Suite 250 Calculated by V-SN Bellevue, Washington 98004 Checked by (206) 450-4075 Date 06/03/97 *4*** TILT UP WALL DESIGN ****1 ( Considering P effects per Section 1914.8 of the 1994 UBC ) ***** ALLOWABLE STRESSES AND DESIGN CRITERIA **14+ Basic wind. speed Wind exposure category ( B, C or D Open structurek Yes or no. Wind:importancefector • • • Wind load (p= Ce * Cq * Os * I ) 0-15ft. p= 0.67.* 1.20.16.40 * 1.00. 15 - 20 ft. p :0.72* 1.2016.40 *1;00) 20 - 25 ft. * 1.20 16.40 * 1.00 ) 25 - 30 ft. • p = D.84.4 1,20 16.404,1.00 ) 30 - 40 ft. Seismic zone (1, 2A,28, 3, or 4)' SeismicAmportence factor Seismic load ( F. t 1 t Cp t W ) fb:diconcrete fy'of steel „ . . . Percent of live loac corbined with seismic. Parapet height,:•helght of wall above roof. Design.height, distance between floor and roof. Fixity coefficient' lt ry width for design loads .i dead load on design section Uniform live load on design section Concentrated dead load on design section Concentrated live load on design section Ictei oeac :oar: r cHip .sec:ien Total live load on design sectior. AclitICTII wt. app to %Il. ; it. Stucco. I Eccentricity, dist.fror center of wall to load wail thickness for weight calculations Wail thickness for design calculations Depth to centroid of steel Allowable axial stress ( .04 t f'c ) weight of wall Weight of wall on design section Total design load on design section Actual axial stress (( Pw + Po ) / Net area ) Steel ratio ( As / ( h * d )) Maximum allowed steel ratio ( .6 * Rho-balanced Modulus Of rupture Modulus of elasticity ( Concrete ) n = Es / Ec Cracking Moment 1g -77) 80 MPH B No = 1.00 . • = 12.20 psf. •.= 13.19 psf. • 14.17 psf. • = 14,96 psf. 16.53 psf, ---> 3 1.00 • = ' 18.98 psf. = 4000.00 psi = 60000.00 psi = 0.00 % 3.00 feet • 33,00 feet • 1.00 16.00 feet • 250.00 0 / ft. • 417.00 0 / ft. ▪ 0:00 lbs. • 0.00 lbs. • 4000:00 lbe. • 6672.00 lbs. ▪ 0.00 psf. 7.00 inches 6.75 inches • 11.25 inches 9.30 inches • 160.00 psi. = 84,38 psf. = 26325.00 lbs. = 36997.00 lbs. = 137.03 psi. = 0.0079 = 0,0171 = 316.23 psi. = 3605.00 ksi. • 8.04 = 160.09 in. • 2847.66 in."4 A DESIGN SUMMARY *1 .e load capacity has been met for all load cases, ( Mu ( Phi $ Mn ). ice load deflection is less than ( design ht. / 150 ) for all cases. Area of steel ( 1.76 in"2/ft) is less than .6 Rho-balance ( 3.82 in"2/ft). Axial stress ( 137.03 psi. ) is less than .04 f'c ( 160.00 Psi.). 1 , • • ... • ' 4 Number 6 Bars: 'Results shown are for 24.00 inch wide section. ' . CASE I-A = 1.4D + 1.71 ) ! Roof ( H = Pie -- No P * Deflection.) Pu = 16942.40 lbs. a : 1.50 in As' 2.04 in."2 c = 1.77 in. • Phi 0,869 Ms = 74.70 in-k Icr ' = 976.50 in."4 Mu = 118.60 in-k Allow., Defl. = 2.64 in Phi * Mn = 910.00 in-k Service Defl. = N.A. in Ult. Defl. = N.A. in • • SHUTlER..CONSULIING ENGINEERS Structural Engineers 1300-114th Ave S.E., Suite 250 Bellevue, Washington 98004 (206): 450-4075 • • weigrivinirorhowewni4tai.tornoituft itEtAltriscomonsosn Job Gateway 10 Sheet no. Calculated by Checked by Date 06/03/97 :.CASE 14 ,(. p =.-1,40 .i 1.71 ) CMidlt. ( M = :.53P3e::+ P * Deflection.) Pu :, . ::. = 53797.40 lbs:. a ' = 1.95 in 2.66in."2 c = 2.30 in. Phi . ... :0 : • ' Ms : 39.69 in-k Ici ,-: - : 1144.84 in:"4.. Mu 341.79 in-k .:4,11oW OW, :: 264 it. . Phi Mn = 1061.87 in-k . , 5erviceDeti, r,H' : - 0,06 it. ' Delta - r, 5.25 in CASE il'( II = .75 i 140+171 + 1.87E }. ) with 0.% Live loacl. Pu ' .: . = 31841.25.1bs. . ': a =: 1.68 in.: ' ,1 41; 229 in c ."2 0.841 Ms - ,1.98 in. 571.81 in-k Icr. ',' - 1049.20 in 4 : Mu - 870.44 in-k ' Allow: Defl. = 2.64 in. Phi * Mn 977.67 in-k Service Pecl.' : 2.02 in. DeltE n 5.02 in. ..CA ill ('. U : .75 ( 1.4D i 1.7L + 1.7W ) ) with 50 % Live Load. 36094,65 lbs. a. : '1.74 in. Alsi .1: 2.36 in."2 . c 2.04 in. Phi : : 0,833 Ms = 416.22 in-k , ' Icr = 1068.72 in.^4 Mu = 652.83 in-k Allow. Defl. ..: 2.64 in. Phi 3 Mn = 995.40 in-k Service Dell. = 1.34 in. Delta n = 5.07 in, CASE IV ( U = .9D + 1.43Eq ) No Live Load. Pu = 27292.50 lbs. a . 1.63 in. As' = 2.21 in."2 c = 1.92 in. Phi = 0.849 Ms = 573.12 in-k Icr r. 1027.73 in."4 Mu : 857.83 in-k Allow. Defl. . 2.64 in. Phi * Mn = 957.92 in Service Defl. = 2.08 in. Delta n : 4.97 in. CASE V ( U = •91) + 1.3W ) No live load, Pu : 27292.50 lbs. As' • 2.21 in."2 nhi ; 0.849 r = 1027,73 in."4 Allow. Defl. 2,64 in. Service Defl. 1.31 in, a Ms Mu Phi Mn Delta n • 1.63 in. • 1,92 in. • 399.09 in-k • 597.33 in-k • 957,92 in-k • 4,97 in. 1 2 MEM MIN OW MI 1300 -114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450.4075 FAX 450.4076 SHUTLER CONSULTING ENGINEERS, INC .67 3) 41)0o sX 33 ,70.x .2s JOB A ( a fia -1 SHEET NO w -- ( OF �J CALCULATED BY t*." DATE CHECKED BY DATE SCALE r is i Section Sections... Member Label Youngs ksi Density kcf Prop Label Group Tag Material Area Depth Width T1 Tw lxx Iyy Materials.. Member Label Youngs ksi Density kcf Thermal in/100d Yield ksi Member Distributed Loads... Member Load Magnitudes Load Extents Load Load Case Factors Label Start Finish start Finish Direction M 1 X 2 N 3 0 4 I I 1 1.000 1.000 kit 0.000 11.000 Global Y -1.000 3 1.000 1.000 k/ft 0.000 9.500 Global Y -1.000 4 1.000 1.000 kit 0.000 12.500 Global Y -1.000 Node Displacements & Reactions Node Label Load ComWnation Node Displacements X Y Z X Node Reactions Y z In in Radians k k k -ft •■ N PI NT {D CO I Basic 0 0 -0.16442 0 16.50000 0 Bask 0 - 16.94901 -0.06356 0 0 0 Bask; 0 - 18.52120 0.01110 0 0 0 Basic 0 - 16.94907 -0.04478 0 0 0 Bask 0 - 18.52116 0.04355 0 0 0 Bask: 0 0 0.16872 0 16.50000 0 c a SHUTLER CONSULTING ENGINEERS Structural Engineers 1300.114th Ave SE, Suite 250 Bellows, u, Wa& ngton 98004 (206) 450-4075 Fax (206) 450 -4076 L 3 , :13PM, 28 MAY 97 FastFrame 2 -D Frame Analysis V 5.0.11 • • Page 1 1 Nodes... Node Label Node Coordinates R ft X Restraint Y Restraint Z Restraint Node Temp deg F 1 2 3 4 5 6 Member... Member Label Property Label Endpoint Nodes I Node J Node Member Length n I End Releases X Y Z J End Releases X Y Z 1 2 3 4 5 6 :oncrete Default Steel 2 3 4 5 6 Default 0.000 11.000 20.500 11.000 20.500 33.000 1 2 3 4 5 6 (0)1988.97 ENERCALC 0.000 0.000 0.000 1.000 1.000 1.000 Concrete T Concrete T Concrete 1 - Concrete T Concrete T rete T Default 1 2 4 5 2 3 1.00 29,000.00 Fixed 2 3 5 6 4 5 11.000 9.500 9.500 12.500 1.000 1.000 Title . Job A : Description.... Fixed Fixed Dsgnr: L Date: Free Free 0 0 0 0 0 0 Free .uuu in 81.000 in2 - 81.000 in2 - 81.000 in2 T 1000.000 in2 T 1000.000 in2 T 1.000 in2 0.000 0.490 6.750 in 12.000 in 6.750 in 12.000 in 6.750 In 12.000 in 6.750 in 12.000 in 12.000 in 12.000 in 12.000 in 12.000 in 0.000 In 0.000 in 0.000000 0.000000 0.000650 0.000 In 0.000 in 0.000 in 0.000 In 0.000 in 0.000 in 0.000 In 0.000 in 0.000 in 0.000 in 0.000 in 0.000 In 0.000 in 0.000 in 0.00 1.00 36.00 307.50 in4 0.00 in4 307.50 in4 0.00 in4 307.50 in4 0.00 in4 307.50 in4 0.00 in4 10,000.00 in4 0.00 in4 10,000.00 in4 0.00 in4 1.00 in4 0.00 in4 C:\ENERCALCIPANEL,FFW V 5.0.8 Member End Forces... Member Load Combination Axial k Node " I " End Forces Shear k Moment It-k Axial k Node " J " End Forces Shear k Moment ft-k a) SHUTLER CONSULTING ENGINEERS Structural Engineers 1300 - 114th Ave SE, Suke 250 Bellee, Washington 98004 (206) 450-4075 Fax (206) 450-4076 The.: Job,' : 1 _3:13PM, 28 MAY 97 FastFrame 2-D Frame Analysis v s.o.s. P.9. 2 1 2 3. 5. (c) 1988-97 ENERCALC Basic Basic Basic Basic Basic Basic O 16.50000 0 -12.73684 0. 18.23684 O -4.00000 18.23684 0 -12.73684 0 -121.00000 0 -128.12500 0. 0 Ciagnr: V.S1, O -5.50000 O 12.73684 O -8.73684 O 16.50000 -18.23684 12.73684 121.00000 0. 128.12500 0 0. 0 CAENERCALMPANELFFW • V 5.0.8 - - _ ^ 5. • 33, rA 3 . /11111///M U. NW WI SHUTLER CONSULTING ENGINEERS, INC 1300-114th Ave SE, Suite 250 Bellevue, WA 98004 • (206) 450-4075 FAX 450-4076 rOON) ¶b A tL "Csres Folz ‘TVIzicAffi._ oe._ O..ca . v • 0 Al,z4.4,-FL.fIerc) (tocii SLxs 2(.S.4 L JOB_Letlr&j,t- 441.- SHEET NO 612 OF CALCULATED BY 7 • LPN LE-42- DATE CHECKED BY DATE SCALE /2.42 KSI Z54C IN 6 9,s L-sY .7s5 z‘•3* k-c.E1 C-43y Vt r r '3 ----, LL ,G 2 rr tig tet C or ra - -76 1 /FT — 1 ,C-pr c?. ----- = 1 Jr ( )( .0 - 11:1 USk- 3eAK40S V Aua h , 4 fL • .4teorn • (4 "th latv4/0 Fniralbf-t a. 4 o/e... CrrYi .� -22`GAUGEi • (.0284 inches, Fy = 33 KSI) T SECTION . - NEIGHS lb../ft. - AREA sq.in. erase net - 0 ?ACTOR ALLOY. RENDING STRESS kui . MAJOR AXIS Ix.in.4 Sx,in.3 L:,in. HINOR AXIS Iy,in.4 0.1255 0.1042 0.9494 19.80 0.0574 0.0701 0.6797 0.0212 0.1503 0.1077 0.8207 19.80 0.1497 0.1166 1.0112 0.0222 a n 0 1 0.1787 0.1361 0.7020 19.80 0.3302 0.1864 1.3674 0.0287 0.1823 0.1397 0.6893 19.80 0.3588 0.1957 1.4107 0.0293 0.1929 0.1503 0.6537 19.80 0.4531 0.2245 1.5392 0.0310 0.2497 0.2071 0.5109 19.80 1.2036 0.3998 2.1989 0.0371 0.3384 0.09940.0781 0.0435 0.0530 0.6657 0.0083 0.4230 0.1243. 0.0017 0.1143 0.0682 0.9756 0.0087 t F, 0.5196 0.1527 0.1101 0 1 R g 0.2580 0.1451 1.3098 0.0112 •0.5317 0.1562 0.1136 0.2010 0.1520 1.3505 0.0114 - 0.5679 0.1669 0.1243 0.3576 0.1768 1.4718 0.0119 0.7612 0.2237 0.1811 0.9823 0.3261 2.0997 0.0139 0.5899 0.1733 0.1307 0.7713 19.80 0.1830 0.1292 1.0410 0.0441 0.6865 0.2017 0.1591 0.6731 19.80 0.3965 0.2053 1.4117 0.0564 VI S IC CI 0.6966 0.2053 0.1627 0.6624 19.80 0.4299 0.2155 1.4567 0.0577 0.7349 0.2159 0.1733 0.6318 19.80 0.5400 0.2468 1.5902 0.0611 0.9281 0.2727 0.2301 0.5056 19.80 1.4014 0.4357 2.2736 0.0741 250 V3 '0.4955 0.1456 0.1030 I ��S2StS 0000 1 7.13 0.1468 0.1142 1.0178 0.0208 350 VS 0.5921 0.1740 0.1314 7.13 0.3221 0.1818 1.3691 0.0266 358 VS 0.6042 0.1775 0.1349 7.13 0.3499 0.1908 1.4118 0.0271 400 V9 0.6404 0.1882 0.1456 7.13 0.4415 0.2188 1.5386. 0.0286 600 VS 0.8337 0.2450 0.2024 7.13 1.1722 0.3894 2.1910 0.0340 • H H Page 4 r 1 25" *STIFFENER SS SECTION * STIFFENER 1.25 1.375" 1.375 H H 1625" 1.a75' *STIFFENER WC SECTION *STIFFENER 1 ST- SECTION -- * STIFFENER %RIES 1.0- 4 WITH STEEL THICKNESS I a LI I • ;AUG (.0368 inches; F; = 33 KSI) • SECTION WRIGHT lbs. /ft. ARRA sq.in. gross not Q FACTOR ALLOY. $63DINC STRESS tit RAJOR AXIS Iz,142.4 8z.1n.3 Rz.in. MINOR AXIS IF,in.4 158 83 0.5583 0.1640 0.1364 0.9988 19.80 0.0737 0.0900 0.6734 0.0279 250 83 0.6679 0.1962 0.1410 0.8828 19.80 0.1936 0.1507 1.0063 0.0294 350 33 0.7931 0.2330 0.1776 0.7633 19.80 0.4284 0.2418 1.3640 0.0381 358 33 0.8087 0.2376 0.1824 0.7502 19.80 0.4656 0.2540 1.4074 0.0389 400 83 0.8557 0.2514 0.1962 0.7130 19.80 0.5884 0.2916 1.5364 0.0412 600 83 1.1062 0.3250 0.2698 0.5614 19.80 1.5657 0.5202 2.1982 0.0495 800 SS 1.3566 0.3986 0.3434 0.1617 19.80 3.1932 0.7970 2.6323 0.0542 " 158 8T 0.4360 ' 0.1281' 0.1005 0.6596 13.06 0.0555 0.0675 0.6621 0.0106 :. 250 ST 0.5455 0.1603 0.1051 0.0000 13.06 0.1462 0.1128 0.9719 0.0112 350 6! 0.6708 0.1971 0.1419 0.0000 13.06 0.3310 0.1862 1.3059 0.0143 358 6! 0.6864 0.2017 0.1465 0.0000 13.06 0.3606 0.1961 1.3466 0.0146 400 8? 0.7334 0.2155 0.1603 0.0000 13.06 0.4592 0.2270 1.4678 0.0153 600 ST 0.9838 0.2891 0.2339 0.0000 13.06 1.2644 0.4197 2.0954 0.0178 800 8T 1.2343 0.3627 0.3075 0.0000 13.06 2.6479 0.6606 2.7044 0.0191 250 VC 0.7718 0.2268 0.1716 0.8970 19.80 0.2379 0.1858 1.0353 0.0585 350 VC 0.8970 0.2636 0.2084 0.7894 19.80 0.5171 0.2920 1.4076 0.0752 358 VC 0.9127 0.2682 0.2130 0.7773 19.80 0.5609 0.3060 1.4528 0.0769 400 VC 0.9596 0.2820 0.2268 0.7428 19.80 0.7050 0.3493 1.5869 0.0815 600 VC 1.2101 0.3556 0.3004 0.5981 19.60 1.8321 0.6080 2.2729 0.0991 800 VC 1.4605 0.4292 0.3740 0.4991 19.80 3.6704 0.9151 2.9263 0.1097 250 VS 0.6395 0.1879 0.1327 0.0000 10.09 0.1881 0.1463 1.0142 0.0266 350 VS 0.7647 0.2247 0. 0.0000 10.09 0.4138 0.2335 1.3653 0.0341 358 VS 0.7803 0.2293 0.1741 0.0000 10.09 0.4495 0.2451 1.4080 0.0348 400 VS 0.8273 0.2431 0.1879 0.0000 10.09 0.5676 0.2812 1.5348 0.0368 600 VS 1.0777 0.3167 0.2615 0.0000 10.09 1.5098 0.5015 2.1870 0.0436 800 VS 1.3282 0.3903 0.3351 0.0000 10.09 3.0854 0.7700 2.8138 0.0475 (.0473 inches, F; 33 KSI) ALLOW. AREA BENDING MINOR SECTION WEIGHT eq.in. Q STRESS MAJOR AXIS AXIS 1De. /ft. gross net FACTOR kei Iz,in.4 Sz,in.3 Rx,in. Iy,in.4 158 SS 0.7136 0.2097 0.1742 1.0000 19.80 0.0915 0.1116 0.6636 0.0351 250 SS 0.8545 0.2511 0.1801 0.9545 19.80 0.2429 0.1890 0.9969 0.0370 350 38 1.0154 0.2984 0.2274 0.8383 19.80 0.5412 0.3055 1.3550 0.0485 358 SS 1.0356 0.3043 0.2333 0.8249 19.80 0.5885 0.3210 1.3985 0.0496 400 33 1.0959 0.3220 0.2511 0.7865 19.80 0.7449 0.3691 1.5276 0.0526 600 SS 1.4178 0.4166 0.3457 0.6248 19.80 1.9916 0.6616 2.1899 0.0635 00 8 SS 1.1397 0.5112 0.4403 0.5158 19.80 4.0717 1.0162 2.8243 0.0697 158 8? 0.1622 0.1267 0.8193 16.22 0.0689 0.0838 0.6560 0.0132 250 87 0.2036 0.1326 0.7971 16.22 0.1830 0.1410 0.9651 0.0139 350 8? 0.2509 0.1799 0.0000 16.22 0.4163 0.2340 1.2983 0.0179 358 8? 1 a 0.2568 0.1858 0.0000 16.22 0.4538 0.2467 1.3390 0.0183 400 8? 0.2745 0.2036 0.0000 16.22 0.5785 0.2859 1.4599 0.0193 600 8? 0.3691 0.2962 0.0000 16.22 1.6001 0.5311 2.0863 0.0224 800 ST 0.4637 0.3928 0.0000 16.22 3.3601 0.8383 2.6944 0.0241 250 VC 0.9913 0.2913 0.2203 0.9608 888888 a. a. a. a. a a' 0.2999 0.2346 1.0258 0.6559 0.3710 1.3988 0.7118 0.3890 1.4441 0.8960 0.4446 1.5784 2.3385 0.7772 2.2656 4.6948 1.1720 2.9197 0.0746 350 VC 1.1522 0.3386 0.2676 0.8575 0.0968 358 VC 1.1724 0.3445 0.2735 0.8453 0.0990 400 VC 1.2327 0.3622 0.2913 0.8101 0.1052 600 VC 1.5546 0.4568 0.3859 0.6578 0.1285 800 VC 1.8765 0.5514 0.4805 0.5511 0.1426 250 VS 0.8135 0.2390 0.1681 0.6310 12.49 0.2363 0.1837 1.0081 0.0333 350 VS • 0.9744 0.2863 0.2154 0.0000 12.49 0.5220 0.2945 1.3587 0.0430 358 WS 0.9946 0.2922 0.2213 0.0000 12.49 0.5673 0.3093 1.4013 0.0440 400 VS 1.0549 0.3100 0.2390 0.0000 12.49 0.7171 0.3552 1.5278 0.0465 600 VS 1.3768 0.4046 0.3336. 0.0000 12.49 1.9144 0.6359 2.1789 0.0553 800 VS 1.6987 0.4992 0.4282 0.0000 12.49 3.9210 0.9786 2.8049 0 Pape 5 33 KSI min. peered 12 14 • 18 33 KS1 min. Weld 18 20 582 539 478 420 207 STRUCTURAL STEEL FRAMING SUGGESTED CAPACITY FOR SCREW CONNECTORS (POUNDS) 349 258 178 141 95 423 385 192 141 95 Fasisner Shank oia. 0.145 0.177" 0205" s II Gags Thkiaeaa 1� GA. 20 GA. - 196 321 241 372 279 II GA. 328 312 302 211 292 168 292 138 189 92 0.145" 0.177" 0205" 1 -1/8" 1- 7/16" 1 -1/4" Pullout Shear Pullout Shear Pullout Shear 90 160' 150 250 220 390 115 225 205 285 280 445 145 265 275 330 345 500 25. 189 131 g0 264 179 No, • D = .100" T =.10r NA 192 147 r 116 71 NOTES 1. NA: not appfcable - two thidvressea d this metal gage carrot be corrected by Pis sae of screw. 2. Screw capacities we bared on averaged test testis divided by a safety factor ill(' Test data is available tram Builder Division d 1TW. tine, &rive% Mama lest elIMS 3. Screw capacities are based on minirrtm carneUed material strength d FY 33.000 PSI. The ratio d the material ultimate tensile strength to yield strength shad be equal to or greater than 1.15 4. Screw spacing and edge distance stet nit be less than 1541) or P/06 Flit w 0 is the screw stark diameter and P is the shear bad POWER ACTUATED FASTENERS Suggested loads for power driven fasteners are shown in the following tables: The fasteners used in power actuated tools are manufactured from special steel, heat - treated to produce a very hard yet ducile fastener. The two basic types available are drive pins and threaded studs, although drive pins are used almost exclu- ively in cold - formed steel frame construction. JGGESTED CAPACITY FOR POWER DRIVEN FASTENERS IN CONCRETE (POUNDS) Shank Minknum Type of - COf1ails Co S te _ th (PS Diameter Penetration Loading 2000 3000 4000 NOTES: 1. Capacities shown are for stone aggregate con - critter and are based on a low velocity shot. 2. Minimum fastener spacing. 4 "; minimum fastener edge distance: 3. Values may not be increased by 1/3 for wind or seismic bads. 4. 10E10 unrnspected values - Hitti /ICBO researcn •2388. SUGGESTED BEARING CAPACITY FOR POWER DRIVEN FASTENERS USED TO CONNECT GAGE THICKNESS STEEL (POUNDS) NOTES: 1. Bering Capacity based on Bering Area a 1.15 it 33.000 psi. 2. Values calculated in accordance wild the 191q A1SI Specifica- tion far w Design of Cold-Formed Steel Structural Member& Section SUGGESTED CAPACITY. FOR POWER DRIVEN FASTENERS: IN STRUCTURAL STEEL (POUNDS) :,. Said Thickness Gage 12 Sisal Thickness 1/4" air 1/2" 335 395 395 14 16 18 20 Shank Dlau 0.145" Sled Thickness 1/4" 3/r 1/2" 210 210 210 210 210 210 210 210 210 210 210 210 197 • . 197 197 Shank Oia:. our 335 395 395 335 395 395 321 321 321 241 241 241 Mar* Diaz (Law scram Thickness 1/4" • 3/r 1/r 485 525 660 485 525 581 465 465 465 372 372 372 279 279 279 NOTES: 1. Testa were conducted with the fastener point driven completely through the back side of the hot-roiled steel member. This was necessary to obtain (roper gripping tome. 2. Fasteners should not be located lass than 1/1" from the edge of steal. 3. A minimum fastener spacing of 1.1/2" is necessary. 4. Bearing strength based upon Bearing area a 1.15 it 33.100 pal for cold - formed Steel. 5. Capacities shown are for either shear or puSoul 6. Values may not be increased by 1/3" for wind or seismic bads. 7. IC80 uninspected values - Hilti/1CB0 research e2386. ' ti:' trd id:'..> isx�• L? Cw .uR:'r.5:.�:xua, »�.•.... « ._..,. _, ..... .. • • AIM 411111111111 SHUTLER Ma III CONSULTING MP'__ ENGINEERS, INC 1300 -114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450-4075 FAX 450 -4076 JOB l7,9 rEw, y I0 SHEET NO. '» — 12 CALCULATED BY �S. OF Q DATE .? '2D -�17 CHECKED BY DATE SCALE ' -- A07 I. I5" / .00 , :7.‘,si C c 7 2 4 4 ,7, S rPr!s /sr X /.7 r 445 LA; = ; � s L ' X.is) ., 00/ , , t/, p a : (4 s)( 5Z/ 5-)r ;09' ' x /ir, /j `/ R i 4 / r t3o.. /sr Mu A/, )y =Co ' 7 a ;Ida, 11 • 9- • G1 [5- N S)l - ,c 35/ ?.ia)I ` •/� i4 % '4 13 nit f/Lo lj % i i i� /L/ --4 !_-. � : ' , ., — , �... _...� t -_, . I / Al _ 2 1 i t I 1 et . 1 i . i , 10.17 t a l� ,, w x .37 - C i 1 �/ w 04. : a.-k $s.`_ t .. G$F /42 . , 1 ■ 1 i 1 ._ , I — ! I i �T . — - _— ..:._-- Y.._ -. —t ■ •-- - --•�-- t • YCbvbAtYl SHUTLER _S— CONSULTING _—_ ENGINEERS, INC 1300 -114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450 -4075 FAX 450 -4076 JOB (oE'W t y lv SHEET NO W -'13 OF Q CALCULATED BY .7 DATE 4 -5 7 CHECKED BY DATE SCALE � 1�i Y -hfi3DP , w�y . ^ . .�Lgf�in�'4: • 10- 3 /406XG cut/5 6 •G r4, Kb X 6//c a- 0:80 wi/5 e I C Ir g w/ S - /Gd 5 . .a wtjxs " tt / G� ►'v ' L Opel ° Cr " Yr ) • e z /te W /�• /' $ It VHS g «mi9 /2" SHUTLER _N- CONSULTING I•111F11111 _ ENGINEERS, INC 1300 -114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450 -4075 FAX 450.4076 60.44.)u-ft..) prat4, i P - r I N S l Drz., i ,11%-r - P) C''+'fl i .. M -t j i Ti/tfiL1� ?pnR- oP NN ettr y.4' _ � 165 sch � -. - a�K 411Low A -4 V„ ° Ca � SY-k h As4AIL z (3e4 � 4 D f , 'f win u •► L)C c ) vsk. Z '".YPYz, . 'E►.�J __. of 1)(2.4',-.. ►.�_.... _... ,qNr,,�,,. ZZ JOB, { •(1.ff-xx /d SHEET NO � _ S OF CALCULATED BY F •t DATE CHECKED BY DATE SCALE (0.1)sXcoXo:7XzY:o.3,) SHUTLER _N- CONSULTING _ - � ENGINEERS` INC 1300 -114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450-4075 FAX 450 -4076 .0000 JOB 6OI&10 N Y /0 SHEET NO. L -O CALCULATED BY SS- OF DATE ''i/ 1 'f 7 CHECKED BY DATE SCALE r ,0000'0 .S£I _ ___ SHUTLER _N- CONSULTING __ ENGINEERS, INC 1300 - 114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450 -4075 FAX 450 -4076 v„ a. ,... WM... 7 6 4 . . 1 , , . _ IN . _�Y s I s. _ Vki: s i e SHEET NO L CALCULATED BY �S 1 � / 0 CO/9d : " 4.0_ l /N , 2 o J c : - ) 1" e s a _ C f ' ' ' I 1 i _ { 1 E I , ' ; / utS� ;Foie ■ /7.9 j ;i p5F , �J= ✓z - i -2 . 1 � • a /hail/ —. 0,4rN 19,,uo L6'i %o* = 60.510C; 2/. E �!' /8 P6 F).. 5 //.9. 14' 9 C/,ST-_-. U G o ? / .56i/s////4 )7c ./375', k/ r Goo ►2 D L 5 4 p4 H t 2P' t /v PS r = 6 6ps? t. /0 / I eVT/ 6,4 JOB &19m or, y/ /Q CHECKED BY OF Q e DATE 'L9'9) DATE SCALE 1I O 2 ;/ )(,x2,76) - -- -- G �_ ?.5 .._ m/�x. p. L. = /C '6 r= t ?Ysf f , Pi t'. = do 757r eats PJ1e,T' s koz. NLF p T 4 is.44)4 l .5616 M14-. 4e SHUTLER MILE CONSULTING Nor Imo ENGINEERS, INC 1300-114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450-4075 FAX 450-4076 • - e° F /772( L) _rz re-004 04.= &)/972(,e,c.c W ‘ 0(-- =. 00/s 76)(/4 .5k e 72 5— X. /5) JOB 6./17 y /0 SHEET NO 4-Z OF CALCULATED BY N77 DATE / CHECKED BY DATE SCALE ‘oeri/ — ' - /CA7 - 1 - 4 ,- 7,6 1- ee ovAir 9 4.0 1 ,), e.- , , . . , . 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JOB 677 itruitY /V SHEET NO LL OF CALCULATED BY .�V DATE 0 /-0•9/ 1 CHECKED BY DATE SCALE 35isr�;` Cc it ,boa •3 4)6 o t ,.. . r / w* = 0o,OX5S,1)t )t% / ) r 27 F'-£ i = (sS.0(,pc...) L /e.•sX s- '.'J( `: Zs V romiL.. ? /41 AS K i/015, 97 dgi1,1!7 . gee A l L y ti,, w 4y Fx Fi'X .__. _motF __ ...__ 13 AG No /p3 ,$" /63. fl e- /all _. /8 .... _ _ ? _.. _... _._ /0.01 /7 , 476 1` _ _ ._/7,'/. 3g 70e g .gj"` i OS .11 . r / /44-/ v! wy b . r GbG 3-3 Srogy Ft- Tor$'- ;az.ae /1 /i. /g . �� �aB•3 07. oVe. 3 # g 63,31 ( /S�g�� OLD ! 3 2 . `_ w�• -mot (�3.1 � /o , _ :C .�� a� 415;- • 44/ • 30, /4'1 x )(- Ai) �3IL _J4/ xr /37T= ao, 08 g /S)= s% 04- ,2 / 3 7' = /J Q A/ AAA iW ..u-7_r F =. QO get. - G BG /"LA /1 F. 1- r /8J4 V . . . " .. _ 3 `6 33 .` V /,/et'' . - ... . p/ ,//1 1 VA /i' u',1ay4 `•rs'��,''G #'xrv` >�t �m.W«n..a........- .___... 6 te 1,1 SHUTLER _•- CONSULTING Mir- ENGINEERS, INC 1300 - 114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450-4075 FAX 450.4076 n.:0,1" 14 E S r 6/6h1'( d ,J,, 6/ $, Fd_oat oz. S-(. Ole) = �z� LA) X 4,6- 04- 7 Qo,, 5 Y/%3 s 2)( c41. )( , , JOB ( ar1 TEvJ Y /0 SHEET NO L ' CALCULATED BY 4 0-4 , 416) i i:yc V 7 4-1 ( -- Le./aor : -.• 6.4.4 6.4 Pc. - : &V/ 7 , , OCs .._ /tea W- ��' = O( fax'SZ�-) ,`R _/53 a x . / 5 = 26/ G i- 146115 _ yI TN4 v ._ . gook 6.302 6 1, 0 z..) = a4 / .... .k �- /1�o,04 . sa / ) J q' / g . 36 _ - .._. ... _6V/38� . ,3./. / i,W // ;`/ _ .. _ASV 3P __ .3 ?0 20 .:_ OF / e e DATE .1 2 CHECKED BY DATE SCALE ? 34/2.7 T ctS. IT TNQo_SL . - . wk . by . IA,)X4 )4 . . .F_r . ... .. f p'_. r ' . s /l z 33 . /'$*6. . ,`. /s.s/ 35 . o/.3. ?6 . ss S,97` .,2 �;4t1'3.w1'�'tih.der:',�i#;*.:•. Ear , 'r`s.r`.'�u�' =%*�,5�+;:�'`� i8, 241' - 9.2500' '` G.9' 140' - 0.0000' g p APsd 02-46 w 6 / ) .912 /04 Loo o5 4 CA/ext., i ce. '2e t'' .1ov,y r ; 74 '4 74,31)4 C "'‘' Y G ¢� 46'- 5.7500' ........ .1. L.._.L__1_ ._ I 33'- 0.8714' 88'- 4.3714' N n Te n s ° . C- O CD ' A 4111110_111110 SHUTLER CONSULTING i_ ENGINEERS, INC 1300 -114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450 -4075 FAX 450-4076 P ". • • co e rho rt, v 5 r7tt 55 /°•./7" /00 P 46-7)6 .ir rriduu V: ii, /6 4 /X __.! 3 a a3 s SHEET NO, G- CALCULATED BY S 7 &1.,00,33 JOB 6.07 Y /n CHECKED BY DATE SCALE /8.17 s7 �N� (9.5'X/' %"1'4 w/ /od OF Q //jj DATE �q 2 -72 MI_ SHUTLER MIR CONSULTING _i_ ENGINEERS, INC 1300 -114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450 -4075 FAX 450.4076 /2oo F..... i_A./..y. c-010- e !7.0 ; 62. T . - -1 T ii44//44- ',2 O £ ,,& 6 5 r1 6000) /G,G :: :» x . /G'' k-/ S 17175 As: ,0^1 - .9-or O K JOB [7 htleui i y h SHEET NO, L-7 CALCULATED BY .7" CHECKED BY SCALE I r i i I l I. I yi � J Cc,y.,o00. 10 3 8 4 ' ' 38`1 0.7 / OF DATE of 9 V DATE i • } rtiitiA' fir•" i' tft. Y+ Y ^ +'Y'uYrtu�+�.vrru.. - . AMMO SHUTLER _a- CONSULTING ENGINEERS, INC 1300 -114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450.4075 FAX 450.4076 JOB l 'Y1 7E /0 SHEET NO 4 CALCULATED BY S.S CHECKED BY OF DATE 1/09•94 DATE SCALE . 7Lj6 _.. it Co0)Al's tit'O 7 hi X .. --- , :71,07oY9 1. s_ - _CN - - 0IP - --- `_ / _ .. - - _ _ _ K =. ( . � Z��(�s , �� � f .�7.�5�_ _. p�// �. w� 4 _ =_d.9,` / _ o _ K • ` -3 f� �? . �` s - n S ! ? --4 � �1i/!'e�j.��). v� ��, p,�, /�OiN= /..1 ;.FJ' 3 X Z t • = LG�/i1�;p(G - -- r t 1 1- -T • COO W79LL 2 fi /30c,T r,A /,A/ 6443 Po,/4u: ( 3 . l? )( __ ^ p or-7- 5 .. _ 3./7' 0 r ., z)(/ >3) V206 . T)14/TS - ,i ) 0 - CO • ._11~14 Coo.) tort • S8•; - �,,,�,, 3./1a /4//1 7 nc aL r s. .. /6. . - - -.. _ ._ S8,? 9 -- - -_. _ ` ,vs l9c[.oav Foy' AL d .YRtE6uGlair/ .. 44-4 14-0 SHUTLER CONSULTING ENGINEERS Structural Engineers 4450.N.E. 29th Place, Suite 116 Bellevue, Washington 98007 (206) 885 -4473 Glu -Lae Beam Design with Combined Bending & Axial Load. DESCRIPTION:Purlin Drag Strut ALLOWABLE STRESSES Allowable shear stress Allowable bending stresss Allowable tension stress Allowable compression parallel to the grain Allowable compression perpedicular to the grain Modulus of elasticity for vertical loads only Modulus of elasticity for combined loads Maximum allowable deflection Allowable stress increase for vertical loads only Allowable stress increase for combined loading DESIGN DATA Beam span = 33.00 ft. Unbraced lengths Uniform dead load = 120.0 t / ft. ) 'X' axis = 33 ft. Uniform live load = 200.0 4 / ft. ) . ,'Y' axis = 8 ft. Axial load = 82.3 Kips ) Percent of live load to be combined with axial load = 0 % )Allowable overstressed = 0 % 5.125 X 19.5 331 Job (}A 1L'u) ► Y ID Sheet No. r,°/ Of Calculated by Date 0/ -29-97 Checked by Date Scale Width Depth Area Section modulus Moment of inertia • 165 psi. 2400 psi. • 1150 psi. 1650 psi. 650 psi. 1800 ksi. • 1600 ksi. Span / 240 1.15 1.33 5.125 in. = 19.500 in. = 99.938 in. "2 = 324.797 in. "3 = 3166.770 in. "4 DESIGN SUMMARY Design is satisfactory !!! ::: :333 Vertical loads only !! 333 :3333 Span - 33.00 ft ; Reaction - 5.28 Kips; Uniform load = 0.320 K /ft ; Moment = 43.56 K -ft ( *Fb depth factor adjusted for L/D & load pattern. ) Max. Stress (psi) Allowable Stress Stress % fv = 71,44 psi. Fv = 189.75 psi. 37.65 % fb = 1609.37 psi. Fb = 2513,01 psi. 64.04 % Defl. = 1.50 in. =_) Span / 264 Volurn factor for bending ' Cv = (12 /D) "l /10 * (5.125/W) "1/9 3 (21 /L) "1 /10) - 0.91 Load pattern adjustment ( Uniform load ) - 1.00 i Allowable bending stress I Fb' : Fb 1 D.O.L. * Cv * Load Pattern = 2513.01 psi., & 5 e /� n y SNUTLER CONSULTING ENGINEERS Structural Engineers - 14450.N.E. 29th Place, Suite 116 111:;* Bellevue, Washington 98007 (206).885 -4473 1 ***tt* Lateral loads plus ..Pan'. 33.00 It 1 Unifori load • - 0.120 K /ft Max. Stress (psi) Allowable Stress fv =. 26.79 psi. Fv = 189.75 psi. fb = 603:52 psi. Fb'. = 2906.35 psi. fa = 823,51 psi. Axial.:tension plus bending xfa'Ft+fb /Fb'. _ t (fb - fa .) /.Fb' Axial .compression plus bending -- K._,( :671 *SOR:( E / Fc) ) L /,D X.'.Axis J =.( (L /D ; 11) /(K 11) Long Column 1 Fc' _ .3 = E / (L /d) "2. 1 #.fa /Fc'± fb /(Fb' -10c) = 0.71. f;r:ia1 compression plus bending K -= ('. SOR (E / Fc) ) L/ .' 1''Axis J.= 0;00 ' Long Column 1 Fc' _ .3 t E /.(L /d) "2 * fa /Fc' + fb /(Fb'-10c) = 0.60 Job 4 4 1 - 1 4 4 9 / 0 Sheet No. t:10 Of Calculated byJS Date 4•19 -s Checked by Date Scale 0 % live load ! ! ! :s:s** 1 Reaction - 1.98 Kips 1 Moment = 16.34 K-ft 0,21 Stress t 14.12 % 20.77 psi. 1529.5 psi, 2906.35. psi. 0.75 OK -0.08 OK 18.12 20.31 1.00 = 1163.91 psi. 1.00 OK 18.12 18.73... 0.00 _. 1368.00 psi. 0.81 OK SHUTLER CONSULTING ENGINEERS • Structural Engineers C '4450 N.E. 29th Place, Suite 116 Bellevue, Washington 98007 .(206) 885-4473 • s Glu-Lam Beam Design with Combined Bending & Axial Load. DESCRIPTION:Drag Strut Grid D ALLOWABLE STRESSES Allowable shear stress Allowable bending stresss Allowable tension stress Allowable compression parallel to the grain Allowable compression perpedicular to the grain Modulus of elasticity for vertical loads only ) Modulus of elasticity for combined loads ) Maximum allowable deflection ).Allowable stress increase for vertical loads only Allowable stress increase for combined loading DESIGN DATA Beam span = 26.73 ft. Unbraced lengths Uniform dead load 350.0 1 / ft. ) 'X' axis 0IL Uniform live load = 520.0 1 / ft. ) 'Y' axis Axial load - 79.7 Kips Percent of live load to be combined with axial load = ) Allowable overstressed 34i 5.125.X 22.5 sx$ ; Depth Area Section modulus Moment of inertia DESIGN SUMMARY Design is satisfactory !!! :*tats Vertical loads only ! ! start** Volumn factor for bending Cv = (12/D) "1/10 * (5.125/W)1/9 t (21/L) "1/10) Load pattern adjustment ( Uniform load ) Allowable bending stress Fb' = Fb s D.O.L. t Cv $ Load Pattern Job %,;r wgy /D Sheet No. L -b#Of Calculated by.rs Date Checked by Date Scale = 165 psi. 2400 psi. 1150 psi. • 1650 psi. • 650 psi. 1800 ksi. • 1600 ksi. • Span / 240 = 1.15 1.33 0% • Ot Width • 5.125 in. • 22.500 in. = 115.313 in. "2 • 432.422 in. "3 = 4864.746 in. "4 Span - 26.73 ft ; Reaction = 11.63 Kips Uniform load = 0.870 K /ft ; Moment - 77.70 K -ft ( +Fb depth factor adjusted for L/D & load pattern. ) Max. Stress (psi) Allowable Stress Stress t fv = 130.03 psi. Fv = 189.75 psi. 68.53 t fb = 2156.26 psi. Fb = 2530.06 psi. 85.23 % Defl. = 1.14 in. =_) Span / 281 • 0,92 26.73 ft. 8 ft. 1.00 • 2530.06 psi. • , . SHUTLER CONSULTING. • . . , - StfUctural,EngineersY: ,• Bellevue, Washington 98007 144W H.E. 29th Place, Suite 116 (206) 885-4473 ***tzt Lateral loads plus • Span 'Uniform load Max. Stress (psi). fv = 52.31 psi. fb = 867.46 psi. fa = 691.34 psi. . • . • „ 26.73 ft. ' Reaction 0,150 K/ft • : - MoMent 0% live load !!! ****** Allowable Stress Fv = 189.75 psi. Fb' = 2926.07 psi. • Ft :'Ft * D.O.L • '',FP.=Jb *.D.O.L. * * Load Pattern '. Axial tension'plus bending * fa/Ft' fb/FP = 0.45 (fb. - fa' ) I. Fb' = Axial:cpmpression plus bending -- • X ' axis .671 SOR.{ E / Tc) ) L 1 . X • Axis ' F ( (LID -11)1 (K 7 11) , 0 ( 3 ( 1.0 ) Intermediate Column • Fc' = Fc * D.O.L. $ (171/3(L/D / K)4) $.fa/Fc fb/(Fb"-J*fc) = .0.36 + . Job • 071 I Y /(i Sheet No. 1..-/o8 Of Calculated by 'j Date Checked by Date Scale = 4.68 Kips 31.26 K-ft Stress % 27.571 29.65.psi.• = 1529.5' psi. = 2926.07 psi. =. 035 OK' • 0.06 OK 18,12 = . 14.26 = 0.46' = 1914.12 psi. = 0.69 OK AXisi i.orpression plus bendibg ' ¥ ' axis A 7 ( " 'i671 1 SOR E/ Fc)..) L / D ' .Y ' Axis 3.= 0,00 Long Column . Fc' = .3 * E / (L/d) *.fa/Fc' + fb/(Fb'-J0c) •= 0.51 + 0.30 = 0.80 OK = 18.12 = ' 18.73 . = 0.00 = 1368.00 psi, .SHUTLER CONSULTING ENGINEERS Structural Engineers 14450 N.E. 29th Place,•Suite 116 Bellevue, Washington 98007 (206) 885-4473. DESCRIPTION: :Drag Strut Grid D ALLOWABLE STRESSES Allowable shear stress Allowable bending stresss Allowable tension stress Allowable compression parallel to the grain Allowable compression perpedicular to the grain Modulus of elasticity for vertical loads only Modulus of elasticity for combined loads Maximum allowable deflection Allowable stress increase for vertical loads only Allowable stress increase for combined loading DESIGN DATA Beare span =. 31.73 ft. Unbraced lengths Uniform dead load = 350.0 1 /ft: ) 'X' axis - 31.73 ft. IL Uniform live load .= 520.0 1 / ft.. ) 'Y' axis 8 ft. Axial load = 58.5 Kips Percent of live load to be combined with axial load = 0 t Allowable overstressed = 0 % Width - 5.125 in, ts$ 5.125 X 25.5 xtt ; Depth - 25.500 in. Area = 130.688 in. "2 Section modulus = 555.422 in. "3 Moment of inertia = 7081.629 in. "4 DESIGN SUMMARY Glu -Lam Beam Design with Combined Bending b Axial Load. Design is satisfactory !!! **Itttt Vertical loads only !! xttttttt Job (i /;ma •7 Sheet No. 1-1AC' Of Calculated byJS Date Checked by Date Scale 165 psi. 2400 psi. 1150 psi. 1650 psi. 650 psi. 1800 ksi. 1600 ksi. Span / 240 1.15 1.33 Span = 31.73 ft ; Reaction = 13.80 Kips Uniform load = 0.870 K /ft ; Moment = 109.49 K-ft ( tFb depth factor adjusted for L/D E load pattern. ) Max. Stress (psi) Allowable Stress Stress t fv = 137.20 psi. Fv = 189.75 psi. 72.31 % fb = 2365.53 psi. Fb = 2456.11 psi. 96.31 % Defl. = 1.56 in. __) Span / 245 Volumn factor for bending Cv = (12 /D) "1 /10 t (5.125/W) "1/9 * (21 /L) "1/10) - 0.89 Load pattern adjustment ( Uniform load ) - 1.00 Allowable bending stress Fb' = Fb t D.O.L. * Cv I Load Pattern = 2456.11 psi.; ::$1.1UILER ENGINEERS Structural Engineers to ' 14450 41:.E: 29th Place,' Suite 116 .1Bellevue. - Washington • iwp7 (206) 88574473 , ****** Lateral loads:plus Span = 31.73 ft Uniform load, = 0.350 K/ft Max. Stress (psi) Allowable Stress fv = 55.20 psi. Fv = 189.75 psi. fb = 951.65 psi. Fb' = 2840.55 psi. fa = 447.79 psi. Ft = Ft * D.O.L Fb' = Fb * D.O.L. * Cv * Load Pattern Axial tension plus bending ,* fa/Ft +'fb/Fb' = 0.29 Aide1 compression plus bending ' K = ( .671 *, SOP ( E / Fc) ) '• 1/0 'Y' Axis t i t 3 = ( (L/D - 11) / (K 11) , 0 ( ( 1.0 ) Mo Intermediate Column Fc' = Fc * D.O.L. * (1-1/3(1/0 / K)^4) .• • * fe/Fc' + fb/(Fb'-3*fc) = 0.24 + 0.37 Axial cepvession plus bending ' ' axis K: ( .671 1 SOR ( E / Fe) ) L/D• 3:0.00 Long Column Fc! = -.3 * E / (L/d) fa/Fc' + fb/(Fb'-3*fc) = 0.33 + Job Ai) rEith9/ / Sheet No. t D Of Calculated by Date Checked by Date Scale 0 % live load Reaction 5.55 Kips Moment = 44.05 K 0.34 axis -- Stress % 29.09 % 33.50 psi. = 1529.5 psi. = 2840.55 psi. 0.63 OK 0.18 OK 18.12 14.93 0.55. 1857.06 psi. 0.61 OK 18,12 = 18.73 = 0.00 = 1368.00 psi. 0.34 = 0.66 OK SHUTLER CONSULTING ENGINEERS Structural Engineers t4450 N.E. 29th Place, Suite 116 Bellevue, Washington 98007 (206) 885 -4473 ) Beam span : 38.29 ft. Unbraced lengths 1 Uniform dead load : 350.0 $ / ft. ) 'X' axis - 38.29 ft. Air Uniform live load = 520.0 0 / ft. ) 'Y' axis = 8 ft. IMO Axial load : 31,6 Kips ) Percent of live load to be combined with axial load = 0 % ) Allowable overstressed = 0 % Glu -Lam Beat Design with Combined Bending & Axial Load. DESCRIPTION:Drag Strut Grid D ALLOWABLE STRESSES Allowable shear stress Allowable bending stresss Allowable tension stress Allowable compression parallel to the grain Allowable compression perpedicular to the grain Modulus of elasticity for vertical loads only Modulus of elasticity for combined loads Maximum allowable deflection Allowable stress increase for vertical loads only Allowable stress increase for combined loading DESIGN DATA . DESIGN SUMMARY 5,125 X 31.5 111 width Depth Area Section modulus Moment of inertia Design is satisfactory !!! *i****1 Vertical loads only !! *mit** Volumn factor for bending Cv : (12 /D) "1/10 * (5.125/W) "1/9 1 (21 /L) "1/10) Load pattern adjustment ( Uniform load ) Allowable bending stress Fb' : Fb * D.O.L. 1 Cv * Load Pattern Job h ATk'wrf Sheet No. L• /Ot Of Calculated by43 Date Checked by Date Scale • 165 psi. 2400. psi. 1150 psi. • 1650 psi. 650 psi. • 1800 ksi. • 1600 ksi. • Span / 240 1.15 • 1.33 • 5.125 ip. • 31.500 in. • 161.438 in. "2 • 847.547 in. "3 : 13348.860 in. "4 Span : 38.29 ft ; Reaction - 16.66 Kips Uniform, load - 0.870 K /ft ; Moment : 159.44 K-ft ( *Fb depth factor adjusted for L/D & load pattern. ) Max. Stress (psi) Allowable Stress Stress % fv = 133.54 psi. Fv = 189.75 psi. 70,38 % fb = 2257.45 psi. Fb = 2359.99 psi, 95.66 % Defl. 1.75 in. __) Span / 262 • 0.86 • 1.00 ru = 2359,99 psi r � SHUTLER CONSULTING ENGINEERS Structural Engineers '4450 N.E. 29th Place, Suite 116 - Bellevue, Washington 98007 (206) 885-4473 Lateral loads plus Span Uniform load 0.350 K/ft Moment 64.14 K-ft Max. Stress (psi) Allowable Stress fv = 53.72 psi. Fv : 189.75 psi. fb = 908.17 psi. Fb' = 2729.38 psi. fa = 195.43 psi. F r• Ft * D.O.L . , =Fb * D.O.L. * Cv t Load Pattern Axial ,tension plus bending fa/Ft t fb/Fb' = 0.13 ( ,fb -fa )/ Fb' - 0 % live load !!! mu: 38.29 ft I Reaction = 6.70 Kips Axial compression plus bending -' 'Ails K ( .671 * SOR ( E / Fc) ) •-• L / D X ' Axis • J = ( (LID - 11) / (K - 11) , 0 ( J ( 1.0 "). Intermediate Column Fc' = Fe * D.O.L. * (1-1/3(L/D / K) * fa/Fc' + fb/(Fto-J*fc) = .0.10 + '• 0.35 • Axial corpression plus bending ' Y ' axis -- K ( .671 $ SOR (El Fc) ) Y ' Axis = 0.00 Long Column Fe' = .3 * E / ( L/d) ^ 2 • t fa/Fc' fb/(Fb'-J*fc) = 0.14 Job 60 O'Kqy Sheet No. 1-1O Of Calculated by s5 Date___ Checked by Date_ Scale Stress % 28.31 % 33.27 psi. = 1529.5 psi. = 2729.38 psi. 0.33 0.46 OK 0.26 OK 18.12 = 14.59 = 0.50 = 1887.19 psi. = 0.45,0K = 18.12 = 18.73 *0.00 = 1368.00 psi. • t 0.33 = 0.48 OK . . I .I ._ ► ! -. - . L. I I t I . 241' - 9,2500' m 140' - 0,0000' G7.° r 32 3. sir • i /9, /4) 74,8 c.1'n• /o/-9* 46'- 5,7500' c.R •11111111M. 11111•111M JY- U) , 23 2500 1' 33 0.8714' N I O. as Leo) c r; 0 4/8 426 x fir* ) N .r Y 1, .5 -64 88'- 4.3714' >m m ..41 Ti 0 < o g CO T N CE E/re o F • 'G7,os 1111111111_ _N ,_ 53 .712°2- Tzt 1300 -114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450-4075 FAX 450 -4076 str 75-o �a�� S' S72oz noisS _sfr /E#< 5/, . d __ 70 T9 3�9 51.44'9 SHUTLER CONSULTING ENGINEERS, INC --I /4600 174•1 3/.� ' 794 ___ __ _ /sag _S0 -. Ai( /4/ d! o 1_94/2 7 /o _o? 5.8_. ;!_o120 _,?. " /S_aD__ og /3?' / _.o _ ° /ij4 / G b .... :._. JOB e ra l9 Y /O SHEET NO L /2 CALCULATED BY V s OF DATE ‘ti°T 9 �q7 CHECKED BY DATE SCALE 9 47,C ,s 90, oso /,6 1, 7ys � B2 ,s 3 o . 0s ) 13 t o la, 70 5 MI MN NM SHUTLER MIN CONSULTING 111111/ INN ENGINEERS, INC 1300-114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450.4075 FAX 450-4076 w#/.:z. 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G.2 ....__. - . •/ f ' 6 5 ),9$2 #,o$ .o2L 1L't.'2Z le --,, a 01 OF DATE 20 '97 { LJ t S 12 J.4 ,e W3 . ;7 __ / ?, o0 3.. _ ,. oEs _ .9 . . .9 JT: . e.,e�� 1/3 .... . 47)7 1300 -114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450 -4075 FAX 450 -4076 A ..YCwe,YCr��G }.t.ru . SHUTLER CONSULTING ENGINEERS, INC V .212S; -- N2fAY!LY / JOB / viEjvto y /D SHEET NO /- OF DATE 130.91 CHECKED BY DATE SCALE CALCULATED BY LB, Z ,oe+ i s = 33./z 7 ,e =. b/s eI 3 • �! �+ '�--- r 8. /.8 11 ") / = 47. _ [10 .iz t , , a /ZJ /5 • W144-- 11 .1) MIN /1■1 SHUTLER 11111111 CONSULTING 111111.111111 ENGINEERS, INC 1300-114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450-4075 FAX 450-4076 SHEET NO CALCULATED BY 5 JOB TAW Of /0 CHECKED BY DATE OF oa-rE SCALE 1 i ■ • S -I 1° —6 --- f;41-4-4' z_ J.c /4. /Z r It 3' /c, .c. 2 . • 9 . i p, 6' 3/40 .0 *-- /%7 3 1/ 4. 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CALCULATED BY +T 5 DATE 0 59 -97 CHECKED BY DATE SCALE I / i --- vi - g c., - E - -12/ < / V /Ty' - -- --------- - -._ -. __.._._.., _,.. __..___.. __.. ------ -r ?;1 ' K • - -fi -- of h d 1 . !?F-. —d .11 . .L. .. _._cis' ...... __ .6/i....._:_ ......__GBft. _ .__... • -L— � og .3 3 ; , a �� -- 72 , D /St.OI.0 ___:_v_141-__L_____L_____Iy.__. . p 46c riv,0 ___ LI.:.__;_________t__igy 2,G %a ,rt' 7___.: ,./ _,..X. _________ X„____„___y x /e: x X j oz 1- �` I - - - 4: 1 ' - - r ' `` - 287A 1 • _ ._..8._.._-- _.___ :.. _— _ __-- __ -___.. '/L 3,,25 — gG __x'3.•13 .:_7_. _.____ -_ ,. - _9_/_ i,.7s __..._.. _-- -_- - _O6 - -.___ .-- _;..___./ .1_____ _.._....._... ... __________7,.__________... __ • - - . .a,a j :r si,As - 6 i E .. : t�_ - Y - .. .- .... . ._. 6 8448.__...67. 3 . -_-��— - .. - -- _ /GO, R3 0 - _61.ex Y..._ ... _pg.s4 i i X _ 0,07-..•./S.1...5-0- #.osa7 0'.- 107,0i • 0- 4 /l6' • b' /d # _..._ l7 / .42,19 . /. . /toss .. . P' . ../$ -gG . , 5e.3/ . s, 8si ,yS I - .;$/N,.4/5 . 3. /3, . 1 338 . /,oz .. /. 'y - . A . 6 .. 6s' /,.o'. . i . / S d 1. 13 .473 . ;3 . ,S sal. . , ?8 . /. 7 - - -- - • _- -_ 6 (t9 /. ..S9/ .. /,44 . . j . / 3,9 0 , . 7.._ �.... _.. _ __ .o.. E . ,��s. ?,/z . 1 .ys ,vas 5,71 V s,33 . ._.._ .......__ __, MINI_ SHUTLER _N- CONSULTING ENGINEERS, INC 1300 -114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450.4075 FAX 450 -4076 V wrhmY n rax ,, ..:�.wn....,»........._..... JOB GAAul Y /C7 SHEET NO L -/ CALCULATED BY .17 S. CHECKED BY DATE SCALE OF DATE 4 '9 � CY1� J>' F \ J �• f! F Ji Y�1.1! : •: S %�� N 3 i % M. I N, a...,.. -... _ .............. . .. t s SHUTLER CONSULTING ENGINEERS, INC. 1300 - 114th Avenue. S.E. Suite 250 Bellevue, Washington 98004 (425) 4504075 Fax (425) 450 -4076 Description : Floor Shears Y -Y Axis Shear X -X Axis Shear ...Shears are applie 1 2 3 4 5 6 7 8 X Distance to Center of Rigidity Y Distance to Center of Rigidity X Accidental Eccentricity Y Accidental Eccentricity (c) 1983-97 ENERCALC 0.0 0.0 0.0 53.2 461.1 57.9 18.0 4.3 594.42 k 553.97 k -4.717 -4.717 22.758 -4.717 22.758 22.758 22.758 22.758 0.0 0.0 0.0 57.0 485.4 71.8 23.4 5.6 143.010 ft 129.348 ft 13.738 ft 11.750 ft Min. X Axis Ecc Min. Y Axis Ecc Max X Dimension Max Y Dimension Title : Degnr: Description : Scope: higrof I t) Job N Date: 2:08PM, 13 MAY 97 t -Zo Rigid Diahpragm Torsional Analysis Page 1 [General Information 5.00 % X Axis Center of Mass 152.03ft 5.00 % Y Axis Center of Mass 140.65ft 274.75 ft 235.00 ft [Wall Data Label Thickness in Length ft Height ft Wall Xcg ft Wall Ycg Wall Angle WallEnd Fixity E ft deg CCW 1 1.000 18.960 20.000 120.880 235.000 0.0 Fix -Pin 1.0 2 1.000 44.440 20.000 70.000 135.000 0.0 I Fix -Pin 1.0 3 1.000 19.420 20.000 230.750 0.000 0.0 Fix -Pin 1.0 4 1.000 13.250 20.000 0.000 185.000 90.0 Fix -Pin 1.0 5 1.000 41.670 20.000 163.250 67.500 109.0 Fix -Pin 1.0 6 1.000 13.700 20.000 241.750 178.100 90.0 Fix -Pin 1.0 7 1.000 9.430 20.000 258.250 73.250 109.0 Fix -Pin 1.0 8 1.000 5.330 20.000 274.750 12.625 90.0 Fix -Pin 1.0 [Calculated Wall Forces Forces Due to Y -Y Shear cc. for Max Total Shear Label Direct Shear Torsional Load To Wall k ft k Forces Due to X -X Shear cc. for Max Total Shear Direct Shear Torsional Load To Wall k ft k. Final Max. Wall Shear k -79.6 -383.4 -84.0 -0.0 158.8 -0.0 6.2 -0.0 23.052 23.052 -0.448 23.052 22.758 23.052 22.758 -0.448 -110.2 -391.2 -84.7 -0.0 167.1 -0.0 8.1 -0.0 110.2 I 391.2 7 84.7 3 57.0 513.3 d 71.8 c. 24.8 .P 5.6 [ Summary Torsional Forces from Y -Y Shear Xcm + .05•Max -X - X 22.758 ft = 13,527.63 k -ft Xcm - .05•Max -X - X -4.717 ft = - 2,804.06 k -ft Torsional Forces from X -X Shear Ycm + .05•Max -Y - Y 23.052 ft = 12,769.91 k -ft Ycm - .05•Max -Y - Y -0.448 ft = - 248.38 k -ft Ae. T aos Codfrm, k)/ gerr C.wi. o f 4 KW. 060346, V5.0.1, 15-Mar-1997 SHUTLER CONSULTING ENGINEERS, INC. 1300 - 114th Avenue. S.E. Suite 250 Bellevue, Washington 98004 (425) 450 -4075 Fax (425) 450-4076 Rigid Diahpragm Torsional Analysis Page 1 [General Information I Description : Floor Shears Y -Y Axis Shear X -X Axis Shear ...Shears are applie 1 2 3 4 5 6 7 8 1 2 3 4 5 6 7 8 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.0 0.0 0.0 45.9 476.3 50.0 18.6 3.7 594.42 k 553.97 k 18.960 44.440 19.420 13.250 41.670 13.700 9.430 5.330 - 22.614 -22.614 4.861 - 22.614 4.861 4.861 4.861 4.861 X Distance to Center of Rigidity Y Distance to Center of Rigidity X Accidental Eccentricity Y Accidental Eccentricity (c) 1983-97 ENERCALC .._.._..,... �n..... r_. v�M•. a. N. v.: i1rn. Y.# nmvr; uen: sY.' w' nw u. vA.+ t. 7MisbP++ at. w.M...w....+......r..._......._ . Min. X Axis Ecc Min. Y Axis Ecc Max X Dimension Max Y Dimension [Wall Data I Label Thickness in Length Height Wall Xcg Wall Ycg Wall Angle *WallEnd Fixity E ft ft ft ft deg CCW 20.000 20.000 20.000 20.000 20.000 20.000 20.000 20.000 [Calculated Wall Forces I Forces Due to Y -Y Shear cc. for Max Total Shear Label Direct Shear Torsional Load To Wall k ft k Forces Due to X -X Shear cc. for Max Total Shear Direct Shear Torsional Load To Wall k ft k Final Max. Wall Shear k 0.0 0.0 0.0 66.2 476.9 52.3 19.7 3.9 160.906 ft 128.821 ft 13.738 ft 11.750 ft /G6.63 f h/git/2 6)44 - ,28. 3 120.880 70.000 230.750 0.000 163.250 241.750 258.250 274.750 Title : G trgwNY !d .lob N Dsgnr: Date: 2:01 PM, 13 MAY 97 Description : Scope -80.6 -388.3 -85.1 -0.0 -0.0 -0.0 -0.0 -0.0 5.00 % 5.00 % 274.75 ft 235.00 ft 235.000 135.000 0.000 185.000 67.500 178.100 73.250 12.625 23.579 23.579 23.579 23.579 23.579 23.579 23.579 23.579 0.01 0.0 0.0 90.0 90.0 90.0 90.0 90.0 X Axis Center of Mass 152.03ft Y Axis Center of Mass 140.65ft -111.4 -396.9 -85.1 -0.0 -0.0 -0.0 -0.0 -0.0 Fix -Pin Fix -Pin Fix -Pin Fix -Pin Fix -Pin Fix -Pin Fix -Pin Fix -Pin 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 111.4 396.9 85.t 66.2 476.9 52.3 19.7 3.9 Summary I Torsional Forces from Y -Y Shear Xcm + .05•Max -X - X 4.861 ft = 2,889.68 k -ft Xcm - .05•Max -X - X - 22.614 ft = - 13,442.01 k -ft Torsional Forces from X -X Shear Ycm + .05•Max -Y - Y 23.579 ft = 13,062.07 k -ft Ycm - .05 *Max -Y - Y 0.079 ft = 43.77 k -ft C rncc « 6 //020r4t..., o Er b, o,j , Vs- ,./) p 2 4 KW- 060346, V5.0.1, 15-Mar-1997 t - ‘4 1111111/11111 11111M tA) ALL 5 1300-114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450-4075 FAX 450-4076 . _ Se/09 le I 14) PI-4' 4 0 / pc a ho SHUTLER CONSULTING ENGINEERS, INC • ! ; 'A. /64 1P•5°' / t R it _6 • D __6 14) 1 Lt. e - • / • A 5 JOB 64re )9? to SHEET NO CALCULATED BY CHECKED BY DATE V _ l _ 46.61 00000 .31 t,J 3,1! 4 2 . . •tr? _ . 4 /.1-64 V` s • 3 E3 s-e Ao SCALE ,,2 ---0■4■■ V /Pzei2. OF DATE . ffli 1 LOOD 4 / / ac, . '/L1. $2 3 1.7 biiagaer kx€497 4.4-4 y�. s./k i Wlac AM_ SHUTLER _U- CONSULTING ENGINEERS, INC . /z 2 2 ,g V rorAtz. t 3i9 vs" V ,-00F , A.56 X 7) r 018 V /Pia. - w “.c.. r? i'41g U .03 .Z 4,0 3.1/ .03 • 2 -.. ... �.. 1 ., �toT p = 710111- Vim,F ( )()o.s9): 1300 -114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450 4075 FAX 450.4076 6 701 Y /3 2a. / 2 5.6 pig JOB _67 #1Z /D SHEET NO. /.', OF Q CALCULATED BY i •.S DATE 1' / 7 CHECKED BY DATE SCALE I j _ 44794 j )9LA, & g o AL!. Ye 0111111/111 %MU 11111/111111 — 71 .VroroL a■5.,5-.64 V r als/o,55 _46-- goo 1300-114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450-4075 FAX 450-4076 SHUTLER CONSULTING ENGINEERS, INC isiO 61 4.< • .445 6_ 4 2 .11 JOV`" fit? /S 7,6 - 44 , tO7 2 tvi 4 $ t A oz 4 . ViAz 0 2.4, - .104, SO -11.1;•584 ' .3 - 1 i d g tr ' 44 4 ki_5 1), i/-5 — F4/ Pc = 6/30X /6)( yoca) J.2.&" fp t Cot t ' )('.3 ,t/ I' 42 P i ct ViY• '`) '‘ . . JOB orE y Jo SHEET NO 4-.7( OF CALCULATED BY 0 DATE . /1 2 CHECKED BY DATE SCALE Vr i m it..5 = . /375C1V 0 w 441 i7/0 J C/Se. 4/1/) t;) /7/N 3 II- Yo 0/400 e>4 2; 13e 0 0 7 _U i■1111 w7 LA- DP_ tot so r� ... c° T4x.ss 6 7- .( .6 4 5' )_(20' 1300 -114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450 -4075 FAX 450.4076 I } f w•iw�.r .. s at. iN.l aY h�i__ i �/ eM. nv. A Ynk: ��• 41 W�pps 1 R71KV .XWa.ww,.•+a..- .. ». . SHUTLER CONSULTING ENGINEERS, INC 3 y9s _ � 4 • Y,ht� Yik 5Amy,C. p ` T/ x) 72 ,554- ,9 3 401,8).,_ /Q,Z ,L ") 79 JOB / le IA) yj /d SHEET NO L -.1 G CALCULATED BY 5 CHECKED BY DATE SCALE ' - (-'7-'0 � Gt - I , 11 /; j i( i l 4 3 I j 4(3 ? i I 7` o �r= OT ---� 1 1 5980 ( /" 6 . - S �l �N x /z. G , �/s '� f r (M) 060") - • I IfE oK #6 2 i'41 " ,,o, it/a OF DATE .f' o.p 7 �_ b 11-1/ b • 7,7, 0- OcP ,.t/ Ci')(- %)(Y) 1V r Z 1 --i, s : At:'` ist{ �.��f���.Jtri:`,.�iF.;crT�.•n + MI AIM IMP MI 1300 - 114th Ave SE, SuNe 250 Bellevue, WA 96004 (206) 450-4075 - FAX 450.4076 Overturning Moment Slab Dead Dead Load Footing Dimensions Width Depth Footing Extension - Left Footing Extension - Right Overall Footing Length Footing Weight Applied Loads: Wall Weight Load 1 Load 2 Load 3 Load 4 Load 5 Load 6 Slab Dead Load Footing Dead Load Total Weight Times 0.85 Mr (Left) Times 0.85 Mr (Right) Times 0.85 X- Bar (Left) X- Bar (Right) Soil Bearing: Left Right Left Right 1.79 0.13 0.13 1.79 SHUTLER CONSULTING ENGINEERS, INC. SHEAR WALL FOOTING DESIGN FOR OVERTURNING MOMENTS /0 (E)tlP) Totals 595.78 Kips -- Distance from left edge of wall I!! (© 0.85 Values) 46.97 Feet 46.97 Feet °i;llS:QEI` • Kip - feet # Kips •iFeet n,t1 Inches sl e .00 Feet Feet 132.00 Feet 79.20 Kips 319.98 Kips �£ Kips Kips Kips Kips Kips 6 €„.r Kips 44.60 Kips 79.20 Kips K.S.F. K.S.F. K.S.F. K.S.F. 506.41 33423.19 33423.19 Kips Kip -feet Kip -feet Distance" 65.00 Feet k' s ,..•:> Feet 'Feet Feet Feet Feet k $a Feet 65.00 Feet 65.00 Feet (@ Full Values) 49.82 Feet 49.82 Feet 1.96 0.30 xoe hf -fkNy /C) SHEET No. L- of CALCULATED BY DATE CHECKED BY DATE SCALE K.S.F. K.S.F. 0.30 1.96 7 01/orii -; Wall Dimensions Height Length Thickness Concrete (Y/N) Masonry (Wt.) Wall Weight K.S.F. K.S.F. /S P° Page 1 b(1 u f ``)/ .rte -" Feet Feet r< Inches ffs t PSF 319.98 Kips Mr (Left) Mr (Right) 21118.60 21118.60 Kip -feet 1927.20 1927.20 Kip -feet 8104.80 8104.80 Kip -feet 0.00 0.00 Kip -feet 0.00 0.00 Kip -feet 0.00 0.00 Kip -feet 0.00 0.00 Kip -feet 2943.60 2943.60 Kip -feet 5227.20 5227.20 Kip -feet 39321.40 39321.40 Kip -feet Moments sumed about left side of footing Moments sumed about right side of footing SHUTLER _ ■ CONSULTING IMP M ENGINEERS, INC. 1300 -114th Ave SE, SW* 250 S.11wt., WA 96004 (206) 75 - FAX 450-4076 Overturning Moment Slab Dead Dead Load Footing Dimensions Width Depth Footing Extension - Left Footing Extension - Right Overall Footing Length Footing Weight Applied Loads: Wall Weight Load 1 Load 2 Load 3 Load 4 Load 5 Load 6 Slab Dead Load Footing Dead Load Totals " Distance from left edge of wall I!! Total Weight Times 0.85 Mr (Left) Times 0.85 Mr (Right) Times 0.85 X- Bar (Left) X- Bar (Right) Soil Bearing: Left Right Left Right 319.98 Kips {${ • .: "> < Kips sue` rsf::s r: Kips • > <;<:::. Kips Kips Kips >s Kips wva { o µ 44.60 Kips 59.40 Kips 575.98 Kips (© 0.85 Values) 46.31 Feet 46.31 Feet 2.34 0.13 0.13 2.34 SHE WALL FOOTING DESIGN FOR OVERTURNING MOMENTS Page 1 J: }' :z: Kip -feet yy 4 P l x <• Kips -11 Feet �v Inches Feet Feet 132.00 Feet 59.40 Kips 489.58 32312.41 32312.41 K.S.F. K.S.F. K.S.F. K.S.F. SHEET No. Kips Kip -feet Kip -feet (c Full Values) 49.27 Feet 49.27 Feet 2.56 0.35 Wall Dimensions Height Length Thickness Concrete (Y/N) Masonry (Wt.) Wall Weight K.S.F. K.S.F. Joe �- W A'C 44- f b OF CALCULATED BY g. L I - i rra, DATE CHECKED BY DATE SCALE I tR: : i Feet £# Feet Inches €f s 3f , 6 „.k . PSF NY+. {Nt- :.{CC6:vt{;L•:2k2{4:{4 319.98 Kips Distance" Mr (Left) Mr (Right) 65.00 Feet 21118.60 21118.60 Kip -feet 17.. Feet 1927.20 1927.20 Kip -feet Feet 8104.80 8104.80 Kip -feet <i Feet 0.00 0.00 Kip -feet Feet 0.00 0.00 Kip -feet Feet 0.00 0.00 Kip -feet . > Feet 0.00 0.00 Kip -feet 65.00 Feet. 2943.60 2943.60 Kip -feet 65.00 Feet 3920.40 3920.40 Kip -feet 38014.60 38014.60 Kip -feet Moments sumed about left side of footing 0.35 K.S.F. Moments sumed 2.56 K.S.F. about right side of footing 2 x 31 24G0 ?Sc.' S1/E84 _...:W --� Boor. AL Ft 00 12 oc. lei /0„ !_111111 SHUTLER CONSULTING i_ ENGINEERS, INC 1300 -114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450-4075 FAX 450 -4076 i It JOB tl47E W /0 SHEET NO. - a ea CALCULATED BY .1 CHECKED BY SCALE u = 1, al so . 2a//` .0 S fL )Qy = -4° 47)( 25)02) /38.6" > > 764 6,9 �3�2. ��x ?o) -f (�8 X46 • 1 9 7 2 0 - 0z 4 (_/ s)- 3190 .2 -r' - cr..__ yy1� :...._- �, ,yle . /6 -/L26° L rilLk PIZ/4.r/'4- Ta 54.46 a gYht9e . ' 3 . /o /n� 79 7/ °a9 /A .f �gs� < <ax.�� l OF DATE s DATE opt - Q , Y4'4,5) ti rz / � 1,'"i 0/.c, a -. 70.4 /�.) h/G , /, G G 4.04,75=,571, -1lr` V. =f.51 3 r4/i.7s= ?p, </9,� ,i ' (/3743'S'o/4.7 yZ,/7.'__ o. ► . _ .A. l s //- / - /G ` . , fra /51)6 oi )- _ as . ) - 0/2,24/s )= ,y,/e9 4 �.z (. /.5 �, 6 4)- 6, ,S)(16, 4 - !' (9Xt) • (4(/'4/22 - o i2 S , .f°, ,aa 'tow • • _/11111 _A � __ SHUTLER CONSULTING ENGINEERS, INC 1300 -114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450.4075 FAX 450-4076 _J : _ , 'P • • L, . .03 3v.4gt s0 4 26601 � VAI 9,9s'4 x.75.. 3. _... a,? ..... . 657,99' as,35 /2, c.),5 /6, P/ sty 32, cc, G.. ....... /74,IL a4/4.v .4 vu; .3 57,9i . A _ .eots(i - 7 5) ' = - . :2Z n - 11-V I" 4 f 1 1 . ex dq : a.16,6 ............... 1/4 = . /60; . #0,7 —&- G6 3 7^Wos/ P,2o92 s r 5, s ivy, 7s' /A'YPT - .9,109(A 9 5) 44 607*. I. 67 32 x-X 4S')= /be, K- v 174 4°A1A) to/ . G• *'( Oic tseE JOB r�� w AV /v SHEET NO. /-•a _541)14 .. 14) 01-L 64 ) 47 a__ / .. __ �� - __l �- 41 1.// OF CALCULATED BY 4 DATE ( 2'7 CHECKED BY DATE SCALE 1Ss�7/" - -_--b £ &... 14P3 _4 t Gs'`i /J,G S" L- Z60 at 1 it .6 1300 -114th An SE, Suite 250 Bepevus, WA 06001 (206) 450-4075 - FAX 450 -4076 Overturning Moment Slab Dead Dead Load Footing Dimensions Width Depth Footing Extension - Left Footing Extension - Right Overall Footing Length Footing Weight Applied Loads: Wall Weight Load 1 Load 2 Load 3 Load 4 Load 5 Load 6 Slab Dead Load Footing Dead Load Totals 638.83 Kips " Distance from left edge of wall i!! Total Weight Times 0.85 Mr (Left) Times 0.85 Mr (Right) Times 0.$5 X- Bar (Left) X- Bar (Right) Soil Bearing: Left Right Left Right • SHUTLER CONSULTING ENGINEERS, INC. SHEAR WALL FOOTING DESIGN FOR OVERTURNING MOMENTS Page 1 339.98 Kips ..�.:. j<f >> Kips Kips Kips Kips Kips 49.00 Kips 86.85 Kips (fp 0.85 Values) 50.33 Feet 50.33 Feet 1.79 0.08 0.08 1.79 rrd etac.wn.r w: J ""AVIO (Waft. 0.4 .... �........,.. «... _.. . 'ZflQ£s Kip -feet c Kips Feet Inches ' 'fr>� s Feet ' is £ �fif: Feet 144.75 Feet 86.85 Kips 543.00 Kips 39299.84 Kip -feet 39299.84 Kip -feet K.S.F. K.S.F. K.S.F. K.S.F. Distance" 71.38 Feet Feet Feet Feet Feet s Feet Feet 71.38 Feet 71.38 Feet (© Full Values) 53.63 Feet 53.63 Feet 1.96 0.25 0.25 1.96 Joe CG S in) 19 Y IC) SHEET No. `- 30 OF CALCULATED BY Nrc DATE .• L 4 7 CHECKED BY DATE SCALE Wall Dimensions Height Length Thickness Concrete (Y/N) Masonry (Wt.) Wall Weight K.S.F. K.S.F. K.S.F. K.S.F. 64,75)Lo c4xi5 Ead ioc o w 11) 6 Er ;J/ bit) );44)S Mr (Left) 24605.83 2033.74 9763.39 0.00 0.00 0.00 0.00 3546.38 6285.77 s ..•:... Feet fiftff;fs.; £- Feet Inches x.x p•£ i PSF 339.98 Kips Mr (Right) 24605.83 2033.74 9763.39 0.00 0.00 0.00 0.00 3546.38 6285.77 46235.10 46235.10 Moments sumed about left side of footing Moments sumed about right side of footing 4. / ?x/. XXX,/ Kip -feet Kip -feet Kip -feet Kip -feet Kip -feet Kip -feet Kip -feet Kip -feet Kip -feet Kip -feet .... .. . . . I= MN 1 111•Ik • Totals SHUTLER CONSULTING ENGINEERS, INC. 1300 - 114th Ave SE, SuMe 250 Bellevue, WA 96004 (206) 450.4075 - FAX 450-4076 SHEAR WALL FOOTING DESIGN FOR OVERTURNING MOMENTS Overturning Moment Slab Dead Dead Load Footing Dimensions Width Depth Footing Extension - Left Footing Extension - Right Overall Footing Length Footing Weight Applied Loads: Wall Weight Load 1 Load 2 Load 3 Load 4 Load 5 Load 6 Slab Dead Load . 49.00 Footing Dead Load 65.14 339.98 617.11 ** Distance from left edge of wall Total Weight Times 0.85 Mr (Left) Times 0.85 Mr (Right) Times 0.85 X- Bar (Left) X- Bar (Right) Soil Bearing: Left Right Left Right 2.35 0.07 0.06 2.35 "a Feet , Inches Feet 1,91Feet 144.75 Feet 65.14 Kips Kips . Kips Kips Kips Kips Kips Kips Kips Kips Kips (© 0.85 Values) 49.57 Feet 49.53 Feet Kips 524.55 37975.55 37952.67 K.S.F. K.S.F. K.S.F. K.S.F. Kips Kip-feet Kip-feet (© Full Values) 53.00 Feet 52.95 Feet 2.56 0.28 0.28 2.57 Joe A--t .kt I cz, SHEET No. CALCULATED BY CHECKED BY SCALE Distance** 71.38 Feet Feet Feet Feet Feet Feet Feet Feet 71.38 Feet 71.38 Feet Wall Dimensions Height Length Thickness Concrete (Y/N) Masonry (Wt.) Wall Weight K.S.F. K.S.F. K.S.F. K.S.F. OF DATE DATE „ iio :ii PSF 339.98 Kips Mr (Left) Mr (Right) 24605.83 24605.83 Kip-feet 2046.52 2020.95 Kip-feet 9764.06 9762.71 Kip-feet 0.00 0.00 Kip-feet 0.00 0.00 Kip-feet 0.00 0.00 Kip-feet 0.00 0.00 Kip-feet 3546.38 3546.38 Kip-feet 4714.33 4714.33 Kip-feet 44677.12 44650.20 Kip-feet Moments sumed about left side of footing Moments sumed about right side of footing 2v)(1. Voc 1st- Page 1 ,‘ • • III JIM a. Ili MIN _SWorpe. Wick...c. 602i SHUTLER CONSULTING ENGINEERS, INC 1300 Ave SE, Suite 250 Bellevue, WA 98004 (206) 450-4075 FAX 450-4076 - - _ ----- IA) 191.c. N I - co , VT - on/4. gLibS #0/1.15= 41;,?t, ‘i q, .16 FL.iz 4/2,72'4- / (22.1 4 ):: 3/o,gt- V f l it 1,47- • 1/ -496,03 # 4,75) 00= /7/ 61" JOB Op Lc: .2 !Zi 8 ,Poi e.- as) 64/Z V / ?Sae ASD,c4 to,6' _ . 3,14' Viat 1 5 ‘/4 . 10 ./48 57' (-,1hr wrt/ /c) SHEET NO e— S I OF CALCULATED BY DATE 8 CHECKED BY DATE SCALE . /S,SP h11/6‘ At- 1 /,0/4 /,A4 / 42;,,71 • . 7 4/ ) o, / F. 12 V)(0 6/4 SIOM 4 r• L /2 p ii/)eake 0; Pihm- P CiesX 20 - (OM 06002-11 13,05.-49 e 7 _ _ VIA 1 . 01PrS - - we 0 - 40' - • • — . • ■!■ SHUTLER _U— CONSULTING _— ENGINEERS, INC 1300 -114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450 -4075 FAX 450 -4076 ‘ .1 PZ 14470,0 o . � L i9 _ Y/ (,b,s9e40266) !, s 07 e9 G RIt7 dow!- JOB 6 /9 rt- 1,07 1t) SHEET NO. L- 3 1_ 0 6,' 4S) 4 7 �' � 2G;7S )( / &') 3 /PG µ1w - 069)(a,�0 : 4. OF CALCULATED BY S DATE eq., 7 CHECKED BY DATE SCALE > :• At VoaPoP /gem26Y5 &: fit .... Ot' e' /2 ... GQ * te=a • MI LIM IN■ OW MI SHUTLER CONSULTING ENGINEERS, INC. 1S30 11419 Ave SE, Subs 250 Sollouo, WA 90004 (206) 450-4075 - FAX 450-4076 Overturning Moment Slab Dead Dead Load Footing Dimensions Width Depth Footing Extension - Left Footing Extension - Right Overall Footing Length Footing Weight Applied Loads: Wall Weight Load 1 Load 2 Load 3 Load 4 Load 5 Load 6 Slab Dead Load Footing Dead Load SHEAR WALL. FOOTING DESIGN FOR OVERTURNING MOMENTS O 14 194.60 30.36 37.26 Kips Kips Kips Kips Kips Kips Kips Kips Kips Totals 289.72 Kips ** Distance from left edge of wall Ill Total Weight Times 0.85 Mr (Left) Times 0.85 Mr (Right) Times 0.85 X- Bar (Left) X- Bar (Right) Soil Bearing: Left Right Left Right 1.83 0.16 0.16 1.83 (@ 0.85 Values) 32.47 Feet 32.47 Feet ;Feet Inches Feet Feet 90.33 Feet 37.26 Kips 246.26 11122.44 11122.44 K.S.F. K.S.F. K.S.F. K.S.F. - Kip-feet AM Kips v....m4M16 Kips Kip-feet Kip-feet 2.00 0.33 0.33 2.00 JOB .6 ifiEW 0 V / SHEET No. 6 OF CALCULATED BY DATE ..5 CHECKED BY DATE Wall Dimensions Height Length Thickness Concrete (YIN) Masonry (WI) Wall Weight Distance** Mr (Left) Mr (Right) 44.17 Feet 8789.08 8789.08 Kip-feet 4 4 11 : Feet 236.21 236.21 Kip-feet :Feet 1005.82 1005.82 Kip-feet Feet 0.00 0.00 Kip-feet Feet 0.00 0.00 Kip-feet Feet 0.00 0.00 Kip-feet & 000 Feet 0.00 0.00 Kip-feet 44.17 Feet 1371.21 1371.21 Kip-feet 44.17 Feet 1682.90 1682.90 Kip-feet (@ Full Values) 34.38 Feet 34.38 Feet K.S.F. K.S.F. K.S.F. K.S.F. 1 kg " PSF 194.60 Kips 13085.22 13085.22 Kip-feet Moments sumed about left side of footing Moments sumed about right side of footing Page 1 r U'... L L , 01 0 a Feet l a Inches gg to - I t o 00 , 1 ) 11- Pie SHUTLER MINN - CONSULTING __ ENGINEERS, INC 1300 -114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450.4075 FAX 450.4076 2C /JUF 1r = Al Et.. 30.1:1L6:10:r 32.3 3P 7).{,/g441 K? 1 s) +(i/,$)(4geg_7)(-)e vp e- (1375)( 74-192): /ar d/ 4/14' V C g1 0 r4oF 07153 o Nrc /W/�LE� f1�/0 7 / / /c./C 63).33)(66Y. / s) ° L G, ‘0S LASED / ti) vts/4 N 2,7 A)-54)( . 3, 06 4 1/1 /2( 6 V ov P v fZ 04$:7( .0, ZS • 7,tb 126 . °oozo 0 0 ) ` .3 G A s = . ;a- - = Set JOB 142 0 /U SHEET NO � OF CALCULATED BY • ..1:6 DATE C-3-97 CHECKED BY DATE SCALE 4 4-. de"`f� ri • alliala SHUTLER 11111111 CONSULTING 1.11,1111 ENGINEERS, INC 1300-114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450-4075 FAX 450-4076 Vlb rp r - .3207 ti9occ- 4oAtti___3 d7kij co/ _PdAiEL5 fox Age' Pt. ir r 4).4 eook) v.)/ o l-rts • / 4000's 14.,lio 7,.0' -13 D/k)ei /,J t6,-4 0 7; X 4: ___Vas t ' ' ! : . ....- , i -- 1 , , 1 , : , -. j, 2 4 3 . - i r_ Pa ii 1 't ■ 1 ! ! ! --- , 5*- VI-7 dc- ; I . , _In% ____.ad_te ./_(!) (c2ciXi;11. 1) 4 6 4 /.6 ‘7, 4 cr 2 - 54/ /4: • = c) ebbe: r 6 f 4 . . 4 5 . 451 , 4 ):1 JOB time■u4s /0 SHEET NO CALCULATED BY 4'7.5 CHECKED BY DATE SCALE 0.0 %, A / /.1 c9-$1 /./ /.0 0/4 456 OF DATE 4/6 - fltS o ce - 1T - 6 7 07 -.40f/tOS . ,2•/,'/A-Tx 0,613 4 -$#6 las 3./2 - 64 // _ "7 is= 3,00 - -- 7 7 e - -7-417)1 zr AM _ U . IMP MN 1300 -114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450-4075 FAX 450-4076 4 IV 7'1/ /c K 1455 aWET -71) 4 • f � _ (, / y dj)C a./y/5):- SHUTLER CONSULTING ENGINEERS, INC • i ` f I + i _ N .C_.:16414_,__1�X!.9(- . _. L o d -- ; o 4).__ ct _ -". 'o z EG _J!`-_ ' p: 4- - 3' - TO ( ' 1 i ---/- i k- ' ! i3 � __A._._11./ R & i, ?�.)/ 3 3,43)(, Q6 3) L 83 t - i ihofL1 _ (9r11`TXs ".;a :TO ; ?1,77 t • (38) :x�C.is) . 1 i . , Ad E t , 3 _04 s /Gd SHEET NO. CALCULATED BY CHECKED BY SCALE OF DATE S-3-5? DATE �,lIt ToCam0 L 4 / 7 C o / ?xaci N fl i9 E,i,BtZ " D, *• .r;rrcicl: `' • 241'- 9.2500' V 31/9.0/.' ere r..Y 11?4 .9%y9,4%y / �3 t - u1 376.6/. V FL-0... = 33.5 " 11- a75*•&, 4,24 E-3 339,3 5 ' / 9.94 p p9f'h'€ e Ali mot d n 140'- 0.0000' (2 f ipple/79s c FQo,ry srt, n-Y 6frAfipe 1,14 J �` h 4 S/3• �s x i' . ,33.07 It a 35 24' 46'- 5,7500' q t . 4 t i.,, _i 794,C 0' To 3' -0.871 5,05 xMS 75 s. y �� g2 • 88'-4.3714' a as 0 t 0 • ALA (P")(/2')= .2s/ fr 1300 -114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450-4075 FAX 450 -4076 SHUTLER ■U- CONSULTING 11111,_ ENGINEERS, INC 67 ---2)124e.;- ... Ater P Woo SA: Ar -_� a3aoa tr..) . 4 . o lca I?t* wwnen . d /sz 31371. _ ; 7 _ � - -- W ' /bl. r /60 L ����; . s 4o0K.. /9a ASPtio — Pgd L0 7. To �., A410 04‘05 x4 a P/ "'leas lif -7Z/ = /3, oz s _.. JOB 6 , , rw9Y /a SHEET NO Lam, OF CALCULATED BY aT.s• DATE ' i '9 CHECKED BY DATE SCALE _f404 :..z> j 9.N . 44N1 S .i�)hP 4N�i.►1- 4g-lo: V . Li6Vhnf 'IJ" • Oa 1 I I { i I i { i /� , 4 /61 , 6 c /9.1; /,X/�/•is7 ,Z, 6 64' '.1I 14 /3. , if 40 /J3� 2 • 61 COL 4 XI _.. 3 . ? _ _ - -= ,,,.//, 7 _ _ .9/4/4'1,7i, n /48 / 4.6y ,7P ill . 6X4-0 w/✓ ' /Is o f e *Of V w : _ 3.6.G 1 '4 > yk hiL eiMA - s_ -- r 02 ,r o //9 /ai,71= 1./7"`, - - 04/o __ pii IGTiO)J d rft_00C j IA ' d /fil4S --t 1 ii,r/ t 1 i I j _ • of 1.. $ _ i i - it .Q ?rH •4X ' . 3.s ... (69 X I'S * LT C. 2 5) t - -.6 g i 0 As S/4 , al. I _____.__ ri = � a t )/.s31. � 3s' i oc W -S7:. r L a ps 3 769 Z ( 1 3 c. .9eis,c4.__ V lo w _ .... `�'1ol.c, f,5) : �s,y 79.3. , ... ( 33# 3 3 * . 7_)21, LC:_ A_ = ;c s ■ ' I - J35p$L I -- e,1 4—r. t K __..- •., = t)l44 6 )- � G . 4,1 - /Sl ,i iti �Y. X' �l a�.; Yt t: �: c '.wra.,r,.+.......,.- ... ,_- ..._..._....... __ SHUTLER _U- CONSULTING __ ENGINEERS, INC 1300 - 114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450-4075 FAX 450 -4076 4,7 tcz. +.1-.: a 7 oz.. JOB 607E14 /0 SHEET NO L -399 CALCULATED BY CHECKED BY DATE OF DATE 4. 'VS - 17 SCALE • SHUTLER CONSULTING ENGINEERS, INC. 1300 -114th Avenue. S.E. Suite 250 Bellevue, Washington 98004 (425) 450.4075 Fax (425) 450 -4076 ': tiai••::...' M•::rt..u.�a.nw.•:avu Title : Dsgnr: Description : Scope b I/ Z" r / Job N Date: 7:43AM, 3 JUN 97 L -0 Steel Column Pape 1 [General Information Description Drag Strut Grid 7 Steel Section W24X117 Column Height 33.000 ft End Fixity Pin -Pin Llve & Short Term Loads Combined Axial Load... Dead Load k Live Load k Short Term Load 332.00 k / Distributed lateral Loads... DL LL ST Along Y -Y Along X -X [Applied Moments S AISC Formula H1 - 1 AISC Formula H1 - 2 AISC Formula H1 - 3 0.131 Allowable & Actual Stresses Fa : Allowable to : Actual Fb:xx : Allow [F1-6] Fb:xx : Allow [F1 -7] & [F1-8] fb : xi( Actual Fb:yy : Allow [F1 -6] Fb:xx : Allow [F1 -7] & [F1-8] ft) : yy Actual F Duration Factor X -X Unbrace Y -Y Unbrace Dead 19.27 ksi 0.00 ksi 23.76 ksi 23.76 ksi 3.11 ksi 27.00 ksi 27.00 ksi 0.00 ksi 36.0 ksi ✓ X -X Sidesway : Restrained 1.333 ✓ Y -Y Sidesway : Restrained Kxx 1.000 Kyy 1.000 33.000 ft 6.000 ft [Loads Ecc. for X -X Axis Moments Ecc. for Y -Y Axis Moment 0.556 0.313 k/ft (, /beN pi/ k/ft 0.205 Start in in X -X Axis Moments DL LL ST At TOP 429.00 k -ft 7 Height Between Ends k -ft 0.000 ft At BOTTOM k -ft Section : W24X117, Height = 33.00RAxia! Loads: DL = 0.00, LL = 0.00, ST = 0.00k, Ecc. = 0.000in Combined Stress Ratios Dead Live DL + LL DL + Short End -> 33.000 in -> in Column Design OK 0.979 0.893 [Stresses Live DL + LL DL + Short 19.27 ksi 19.27 ksi 25.68 ksi 0.00 ksi 0.00 ksi 9.65 ksi 23.76 ksi 23.76 ksi 31.67 ksi 23.76 ksi 23.76 ksi 31.67 ksi 1.75 ksi 4.86 ksi 17.68 ksi 27.00 ksi 27.00 ksi 35.99 ksi 27.00 ksi 27.00 ksi 35.99 ksi 0.00 ksi 0.00 ksi 0.00 ksi Analysis Values F'ex : DL +LL 97,995 psi Cm:x DL +LL 1.00 Cb:x DL +LL 1.00 Fey : DL +LL 248,705 psi Cm:y DL +LL 0.60 Cb:y DL +LL 1.75 F'ex : DL +LL +ST 130,628 psi Cm:x DL +LL +ST 1.00 Cb:x DL +LL +ST 1.00 F'ey : DL +LL +ST 331,523 psi Cm:y DL +LL +ST 0.60 Cb:y DL +LL +ST 1.75 Max X -X Axis Deflection -0.726 in at 18.260 ft Max Y -Y Axis Deflection 0.000 in a 0.000 ft (c) 1983-97 ENERCALC KW- 060346, V5.0.1,154Aar•1 c SHUTLER CONSULTING ENGINEERS, INC. 1300 - 114th Avenue. S.E. Suite 250 Bellevue, Washington 93004 (425) 450.4075 Fax (425) 450 -4076 Description Drag Struts Grid 7 Steel Section Column Height 33.000 ft ( End Fixity Pin -Pin Live & Short Term Loads Combined Axial Load... Dead Load Live Load Short Term Load Distributed lateral Loads... Along Y -Y Along X -X Summary Allowable & Actual Stresses Fa : Allowable fa : Actual Fb:xx : Allow (F1-6] Fb:xx : Allow (F1 -7] & [F1-8] fb : xx Actual Fb:yy : Allow [F1-6] Fb:xx : Allow [F1 -7] & [F1 -8] fb : yy Actual (c) 1983-97 ENERCALC W24X82 k k 222.00 k DL 0.556 / Dead 18.15 ksi 0.00 ksi 23.76 ksi 23.76 ksi 6.96 ksi 27.00 ksi 27.00 ksi 0.00 ksi X -X Unbrace Y -Y Unbrace 0.313 Dead Live F'ex : DL +LL 81,100 psi Cm:x DL +LL Fey : DL +LL 54,605 psi Cm:y DL +LL F'ex : DL +LL +ST 107,863 psi Cm:x DL +LL +ST F'ey : DL +LL +ST 72,625 psi Cm:y DL +LL +ST Max X -X Axis Deflection -0.516 in at 16.500 ft Max Y -Y Axis Deflection 0.000 in a 0.000 ft Tide: Degn Description : Se-oPe Ecc. for X -X Axis Moments Ecc. for Y -Y Axis Moment 0.000 ST Live 18.15 ksi 0.00 ksi 23.76 ksi 23.76 ksi 3.92 ksi 27.00 ksi 27.00 ksi 0.00 ksi k/ft k/ft DL + LL 1.00 0.60 1.00 0.60 byrogY /0 JobN 0.458 DL + LL 18.15 ksi 0.00 ksi 23.76 ksi 23.76 ksi 10.87 ksi 27.00 ksi 27.00 ksi 0.00 ksi 44 )� (/ ) ' .20 G l) a X o e . Date: 8:09AM, 14 MAY 97 Steel Column Page 1 I L General Information F 36.0 ksi X -X Sidesway : Restrained Duration Factor 1.330 • Y -Y Sidesway : Restrained f Kxx 1.000 33.000 ft Kyy 1.000 6.000 ft L Loads Start Section : W24X62, Height = 33.00ftAxial Loads: DL = 0.00, LL = 0.00, ST = 0.00k, Ecc. = 0.000inU Combined Stress Ratios AISC Formula H1 -1 RISC Formula H1 - 2 AISC Formula H1 - 3 0.293 in in DL + Short 0.893 0.769 Cb:x DL +LL Cb:y DL +LL Cb:x DL +LL +ST Cb:y DL +LL +ST End -> 33.000 in -a in Column Design OK Stresses DL + Short 24.13 ksi 12.20 ksi 31.60 ksi 31.60 ksi 10.87 ksi 35.91 ksi 35.91 ksi 0.00 ksi L Analysis Values 1.00 1.75 1.00 1.75 KW-0603.46, V5.0.1,15 -Mar -1997 t SHUTLER CONSULTING ENGINEERS, INC. 1300 - 114th Avenue. S.E. Suite 250 Bellevue, Washington 98004 (425) 450-4075 Fax (426) 450-4076 D gnr Description: scope: Date: 8:10AM, 14 MAY 97 Job N Steel Column Page 1 'General Information Description Drag Struts Grid 7 Steel Section W24X55 Column Height 33.000 ft End Fixity Pin -Pin Live & Short Term Loads Combined L Loads Axial Load... Dead Load Live Load Short Term Load Distributed lateral Loads... Along Y -Y Along X -X L Summary Combined Stress Ratios AISC Formula H1 - 1 AISC Formula H1 - 2 AISC Formula H1 - 3 Allowable & Actual Stresses Fa : Allowable fa : Actual Fb:xx : Allow [F1 -6] Fb:xx : Allow [F1 -7] & [F1 -8] fb : xx Actual Fb:yy : Allow [F1-6] Fb:xx : Allow [F1 -7] & [F1-8] fb : yy Actual (c) 1983-97 ENERCALC k k 111.00 k DL F Duration Factor X -X Unbrace Y -Y Unbrace 0.556 F'ex : DL +LL F'ey : DL +LL F'ex : DL +LL +ST F'ey : DL +LL +ST Max X -X Axis Deflection Max Y -Y Axis Deflection 0.000 in 0.336 Dead 18.00 ksi 0.00 ksi 23.76 ksi 23.76 ksi 7.98 ksi 27.00 ksi 27.00 ksi 0.00 ksi 78,768 psi 51,389 psi 104,762 psi 68,347 psi -0.597 in Dead Live 36.0 ksi 1.330 33.000 ft - 6.000 ft Ecc. for X -X Axis Moments Ecc. for Y -Y Axis Moment LL 0.313 0.000 Cm:x DL +LL Cm:y DL +LL Cm:x DL +LL +ST Cm:y DL +LL +ST at 16.500 ft a 0.000 ft ST k/ft k/ft DL + LL 0.525 X -X Sidesway : Y -Y Sidesway : Kxx Kyy ] in in Start Section :W24X55, Height = 33.00RAxial Loads: DL = 0.00, LL = 0.00, ST = 0.00k, Ecc. = 0.000inU Column Design OK DL + Short 0.709 0.633 Restrained Restrained 1.000 1.000 L Stresses Live DL + LL DL + Short 18.00 ksi 18.00 ksi 23.94 ksi 0.00 ksi 0.00 ksi 6.85 ksi 23.76 ksi 23.76 ksi 31.60 ksi 23.76 ksi 23.76 ksi 31.60 ksi 4.49 ksi 12.47 ksi 12.47 ksi 27.00 ksi 27.00 ksi 35.91 ksi 27.00 ksi 27.00 ksi 35.91 ksi 0.00 ksi 0.00 ksi 0.00 ksi End 33.000 in in 'Analysis Values 1.00 Cb:x DL +LL 1.00 0.60 Cb:y DL +LL 1.75 1.00 Cb:x DL +LL +ST 1.00 0.60 Cb:y DL +LL +ST 1.75 (`= 5g2)( . 4 -7 , a9G u - CI) 4 KW- 060346, V5.0.1,15-Mar•1997 c SHUTLER CONSULTING ENGINEERS, INC. 1300 - 114th Avenue. S.E. Suite 250 Bellevue, Washington 98004 (425) 450.4075 Fax (425) 450 -4076 Steel Column Page 1 [General Information Description Drag Strut Grid D Steel Section W21X83 Column Height 26.000 ft End Fixity Pin -Pin Live & Short Term Loads Combined [Loads I Axial Load... Dead Load Live Load Short Term Load Distributed lateral Loads... Along Y -Y Along X -X Applied Moments X -X Axis Moments At TOP Between Ends At BOTTOM Summary Section : W21Xt33, Height = 26.00RAxlal Loads: DL = 0.00, LL = 0.00, ST = 0.00k, Ecc. = 0.000inU Combined Stress Ratios AISC Formula H1 - 1 AISC Formula H1 - 2 AISC Formula H1 - 3 0.392 Allowable & Actual Stresses Fa : Allowable fa : Actual Fb :xx : Allow [F1-6] Fb:xx : Allow [F1 -7] & [F1-8] lb : xx Actual Fb:yy : Allow [F1.6] Fb :xx : Allow [F1 -7] & [F1-8] fb : yy Actual F'ex : DL +LL Fey : DL +LL F'ex : DL +LL +ST F'ey : DL +LL +ST Max X -X Axis Deflection Max Y -Y Axis Deflection (0)1963 - 97 ENERCALC F 36.0 ksi Duration Factor 1.333 26.000 ft 6.000 ft X -X Unbrace Y -Y Unbrace k k 201.60 k DL LL 1.570 0.720 DL 115,528 psi 96,495 psi 153,999 psi 128,628 psi Dead 19.24 ksi 0.00 ksi 23.76 ksi 23.76 ksi 9.32 ksi 27.00 ksi 27.00 ksi 0.00 ksi LL Dead Live Title Dsgnr. Description : Scope: Ecc. for X -X Axis Moments Ecc. for Y -Y Axis Moment 0.0 Cm:x DL +LL Cm:y DL +LL Cm:x DL +LL +ST Cm :y DL +LL +ST -0.653 in at 13.520 ft 0.000 in a 0.000 ft ST k/ft k/ft ST 151.20 k -ft k -ft k -ft DL + LL 0.572 Live DL + LL 19.24 ksi 19.24 ksi 0.00 ksi 0.00 ksi 23.76 ksi 23.76 ksi 23.76 ksi 23.76 ksi 4.27 ksi 13.60 ksi 27.00 ksi 27.00 ksi 27.00 ksi 27.00 ksi 0.00 ksi 0.00 ksi 6 /t) Job 0 Data: 9:12AM, 3 JUN 97 X -X Sidesway : Y -Y Sidesway Kxx Kyy in Start in DL + Short 0.972 0.901 Restrained Restrained 1.000 1.000 End a 26.000 in .a in Height 0.000 ft Column Design OK Stresses I DL + Short 25.65 ksi 8.30 ksi 31.67 ksi 31.67 ksi 19.43 ksi 35.99 ksi 35.99 ksi 0.00 ksi [Analysis Values I 1.00 Cb:x DL +LL 1.00 0.60 Cb:y DL +LL 1.75 1.00 Cb:x DL +LL +ST 1.00 0.60 Cb:y DL+LL +ST 1.75 KW- 060346, V5.0.1, 1544w-1997 kcei °u16d!T; SHUTLER CONSULTING ENGINEERS, INC. 1300 - 114th Avenue. S.E. Suite 250 Bellevue, Washington 98004 (425) 450 -4075 Fax (425) 450 -4076 Description Drag Struts Grid D Steel Section Column Height 32.000 ft End Fixity Pin -Pin Live & Short Term Loads Combined Axial Load... Dead Load Live Load Short Term Load Distributed lateral Loads... Along Y -Y Along X -X L Summary Combined Stress Ratios AISC Formula H1 -1 AISC Formula H1 - 2 AISC Formula H1 - 3 Allowable & Actual Stresses Fa : Allowable fa : Actual Fb:xx : Allow [F1-6] Fb:xx : Allow [F1 -7] & [F1-8] fb : xx Actual Fb:yy : Allow [F1-6] Fb:xx : Allow [F1 -7] & [F1-8] fb : yy Actual F'ex : DL +LL F'ey : DL +LL F'ex : DL +LL +ST F'ey : DL +LL +ST (c) 198397 ENERCALC W21X83 F Duration Factor X -X Unbrace Y -Y Unbrace k k 145.90 k ✓ DL 1.570 ,' 76,266 psi 96,495 psi 99,146 psi 125,443 psi Dead Live 0.553 Dead 18.84 ksi 0.00 ksi 23.76 ksi 23.76 ksi 13.14 ksi 27.00 ksi 27.00 ksi 0.00 ksi Max X -X Axis Deflection -0.934 in at 15.787 ft Max Y -Y Axis Deflection 0.000 in a 0.000 ft b,z= C g�C• ../7* LL 0.720 Tide : Dsgnr: Description : Scope 32.000 ft 6.000 ft Ecc. for X -X Axis Moments Ecc. for Y -Y Axis Moment 0.000 Cm:x DL +LL Cm:y DL +LL Cm:x DL +LL +ST Cm:y DL +LL +ST ST k/ft k/ft DL + LL 0.807 Job 0 Date: 7:18AM, 14 MAY 97 Steel Column Page 1 [General Information X -X Sidesway : Y -Y Sidesway : Kxx Kyy [Loads Start Section : W21X83, Height = 32.00ftAxial Loads: DL = 0.00, LL = 0.00, ST = 0.00k, Ecc. = 0.000inU in in DL + Short 0.906 0.835 Restrained Restrained 1.000 1.000 End .a 26.000 in -a in Column Design OK Stresses Live DL + LL DL + Short 18.84 ksi 18.84 ksi 24.50 ksi 0.00 ksi 0.00 ksi 6.00 ksi 23.76 ksi 23.76 ksi 30.89 ksi 23.76 ksi 23.76 ksi 30.89 ksi 6.03 ksi 19.17 ksi 19.17 ksi 27.00 ksi 27.00 ksi 35.10 ksi 27.00 ksi 27.00 ksi 35.10 ksi 0.00 ksi 0.00 ksi 0.00 ksi L Analysis Values 1.00 Cb:x DL +LL 1.00 0.60 Cb:y DL +LL 1.75 1.00 Cb:x DL +LL +ST 1.00 0.60 Cb:y DL +LL +ST 1.75 KW- 060346, V5.0.1,15-Mar -1997 SHUTLER CONSULTING ENGINEERS, INC. 1300 - 114th Avenue. S.E. Suite 250 Bellevue, Washington 98004 (425) 4504075 Fax (425) 450-4076 Steel Column Page 1 [General Information Description Drag Struts Grid D Steel Section Column Height End Fixity Live & Short Term L Loads Axial Load... Dead Load Live Load Short Term Load Distributed lateral Loads... Along Y -Y Along X -X Summary Column Design OK Section : W21X93, Height = 36.00ftAxial Loads: DL = 0.00, LL = 0.00, ST= 0.00k, Ecc. = 0.000inU Combined Stress Ratios Dead Live DL + LL DL + Short AISC Formula H1 - 1 AISC Formula H1 - 2 AISC Formula H1 - 3 F'ex : DL +LL Fey : DL +LL F'ex : DL +LL +ST Fey : DL +LL +ST Max X -X Axis Deflection Max Y -Y Axis Deflection (c) 1983-97 ENERCALC W21 X93 36.000 ft I Pin -Pin Loads Combined Allowable & Actual Stresses Fa : Allowable fa : Actual Fb: o : Allow [F1 -6] Fb:xx : Allow [F1 -7] & [F1-8] fb : xx Actual Fb:yy : Allow [F1-6] Fb:xx : Allow [F1 -7] & [F1-8] fb : yy Actual k k 79.20 k DL F 36.0 ksi Duration Factor 1.300 36.000 ft 6.000 ft Stresses I 60,672 psi 98,026 psi 78,874 psi 127,433 psi X -X Unbrace Y -Y Unbrace 1.570 . " 0.720 0.671 Dead 18.38 ksi 0.00 ksi 23.76 ksi 23.76 ksi 15.94 ksi 27.00 ksi 27.00 ksi 0.00 ksi -1.442 in 0.000 in a LL Dspnr: Description: Scope Ecc. for X -X Axis Moments Ecc. for Y -Y Axis Moment 0.000 ST Live 18.38 ksi 0.00 ksi 23.76 ksi 23.76 ksi 7.31 ksi 27.00 ksi 27.00 ksi 0.00 ksi Cm:x DL +LL Cm:y DL +LL Cm:x DL +LL +ST Cm:y DL +LL +ST at 18.000 ft .-. 0.000 ft P L. ►'J�o Dc.' . 149 C/ / `,7/ 11 k/ft k/ft 0.978 tO id i ll /0 Job H Date: 7:20AM, 14 MAY 97 DL + LL 18.38 ksi 0.00 ksi 23.76 ksi 23.76 ksi 23.25 ksi 27.00 ksi 27.00 ksi 0.00 ksi L X -X Sidesway : Y -Y Sidesway : Kbc Kyy I in Start in End -, 36.000.111 'i in 0.874 DL + Short 23.90 ksi 2.90 ksi 30.89 ksi 30.89 ksi 23.25 ksi 35.10 ksi 35.10 ksi 0.00 ksi Restrained Restrained 1.000 1.000 [Analysis Values I 1.00 Cb:x DL +LL 1.00 0.60 Cb:y DL +LL 1.75 1.00 Cb:x DL +LL +ST 1.00 0.60 Cb:y DL +LL +ST 1.75 .2 /3 oc Pt1Qr /r /o"t KW-060346, V5.0.1,15 -Mar -1997 C 0.44 al .' µ ,-3[ �, i)( 3z' )= G fr • 7/ " Qo4.,r5 SHUTLER CONSULTING ENGINEERS, INC 1300 -114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450 -4075 FAX 4504076 _ �"wE'co_.__/.43e)C/ 3)( &) C 1 0 ' Co NI !.3 . p. F Ste- A d . Tc.1 . /kw =11:473 P11P11/300 .. -- ede,w=. - a 5 r.. ft, /lbw = / 2. 4°64 Id .. - j3at , r5 P ?_6 vx *a . _.ssa C o WM x 5 of JOB CiQRFwi9 /c) SHEET NO 1 CALCULATED BY fV CHECKED BY OF DATE 4.5 DATE SCALE _} , i .. .. ' 4 er71---/6-4,!--4 ( - -a .3- _ ? B 143 Pall; (30.ta cog- 'Colt) r 9/21a .61;12.4./r C,,2 id 77 � rK , _ gA Iv: 7, i1/41J .. f e Doc. 2 L 14 1 / c / 2 4 » /B °L.?' SHUTLER CONSULTING ENGINEERS, INC 1300 -114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450.4075 FAX 450.4076 ,7 6 G lb 1 m 1940. 1107))( ) „Osw .. �9to.s JOB L7i 7eltJeY /V SHEET NO C-- 0 /4 J� CALCULATED BY S ' CHECKED BY ►-fit T kV?) 4 (09) -. 137 f il_ 072 1k 7 ± A37 ) z r I/ 3 4/?• K o _�_._. OF DATE bV.;•f 2 DATE SCALE WT . 7 X R G, o X�'/' 0 X33 1. /3 - �� . . ._....... (a.)(4L -t~ /.z . f (()C / = tv,0,5 41= = (6/4574 24 4 1/6,7 _ , Iiitor Ti LA);/iyo «-2r --fir- /,y)( /,$)( ?ohs) .,,... x.79../ z.. /a 2 . _/ -/ /'N 2 ,g / L7 /off - 4 : //I b S )�c o) ( , � /, 3 1 / 3' -, / 0 -4,►-► _ b ' _ --- - .. -1)lkr 6.,l.$)0 /.0- ,..A /e _. d = .0- (D 1.4 311 0.= d') 7.6 �S TdP_ 3 ,69(2 5 . /■ 1FAJS/ox) . s2i-./ f ,o`/_ • ‚ ‚ ' - s 7 A3/ya25 O#(-. /G'., es ovoei P'!/GG 1:0i /i.7, .IMINMEMMI=.11. 11111111111111 111111.11111 SHUTLER CONSULTING ENGINEERS, INC 1300-114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450.4075 FAX 450-4076 (...0 A rlight gip .. 0 c.'r () ; 0 11 7' 4 fs Vito/. vaz DC /If- VA I L- 0$76 1,Psx ,139, zoc Z /A/ 4 / 2 EASe teem .0aey . .2 b.3 .61 - .235 . o C. ins /AL D .3 riev s,b , 4 14.3,t. M,X V! 1--dOD 42,// I? _Di $6 1oN.0 -- r r s's /44,-z •62) 1 3 JOB k# / SHEET NO I-- 1/7 OF CALCULATED BY —7 DATE S'16 07 '5 CHECKED BY DATE SCALE p X I "- • • I • • , _ It! 1154 l. ;7 1, ) v 46 • a 1)1 -14/1 , G j , • - s5 4 ioss/7 is< - 4,5'7 4_06 /13•41 6 L i/ ; - C g . pJJ $ 1,47 /# .4 _ .1% as / - , 6 ao4c- . 107 /0?-%7 , . • I . • „ 1 1 . _ 124.04.__...4...*os riltu 1 eliz'e . ' • . . 1 . • , . . . • , . . , , . i ■ i •, 1 i j i i i 1 I . i 4 : i . SI 6 l• ! fi ' ' 1 1 . I ) je i i i 1 I I 1 i e i --T 1 I 1 . . ! 34 . . 1 ! I/ , • . . (.. . : . , . 1 . ! • . . '. • • . , . . , . . . -- -- re?r7;L• w 64/4.7.../ • ' t -V - . .1 AlV • i___/, 24 :: " gip , 1 . eZ . . ' • v — ' • - ' . i'5:, - ' ' .. „ _ _... . . . . . _______ . ___. .. .._ ._ . • . , . _ . . . . , 2 6. .5 -,/, 9 4- . .. , . .. . ...„...... . ...... .., _..... .„ ... . ..„..... ___ . 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JOB horEmidy ,k SHEET NO. CALCULATED BY V'S DATE eqi.17 CHECKED BY DATE SCALE thz. , 7 s 1 /,6-4 .7z7, • - •10) 10 • ? ;, 67 id - ' <— took A112- C' 1, 3 V/ • 92- 4' 3 . 7 f . ad `I Y 0 .7) II - '( / o% 0 W fit. 0 14 6i OF 41 or yo ww,siD Riot/. jo" 0 f 5 /4 Po://ou• . it/ 4 ' f Qp O• ; '- 1/K . 3 , 4 7 j ici 417,77 pie 'T" __ SHUTLER _R CONSULTING _■_ ENGINEERS, INC 1300 -114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450.4075 FAX 450-4076 L ` i 1 u G l t Lo 10 F 0 . 4 e A/1)e P o o & A n ) _ 2 O _ v h ? 40 V � _ ; O _ F _ /.A�.vAti p f)L- ^w1 A)/ s 7 10 ' 9a • x#A y4 g ' lr-7 " fir r` <, z __ex) — - L/n/6 9 /.4a K f /053 1.4 ' 6E7, ) - -d,7} /!- L/N - -._ T2a Pox. . /./9"/ •y /f r d,0e Di- Pei t Pei - PA Al -U FOX. I, 8 ) / /, S/ .= 3 , 3 2 Dg•-. _... _ _... SHEET NO t e O OF Q CALCULATED BY DATE li -S 57 CHECKED BY DATE SCALE JOB &,f xIvo- Y JU /61,1 v'b __FOX / c. 2 : .162,17_ 118.5 '..841 Space Heat Type ❑ Electric resistance All other (see over for definitions) Glazing Area Calculation Note: Below grade walls may be Included in the Gross Exterior Well Area if they are insulated to the level required for opaque walls. Total Glazing Area (rough opening) . (vertical & overhd) divided by Gross Exterior Wall Area times 100 equals % Glazing /' - r t' 6 X 100 Concrete/Masonry Option GI Check here if using this option and if project meets all requirements for the Concrele/Masonry Option. See Decision Flowchart (over) for qualifications. Enter requirements for each qualifying assembly in the table below. Project Info 1..w, �G. Project Address �// iK� Pa- VI Date 91/ . For Building Depart tih ent Use Va., 0 )51 Applicant Name: pivic F - Applicant Address: , /4 ro � torte `to Applicant Phone: ;31�. r / 1994 Washington State Nonresidential Energy Code Compliance Forms Project Descri ' lion Envelope Requirements (enter values as applicable) Fully hoated/cooled,space . Minimum Insulation R- values Roots Over Attic All Other Roofs Opaque Walls Below Grade Walls Floors Over Unconditioned Space Slabs -on -Grade Radiant Floors Opaque Doors Vertical Glazing Overhead Glazing Maximum U- factors Maximum SHGC (or SC) VerticaUOverhead Glazing Semlheated space' Minimum Insulation R- values Roofs Over Semi- Heated Spaces' J • N Notes: 'Refer to Section 1310 for qualifications and requirements • irv ' : it,: :e:y?i.; ,:j;,'r,:. ➢_t Climate Zone 1 ENV -SUM 1994 Washin ' . n State Nonresidential Enere Co N',: Com a fiance Form New Building ❑ Addition CI Alteration CI Change of Use Compliance Option Prescriptive CI Component Performance (See Decision Flowchart (over) for qualifications) ❑ ENVSTD CI Systems Analysis Opaque Concrete/Masonry Wall Requirements Insulation on interior - maximum U- factor is 0.19 Insulation on exterior or integral - maximum U- factor is 0.25 If project qualifies for Concrete/Masonry Option, list walls with HC 2 9.0 Btu/ft'•'F below (other walls must meet Opaque Wall requirements). Use descriptions and values from Table 20 -5b in the Code. Wall Description (including insulation R -value & position) U- factor CITY RECEIVED MAY 051997 PERMIT CENTER April, 1994 .. All insulation installed? Opaque Walls Masonry walls (Int) Masonry walls (other) 11-11 U -0.19 U -0.25 Below grade walls (ext) R -10 Below grade walls (othr) R -11 Roofs over attics R.30 All other roofs R -21 Floors over uncond.sp. R -19 Slabs -on -grade R -10 Radiant floors R -10 Opaque doors U -0.60 Glazing Criteria Met? Glazing Vert OH 1.00 Area % U U SHGC 00-15% 0.90 1.45 1.00 15-20% 0.75 1.40 1.00 20-30% 0.60 1.30 0.65 30.40% 0.50 1.25 0.45 All Insulation Installed? Opaque Walls R -11 Below grade walls (exl) R -10 Below grade walls (othr) R -11 Roofs over attics R -30 M other roofs R -21 Floors over uncond.sp. R -19 Slabs -on -grade • R -10 Radiant floors R -10 Opaque doors U -0.60 Glazing Criteria Met? Glazing Vert OH Area % U U SHGC 00-15% 0.90 1.45 1.00 15.20% 0.75 1.40 1.00 20-30% 0.60 1.30 0.85 30.40% 0.50 1.25 0.45 All Insulation Installed? Opaque Walls R -19 Masonry walls (int) U -0.19 Masonry walls (other) U -0.25 Below grade walls (ext) R•l0 Below grade walls (othr) R•19 Roofs over attics R.38 All other roofs R -30 Floors over uncond. R -30 Slabs -on -grade R -10 Radiant floors R -10 Opaque doors U -0.60 Glazing Criteria Met? Glazing Vert. OH Area % U U ' SHGC 00-20% 0.40 0.80 1.00 All Insulation Installed? Opaque Walls R•19 Below grade walls (ext) R -10 Below grade walls (othr) R -19 Roofs over attics R -38 All other roofs R -30 Floors over uncond. R -30 Slabs-on-grade R -10 Radiant floors R -10 Opaque doors U .0.60 Glazing Criteria Met? Glaring Vert OH Area % U U SHGC 00-20% 0.40 0.80 1.00 1994 Washington State Nonresidential Energy Code Compliance Forms 1302 Space Heat Type: For the purpose of determining building envelope requirements, the following two categories compnse all space heating types: Omer All other space heating systems including gas, solid fuel, oil, and propane space heating systems and those systems listed in the exception to electric resistance. (continued at right) 7 ` All / Masonry N <,, walls R -11 , 1 Criteria OK ?) 'insulation?,' no (below) /' yes Yom. / i <40%:N G \a Tng2,- no no Yes ..... x.... .- e ^.:..+» ^r.a. :::vM4..•.�S'Y +( 21900174': i}. FI: U.!:." �i' ?. �' k'. m:;,. ?i�? t;. �h:: �!^ �: i ti }.: �a���.. 5 �'; +11 :ut•.; �i��ri f: ��k( 4�L' �* ��. s�l " rv:.i ': :.. 1994 Washin • on State Nonresidential Ener Cod . Corn • liance Form Envelope Summary' • ack) Climate Zoi , 1 ENV -SUM Decision Flowchart for Prescriptive Option Use this flowchart to determine If project qualifies for the optional Prescriptive Option. If not, either the Comporient'Performance or Systems Analysis Options must be used. 0 Start T. W I Electric ` Resistance no N. Heat'? ,' Yes Prescnptive Path Mowed Component Performance or Systems Analysts Required pectrlc Resistance: Space heating systems which use electric resistance elements as the pnm9ry heating system including baseboard, radiant and forced air units where the total electric resistance heat capacity exceeds 1.0 Me of the gross • conditioned floor arpa. Exception: Hest pumps and terminal electric resistance heating invariable air volume distribution systems. no Masonry Wall Criteria OK yes \. (b�) "no All ?--", walls R-19 ` no \insulation ? / Concrete/Masonry Option* Assembly Description Assy.Tag Wall Heat Capacity (HC) HC" Area (sf) HC x Area Totals Area weighted HC: divide total of (HC x area) by Total Area Yes i <20%N laziny77 s r• no April. 1994 •If the area weighted heat capacity (HC) of the total above grade wall is a minimum of 9.0, the Concrete Masonry Option may be used. **For framed walls, assume HC =1.0 unless calculations are provided; for all other walls, use Section 2009. Building Permit Plans Checklist ENV -CHK t994 Washington State Energy Code Compliance Forms Apnl. 1994 Project Address �,,�}��,�� I Oate �Fh♦T_ The following information is necessary to check a building permit application for compliance with the building envelope requirements in the Washington State Nonresidential Energy Code. • Applicability circle one Code Section Corn • anent Information R - •wired Location on Plans Building Department • Notes GENERAL REQUIREMENTS (Sections 1301 -1314) 1301 Scope Unconditioned spaces identified on plans if allowed 1302 Space heat type u)n.a. Electric resistance no n.a. Other Indicate on plans that electric resistance heat is not allowed ye no n.a. 1310.2 Semi - heated spaces Semi- heated spaces identified on plans if allowed A:i ////���� 1311 Insulation es no 1311.1 Instil. installation Indicate densities and clearances i� no a. 1311.2 Roof /ceiling instil. Indicate R -value on roof sections for attics and other roofs; Indicate clearances for attic insulation; Indicate baffles If eave vents installed; Indicate face stapling of faced batts �� A.0 . yes no n.a. 1311.3 Wall insulation t ilato Indicate R -value on wall sections; Indicate face stapling of faced batts; Indicate above grade exterior Insulation is protected; Indicate loose -fill core insulation for masonry walls as necess; Indicate heat capacity of masonry walls if masonry option is used or if credit taken in ENVSTD; yes no 0 1311.4 Floor insulation Indicate R -value on floor sections; Indicate substantial contact with surface; Indicate supports not more than 24" o.c.; • Indicate that insulation does not block airflow through foundation vents no n.a. 1311.5 CP Slab -on -grade floor Indicate R -value on wall section or foundation detail; Indicate slab Insulation extends down vertically 24" from top; Indicate above grade exterior insulation is protected a . yes no n.a 1311.6 1312 Radiant floor Glazing and doors Indicate R -value on wall section or foundation detail; Indicate slab insulation extends down vertically 36" from the top; Indicate above grade exterior insulation is protected; Indicate insulation also under entire slab where req'd. by Official Provide calculation of glazing area (including both vertical vertical and overhead) as percent of gross wall area yes no n y es no n.a 1312.1 U- factors Indicate glazing and door U- factors on glazing and door schedule (provide area - weighted calculations as necessary); Indicate if values are NFRC or default, if values are default then specify frame type, glazing layers, gapwidth, low-e coatings, gas fillings yes no . 1312.2 SHGC & SC Indicate glazing solar heat gain coefficient or shading coefficient on glazing schedule (provide area - weighted calculations as necessary) 1313 Moisture control yes no 1313.1 Vapor retarders Indicate vapor retarders on warm side n. yes nt' a 1313.2 Roof /ceiling vap.ret. Indicate vapor retarder on roof section; Indicate yap. retard. with sealed seams for non -wood strut. yes no _ 1313.3 Wall vapor retarder Indicate vapor retarder on wall section yes no 1313.4 Floor vapor retarder Indicate vapor retarder on floor section yes no 1313.5 Crawl space vap. ret. Indicate six mil black polyethylene overlapped 12" on ground 1314 Air leakage yes no 1314.1 yes no 1314.2 Bldg. envel. sealing Glazing /door sealing Indicate sealing, caulking, gasketing, and weatherstripping Indicate weatherstripping - d es no .a 1314.3 Assemb. as ducts Indicate sealing, caulking and gasketing �PRcS PTIVE/COMPONENT PERFORMANCE (Sections 1320 -23 or 1330 -34) ve31r no �••p Envelope Sum. Form Completed and attached. Provide component performance worksheet if necessary Provide ENVSTD screen 1 output if necessary 1994 Washing State Nonresidential Energy Codj • ',ompliance Form is circled for any question, provide explanation: Envelope :.General Requirements 1311 Insulation 1311.1 Installation Requirements: Atl insulation materials shall be installed according to the manufacturer's instructions to achieve proper densities, maintain clearances, and maintain uniform R- values. To the maximum extent possible, insulation shall extend over the full component • area to the intended R- value. 1311.2 Roof /Ceiling Insulation: Open -blown or poured loose -fill insulation may be used in attic spaces where the slope of the ceiling is not more than 3112 and there is at least thirty inches of clear distance from the top of the bottom chord of the truss or ceiling joist to the underside of the sheathing at the roof ridge. When save vents are installed, baffling of the-vent openings shall be provided so as to deflect • the incoming air above the surface of the insulation. Where lighting fixtures are recessed into a suspended or exposed grid .ceiling, the roof /ceiling assembly shall be insulated in a location other than directly on the suspended ceiling. Exception: Type Iq ' ratod recessed lighting fixtures, Where installed in wood framing, faced batt insulation shall be face stapled. 1311.3 Waft Insulation: Exterior wall cavities isolated during framing shall be fully insulated to the levels of the surrounding walls. When installed in wood framing, faced batt insulation shall be face stapled. Above grade exterior insulation shall be protected. 1311.4 Floor Insulation: Floor insulation shall be installed in a permanent manner in substantial contact with the surface being insulated. Insulation supports shall be installed so spacing is not more than twenty - four inches on center. Installed insulation shall not block the airflow through foundation vents. 1311.5 Slab -On -Grade Floor: Slab -on -grade insulation installed inside the foundation wall shall extend downward from the top of the slab a minimum distance of twenty -four inches or to the top of the footing, whichever is less. Insulation installed outside the foundation shall extend downward a minimum of twenty -four inches or to the frostline, whichever is greater. Above grade insulation shall be protected. Exception: For monolithic slabs, the insulation shall extend downward from the top of the slab to the bottom of the footing. 1311.6 Radiant Floors (on or below grade): Slab -on -grade insulation shall extend downward from the top of the slab a minimum distance of thirty or downward to the top of the footing and horizontal for an aggregate of not less than thirty -sbc inches. If required by the building official where soil conditions warrant such insulation, the entire area of a radiant floor shall be thermally isolated from the soil. Where a soil gas control system is provided below the radiant floor, which results in increased convective flow below the radiant floor, the radiant floor shall be thermally isolated from the sub -floor gravel layer. 1312 Glazing and Doors 1312.1 Standard Procedure for Determination of Glazing and Door U- Factors: U- factors for glazing and doors shall be determined, certified and labeled in accordance with Standard RS -31 by a certified independent agency licensed by the National Fenestration Rating Council (NFRC). Compliance shall be based on Model Size AA or BB. Product samples used for U- factor determinations shall be production line units or representative of units as purchased by the consumer or contractor. ..- o:F•aC;q ✓:� fir:: 1994 Washingt^n State Nonresidential Energy Cod- ,ompliance Form Building Permit Plan Checklist 1994 Washington State Energy Code Compliance Forms ENV -CHK Apnl, 1994 Unlabeled glazing and doors shall be assigned the default U- factor in Section 2006. " - 1312.2 Solar Heat Gain Coefficient and Shading Coefficient: Solar Heat Gain Coefficient (SHGC), shall be determined, certified and labeled in accordance with the National Fenestration Rating Council (NFRC) Standard by a certified; independent agency, licensed by the NFRC. Exception:. Shading coefficients (SC) shall be an acceptable. alternate for compliance with solar heat gain coefficient requirements. Shading coefficients for glazing shall be taken from Chapter 27 of Standard RS -27 or from the manufacturer's test data. 1313 Moisture Control 1313.1 Vapor Retarders: Vapor retarders shall be installed on the warm side (in winter) of insulation as required by this section. Exception: Vapor retarder installed with not more than 1/3 of the nominal R -value between it and the conditioned space. 1313.2 Roof /Ceiling Assemblies: Roof /ceiling assemblies where the ventilation space above the insulation is less than an average of twelve inches shall be provided with a vapor retarder. Roof /ceiling assemblies without a vented airspace, where neither the roof deck nor the roof structure are made of wood, shall provide a continuous vapor retarder with taped seams. - Exception: Vapor retarders need not be.provided where all of the insulation is installed between the roof membrane and the structural roof deck. 1313.3 Walls: Walls separating conditioned space from unconditioned space shall be provided with a vapor retarder. 1313.4 Floors: Floors separating conditioned space from - unconditioned space shall be provided with a vapor retarder. 1313.5 Crawl Spaces: A ground cover of sbc mil (0.006 inch thick) black polyethylene or approved equal shall be laid over the ground within crawl spaces. The ground cover shall be overlapped twelve inches minimum at the joints and shall extend to the foundation wall. Exception: The ground cover may be omitted in crawl spaces if the crawl space has a concrete slab floor with a minimum thickness of three and one -half inches. 1314 Air Leakage 1314.1 Building Envelope: The requirements of this section shall apply to building elements separating conditioned from unconditioned spaces. Exterior joints around windows and door frames, openings between walls and foundation, between walls and roof and wall panels; openings at penetrations of utility services through walls, floors, and roofs; and all other openings in the building envelope shall be sealed, caulked, gasketed, or weatherstripped to limit air leakage. 1314.2 Glazing and Doors: Doors and operable glazing separating conditioned from unconditioned space shall be weatherstripped. Fixed windows shall be tight fitting with glass retained by stops with sealant or caulking all around. Exception: Openings that are required to be fire resistant. 1314.3 Building Assemblies Used as Ducts or Plenums: Building assemblies used as ducts or plenums shall be sealed, caulked, and gasketed to limit air leakage. ��r YN: �: y�• .:a't%l:•:urr =:L,;�jj�t... Project Info Project Address remo U Less than 60 % of the fixtures are new, and Installed lighting wattage is not being increased Allowed Watts per ft2 " Date I 41 EialeiP 0.2 W /11 0.2 W /ft Cl MO For Build! 1 Depart rllent Use Riki&XPEWAldi Outdoor Areas Applicant Name: • Applicant Address: `•,. rn r • r 4t. �j_'n r w Applicant Phone: =� ' Bldg. (by perim) Alteration Exceptions (check appropriate box) U No changes are being made to the lighting U Less than 60 % of the fixtures are new, and Installed lighting wattage is not being increased Maximum Allowed Li htin Watta; a (Interior) } H,1k. VNf tio UAIfIIN Location (floor /room no.) Occupancy Description Allowed Watts per ft2 " Area in ft Allowed x Area 0.2 W /11 0.2 W /ft Cl MO ZI3 Open Parking Riki&XPEWAldi Outdoor Areas 0.2 W /ft Bldg. (by facade) 0.25 W/ft Bldg. (by perim) • 7.5 Wllf . Note: for building exterior, choose either the facade area or the perimeter method, but not both) Total A lowed Watts — From From Table 15-1 (over) - document all exceptions taken from footnotes Total Allowed Watts Location Description Allowed Watts per ft or per If Area in ft (or If for perimeter) Allowed Watts x ft (or x If) Covered Parking 0.2 W /11 0.2 W /ft Cl MO ZI3 Open Parking Riki&XPEWAldi Outdoor Areas 0.2 W /ft Bldg. (by facade) 0.25 W/ft Bldg. (by perim) • 7.5 Wllf . Note: for building exterior, choose either the facade area or the perimeter method, but not both) Total A lowed Watts Lighting Summary LTG -SUM 1994 Washington State Nonresidential Energy Code Compliance Forms Project Descri ption Compliance Option Proposed Lighting Wattage (Interior Location (floor /room no.) 1994 Washin .'M State Nonresidential Ener• Co .'• ocation ew Building U Addition Maximum Allowed Lighting Wattage (Exterior) ❑ Alteration om • liance Form a Prescriptive U Lighting Power Allowance U Systems Analysis (See Qualification Checklist (over). Indicate Prescriptive & LPA spaces clearlyy on plans.) Fixture Description Fixture Description (May not exceed Total Allowed Watts for Interior) Total Proposed Watts may not exceed Total Allowed Watts for Interior '-'2 _ 7111)0. il �l�i�Z�� Total Proposed Watts may not exceed Total Allowed Watts for Exterior Number of Fixtures Pro osed Li kiting Wattage (Exterior) (May not exceed Total Allowed Watts for Exterior) Watts/ Fixture Total Proposed Watts Total Proposed Watts Watts Proposed April, 1994 MIL J11111111111111G KaM1111111111kL Gr"' 111.74 irr, Number of Fixtures Watts/ Fixture Watts Proposed Use' LPA' (W /ft Use' LPA' (t+Wft') Painting, welding, carpentry, machine shops 2.3 Police and fire stations 1.2 Barber shops, beauty shops 2 Atria (atriums) 1 Hotel banquet/conference/exhibition hall' 2 Assembly spaces auditoriums, gymnasia', theaters 1 Laboratories 2 Process plants 1 Aircraft repair hangars 1.5 Restaurants/bars 1 Cafeterias, fast food establishments • 1.5 Retail A' 1 Factories, workshops, handling areas 1.5 Retail B Retail banking 1.5 • Gas stations, auto repair shops 1.5 Locker and/or shower facilities 0.8 Institutions 1.5 Warehouses ', storage areas 0.5 Ubraries 1.5 . Aircraft storage hangars 0.4 Nursing homes 1.5 Parking garages See seam 132 Wholesale stores (pallet rack shelving) 1.5 Mall concourses 1.4 Plans Submitted for Common Areas Only' Schools buildings, school classrooms, day care centers 1.35 1.3 Common area, corridors, lobbies (except mall concourse) Toilet facilities and washrooms 0.8 0.8 Laundries Office buildings, office/administrative areas in facilities of other use types (including but not limited to schools, hospitals, institutions, museums, banks, churches) 1.2 • . Prescriptive Spaces Occupancy ❑ Warehouses, storage areas or aircraft storage hangers ❑ Other Qualification Checklist Note: If occupancy type is 'Other and fixture answer is checked, the number of fixtures in the space Is not limited by Code. Clearly indicate these spaces on plans. If not qualified, do LPA Calculations, Lighting Fixtures: ❑ Check here if at least 95% of futures in the space meet all four criteria: . . 1. Fixtures are fluorescent, non lensed,'with only one or two lamps, and 2. Lamps are T -5, T-6, T -8 or PL, and 3. Lamps are 5-50 Watts, and 4. Ballasts are electronic ballasts 1994 Washin ton State Nonresidential Ener Code Com • fiance Form 1994 Washington State Nonresidential Energy Code Compliance Forms Lighting Summary (Olck) LTG-SUM April, 1994 Table 15 -1 Unit Lighting Power Allowance (LPA) for Interior Lighting Footnotes for Table 15-1 1. In eases in which a use is not mentioned specifically, the Unit Power Allowance shall be'determined by the building off This determination shall he based upon the most comparable use specified in the table. See Section 1512 for exempt areas. 3. The watts per square foot may be increased, by two percent per foot of ceiling height above twenty feet. unless specifically directed otherwise by subsequent footnotes. 3. Watts per square toot of room may be increased by two percent per foot ot'ceiling height above twelve feet. 4. For all other spaces. such as seating and common areas. use the Unit Light Power Allowance for assembly. 5. Watts per square foot ot' room may be increased by two percent per foot ot'ceiling height above nine feet. 6. Includes pump area under canopy. 7. In cases in which a lighting plan is submitted for only a portion ot'a floor, a Unit Lighting Power Allowance of 1.35 may be used for usable office floor area and 0.80 watts per square foot shall be used for the common areas, which may include elevator space, lobby area and rest rooms. Common areas. as herein detined do not include mall concourses. 8. Tor the tire engine room; the Unit Lighting Power Allowance is 1.0 watts per square foot. 9. For indoor sport tournament courts with adjacent spectator seating, the Unit Lighting Power Allowance for the court area is 2.6 watts per square foot. 10. For both Retail A and Retail B. light for t'cc- standing display. building showcase illumination and display window illumination installed within two feet of the window are exempt. Retail A allows a Unit Lighting Power Allowance of 1.0 watts per square foot. Ceiling mounted adjustable tungsten halogen and MU) merchandise display illuminaries are exempt. Retail B allows a Unit Lighting Power Allowance of 1.5 watts per square toot. including all ceiling mounted merchandise display luminaries. I I. Provided that a floor plan. indicating rack location and height, is submitted, the square footage for a warehouse may be defined, for •computing the interior Unit Lighting Power Allowance, as the tloor.area not covered by racks plus the vertical face area (acecss side only) of the racks. The height allowance dctined'in footnote 2 applies only to the floor aria nol covered'by'racks. t REVIEWERS S INITIAL APPROVED ❑ C:ROUTE-F 9:02xma- coord'inosior copy PLAN REVIEW / ROUTING SLIP ACTIVITY NUMBER D97 -0152 DATE 6/24/97 PROJECT NAME GATEWAY BUILDING #10 CORRECTION #1 r TMENT: ING DMSION FIRE PREVENTION ❑ PLANNING DIVISION Af L AOR -C STRUCTURAL ❑ PERMIT COORDINATOR ill aq CORRECTION DETERMINATION: DETERMINATION OF COMPLETENESS: (T,Th) DUE DATE 6/26/97 COMPLETE NOT COMPLETE ❑ COMMENTS TUES /THURS ROUTING: PLEASE ROUTE fl NO FURTHER REVIEW REQUIRED El ROUTED BY STAFF El (If routed by staff, make copy to master file & enter Sierra.) APPROVALS OR CORRECTIONS: (ten days) DATE NOT APPLICABLE ❑ I DUE DATE REVIEWERS INITIAL DATE (Certification of occupancy required. 7/10/97 APPROVED ❑ APPROVED W/ CONDITIONS ❑ NOT APPROVED (attach comments) ❑ RAI0 1k C t,O or wct6 pay . P. (A) , n p - eem/ REVIEWERS INITIAL u u n r PD 191 e IL( DUE DATE APPROVED W/ CONDITIONS ❑ NOT APPROVED (attach comments) ❑ ACTIVITY NUMBER D97 -0152 DEPARTMENT: BUILDING DIVISION r PUBLIC WORKS DETERMINATION OF COMPLETENESS: (T,Th) COMPLETE n COMMENTS :.Y* ::(114 , r.rx REVIEWERS INITIAL APPROVALS OR CORRECTIONS: (ten days) REVIEWERS INITIAL CORRECTION DETERMINATION: APPROVED REVIEWERS INITIAL C:ROUTE -F APPROVED W/ CONDITIONS •buYr•1r.71raw . PLAN REVIEW / ROUTING SLIP PROJECT NAME GATEWAY BUILDING #10 — .CORRECTION #1 DATE 6/24/97 FIRE PREVENTION PLANNING DIVISION El STRUCTURAL n PERMIT COORDINATOR 0 NOT COMPLETE El NOT APPLICABLE El TUES /THURS ROUTING: PLEASE ROUTE f NO FURTHER REVIEW REQUIRED E ROUTED BY STAFF n (If routed by staff, make copy to master file & enter Sierra.) DATE I DATE DATE DUE DATE 6/26/97 DUE DATE APPROVED I I APPROVED W/ CONDITIONS 111 NOT APPROVED (attach comments) DUE DATE NOT APPROVED (attach comments) Q 7/10/97 (Certification of occupancy required. ) PROJECT NAME C. PLAN REVIEW / ROUTING SLIP ACTIVITY NUMBER D97-0152 GATEWAY BUILDING #10 — CORRECTION #1 DETERMINATION OF COMPLETENESS: (T,Th) DATE 6/24/97 DEPARTMENT: BUILDING DIVISION FIRE PREVENTION II PLANNING DIVISION PUBLIC WORKS STRUCTURAL PERMIT COORDINATOR 0 DUE DATE 6/26/97 COMPLETE El NOT COMPLETE NOT APPLICABLE El COMMENTS • TUES/THURS ROUTING: PLEASE ROUTE fl NO FURTHER REVIEW REQUIRED ROUTED BY STAFF n (If routed by staff, make copy to master file & enter Sierra.) ekcie REVIEWERS INITIAL F1 DATE I APPROVALS OR CORRECTIONS: (ten days) APPROVED El APPROVED W/ CONDITIONS El REVIEWERS INITIAL CORRECTION DETERMINATION: APPROVED El APPROVED W/ CONDITIONS REVIEWERS INITIAL C:ROUTE-F DATE •••■•••••• DATE Recer .-Frorn F1'fr 01- ( 0- ao-q1 -kr/ DUE DATE 7/10/97 NOT APPROVED (attach comments) DUE DATE NOT APPROVED (attach comments) (Certificadon of occupancy requircd. x...;'rri<�'r. "_at�,. � i.;Si;' try %t{tt'i�r"v�Aiu's:r+'�€. &�:S'•{ PLAN REVIEW / ROUTING SLIP ACTIVITY NUMBER D97 -0152 PROJECT NAME GATEWAY BUILDING #10 —.CORRECTION #1 DEPARTMENT: BUILDING DIVISION PUBLIC WORKS I DETERMINATION OF COMPLETENESS: (T,Th) DUE DATE 6/26/97 COMPLETE n NOT COMPLETE E NOT APPLICABLE COMMENTS TUES /THURS ROUTING: PLEASE ROUTE n NO FURTHER REVIEW REQUIRED E ROUTED BY STAFF Ej (If routed by staff, make copy to master file & enter Sierra.) REVIEWERS INITIAL I APPROVALS OR CORRECTIONS: (ten days) APPROVED REVIEWERS INITIAL CORRECTION DETERMINATION: APPROVED n APPROVED W/ CONDITIONS REVIEWERS INITIAL C:ROUTE -F FIRE PREVENTION PLANNING DIVISION . STRUCTURAL El PERMIT COORDINATOR Q DATE DATE DUE DATE DATE 6/24/97 7/10/97• APPROVED WI CONDITIONS I 1. NOT APPROVED (attach comments) 17 ' v DATE te1/ 1dj l DUE DATE NOT APPROVED (attach comments) U (Certification of occupancy required. ) ACTIVITY NUMBER D97 -0152 PROJECT NAME GATEWAY BUILDING 110 DEPARTMENT: BUILDING DIVISION IX) PUBLIC WORKS COMPLETE COMMENTS REVIEWERS INITIAL APPROVALS OR CORRECTIONS: (ten days) CORRECTION DETERMINATION: C:ROUTE -F .. r /... • ♦.r....,au vu•i ......•. n...nN hµr MNtnnanwv .waer�v.>.•rerc +.innww4.•«.WUr. wet.. r+ euv�+.✓ er. rvw: w] eR! M1+l! MdM9' asth:: mfG�1e �X> K1 ::Mt+Mne!+rdn <vn .s.m:ueo. FIRE PREVENTION 171 (Pi C ad S UCTURAL Ner . (9(0 (en DATE 4ST1'II* (coratnoator cry PLAN REVIEW /ROUTING SLIP DATE 5/05/97 PLANNING DIVISION DETERMINATION OF COMPLETENESS: (T,Th) DUE DATE 5/08/97 NOT COMPLETE El NOT APPLICABLE DUE DATE 5/22/97 APPROVED n APPROVED W/ CONDITIONS NOT APPROVED (attach comments) CI) rra EVIEWERS nc.kt or Lt,v °I V ti (Iti0Iqi. R INITIA DATE REVIEWERS INITIAL DATE PERMIT COORDINATOR II 4 TUES /THURS ROUTING: PLEASE ROUTE C NO FURTHER REVIEW REQUIRED n ROUTED BY STAFF I I (If routed by staff, make copy to master file & enter Sierra.) I I. ANIMMIIW DUE DATE APPROVED I 1 APPROVED W/ CONDITIONS p NOT APPROVED (attach comments) Q (Certification of occupancy required. ) ,:p a • „r...✓';'i:'�r;,.:x+(»�,� ik: s �v;.i .. x'��: ? }�•:!i':;.:r..'r. :�i � '�i' '� +:I „ti:'•;r PROJECT NAME DEPARTMENT: BUILDING DIVISION II PUBLIC WORKS COMMENTS • L PLAN REVIEW / ROUTING . SLIP ACTIVITY NUMBER D97 -0152 GATEWAY BUILDING #10 J DETERMINATION OF COMPLETENESS: (T,Th) COMPLETE NOT COMPLETE NOT APPLICABLE E TUES /THURS ROUTING: PLEASE ROUTE FIRE PREVENTION PLANNING DIVISION STRUCTURAL PERMIT COORDINATOR Q ROUTED BY STAFF n (If routed by staff, make copy to master file & enter Sierra.) REVIEWERS INITIAL APPROVALS OR CORRECTIONS: (ten days) DATE 7 I APPROVED n APPROVED W/ CONDITIONS E NOT APPROVED (attach comments) REVIEWERS INITIAL C:ROUTE -F CORRECTION DETERMINATION: APPROVED ! • I APPROVED W/ CONDITIONS DATE 5 _ w REVIEWERS INITIAL DATE DATE 5/05/97 DUE DATE 5/08/97 NO FURTHER REVIEW REQUIRED E DUEDATE 5/22/97 DUE DATE NOT APPROVED (attach comments) C (Certification of occupancy required. ) ra ;;,y., ;. x :' r.'l '!,( .;Y;:: •7:/ ' .i''�l' S k i \.� :u;. �.�rrn •C•:ikr ;�:fi , {•.t r: .:+OYT'n :fr K r im 6" 4t. rv' aG�:,., iJ1.t +:'t f ...,4 ��..}�`�r.'ti yi .:�. S3�',. " <. .. ...,t :a .7• i U.I.Y�a" r r' .x, t d :1YC3 rr;.'s. x+, �y. :C. �iS,x�h:� "4 "1`.. PLAN REVIEW / ROUTING SLIP ACTIVITY NUMBER D97 -0152 PROJECT NAME GATEWAY BUILDING #10 DEPARTMENT: BUILDING DIVISION PUBLIC WORKS FIRE PREVENTION PLANNING DIVISION El STRUCTURAL C PERMIT COORDINATOR ❑ 4 DETERMINATION OF COMPLETENESS: (T,Th) COMPLETE n NOT COMPLETE COMMENTS APPROVALS OR CORRECTIONS: (ten days) APPROVED El REVIEWERS INITIAL NN' CK Ol i \I CO CORRECTION DETERMINATION: APPROVED C:ROUTE -F gm t APPROVED W/ CONDITIONS '50 TUES /11:1URS ROUTING:, PLEASE ROUTE NO FURTHER REVIEW REQUIRED E ROUTED BY STAFF El (If routed by staff, make copy to master file & enter Sierra.) REVIEWERS INITIAL , V) ,x"1 DATE 3 -g -Q - 7 I APPROVED W/ CONDITIONS NOT APPROVED (attach comments) DATE NOT APPLIC : LE slag REVIEWERS INITIAL DATE DATE 5/05/97 DUEDATE 5/08/97 DUEDATE 5/22/97 DUEDATE NOT APPROVED (attach comments) Q (Certification of occupancy required. ) rs t1gri. 45.! :" PLAN REVIEW / ROUTING SLIP ACTIVITY NUMBER PROJECT NAME DEPARTMENT: BUILDING DMSION L�I PUBLIC WORKS COMPLETE COMMENTS APPROVED ( I REVIEWERS INITIAL C:ROUTE -F [7: REVIEWERS INITIAL Al L!j REVIEWERS INITIAL D97 -0152 CORRECTION DETERMINATION: GATEWAY BUILDING #10 FIRE PREVENTION E STRUCTURAL El DETERMINATION OF COMPLETENESS: (T,Th) NOT COMPLETE APPROVALS OR CORRECTIONS: (ten days) APPROVED W/ CONDITIONS C APPROVED Fl I APPROVED W/ CONDITIONS DATE 504 7 DATE 6//1 DATE DATE 5/05/97 PLANNING DIVISION' . PERMIT COORDINATOR Q 4 DUE DATE 5/08/97 NOT APPLICABLE TUES /THURS ROUTING:, PLEASE ROUTE NO FURTHER REVIEW REQUIRED E ROUTED BY STAFF E] (If routed by staff, make copy to master file & enter Sierra.) t DUE DATE 5/22/97 NOT APPROVED (attach comments) 4 " DUE DATE NOT APPROVED (attach comments) 0 (Certification of occupancy required. ) COMMENTS • ACTIVITY NUMBER D97 -0152 PLAN REVIEW / ROUTING SLIP PROJECT NAME GATEWAY BUILDING 110 DEPARTMENT: BUILDING DIVISION El FIRE PREVENTION E PLANNING DIVISION PUBLIC WORKS MI STRUCTURAL PERMIT COORDINATOR Q 1 DETERMINATION OF COMPLETENESS: (T,Th) NOT COMPLETE TUES /T HURS ROUTING:, PLEASE ROUTE NO FURTHER REVIEW REQUIRED ROUTED BY STAFF n (If routed by staff, make copy to master file Sc enter Sierra.) APPROVED REVIEWERS INITIAL C:ROUTE -F REVIEWERS INITIAL: ' _ DATE 5 /(�/ APPROVALS OR CORRECTIONS: (ten days) CORRECTION DETERMINATION: . ab'^.. 7' jp lstt' SZ Y∎Cf!iR4Thareill =N!M 'r.,,� lt.. DATE DATE 5/05/97 DUE DATE 5/08/97 NOT APPLICABLE ri DUE DATE 5/22/97 DUE DATE APPROVED n APPROVED W/ CONDITIONS E. NOT APPROVED (attach comments) \ J e \\O REVIEWERS INITIAL ' Q—.- Ca/ DATE 67 L 7 $ ,2 ` APPROVED W/ CONDITIONS p NOT APPROVED (attach comments) (Certification of occupancy required. ) x °Jiih • {m::lirit+i! +.;i xiea CITY OF TUKWILA Department of Community Development Building Division - Permit Center 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431 -3670 - EVISION. 1!BMITTAL DATE: I I IdiAct 2, • PLAN CHECK/PERMIT NUMBER: V a1 • 0) PROJECT NAME: 6401teIST PROJECT ADDRESS: i' 17 44C 4VF CONTACT PERSON 110 4l 11Y REVISION SUMMARY: 4ietrAt • q11•q� Qi **Km. co•14•ql D 4e4t' -0- 7•I•q'1 403A - q•v347 SHEET NUMBER(S) �� ` so krn. D "Cloud" or highlight all areas of revisions and date revisions. SUBMITTED TO: r31�ti Bldg. Planning Fire PHONE: L- o"1"r7 JAN 1 4 1998 kir) tkIirm I VAIKE 4 tau luteoAktve Se T‘s Viols plextuaE ME -�A�wbx Itbotta CITY OF TUKWILA APPROVED BUIL ING DIVISION Public Works RECEIVED CITY OF TUKWILA JAN 1 4 1998 PERMIT CENTER CITY USE ONLY 3/19/96 Post-W Fax Note 7671 Dits/Z iFf4•.• I. To - -3-0 t Front ke. c " D ' Il " S'CosA c " -.a. ir•••• • P ha* I Ili= 4 .... 119 .....1: 22 . 5 - .............. es SHUILER: ENGINEERS TEL No .2064504076 Dec 9,97.10:48 No 005 P.01' () SHUTLER P 6 / 7 015 2, _ CONSULTING INGINF.IRS, INC. ws 11101Red *sod. klt• MPS, 1.11.no. WA MOP (423)430-4073 • FAX (4:J0 43040U „ • ' L imon.," Dear Jim, • • $ I The modification of ihe glulam beam saddle hanger at Grid 11.13' is adequate. The back portion oithe hanger support and the beam were notched to avoid interference with the t.olumn. The beam is now bearing on both the column and the hanger. Both • the horizontal shear and bearing stresses are permissible. Please contact me if you have any questions Or minim additional information (425) 450-4075. • Best Regards, 1. Ryder LaNier RECEIVED CITY OF TUKW(LA DEC 10 1997 PERMIT CENTER 12303 Rel.Red Rcai Suite 100, &Revue, WA 95005 6 (206) 4504073 6 FAX (206) 410.4076 9-22-97 Mr. John Walker Teutsch Partners 2001 Western Avenue, Suite 330 • Seattle, Washington 98121 Ito: Proposed Building #10 Gateway Corporate Center Gateway Drive Tukwila, Washington ar John, Sincerely, ph J. Shutter, P.E. JS:js co; David Kehle, Architect Jim Sylvester, SGA Corporation dAlsV1o6OVI.7.6o N'd S00' 2.6'N daS ' It is my understanding that 15/32" O.S.B. is being substituted for the 5/8" CDX plywood indicated on the roof plan, sheet S-4.0. This substitution is acceptable snucturally, provide the 15/32 O.S.B. carries a "Struct r rating. Please review this and contact me if you have any questions or take exception to any of the information contained in this letter. 92.0VOSP9OraN 131 CITY OF OF TUKWILA APPROVED SEP 19 1997 AS NOTED BUILDING DIWSION $2133N19N3 21311111-18 _ ; 1300-114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 4S0.4075 FAX 450-4076 .1 SHUTLER CONSULTING ENGINEERS, INC '0N L'3' das • ,•• • ,• • ; • • ; •".• ,. .5401 iii4c.rti' , I Ii , I i• i ' 1, I , , i l• • - i ' • • • ' I I - • •• : , I , ' I ; . . 1 ' . . i I I I ' 1 I , , i t 170 I ii•' seAs*;tl4. ,e7*,,p'... ..;.,, 2 dre. ir;i:ifsJ ,,Z.- ei 6 ) 1 JOB airtAnh 4,/ eiturint Ott ft / 0 SHEET NO .5Z-S' 9 OF CALCULATED BY •••/: DATE CHECKED SY DATE - SCALE 1 i i I r .. ..... . ! , 1 1 ,...; id,,,,s.4,.....,4.siri.1,,,6 - , . Pa sdic-r/ 6,( , B.i.c. 0 1 ; . 94070SPOZ'oN 131 Di 7- 61 52- .22 le )$t, CITY OF TUKWILA APPROVED SEP 1 9 1997 AS NOIED oull.0;;6 1 ',A33NBM3 COPIES DATED REV NO DESCRIPTION ** r* Jo Nb o * * *** I copy 10/15/97 Simpson S • , 1 r -- ptarice-letter,To SGA via Fax. 1 ± -,-,-, J ' /z g" c3 _ / Date: October 21, 1997 Project: Shepherd Arnbutance Location: Tukwila, Wa Jo Nb o :Lys:4,44i.rawath.r.Y'.M.aal cosy al:ktaaw..aa.:,30,N.v.r?, asara aaal.at 5a,,,,, iMaa ttainea ,nr.ax.wou>a.Ma4.a..wwr.raa.. 10/28/91 08:15 FAX 10/21/97 10:37 FAX 425 489 1500 ISI TO: S G A Corporation Lynnwood, Washington ATTN: Jim Sylverster Please Contact: Jim Clarkson, 425/489 -1500 Fax: 425/489 -1860 We are ❑ Shop Drawings ❑ Truss Coles ® Letter These are transmitted as checked below; ❑ For approval ❑ For fabrication As requested Wood Products Division InfraStructures , Inc. 19501 144th Ave. N.E. Suite A•500 Woodinville, Washington 98072 ❑ Enclosing ❑ Returning ❑ .Sending under separate cover ❑ Prints ❑ Bid Quotation ❑ ❑ For review and comment ig For your use 0 REMARKS: The original copy has been mailed to 1St and will be sent to SGA, upon receipt. rThklE C�t 0.,ulo W INFRASTRUCTURES, - -9.. SGA CORP. LETTER OF OL TRANSMITTAL ❑ Change Order ❑ Product Substitution Request ❑ For shop drawing production E For bids due: RECEIVE[? � r CITY OF A n'J Tt ' Al' OCT 21 1997 PERMIT cem +.^.M.rr w....atM.uanpavaa,..+x .11.aa a'.aAMrwomn.aa..+,+n ^.waa 002/004 001/002 ❑ Faxing ` , Tric vr 08:14 FAX 10:37 FAX October 15, 1997 C 439 1500 INFRASTRUCTURE(..' SIMPSON $ TRONG•TIE'COMPANY, INC. nm Worift No Oval' retturCennagarComptoy 41537 Chabot Drive • Suite 200 • Pleasanton, California 94588 Phone: 510/490.9912 - Fax: 510/647-0094 SGA WJ001/004 21002/00 Mr. Jim Clarkson Infrastructure Incomorated 19501 144 Ave. N. E., Suite A500 Woodenville, WA 98072 Re: Installation of HWU428 With Five 16d Commons Into Joist Member. Dear Mr. Clarkson: Per our conversation, an HWU428 was installed with 8-16d commons into the header, and 5-16d corn:sons into the joist rather than the 6•10ci oommons specified in the CWP96-R catalog. In this installation, the maximum allowable load is 635 pounds with a safety factor of 3. For a requested allowable load of 715 pounds, the safety factor is 2.7. Simpson Strong- Tie can support these allowable loads with its safety factors. All other specifications and notes in the CWP96-R catalog on the 1-1W11 series apply_ If you have any other questions oic require any other information, please call us at 1-800-925-5099. Sincerely, SIMPSON STRONG-TIE CO., INC. Lan-Chi (Meihah) Nguyen R. & D Engineer Cc: Karen Colonies .÷0 41 -C.. CiL ke. vt cnIPS$ OCT 21 1'1! PERMIT RECEIVED CITY0 OF TU1u; O CT 9 PERMIT CENTER Am.mift Mont 1M TM !AA Joanna Spencer City of Tukwila Department of Public Works 6200 Southcenter Boulevard Tukwila, WA 98188 Dear Joanna: RE: Shepard Ambulance City of Tukwila Permit No. D97 -0152 Our Job No. 5998 CIVIL ENGINEERING, LAND PLANNING, SURVEYING, ENVIRONMENTAL SERVICES June 26, 1997 5. New street lights have been shown along the public street per City of Tukwila standards. 18215 72ND AVENUE SOUTH KENT, WA 98032 (425) 251 -6222 (425) 251 -8782 FAX RECEIVED CITY OF TUKWILA JUN 2 61997 PERMIT CENTER The plans for Shepard Ambulance are being resubmitted for your review with revisions from your letter dated June 13, 1997. The plans have been modified with the following changes: 1. Our plans now reflect the connection of the 4 -foot wide sidewalk along Gateway Drive from Building No. 9 to Boeing Employees' Credit Union. 2. A sign designating the company's name and emergency phone number has been shown in front of the existing storm drainage pump station facility. 3. The portion of the existing sanitary sewer system from the manhole with rim elevation of 14.90 to the existing manhole with rim elevation of 15.0 has been noted to be abandoned per the City of Tukwila Permit No. M197 -0059. 4. The site contains an existing storm drain system that currently conveys to a storm drainage pump station and then outfalls directly into the Duwamish River. Our site design utilizes this existing storm drainage system, modifying only a portion of the system to avoid running through our building. Therefore, a letter of discharge authorization from King County (Metro) for an oil /water separator will not be required. Our current design calls for a flow restrictor /oil pollution control device to be located in the last catch basin prior to the storm drainage pump system. This device does not require an emergency overflow bypass system. 6. You will be receiving a letter from the soils engineer verifying that the existing bank along the river is stable. 7. A 7-day /100 -year storage analysis for this property will not be required, as the City of Tukwila is not requiring detention on site. • Joanna Spencer City of Tukwila Department of Public Works -2- 8. A 17-foot utility and sidewalk easement has been shown along the public street access. 9. A plan and profile for the proposed public street has been included for your review. 10. The centerline of the new road and the flow line of the curb and gutter have been profiled on the public street improvement plan. All storm drainage, waterline, and sanitary sewer systems that are to be relocated or abandoned have been noted to be abandoned per Permit No. MI97-0059. 11. Easements shown over private utility lines have been deleted. The utility systems benefitting adjacent parcels have been shown with a 10-foot wide utility easement and have been noted with a space for their future recording numbers. 12. Channelization for the new public street has been included on the public street improvement plan. 13. A 6-foot wide sidewalk easement has been included along the north side of the property to the existing bike path. 14. A traffic mitigation fee in the amount of $20,218 will be paid to the City of Tukwila prior to permit issuance. The above-noted revisions to the plans should meet City of Tukwila standards for construction permit issuance. If you have any further questions or comments, please contact me or Dan Balmelli at this office. Respectfully, Brian D. Smith Design Engineer BDS/kn/es 5998C.002 enc: As Noted cc: John Walker, Teutsch Partners Bob Hart, SGA Corporation David Kehle, Architect Daniel K. Balmelli, Barghausen Consulting Engineers, Inc. June 26, 1997 SUBMITTED TO: '/ '4-Q- (1(-(!-. w- CITY OF TUKWILA Department of Community Development Building Division - Permit Center 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431 -3670 RECEIVED CITY OF TUKWILA JUN 2 4 1997 PERMIT CENTER REVISION SUBMITTAL DATE: Lo " c `t - 9 7 • PLAN CHECK/PERMIT NUMBER: EY? 7 0 / 6 D, PROJECT NAME: 511 Or_. i o1Id,h - LoJ&JJ ezrp. l.e/ t -J 10 PROJECT ADDRESS: 130 75 a) e ttM, a L(J v ) CONTACT PERSON: r)(1 H (L -//)-P M I" . PHONE: 4.. - gqq 7 i epon,S.it I/ REVISION SUMMARY: Su /- -f C',/'I„Ol -.1 ! 6'_- �r�2./" - .1/',if)( 2 it �)eh,f i , SHEET NUMBER(S) � - I ) - ) , C' I V i J /- (.J /// /l I ; A-2, /1 3 el /I -h "Cloud" or highlight all areas of revisions and date revisions. CITY USE ONLY 3/19/96 ROBE R T FossArn ASSOCIATES CONSUIMNG ENGINEERS . . June 20, 1997 Mr. Duane Griffin City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 CLK:3 aARFA197110^3.cloc 1414,10‘.■••■* cc: Mr. David Kehle David Kehle Architects 12720 Gateway Drive, Suite 116 Seattle, WA 98168 Regarding: 97-T-10 (Gateway Building 10) Dear Mr. Griffin: A PROFESSIONAL 2030 FIRST tWENIJE SERVICES ' SUITE 203 CORPORATION . SEAWLE, WASHINGTON 90121 RECEIVED CITY OF TUKWILA JUN 2 3 1997 PERMIT CENTER RFA #97102-10 , • We have reviewed information for the proposed project with the structural provisions of the 1994 Edition of the Uniform Building Code as adopted and amended by the City of Tukwila. We have no additional comments for this project. There is, however, one minor revision that has been red-lined on Section M-5.0. Per the sketch submitted by the Engineer of Record dated 6/20/97, this detail should reference 16 - 1" diameter bolts instead of 12. The detail accurately shows 16 bolts. Please refer to the enclosed letter and sketch SKS-1 submitted by the Engineer of Record. Enclosed are the drawings, calculations, and soils report for your use. Included, for your file, is a letter from GeoEngineers, Inc. addressing liquefaction concerns as well as a letter from Shutter Consulting Engineers, Inc. responding to those concerns. Additionally, we are forwarding a letter from Shutter Consulting Engineers, Inc. addressing snow drift issues. We have forwarded a copy of this letter to David Kehle Architects for your convenience. If you have any questions or require any additional clarification, please call me directly at (425) 255-3099. Sincerely, ROBERT FOSSATTI ASSOCIATES, INC., P.S. TELEPHONE: (206) 250-1803, • EAX: (206) 256.0197 • U6 /i9 /9i 1U:42 IAA 06/18/97 1 FAX 206 689 3001 King County Water and Land Resources Division Inclustria Waste Section Department or Nant.ral R sowers 130 Nirkcr3 n Sweet, Suite 200 Seattle, WA '6109.1656 (206) 689 000 June 19, 1997 CERTIF ED MAIL RETU RECEIPT REQUESTED Bob Har SGA Co • oration 6414 -20 th Street SW, Suite 200 Lynnwo • d, WA 98036 A •r.v.l of Oil Water e arator Desien for She .and Ambulance Dear 1. Hart: Your pl - • s for the oil/water separator and wash water recycling system to be installed at the Shepard Ambulance facility located at 3075 Gateway Drive in Tukwila, Washington have been rer iewed by the King County Department of Natural Resources Industrial Waste Progr• . Approval is hereby given for the design of this system. Any dis barge of filter -flush water, rinse water, treated wastewater or rain water overflow from thi system to the sanitary sewer is authorized subject to the following conditions: 1. he oil/water separator and wash water recycling system shall be properly maintained s that effluent from these structures does not exceed the King County discharge 1 station of 100 milligrams per liter (mg /1) of mineral /petroleum (nonpolar) fats, ils, and grease (FOG). 2. The oil /water separator and wash water recycling system shall be accessible to King County personnel for inspection during normal hours of facility operation. This deign approval does not in any way guarantee that the oil/water separator or the wash water reycling system will function as described by the fabricator or manufacturer. Further, the apprpval does not relieve Shepard Ambulance or any subsequent operator, of the responsibility to enlarge, modify or replace the oil /water separator to meet King County discharge requirements. If you h in this Sincerel //Jim Siftord Investigator Industri al Waste Program ec: Doug Knutson, Dept. of Ecology rat Brodin, City of Tukwila Doug Hilderbrand, King County KinsCo Ind.Vaste Or •••-+ VA‘ lid AL.I,LLL' UU.:■ UVL ve any questions, please contact me at 689-3008. Thank you for your cooperation atter. i:tlo was l2Fa.do fm002 14. david kehie June 18, 1997 City of Tukwila Dept. of Community Development 6300 Southcenter Boulevard Suite 100 Tukwila, Washington 98188 Attn: Ms. Kelcie Peterson Permit Coordinator Re: Gateway Corporate Building #10 13073 Gateway Drive D97 -0152 Dear Kelcie, yt RECEIVED CITY OF TUKWILA JUN 2 4 1997 PERMIT CENTER The following responses are addressing the various correction letters from your departments with attached revised only drawings (4 sets): A) BUILDING DESIGN: Bob Benedicto 1. Building construction type III -N sprinklered has been added to General notes on SD -1. 2. I. The site plan has been changed to dimension the east and west sidewalks to 6' from 5' to allow for overhang of vehicle and maintain 44" passage. II. The civil site plan has been revised to indicate the link to the new street sidewalk. 3. Dimensions of handicap stalls are added to the site plan. 4. The stair at second floor is enclose and an evacuation assistance area at top landing has been provided. Also, the tenant improvement drawings will further amplify the assistance area. B) PLANNING DIVISION: Nora Gierloff 1. The horizontal entry canopies have been increased to 5' beyond the columns with steel rod tie backs. 2. The dumpster is not correctly shown on SD -1. 3. The landscape plan has been revised. 4. Civil drawings now reflect the walkway areas. C) PUBLIC WORKS DEPARTMENT: Joanna Spencer See attached response letter from Barghausen Consulting Engineers. 12720 GATEWAY DRIVE, SUITE 116 SEATTLE, WA 98168 (206) 433 -8997 FAX (206) 246 -8369 of Tukwila I s::'Kelcie Peterson tine 18, 1997 age 2 John Walker w/1 enclosure Bob Hart w/3 enclosures Steve Navarro w/1 enclosure David Kehle Enclosure: 4 copies SD-1, Civil, L -1, A -1, A-2, A -3, A -5 . . Th ank you for your review and 1 trust this will answer the concems and that the project permit can be issued: .''Sincerely SM b:18704- 10Uet6.18.doc i1; 4' n`% tc:!IL^: +;v�r£`4.`r.'. ",! }.ltk z'�xtt! ';+'(.'v7.+' :''l.• e, 6 -18 -97 Mr. Duane Griffen City of Tukwila 6300 Southcenter Blvd, Suite 100 Tukwila, Washington 98188 Re: Proposed Building #10 Gateway Corporate Center Gateway Drive Tukwila, Washington Dear Duane, Sincerely, Joseph J. Shutler, P.E. JS:js cAjja\doc\OW1 5,doc SHUTLER CONSULTI ENGINEERS, INC. This letter is in regard to the liquefaction potential at this site. GeoEngineers report/letter dated June 6, 1997 outlines the potential for liquefaction and the expected settlements resulting from liquefaction at this site. The report also outlines three possible alternatives for mitigating the effects of the soil liquefaction. We have opted to provide grade beams as ties between the perimeter pad footings and utilize the floor slab to lock the interior pad footings in place. This is an option outlined in the above referenced letter from GeoEngineers. GeoEngineers has reviewed the foundation plan and is in agreement that the system proposed meets the intent of their recommendations. It is understood that some settlement may still occur as a result of the liquefaction phenomenon and cause structural damage to the building, however it is our opinion that the structural integrity will remain intact. Please review this and contact me at (425) 450 -4075 if you have any questions regarding this issue. Cc: John Walker, Teutsch Partners David Kehle, David Kehle Architect Mary S. Rutherford, P.E., GeoEngineers, Inc. 12503 Bel -Red Road, Suite 100, Bellevue, WA 98005 • (206) 450.4075 • FAX (206) 450.4076 'EXPIRES 09/12/ 9 RECEIVED JUN 24 1997 COMMUNITY DEVELOPMENT • '1 v• 4.;t: 6-18-97 Mr. Duane Griffen City of Tukwila 6300 Southcenter Blvd, Suite 100 Tukwila, Washington 98188 Re: Proposed Building #10 Gateway Corporate Center Gateway Drive Tukwila, Washington Dear Duane, Sincerely, S SHUTLER CONSULTIN ENGINEERS, INC. 12503 13e1-Red Road, Suite 100, Bellevue, WA 98005 4 ' (206) 450 -4075 • FAX (206) 450-4076 Pursuant to my conversation with Crystal Kolke of Robert Fossatti & Associates, I am submitting this letter regarding the roof structure design for snow loads on this project. It is my understanding that the City of Tukwila will not require the roof structure be designed for the effects of drifting snow if, in the opinion of the engineer of record, the effects of drifting snow would be negligible. In consideration of local historical snowfall data, the particular location and low elevation of this project, I feel that the design of the roof structure for a uniform snow load of 25 PSF without the effects of drifting snow is adequate for the snow loading likely to be experienced by this particular structure. Please contact me at (425) 450-4075 if you have any questions regarding this issue. Joseph J. Shutler, P.E. JS js c:doc OW10_3.doc I EXPIRES 09 / 12 / 9 I SHUTLER CONSULTING - •ENGINEERS, INC. 6 -18-97 Mr David Kehle David Kale Architect 12720 Gateway Drive, Suite 116 Seattle, Washington 98168 Re:: Proposed Building #10 Gateway Corporate Center Gateway Drive Tukwila, Washington Dear Dave, We are in receipt of the plan review comments by Robert Fossatti Associates, dated June 13, 1997, regarding the re- submittal for this project. The following drawing changes and/or clarifications are in response to the plan review. • 1;) See attached letter regarding the liquefaction issue. 2.) See attached letter regarding snow drifting and design loading. 3.) See revised drawings for correct call-out of connection bolts. 4) The motion of the projecting wings in either the same direction or opposing directions was addressed on page L -50 of the calculations. Per my discussion with Crystal Kolke, the plan reviewer for Robert Fossatti & Associates, the forces generated by the movement of the two wings were compared to the forces generated by the diaphragm chord forces and/or drag strut loads. The drag strut and/or chord force loads were found to be the governing design loads. The drawings reflect the connections required for these loads. Please submit a copy of this letter along with the revised drawings to the City of Tukwila for their review. Sincerely, c : yj s 'docQWl0 2.doc Joseph J. Shutler, P.E. 12503 Bel-Red Road, Suite 100, Bellevue, WA 98005 • (206) 4504073 • FAX (206) 450.4076 ■• NW MN P.C. PANEL 2 —#5 VERT. P.C. PANEL 4x12 LEDGER 1300 -114th Ave SE, Suite 230 Bellevue, WA 99004 (206) 450.4075 FAX 450.4076 F. 4's x4x2' -0 ". BENT It '3'41 x9x2' -4" w/7- #6x3' -6" 0 4" GA. P.C. PANEL. SEE ELEV. FOR REINFORCING SM.!' " °R COIL JLTING ENGINEERS, INC 1. L 1/4 JOB. & 1nt) 07 / P. C t - 13 L o4 /0 • SHEET NO, 6 Kv - / OF Q CALCULATED BY ...73 DATE U ' ZU - 9 7 CHECKED BY DATE SCALE I CHORD STL PER PANEL ELEV. PROVIDE 1 "0 HOLES THRU VERT. Id's FOR CHORD STEEL IQ.1/2 x 12x2'- 0 "(TYP.) 1 /4 V 1/4V P.C. PANEL Ft 1 x6'/4 x2' -0" (TYP.) DETAIL rn 7 © 4" =28" 1/ r e e - -8 'III -9-8- -8 it 1/4x 12x3' - EA. SIDE w M.B. (INSTAL TOP OF SLOTTED HOLES) W BEARING Ft Ft 1/2 x8x1 -.4" �,- 56 E -Ti V A.) ., q 1 PER PLAN — GLULAM DRAG STRUT — PER PLAN (D SHUTLER CONSULTI - - ENGINEERS, INC. 6 -18 -97 Mr. David Kehle David Kehle Architect 12720 Gateway Drive, Suite 116 Seattle, Washington 98168 `14P s i� 4r 1A.�''C�,h 0:.� loF F t` •f . . Re: Proposed Building #10 Gateway Corporate Center Gateway Drive Tukwila, Washington Dear Dave, Sincerely, Joseph J. Shutler, P.E. Q\GW10 2.doc n°.t:71tit 115'i+ak4Gty13b! 12503 Bel -Red Road, Suite 100, Bellevue, WA 98005 • (206) 450 -4075' FAX (206) 450 -4076 RECEIVED CITY OF TUK! JUN 2 6 1997 PERMIT CEK';' ;.: i We are in receipt of the plan review comments by Robert Fossatti Associates, dated June 13, 1997, regarding the re- submittal for this project. The following drawing changes and/or clarifications are in response to the plan review. 1.) See attached letter regarding the liquefaction issue. 2.) See attached letter regarding snow drifting and design loading. 3.) See revised drawings for correct call -out of connection bolts. 4.) The motion of the projecting wings in either the same direction or opposing directions was addressed on page L -50 of the calculations. Per my discussion with Crystal Kolke, the plan reviewer for Robert Fossatti & Associates, the forces generated by the movement of the two wings were compared to the forces generated by the diaphragm chord forces and /or drag strut loads. The drag strut and/or chord force loads were found to be the governing design loads. The drawings reflect the connections required for these loads. Please submit a copy of this letter along with the revised drawings to the City of Tukwila for their review. 12503 Bel -Red Road, Suite 100, Bellevue, WA 98005 • (206) 4504075 • FAX (206) 45W076 6 -18 -97 Mr. Duane Griffen City of Tukwila 6300 Southcenter Blvd, Suite 100 Tukwila, Washington 98188 Re: Proposed Building #10 Gateway Corporate Center Gateway Drive Tukwila, Washington Dear Duane, This letter is in regard to the liquefaction potential at this site. GeoEngineers report/letter dated June 6, 1997 outlines the potential for liquefaction and the expected settlements resulting from liquefaction at this site. The report also outlines three possible alternatives for mitigating the effects of the soil liquefaction. We have opted to provide grade beams as ties between the perimeter pad footings and utilize the floor slab to lock the interior pad footings in place. This is an option outlined in the above referenced letter from GeoEngineers. GeoEngineers has reviewed the foundation plan and is in agreement that the system proposed meets the intent of their recommendations. It is understood that some settlement may still occur as a result of the liquefaction phenomenon and cause structural damage to the building, however it is our opinion that the structural integrity will remain intact. Sincerely, Please review this and contact me at (425) 450 -4075 if you have any questions regarding this issue. Joseph J. Shutler, P.E. JS js Cc: John Walker, Teutsch Partners `David Kehle, David Kehle Architect Mary S. Rutherford, P.E., GeoEngineers, Inc. o :\j W10_5.doc l EXPIRES 09/12/ 9i;:, RECEIVED CITY OF TUKWILA JUN 2 6 1997 PERMIT CENTER } Dear Duane, • Joseph J. Shutler, P.E. JS:js cAijs‘4ock0W1 • SHUTLER CONSULTING — 'ENGINEERS, INC. 12303 Bel-Red Road, Suite 100, Bellevue, WA 98005 '(206) 450-4075 FAX (206) 450-4076 RECEIVED CITY OF TIfif" JUN 2 6 1997 • PERMIT Pursuant to my conversation with Crystal Kolke of Robert Fossatti & Associates, I am submitting this letter regarding the roof structure design for snow loads on this project. It is my understanding that the City of Tukwila will not require the roof structure be designed for the effects of drifting snow if, in the opinion of • the engineer of record, the effects of drifting snow would be negligible. In consideration of local historical snowfall data, the particular location and low elevation of this project, I feel that the des,ign of the roof structure for a uniform snow load of 25 PSF without the effects of drifting snow is adequate for the snow loading likely to beexperienced by this particular structure. Please contact me at (425) 450-4075 if you have any questions regarding this issue. Sincerely, EXPIRES 09 / 12 / 9e. I • i _A11111 P.C. PANEL 2 —#5 VERT. P.C. PANEL 4x12 LEDGER SHL "' ER C011/4. _.iLTING ENGINEERS` INC 1300 -114th Ave 5E, Suite 250 Bellevue, WA 98004 (206) 4504075 FAX 450-4076 '/4 P.C. PANEL Ft. 3/41 x4x2' -0 ". . BENT It. %x9x2' -4" w/7— #6x3' -6" @ 4 "GA. P.C. PANEL. SEE ELEV. FOR REINFORCING 2 74 / 66 0 DETAIL m 8 JOB G Axil,, (!/ CEVIZ;7z_ b c. -Q6 /0 SHEET NO, . � � CALCULATED BY J'S CHECKED BY SCALE . I l CHORD STL PER PANEL ELEV. PROVIDE 1 "0 HOLES THRU VERT. Its FOR CHORD STEEL It1h x12x2'— O"(TYP.) /4 it. 1/4 x2' —0" (TYP.) 7 © 4 " =28" 8 8 -8 -e - $ -9-- -9 -9-$- -8 ft Y4x12x3'— EA. SIDE w M.B. (INSTAL TOP OF SLOTTED HOLES) ki" BEARING ft„ It 1/2 x8x1' -4" T/.1 m 5 , } If OF DATE et -2o-97 DATE CITY OFE TUKWILA - r = J f PERMIT CENTER r— SHEATHING PER PLAN GLULAM DRAG STRUT PER PLAN tEXpIRES 09 /12 / �f 1 —i— R 0 FOSSATTI A S S O C I AT ES CONSULTING ENGINEERS 'June 20, 1997 Mr. Duane Griffin City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Regarding: 97 -T -10 (Gateway Building 10) RFA #97102 -10 Dear Mr. Griffin: We have reviewed information for the proposed project with the structural provisions of the 1994 Edition of the Uniform Building Code as adopted and amended by the City of Tukwila. We have no additional comments for this project. There is, however, one minor revision that has been red -lined on Section M -5.0. Per the sketch submitted by the Engineer of Record dated 6/20/97, this detail should reference 16 - 1" diameter bolts instead of 12. The detail accurately shows 16 bolts. Please refer to the enclosed letter and sketch SKS -1 submitted by the Engineer of Record. Enclosed are the drawings, calculations, and soils report for your use. Included, for your file, is a letter from GeoEngineers, Inc. addressing liquefaction concerns as well as a letter from Shutler Consulting Engineers, Inc. responding to those concerns. Additionally, we are forwarding a letter from Shutler Consulting Engineers, Inc. addressing snow drift issues. We have forwarded a copy of this letter to David Kehle Architects for your convenience. If you have any questions or require any additional clarification, please call me directly at (425) 255 -3099. Sincerely, ROBERT FOSSATTI ASSOCIATES, INC., P.S. R T ry Kolke CLK :3 a:1R1A197tI0 ^3.do6 cc: Mr. David Kehle David Kehle Architects 12720 Gateway Drive, Suite 116 Seattle, WA 98168 • A PROFESSIONAL SERVICES CORN/1:410N 2030 FIRST AVENUE SUITE 203 • SEA'Ii I.E,11'ASIIING ON 011121 TELEI'I I ONE: (''200) 268.1003 • MX: (206)256.0197 • RECEIVED CITY OF TUKWILA JUN 2 3 1997 PERMIT CENTER .p�-�f1 -ot5a SHUTLER ENGINEERS TEL No .2064504076 Jun 20,97 14:47 No .003 P.02 & Mani SHUTLER . CONSULTING ENGINEERS, INC 1300 -114th Ave if Suite 250 Bellevue, WA 90004 (200 450.4075 FAX 450.1076 P.C. PANEL 2 — VERT. P.C, PANEL 4x12 LEDGER WV P.C. PANEL IL 4ti x4x2' -0 " h BENT fl.. %x9x2' -4" w/7.- N6x3' -6" • 4 "GA. P.C. PANEL. SEE ELEV, FOR REINFORCING JOB SHEET NO. 0KS -/ OF CALCULATED BY 4.-7 GATE 9 7 CHECKED SY DATE SCALE RECEIVF) J IDJ 2 D + 7 I f. I -- CHORD STL PER PANEL ELEV. PROVIDE 1 "0 HOLES THRU VERT. ft's FOR CHORD STEEL x 12x2' -0 (TYP.) y Vi X6 V4 x2'- 0 "(TYP.) 7 ®4 " =28" ft 1/4x 12x3' — EA. SIDE w M.B. (INSTAL TOP OF SLOTTED HOLES) Ws" BEARING f;P f4, -4" o »'1 - .5, ° — SHEATHING PER PLAN GLULAM " "" • DRAG STRUT .. t PER PLAN R 0 B E R T FOSSAITI A S S O C I A T E S • CONSUI TINC ENGINEERS June 13, 1997 Mr. Duane Griffin City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 A PROFESSIONAL . . SERVICES CORPORATION 2030 FIRST AVENUE SUITE 203 SENITLE.1V1sIIIN(;TON 00121 TELEI'IIONE: (200) 250.11103 FAX: (2013) 250.0107 Regarding: 97 -T -10 (Gateway Building 10) RFA #97102 -10 Dear Mr. Griffin: We have reviewed information for the proposed project with the structural provisions of the 1994 Edition of the Uniform Building Code as adopted and amended by the City of Tukwila. The following comments should be addressed by the permit applicant: 1. UBC Section 1804.5 requires that mitigating measures for liquefaction potential be considered in the design of the building. The Engineer of Record should consider the issues addressed in the June 6, 1997, letter from GeoEngineers, Inc. 2. Page R -39 of the calculations uses a ground snow value (P of 20 psf. The appropriate value to use in the City of Tukwila is 25 psf. Section M -5.0 still calls out 12 - 1" diameter bolts where 18 bolts are actually shown. This detail should be revised for clarity to coordinate with page L -8 of the calculations. 4. UBC Section 1631.2.9, Item 7, requires that diaphragm elements be designed for the more severe condition considering motion of the projecting wings in the same or opposing directions. This could mean that if projecting wings moved outward from each other that the diaphragm would compress at Grid A7 and pull apart at Grid D7 (and vice versa). The Engineer of Record should indicate if this type of movement has been considered in the design. RECE VED JUN 1 9 1997 COMMUNITY DEVELOPMENT yw Sincerely, ROBERT FOSSATTI Mr. David Kehle David Kehle Architects 12720 Gateway Drive, Suite 116. Seattle, WA 98168 ASSOCIATES, INC., P.S. The above listed review comments should be responded to in itemized letter form. We, therefore, recommend that the permit applicant have the Structural Engineer of Record, Shutler Consulting Engineers, Inc., respond and resubmit two copies of revised drawings and one copy of supplemental structural calculations directly to our office, as required. We have forwarded a copy this letter to David Kehle Architects for your convenience. If you have any questions or require any additional clarification, please call me directly at (425) 255 -3099. as June 13, 1997 Mr. David Kehle David Kehle Architect 12720 Gateway Drive, Suite 116 Tukwila, WA 98168 Dear Mr. Kehle: SUBJECT: CORRECTION LETTER #1 Development Permit Application Number D97 -0152 Gateway Building #10 13075 Gateway Dr This letter is to inform you of corrections that must be addressed before your application for development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed review comments from the Building Division, Planning Division, and Public Works Division. At this time the Fire Department has no comments regarding your application for permit. The City requires that four (4) complete sets of revised plans be resubmitted with the appropriate revision block. In order to better expedite your resubmittal a Revision Sheet must accompany every resubmittal. I have enclosed one for your convenience. Corrections /revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions please contact me at the City of Tukwila Permit Center at (206) 431 -3672. Sincerely, — 1(121cAL Pru Kelcie J. Peterson Permit Coordinator cc: Enclosures Department of Community Development Steve Lancaster, Director John Walker, Teutsch Partners Bob Hart, SGA Corporation File: D97 -0152 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 4313670 • Fax (206) 431-3665 John W. Rants, Mayor .i'1',..KNi.fty: �F��bJr�Ve'•1'MGt�hi.. v.....uv.ry ... a..,... ri ................ .... .... .. ...._.... .... .sw � ... ...... �....... ........_ BUILDING DIVISION PLAN REVIEW COMMENTS DATE: 5/23/97 PROJECT NAME: Gateway Corp. Center Building #10 PLAN CHECK NO: D97 -0152 PAGE 1 OF 1 Plan Reviewer: Contact Bob Benedicto at (206) 431 -3670, if you have any questions regarding the following comments. 1. The construction drawings represent the record documents for the certificate of occupancy and the basis for required fieM inspections. The proposed building has been reviewed as a Type III -N construction. Designate this type of construction in the general code notes. 2. The required accessible route of travel must be provided to all portions of the building, to accessible building entrances and connecting the building and the public way. Two conditions on the proposed plans may not provide for this requirement. I. The sidewalk along the North side of the building is dimensioned at 6-feet wide. Since no wheel stops are shown at the parking along this side walk it can be assumed that a vehicle overhang may encroach 23- inches on the width of the sidewalk an still provide for the required 44- inches of width for the accessible route along this walkway. This seems reasonable. However, the salute condition occurs along the East and West sidewalks with the exception that these sidewalks are 5-feet wide and therefore would only allow for a 16 -inch encroachment by vehicle overhang. This does not seem to be a reasonable allowance for vehicle overhang. Please review and provide for a wider sidewalk or wheel stops along the East and West walkways. II. The provision to provide for an accessible route of travel connecting the building with the public way is shown on the architectural site plan. However, the Civil drawings (Grading & Stornt Drainage Plan) does not show this linkage. Since it is common practice to install side walks in accordance with the Civil Plans and then to show complete amazement when the approved architectural design is referred to during final inspection, please have the Civil Drawing (s) coordinated with the architectural to show the required side walk(s). 3. Detail or otherwise note the parking and aisle width requirements for the barrier free parking stalls. Note that the typical access aisle is 5-feet wide for the typical accessible stall, and 8-feet wide for the Vail- accessible stall. 4. Accessible means of egress must be provided in the saute number as required exits. Exits from the second floor will require areas of evacuation assistance per UBC 1104. Indicate a proposed method on plans. DATE: May 12, 1997 PROJECT NAME: Gateway 10 PLAN CHECK NO.: D97 -0152 PLANNING DIVISION COMMENTS Plan Reviewer: Contact Nora Gierloff at (206) 431 -3670 if you have any questions regarding the following comments. Please address the following inconsistencies in the plans: 1. The horizontal entry canopies are much shorter than indicated on the design sketches. The sketches show them projecting 5 to 6 feet beyond the columns, while the current cross section shows them only projecting 2 feet. The gates and screen walls around the dumpster and recycling area are not consistently shown on the site plans. The landscape plan does not reflect the final approved building design. The building corners are now surrounded by landscaping rather than being paved, as shown on the drawings. At least one of the planters has been reduced in size to the point where it may not be sufficient for the tree that was planned for it (east side of the building near the truck entrance). 4. The Barghausen sheets contain several errors in the location of sidewalks. The walkways between the north sidewalk and the building do not line up with the entryways. The concrete sidewalk connection between the street and the north sidewalk is not shown. The sidewalk along the east edge of the building should continue past the single parking stall to the driveway. No walkway is shown between the sidewalk and the southern most building entrance on the east side. ;114 t WAY DRIVE t 7 . . „ N40111'001 moiroor 21.85' S6412% 1212 A N64 NO1 ;031 ‘;. 1 U2 L SUSPENDED TICAL CEILING TENANT FINISH UINDOW 1. FRAME CONC. SLAB AND, VAPOR ER 4 GRAVEL :IGID +TION i SCALE 1/2 " =1' -m" 3 " WALL SECTION • • Y • • • • I' -3" • 4. ; Y. • • • • - - LANDSCAPE BEST TYPICAL PERIMETER j 4 1:51, 1=ba11N6 - - - DRAIN IN DRAIN ROCK, CONNECT TO STORM FOOTING DRYVIT FINISH OVER 3/4" INSUL. (PRE -MIX COLOR), OVER STEEL STUD FRAMING PILASTER BEYOND PAINTED • -- CONCRE1 CANOPY •' N N • I:,.. (i w • OP 4 M ITS C) (M131 T - 4 -74 «r w - -" V .l4 f _Anetzt Jr L • t !, . 4 I • T: y • "I , • Gt/e<,// it C1�17 ()P u 1 .) - P)-7 EX 1-1-1 , DATE: (,. City of Tukwila John W. Rants, Mayor Department of Public Works Ross A. Earnst, P. E., Director PUBLIC WORKS DEPARTMENT COMMENTS June 13, 1997 PROJECT NAME: Gateway Building #10 - Shepard Ambulance PERMIT NO.: D97 -0152 PLAN REVIEWER: Contact Joanna Spencer at (206) 433 -0179, if you have any questions regarding the following comments. 1) Show connection of Gateway Drive sidewalk from Building #9 to Boeing Employees Credit Union (BECU). 2) Install sign by the pump station designating company and emergency phone number in case of malfunction. 3) Install 10" public water line from Gateway Drive to south end of property. Connect existing 8" lines to the new 10" line. 4) Connect fire line to the new 10" water line in public roadway. The double detector check valve may be installed inside the building. 5) Abandon sewer (existing) along west property line from existing sanitary sewer manhole (rim = ele. 14.90) to existing sanitary sewer manhole (rim = ele. 15.0). The sanitary sewer manhole (rim = ele. 15.0) was not included in the utility relocation /abandonment permit MI97 -0059. 6) Provide letter of discharge authorization form King County (METRO) for the oil /water separator and show the detail for the oil water separator. Provide emergency overflow bypass for the oil /water separator. 7) Show street lights along new public road. 8) Verify that existing bank along river is stable. Provide a letter from a soils engineer assuring that the riverbank is stable for the life of the project. Under the Flood Hazard Reduction Policy, a 7 day, 100 year storage analysis for the property adjacent to the river must be provided. Credit will be given for any impervious surfaces. 9) Show 17' utility easement on civil plans. 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: (206) 433.0179 • Fax (206) 4313665 1 0) Plan and profile (lined grade) shall be shown for the pil:osed new street and associated storm drainage. 11) Detail the following on the civil plans: centerline of the new road, flow line, curb and sidewalk. Number all new storm drain catch basins and detail all adjustments for storm drain lines, catch basins and water lines that are scheduled to be relocated or abandoned as part of permit number MI97 -0059. 12) The storm drainage lines and water lines on site (as shown on sheet 3 of 6) are private lines, therefore, easements are not required. Easements are benefiting the remaining parcels of the shortplat and need to be adjusted due to utility line relocation. Please refer to the easement recording numbers on the plan. 13) Show channilization for the new public street. 14) An oil /water separator on the storm drain line is required prior to discharge to the existing pump station. 15) A six foot (6') easement for a future sidewalk shall be required along the north end of : the property. This easement shall be shown on all civil plans. 16) Traffic mitigation in the amount of $20,218.00 shall be paid to the City of Tukwila prior to the permit issuance. Robert Fossatti & Assoc., Inc. P.S. 2030 First Avenue Suite 203 Seattle, Washington 98121 Ms. Crystal Kolke 97 -T -10 (Gateway Building 10) Tukwila Dear Crystal, Enclosed are 2 sets of revised structural drawings, 1 set of revised calcs, and a letter from Shutler Consulting Engineers responding to your comments. These revisions address your correction letter of June 2, 1997 (thank you for direct fax). Thank you for your review. If you have any further questions, please don't hesitate to call or fax. Sincerely, David Kehle Enclosure: 2 sets of drawings 1 set of calculations DK/mt cc: Mr. Duane Griffin (City of Tukwila) Mr. Joe Shutler Mr. John Walker Mr. Bob Hart b:187134 -1 Wet6 -9.doc 12720 GATEWAY DRIVE, SUITE 116 SEATTLE, WA 98168 JUN 11 1997 DEVELOPMENT (206) 433 -8997 FAX (206) 246 -8369 GeokiO Engineers Teutsch Partners 2001 Western Avenue, Suite 330 Seattle, Washington 98121 Attention: John Walker GeoEngineers, Inc. 8410 154th Avenue N.E. Redmond, WA 98052 Telephone (206) 861 -6000 Fax (206) 861-6050 Rtb ed ot9490e4 A n y RECEIVED JUN 1 1 1997 June 6, 1997 RECEIVED JUN y 1991 ROBERT FOSSATT1 ASSOC. Consulting Engineers and Geoscientists ffices in Washington, gon, and Alaska +.:.% 'Responses to Plan Review Comments RFA # 97102-10 (97 -T -10) Proposed Gateway Corporate Center Building 10 Shepard Ambulance Tukwila; Washington File No. 5710- 001 -37 This letter presents our responses to the review comments on geotechnical issues for the proposed Gateway Corporate Center Building 10 located in Tukwila, Washington. The review comments were provided in a letter dated June 2, 1997 by Robert Fossatti Associates prepared on behalf of the City of Tukwila. The item number used for our response matches the item number used in the tabulation of comments prepared by Robert Fossatti Associates. Item 1. We have estimated the settlement due to liquefaction and the ground displacements due to lateral spreading of the loose to medium dense sand below the ground surface based on data interpreted from the 1968 boring logs by Dames & Moore. Our evaluations were performed using the analytical and empirical techniques presented below or in our March 31, 1997 report. Liquefaction We estimate that the total liquefaction induced settlements may be on the order of 3 to 6 inches at the site during an earthquake with a Richter magnitude of 7.5 or greater and a peak ground acceleration of 0.3 g. We anticipate that differential settlements across the site will be about one -half of the total amount of settlement due to (1) the relatively uniform subsurface soil OV 10011 NWIOVE jUvl '30 1997 Teutsch Partners June 6, 1997 Page 2 conditions across the site, and (2) the presence of an approximate 10 foot thickness of non - liquefiable soils at the ground surface, which includes the structural fill and native silt and sand layers above the ground water table. Lateral Spreading We have used two simple models to predict free -field ground displacements which might be associated with lateral spreading at the site. Free -field ground displacements are those that are not impeded by structural resistance, ground modification, or a natural boundary. The first model is based on a single- degree -of- freedom system that incorporates the residual strength of the liquefied deposits. The primary parameters used in the analysis are the residual strength and limiting strain of the liquefied soil, the thickness of the liquefied zone and the slope angle measured between the structure and the toe of the free face (i.e., Duwamish River). The residual shear strength and limiting shear strain of the liquefied soils were estimated using an empirical relationship that is based on the blow count data obtained from the 1968 Dames & Moore borings. The second model is an empirical model that incorporates earthquake, geological, topographical and soil factors that affect ground displacement. The model was developed from compiled data collected at sites where lateral spreading was observed. The key parameters are the Richter magnitude, the horizontal ground acceleration, the thickness of the liquefied zone, the grain size distribution of the liquefied deposit, and the ratio of the free face height to the distance between the structure and the toe of the free face. The results of our analysis indicate that lateral spreads may develop in the loose to medium dense sand below the site during an earthquake with a Richter magnitude of 7.5 or greater. We estimate that free -field lateral displacements at the proposed building may be on the order of 1 to 2 feet. Conclusions The above estimates of liquefaction settlement and lateral spreading could result in structural damage to the building. Several mitigation techniques are available to reduce the potential for structural damage. These measures should be given consideration in the design of the building. However, it should be noted that these measures will not mitigate all of the potential liquefaction and lateral spreading damages and do not preclude damage to the building resulting from other earthquake characteristics, such as severe ground shaking. Several measures are available to reduce differential settlements below footings and floor slabs caused by liquefaction at depth and to reduce damage to the building resulting from liquefaction and lateral spreading. One alternative is support the footings and floor slab on several feet of clean crushed rock placed over a strong geotextile. The crushed rock pad and G e o Engineer s File No. 5710 - 001 -37 -1130 Teutsch Partners June 6, 1997 Page 3 geotextile provides a more rigid base for the foundations and thus reduces the effects of differential settlement. It also allows pore water pressures from the lower soil units to dissipate thus reducing the potential for loss of strength of the near- surface soils. A second alternative is to structurally connect the individual column footings and the continuous footings using grade beams. This will also further increase the rigidity of the foundation system for the building. Placement of a crushed rock pad and /or grade beams as recommended should reduce the effects of liquefaction settlement on the building and provide increased rigidity to foundation system to reduce the damage associated with lateral spreading. However, differential ground settlement and lateral displacements will likely still occur during a design level earthquake an some damage to the floor slabs and /or structure could occur. A third alternative is to support the building foundations and floor slabs on deep foundations. This will significantly reduce the amount of differential settlement and lateral spreading because the support elements would have fixity in the soils below the level of liquefaction and lateral spreading. Observations of structural performance made by a representative of GeoEngineers, following the 1995 earthquake in Kobe, Japan, suggest that lateral displacements of pile- supported structures were on the order of 50 percent or less than adjacent free -field lateral displacements. G e oE n g i n e e r s • O ■ File No. 5710- 001 -37 -1130 • ' This letter is being sent directly to the City of Tukwila, Robert Fossatti Associates, and Shutler Consulting Engineering for their information and incorporation into the contract • • , , documents as appropriate. If any party has questions, please contact us. ;:-"X.P1F;ES 23110 NA; SDS:MSR:cms Document ID: P:\5710001 .L • cc:. Mr. Duane Griffin City of Tukwila 6300 Southcenter Blvd, Suite • 100 Tukwila, WA 98118 % /Robert Fossatti Associates 2030 First Ave., Suite 203 Seattle, WA 98121 Mr. Joe Shutler Shutler Consulting Engineering 12503 Bel-Red Rd., Suite 100 Bellevue, WA 98005 GeoEngineers Yours very truly, GeoEngineers, Inc. Shaun D. Stauffer, P.E. Project Engineer Mary S. Rutherford, P.E. Associate File No. 5710-001.37-1130 R 0 B E R T F()SSAT'I'I A S S O C I A T E S CONSIJI TINO ENGINEERS June 2, 1997 Mr. Duane Griffin City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Regarding: 97 -T -10 (Gateway Building 10) DQi -o i5 Dear Mr. Griffin: A PROFESSIONAL SERVICES CORPORATION 2030 FIRST AVENUE Sufff. 203 SEATTLE, WASHINGTON 911121 TRla'IIONE: (200) 256 -1003 FAX: (200) 25(3.0197 RFA #97102 -10 We have reviewed information for the proposed project with the structural provisions of the 1994 Edition of the Uniform Building Code as adopted and amended by the City of Tukwila. There is some incompleteness to the drawings including missing details. While we have conducted a major part of our review, we will need to review the completed documents. In addition to completing the drawings, the following comments should be addressed by the permit applicant: 1. The geotechnical engineer indicates that there is a moderate to high potential for liquefaction and lateral spreading at the site. UBC Section 1804.5 indicates that the geotechnical engineer should discuss the mitigating measures for this soil condition and they should be given consideration in the design of the building. The geotechnical engineer should provide this information and the Engineer of Record should incorporate, as felt necessary, such mitigating elements into the design. 2. It does not appear that the effects of drifting snow has been considered in the design of roof framing members. This issue should be addressed by the Engineer of Record. Refer to UBC Section 1605.4 and Appendix Chapter 16, Division I, for guidelines. 3. Page FLR -27 of the calculations shows the design of the floor girder seat connection at the column. The total load evaluated is 51.7 This does not appear to be the critical condition. For example, refer to Grid G' /13' and Section C /S -6.0. Additionally, the calculations call for a 7/8" plate and a 3/8" plate is called out in the detail. 4, The Foundation Plan, Sheet S -2.0, and foundation details are not complete, therefore, we will review this information once submitted. For example, continuous wall footings do not appear to be called out in plan at all locations; there is no detail provided for Section F /S -1.0, cut at the north wall; concrete panel connections at the foundation do not appear to be detailed; etc. 5, It is clear that the precast panel elevations are not complete. Complete calculations should be submitted for our review and all detailing should be noted on the drawings. We have only provided a cursory review of the precast panel design. June 2, 1997 Gateway Building 10 Page Two 6. It does not appear that chord reinforcing has been called out on the precast panel elevations. Connections will also need to be noted. For chord reinforcing design, begin on page L -6 of the calculations. Sincerely, A plan irregularity, Type 2 (or B) - Reentrant Corners, exists; refer to UBC Table 16 -M. The following requirements should, therefore, be considered: a) UBC Section 1631.2.9, Item 6, requires that connections of diaphragms to the vertical elements and to collectors and connections of collectors to the vertical elements should be designed without considering the one -third increase usually permitted in allowable stresses for elements resisting earthquake forces. For example, refer to page L -8 of the calculations that applies the one -third increase to the anchor bolt connection of the drag strut to the concrete shear wall. All elements of the design should be reconsidered, as applicable. Diaphragm chords and drag members should be designed considering independent movement of the projecting wings of the structure as outlined in UBC Section 1631.2.9, Item 7. Supporting calculations should be submitted for our review. A detail of the connection on the Second Floor Framing Plan, Sheet S -6.0, at Grid D8 should be provided. Supporting calculations should be provided that evaluate the drag strut connections at the second floor. The above listed review comments should be responded to in itemized letter form. We, therefore, recommend that the permit applicant have the Structural Engineer of Record, Shutler Consulting Engineers, Inc., respond and resubmit two copies of revised drawings and one copy of supplemental structural calculations directly to our office, as required. We have forwarded a copy of this letter to David Kehle Architects for your convenience. If you have any questions or require any additional clarification, please call me directly at (425) 255 -3099. ROBERT FOSSATTI ASSOCIATES, INC., P.S. Crystal Kolke CLK:1 a:\RFA197t10^1.doo cc: Mr. David Kehle David Kehle Architects City of Tukwila Fire Department Fire Department Review Control #D97 -0152 May 22 1997 Re: Gateway Building #10 - 13075 Gateway Drive Dear Sir: The attached set of building plans have been reviewed by The Fire Prevention Bureau and are acceptable with the following concerns: 1. The total number of fire extinguishers required for your establishment is calculated at one extinguisher for each 3000 sq. ft. of area. The extinguisher(s) should be of the "All Purpose" (2A, 10B:C) dry chemical type. Travel distance to any fire extinguisher must be 75' or less. (NFPA 10, 3 -1.1) Extinguishers shall be located so as to be in plain view (if at all possible), or if not in plain view, they.shall be identified with a sign stating, "Fire Extinguisher ", with an arrow pointing to the unit. (NFPA 10, 1 -6.3) (UFC Standard 10 -1) 2. Exit hardware and marking shall meet the requirements of the Uniform Fire Code. (UFC 1207.1 - 1212.8) Exit doors shall be openable from the inside without the use of a key or any special knowledge or effort. Exit doors shall not be locked, chained, bolted, barred, latched or otherwise rendered unusable. All locking devices shall be of an approved type. (UFC 1207.3) Exits shall be illuminated any time the building is occupied with light having an intensity of not less than 1 foot candle at floor level. Fixtures required for exit illumination shall be supplied from separate sources of power for Group I, Divisions 1.1 and 1.2 occupancies and for all other occupancies where the John W. Rants, Mayor Thomas P. Keefe, Fire Chief Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 575.4404 • Fax (206) 57$4439 : City of Tukwila John W. Rants, Mayor Fire Department Thomas P. Keefe, Fie Chief Page number 2 exiting system serves an occupant load of 100 or more. (UBC 1012.1, 1012.2) 3. An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #1742) All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of the W.S.R.B., Factory Mutual, Industrial Risk Insurers, Kemper or any other representative designated and /or recognized by The City of Tukwila, prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance #1742) All valves controlling the water supply for automatic sprinkler systems and waterflow switches on all sprinkler systems shall be electrically supervised. (City Ordinance #1742) All exterior components of sprinkler systems should be painted RED. This includes: Post indicator valves (Ply), outside stem and yoke (OSY), wall indicator vales (WIV) and Fire Department connection (FDC). (City Ordinance 01742) The automatic sprinkler system for new spec warehouses shall have a minimum design density of .39/5600. (City Ordinance #1742) Local U.L. central station supervision is required. (City Ordinance #1742) Fire hydrants are required as detailed in City Ordinance #1692. (No portion of the building may be more than 300 feet from a hydrant as measured by the path jleadquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 5754404 • Fax (206) 57$4439 Page number 3 City of Tukwila Fire Department of vehicular travel.) 4. All electrical work and equipment shall conform strictly to the standards of The National Electrical Code. (NFPA 70) Doors into electrical control panel rooms shall be marked with a plainly visible and legible sign stating "ELECTRICAL ROOM" or similar approved wording. (UFC 8509.3) Each circuit breaker shall be legibly marked to indicate it's purpose. (NEC 110 -22) 5. Your street address must be conspicuously posted on the building and shall be plainly visible and legible from the street. Numbers shall contrast with their background. (UFC 901.4.4) Every building shall be accessible to Fire Department apparatus by way of access roadways with all- weather driving surface of not less than 20' wide and 13'6" vertical clearance. Access roads in excess of 150' shall be provided with an approved turn - around area. Access shall be within 150' of all portions of the buildings. (UFC 902.2.2.1, UFC 902.2.1) 6. "NO SMOKING" areas shall be designated in warehouses, stores, industrial plants, institutions, schools, places of assembly or where combustible materials are stored or handled, when conditions are such as to make smoking a hazard. Please post the following area(s) with no smoking signs with lettering, size, and location to be clearly visible from adjacent areas. (UFC 1109.4.1) This review limited to speculative tenant space only - special fire permits may be necessary depending on detailed description of intended use. John W. Rants, Mayor Thomas P. Keefe, Fire Chief Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 575 -4404 • Fax (206) 575-4439 John W. Rants, Mayor Thomas P. Keefe, Floe Chief Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone. (205754404 • Fax (206) .5754439 • City of. Tukwila John W Rants, Mayor Department of Community Development Steve Lancaster, Director • May 8, 1997 Crystal Kolke Robert Fossatti Associates Consulting Engineers 2212 Camas Circle S.E. Renton, WA 98055 Regarding: 97-T-10: Gateway Building 10 (D97-0152) Dear Crystal Kolke: Please do structural review per U.B.C., 1994 Edition. Sincerely, Shellie L. Bates Permit Technician * • • 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 431-3670 • Fax (206) 4313665 Department of Community Development May 8, 1997 Mr. John Walker 2001 Western Avenue, Suite #330 Seattle, Washington 98121 Dear Mr. Walker: SUBJECT: LETTER OF COMPLETE APPLICATION Development Permit Application Number D97 -0152 Gateway Building #10 13075 Gateway Dr Kelcie J. Peterson Permit Coordinator File: D97 -0152 P97 -0009 • Steve Lancaster, Director This letter is to inform you that your permit application received at the City of Tukwila Permit Center on May 5, 1997, was reviewed at the May 8, 1997, plan review meeting. Your application was determined to be complete. Your permit has begun the plan review process, you will be notified of any required corrections or when your plan is approved. If you have any concerns or questions please contact me at the City of Tukwila Permit Center at (206) 431 -3672. Sincerely, L ieb6eA5M 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 4313670 • Fax (206) 4313665 r •s•.' • ;•• C) 0 CO : 0 • .. . • DEPARTMENT OF LABOR AND INDUSTRIES THIS CERTIFIES THAT THE PERSON NAMED HEREON IS REGISTERED AS PROVIDED BY LAW AS A ••• ••••• •••3.",••4; ).•••ii? ;' ir.1 • r:•: " • •••: •••• . • • *.; •%1 !r; rrn ' si Y .1 2 gP.Acctit., *3 1 . 4 144'0. 14:0#404,00 MOW* altipak* •.• •.• • • • • F4.;-:.•*0 A ':••c•GHeOfIAT. • • • • ••:• 6 LYNNWoOtf 413 3 " 4112aLs. • -• • • • • '.• •• * , . • • • . • : ' ...• • : ..••• L... DETACH TO DISPLAY CERTIF1CATE--f STATE OF WASHINGTON Post-1t Fax Note ' '••• ,..* * • ,'• 7671 ••••••• ' : ' • : . -;•.• . '• , • " • ' • • ... :::!...•, REOISTRATIO4NUMQER' If :!.'1 ti ', .:; E PIRAVON 01E . .. .. i1 ' 3. h '4 �+ !l� {, I, l �'• , rE c O�. 'f '�I.' »∎t 9. BY DEPARTMENT OF LABOR AND INDUSTRIES REGIsT D: As, ORpoogbl, if; i;gw •'As i 5'� •.l�'t f'r u�f� 'y �'� • 4; O y o llll • • • U m 0_ A(= 41; 1k4 14 6 Z WE b "k • • 06 ogP 1 ,4 ts 0 H 9 6- § 8 - A PROPO BUI •ING 10 GATEWAY CORPORATE CENTER SHEPARD AMBULANCE GATEWAY DRIVE TIIIMLA WASHING ON A, 9 architect' oil ri: FAX N E 2 2 C 4 3 0 I 3 2 6 -- 8 8 re 9 2878 INTERURBAN AVE. S SEATTLE, WASHINGTON 9 8 1 8 8 SYM 41111111111111111111, DATE 04/10/91 05/05/91, Si 014551 MADAYI .0)161/51 POW ' f r DESCRIPTION I3AR AF?Roy_gp_ OUBMIT FOR PERMIT REMED.PERIATT C,SAINELIKA FEYIKED PER StRICURAL ADDEO EtECIRICALIXAT- MODIFIED Ottr: REMED_ Et...ALIGHT LOCATICH LATE PROJECT DRAWN BY CARL DATE CHECKED SE ;) 0104-10 ) ,r STA1 . MM U M 0 PROPOS D_TM UILDI G # GATEWAY CORPORATE CENTER SHEPARD AMBULANCE U 1L WA F I • pg PHONE (206) 433 -8997 FAX (206) 248 -8369 12878 INTERURBAN A . architect 8 E 6 DATE �� MINNINIIMINIIMINNINIMINIEW $GYM DATE DESCRIPTION PROJECT lj� . 999 f v1 D MR CM' CORPECTION 8104.10 -- - - -- =._ DRAWN BY GAM- CHECKED BY DAVID DATE 06n1M1 fONSTCTON JT. (C.J.) SIZE MARVII F6. F7.0 FOOTING SCHEDULE REINFORCEMENT - E , 6 - TYPICAL REIN: ., 17:PCEMENT PLACEMENT 1 ' ER A SLAB PLAN JOINT ja.J.) • N .31'N T STRIP • _ ' .1) 12' -140 2 13 E-1.0 r 5 j FI3 0 F13,0 13 t F13 C2=3 i - - ;'13 -2. F8.0 :r L I Y'12.5 - - 1 5 I _ ' - I . I L _ _ _Jvi • _b 2 5 tir L _J L_ - r -1 F9.. L _ r - _ _ Fi 1 5 ; ) _ j 5 L , i T - 1 I ; I I _ F' 1 5 A5 -1?- - y 1 1 F9 5 11[ * ,,,,31A:L11 • 4 ; 1 F9 5 12 5 F6 I -J Fi 2 5 5 CONCRETE SLAB REINFORCED 1 175 r 1 0 n • 4 r 4- 4_ _J 2 b Pt , 10 • . ic I SUB-GRADE PREPARED & COMPACTED A R 1 5 F wii2r12-W2 9/W2 9 W W M ON 2 SAND OVER VAPOR BARRIER ON IN ACCORDANCE re/SOILS REPORT 'V' 1 , iL3-10 9-- - \ - - AS P2 5 Lt4 E-1.0 Ak A 111.4 ‘16 \ F7, 5 F12.5 \ \ \ , 2 X \ \ s- \ \t,„ \ F11.0 , F12.5 __---- Ca \ co 1 4 \ • 171 I i F13.0 I F13.0, ` \ - \ \ B-18 0- IM. IL ‘ 1.0 1 0 F13.0 F13.0 F13.0 Sit N-5 , A"P.Cei A-1.0 .. FOUNDATION PLAN SCALE: 1/16" = NOTES: 1) TOP OF FINISHED FLOOR SLAB AT ELEVATION 15.50' IS REFERENCE DATUM 1 • 2) ELEVATIONS SHOWN THUS: ( INDICATE TOP OF FOOTING ELEVATIONS BELOW REFERENCE DATUM. 3) BOTTOM OF ALL EXTERIOR FOOTINGS SHALL BE 1-6 MINIMUM BELOW LOWEST ADJACENT GRADE, 140 2t - 2 , 0143" 25' -0" 25' - 9 ' 7' , ; 44 2 - I ; E .0 \ r COL A / FIG. BEYOND I , , ! ; 1 1 i i , I , I I , I I I I 1 1 , 5 \ 1 \ \ AA 88 " F12.0 -1 F13.0 - . 4 - - - r , , 4 >+ 7o+ F75 'TM \F7.5 F F73 \ LF I 8 \(-21-0 3/4" J._ \ 1 0 17 17 17 18 ,e) COL FACE OFTt PANEL BEYOND tl F13.0 , 1 A-1 I VF13.0 CAy 1 4 7 1E 1 1.A 9 sD8 6T.> B WING DIVISION cav TDKWILA JAN 1 0 998 PERMIT CENTER CD, z c.T4 P. zz r c C) (4 <4 cl H Cl) CH 2.0 3 0 r 2 0 Ca) C H-e e N-6 0' ALTERNATE BEAM SCHEDULE 36 SIZE j t,572 GRADE 50 SIZE ' j . =36 ks,; =50 ksi) I (L=1 SCALE: 1/16" = 1-0" LialEr 5. - 0 TOP OF SECOND FLOOR SLAB IS 18'-0" ABOVE REFERENCE DATUM 2) TOP OF STEEL JOISTS AND STEEL BEAMS PARALLEL TO STEEL JOISTS ARE 17'-8 V2" ABOVE REFERENCE DATUM. 3) TOP OF STEEL BEAMS AND GIRDERS SUPPORTING STEEL JOIST ARE 17 ½ " ABOVE REFERENCE DATUM. 4) ALL DECK SHALL BE CONTINUOUS OVER 3 SPANS MINIMUM. 5) ATTACH DECK w/4- 4's”4 PUDDLE WELDS PER SHEET. FASTEN SIDE LAPS w/ "0 BUTTON FLINCH OR #10 TEA SCREWS 6) DECK TO BEAR 2" MINIMUM ALL SUPPORTING MEMBERS 01 LOW SI N-6 0 LOW SECOND FLOOR FRAMING PLAN T)) ® (P 9 , 4 " 27C-10 Ye ) \ A-6.0 H-6.0' LOW TIM 88 45 " )C VU ' 5 0 5 6 16' 6 T ! 1 • M2168 CIA= i x68 J-60 W21x83 C-6.1 .1 CA= 1, ") — BRri BY JOIST MA UFA TURE AS REQUIRED BY SPECIFICA'DONS _ ALL BAYS 04.0 R-6 0 , W2,568 W2168 ICA= 2x22 5x CA- T1 ) W2 lx5 /-6 F (CA= A-6.0 -6.0 LOW LOW SIB x6 2.93 (CA= 1/4 H-6 1 — \_ - 4-- ...- FACE OF PANEL - BEYOND 6-6 0 LOW -0" CITY Of TUKWILA APPROVED JAN 1 4 1998 BUIL ING DIVISION cn,M E MPLA JAN I k 1998 PERMIT CENTER " RE:.: AR_ E ARE FEE` tE- LR.Z. S FED - z RE i.,'REMENTS. =R ^\ 1 25. =EE E 5 FEE' NONE ti RE. N�;'' TREE'S ON S;TE , GREATER 4N _TER AN= THE L TS OP CO \S RuC .TN 5E THE - =ROPERT' LINES R OF TOP UN w. EE R NE ✓14 °,:,R' PET,= N -HALL NC' 5E :' . 4;N OF THE LC NG =ER , METER O`, uR5 TEI^PCR< <` EROS 4 ONTRO_ REFER `C` 54RGH4ucE1, DR4 N4 A\ 5UILC iNG S T ATiSTC:. COCE ZONING 5u _ NG AREA ='RST FLOOR SHEPARD OFFICE SHEPARC GARAGE OFFICE RENTAL WAREHOUSE. TOTAL E SECOND FLOOR S+- IEFARE` OFFICE FU RE OFFICE 'ARKING RECU1REG PARKING SHCU,N MPERV OUS AREA L4,N.`„CAPE AREA CONS RuC .ION 1- Ci:.'vER DEFERED P MECHANICAL ELECTRICAL SPRINKLE' , , - _:RCU"_ FL .EC 34 i &e S= - ,-CRE3 4 E RCA.'; - ,a380 SF ...E ACRES C ROAD TE : SCH PARTNERS NERS 200' WESTERN A ✓E SUTE 330 SEATTLE, L 38!: 000 E .�CUP.AN0 3.400 43 . 0uPANC 4 000 F E PA \CY 8000 3 CC .,F 4N0 0.00'0 4- A RE4S - 000 4NCY c STALL_.. 000 S.. = 5 STALLS 42 588 . SPR C'YIL ENGINN €ER: 5ARG1- IAUSEN 0CNSULT'N4 ENG- VEE?�S 18215 12rnd AVE. Sc. KENT, WA 38031 EGAL DESCRIPTION LOT 35 OF OTT'?' OF TUK.iiiLA S+ -TORT ?SLAT NO. el- -43 RECCRE: NC NO. 3112'.°2032 EXISTING BUILDING 9 WALL (TILE -UP) RENTAL SPACES 18000 SP. FOOTT 6000 S.F. 2nd FLOM MAX HEIGHT 36' 18,000 F . FOOTPRINT 18,000 F. 2nd FLOOR NEW FIRE J HYDRANT GATEWAY DRIVE NOTE: ExTEM2 SInEUi4LK TO MATCH EXISTING N79'113 36'E 12.81' ?CIE 'C' VOCALS A CQ'IPACT STALL SITE PLAN Scale: 1 "=30' -0" 7 7 7 bq1 -o15� N4O'36'ODE EXISTNG BECU REMOVE EXISTING FENCE 46E doges / -oru / / i ' 5 TOP CC BANK I / —MEAN ■ SEE SHEET SD -21 1 1 FOR ENLARGEMENT 1 OF PLAZA ■ COPY f 1 i That If, . - < ppr ...are p J c Or ,,ndc I :ons, nd pro: at of d,es no, "' - Y.;,i, f G of any c en co _ or crCi „ce. Reccapt of eon- - t r. ^ ofapproveaplar,.sacknor^aiedaed. y.. d X 171 L11'�. j'i 141;; Date k Permit No -LJ-L \� I5@ IGH WATER MARK (90100 CF5) NY3:03'OVW 2186' 86492'38'L\ 12.12 >, EXISTING TORM V SEWER ALL - -� % N64•40'3PW % ors' 2' % \ \`‘. \ \ \\ \ COLUMN RIVER 1) 91 . 0 l 620. PERMIT CENTER P9`l - 00 0 1 SEPARATE PERMIT REQUIRED FOR i MECHANICAL LI ELECTRICAL M LUMBING GAS PIPING CITY OF TUKWILA BUILDING DIVISION R CENED CITYCF TUB "VILA d ' /® CURB SECTION T SCALE I I /2 "= I' -0" PlI - 34-. IC PLAZA Sz alts: 1"alm' -0" RESERVED PARKING "V' N" STATE PARKING PERMIT REQUIRED 44" AF =_ e PAINTED METAL SIGN (SLUE BACKGROUND WITH UJHITE LETTERING) - "VAN" ON VAN STALL ONLY PAINTED STEEL POST - LOCATE AT CENTER CF STALL. H ANDICAP STALL SIGN NO SCALE St LIGHT CONCRE — PATTERNEI: GOI =n � DUMPSTER SCREEN SCALE 1/4' = 1' -0' CONCRETE SIDEWALK W/ THICKENED EWES ® SIDEWALK SECTION SCALE 3/4 "= I' -0" BENCHES (RED " ► L/ CONCRETE BAS -) H.G. TASLE @� TASLE 4 BENC EDGE OF TRAIL PLAN 2" A0FHALT OVERLAY. OVER EXISTING ASniALT, LUSH W/ NEW SIDEWALK SURFACE TO INSURE POSTIVE DRAINAGE v ® S IDEWALK SCALE 3/4 "= I' -0" EXISTING CONCRETE SIDEWALK �SIDE/UALK NEW ASPHALT OVERLAY (SEE SHEET A - 3 FOR ELEVATIONS) 0/ T Y OF TUIGMLA JUN 2 L, 12,EJ7 PERMIT CENTER I CD SI co co t 01 88 CA W 6 0. 1 SD -2 /Th EXISTING i mmimummilignmunimo mummosorminnummansum 111111111111111111111111111111111111111 hm GATEWAY DRIVE P.L 12.81' ID1 ID MI 1 P.L P.L PG11-015/ -s- 2- 400 WATT HPS FIXTURE. KIM EKG 501 *A 1 WATT HPS FIXTURE. KIM EKG 501 EXISTING BECU BUILDING 1CO3 NORTH 60 SITE PLAN --, SCALE 1" = 30' 11.11IMMP 10, 20 30 40 50 60 40' RIVER PROTECTION/RECREATIONAL TRAIL EASEMENT TOP OF BANK MEAN HIGH WATER MARK (H.W.M.M.) (9000 CFS) EXISTING STORM SEWER OUTFALL \ \\\\\ \%\\\ \\\\\ i N% • , . c4OTZZILA Pj',■1 2 4 ir PERMIT CZN1 SD - 3 O LANDSCAPE PLAN SCE LAhN C LANDSCAPE SCHEDULE GROUND COVER 3 AH "! PO RENTAL SPACES 3'4NIDE GRAVE. 5TRIP RECYCLE, DUMPSTER AND 3' NUDE GRAVEL 5 2 PO 2 PO 2 PO 3' POE GRAVEL STRIP SHRUBS AYBR Cyr i WN RGGKR SE CS OORNUE ETCLONIFERA REDTWi 'OGWCC. .. X :GREEN J" :E _AFANES_ Cs 5M5:'-"J5 E RR000.. OSMAREA °R 5 L. O LL N ;-T AUREL FR.NDS A FOR'liGAL LAUREL Ar AZAL "w NC ;;RM50N AZALEA R= RF000CEN RCN F. *s' RHCODENDRON 35 ,4 MEROGA 5 Er_A �T ORG AR.TOSTA°HLOS UVA -URSI KANNI<NNICK HEDERA 5EL X 'HAHNE. ENSL'SH 3. A E -R PLA ANC DES O. UMNARE \ORIrA mA°__ A R RERLM ARMSTRONG / REO APLE 5E—,LA NIGRA RI /_R 5 Rc# I FRAM NJS Am_N;LANA JMN PJRFLE W4'TE Aryl P REL7EFIRE WERING. FEAR ° 534 AJST'R AN P r _ _ A A EXCELSOR A E S TE R U R E L E A R Pc _ CAL CAL. v MN rJ' PL c �3 PO 3 RP t SYMBOL I BOTANICAL "TAME / COMMON NAME SIZE NOTES TREES AGER PLATANODES EMERALC GLEE, ; NORIAY MAPLE L_ 2 CAL. 585 IC' HT MIN. BEE 1 H'. MIN. 5$5 10 H MIN. 545, MULTI-STEM DEE IC HT. MIN. 586 IO HT. MIN sae., FULL 6 5r"� Y BBB FULL 8 BUSH Y For IS O.C. SEE SPEC. ,.— REMOVE EXISTING FENCE cH " 5PR FULL FOLIAGE, 45" O . G . 4 30" ^ FULL FOLIAGE, 48 O.G. 5 °R FULL F OL'IA-E `8' O.G. 24" 5PR I'LL FOLIAGE. 45" O.G ¢ SCR FULL FOLIAGE, 36' CC . So., AT FULL FOLIAGE, 48 C.C. 5PR FULL FO.iAGE, 36" O.G Z4' -30" H` FULL FOLIAGE, 36" C.C. SAL. FULL FOLIAGE, 18" O.G. i 4 PO. 45" 0 G 5 FL - 0 00 5 P- LANDSCAPE NOTES: ALL EXISTING VEGETATION IN AREAS TO RECEIVE NEW LANDSCAPE, TO BE CLEARED AND GRUBBED FROM THE SITE PRIOR TO COMMENCEMENT OF LANDSCAPE WORK. SUBGRADES FOR BED AND LAWN AREAS INDICATED ON THE LANDSCAPE PLANS TO BE SET AT b' MRCS FINISH ELEVATION. 2. GROUND COVER TO EXTEND UNDER ALL TREE AND SHRUB CANOPIES AT THE SPECIFIED SPACING TO PROVIDE COMPLETE COVERAGE IN ALL PLANTING BEDS DESIGNATED TO RECEIVE GROW COVER. 3. LANDSCAPE DRAWINGS ARE BASED ON THE SITE PLAN PREPARED BY BARGHAUSEN CONSULTING ENGINEERS INC. IMMEDIATELY NOTIFY LANDSCAPE ARCHITECT OF ANY FIELD CHANGES TO THE SITE PLANS WHICH MAY REQUIRE ADJUSTMENT OF DESIGN. 4. REFER TO CIVIL ENGINEERING DRAWINGS FOR GRADING AND DRAINAGE INFORMATION. IMMEDIATELY NOTIFY LANDSCAPE ARCHITECT OF ANY ADVERSE DRAINAGE CONDITIONS WHICH MAY AFFECT THE HEALTH OF PLANT MATERIAL. p9i-oisa PLANT TREES HIGH ENOUGH TO .ALLOW. POSITIVE DRAINAGE AWAY FROM ROOTBALL NT5 TOP OF BANK ST ON GRADE TREE PLANTING DJWAMISH RIVER MEAN HIGH WATER MARK > (H.W.M.M) (P000 CFS) 14 05 \ - EXISTING STORM SEWER OUT'FALL I -- -- PIT TO BE 2X THE ROOTBALL DIA. SECURE TRUNK WITH DOUBLE STRAND OF i4 GAUGE GAL /. WIRE WRAPPED IN CLEAR VINYL. TWIST TIGHT 2" DIA. "BVC LODGEPOLE PINE TREE STAKES WITH b" CONICAL POINT TREE WRAP (IF SPECIFIED) '36" DIA. TREE WELLS IN LAWN AREAS. FILL WITH 2" OF SPECIFIED MULCH REMOVE TOP I/3 OF BURLAP. LOOSEN WIRE BASKETS BACKFILL PIT WITH 50% TOPSOIL AND 50% NATIVE SOIL. A?D SPECIFIED FERTILIZER TO MIX Iwi1o111a1111111111�i.1:1111ii 11MIEM 1 1112111112291121M7 :m' ®Imm.:_i_. 1111111M1 111111111111111111M11111111111111111111 i �v m RA-- ' �� �� ` ,� .i tag* gear • pstHIKINNIC- DG�Y L I ICY (Th GROUND COYER SPACING NT5 2 X ROOTBALL DIA. SHRUB PLANTING NTS PU.I IG I RIVER PROTECTION/ RECREATIONAL TRAIL EASEMENT S - 7 - A �� ,... NOTE 11116 �i =mii — III NNI EIIan= NNN0-IINIMI a-lpu A. MI �NI =1111H= 1�NIIIIMNNI =NINE — — IAN =INN w SPACING TO BE TRIANG. PER DISTANCE SHOWN ON PLANT SCHEDULE 6 - AVEL SET CROWN AT NURSERY HEIGHT BARK MULCH PER SPECS BACKFILL TO CONSIST OF TOPSOIL PER SPECS. ADD FERTILIZER PER SPECS SCARIFY ROOTBALL ON CONTAINER MATERIAL. REMOVE TOP I%3 OF BURLAP ON BIB MATERIAL CITY OPTI;FIWI A PERMIT CENTER Brumbaugh & Associates Landscape Architecture 335 Park PIac, Suite 117 Kirkland WA 98033 Pk 206.822589 5 /Fax 206.8221105 URL• www.brumbaugbassocavn E Et; z o � F4 0 ria O W � <4 124 w 0E- 1:4 t 0.1 11'3 ✓) c � E-+ N.,-"LL.PTINATED EE CENTER N A5C1F- ENTR` ^,TC.I- CENTER RE yEAL - fr! :.i1C.I.N,4aE 4 5L;L;,,DING ENTRiE9 ,:feEfAIA ;REESTA ' ft.l.e. 4 tiON,L.LFINATM M•ITHEED E T N'R T uCN r E% C STAN 504 AREA LETTERS C E EE RCA"' CC .€ FACE -o' CN SCALE 346' -V LEGEND NCT NT- C,Ot=FEE 7NT :C GREN/E 1: SINC: W1F5TER !WALE- 3f1b • r.-0 _117.-AY „ a, C.IA C'€ BOLTS ER siA !CA ELEVATION SCALE: 3/W • 17 01 as 1 I I I 1 I I I I I 1 I if W M I 1 I I I norimmil MIN 1 um.. wi N ss I I I I III II II II 11 II umwermo MB namacwor ast ma 1/21 as sin um iF 020ER eomgo u 0 111 11111111111111111- „ - II II w i n .- - II ii II IIIIRILIIIIMIn11111101 ii7:111111111 anal. EN u w ;7u ausirausam - r • 141, ■ElEaPPA ay r a t i l e a l so am mamma .11 aa • mei its ' E N O N N i k E Ns k a x a m i m a t a a a E U U I I a Kam is au ommisi PAIRED CONCRETE TLT-UP PANELS ALAPERII II VI TRIED GLASS o r-REYEALS P I I I II I I I 1.3 11, /Of I I I MV I M 16, I I 111 I 1111 I 11 .11 la i. - 11. N 11 a Lt) 0 ) 16., SCSEEN WU— Min Mill 01111 IIII IMAINEIN II I al 11111111111MI EAST ELEVATION eC4LE I/ FREvEALs---- NORTH ELEVATION SCALE 1/16 r-�e PAPPEC CCNCRETE lLT-UP PAAELS r --- ALLPS1/1 OFCCILS tV TWEE) aAss-- OWE FACIP6 PANTED COVREIE ILTAP rolls RAPALti MIDOES Of MED GLASS WEST ELEVATION SOUTH ELEVATION 36.0. I Th BEL I BE safes, 13' PARAPET WALLS 340' 360' a, + RECEIVED CITY OF TUKWILA JUl 2 E 12.97 PERMIT CENTER .1 TOF OF ROOFING NC. TILT -UP -- LL TOP w oc 0, C -- / ROOF DRAIN Y I ..R -. IN SECTION RD ,N Lc' ✓. ',ROOFDRAIN DOWNSPOUT & SCUPPER ( 4 1 r -TOP TOP I 36''-0" 36 " - -TOP TOP 34' -0" 34' -0" T OP F'J FJ P J P,, P 34 0 1 40' -0" FACE OF TILT uP TO INTERSECTION OF'+ LS Q 34 0 "' 140' RUN ROOFING INTO 4" x 6" OVERFLOIJ SCUPPER - -- CAST IRON I ROOF DRAIN OVOME STRAINER AND RECEIVER —BUILT UP ROOFING OVER PLYWOOD I i Ia CANT STRIP 4 --RUN % x 6 STIFFENERS - BETUE'EN STRUCTURE 'I BONN SIDES OF ROOF DRAIN 2 x 6 BOTH SIDE TO RECESS DRA IN I --- ROOF OVERFLOW 6" DIA' AT SOUTH SIDE CNLT , 6) 241' -E 1/4" ,. SCALE: 11/2' = 1' - 0' OP I- T 36 ` TOP 34 - 0 TOP 34 -0' J 1 . 1 7 ): 46' -5 13/16" ? rt 46' -5 3/4' ROM INTERSECT( OF WALLS 883/8" 214' - 10,3/16" PAINTED SHEET METAL FLASHING SWIM FLASHING 45 REQUIRE TREATED 4x PLATS RUN ROOFING UP OVER TOP PLATE TOP OF PANEL LADDER SECTION TOP 4' -0" OP PJ GRID 88` - 4 3/8" TOP OF PLATE PJ TOP 36' -0" TOP 34'-0" TOP 34' -0" -TOP 36'-0" 1 �e CONCEALED FASTENERS SECTION 1 3440" \ 0 OP 36' -0" TOP 34' -0" 14� 2 -2x6 21/2 x 21Rx I/4 NIL. ANGLE STRINGER 3 , M Tn FF PILAN 0' 2 •. 40' G ' 20 GA, J -STRUT ATTACTHED TO FRAME JAMB US V2', LOW PROFILE SCREWS, 6' O.C. STAGGERED I° GYPEGI SHAFTWALL LINER ATTACHED TO J -5TR1T U1/ 15/8 ", TYPE 5 SCREWS I° X 12° LEER FILLER I!1" X 6" WALLBOARD SHIM Ill" OR 5/8" SHEETROCK FIRE CODE "C ", GYPSUM WALLBOARD SCALE I" = 30' ffi w ROOF HATCH & LADDER SCALE. 1 1/2' = 1' -0' NOTE: SEE DETAIL 14 FOR ANCHOR CMECTION S IF 1I £Wi:►Nitilit. I __.� 11 fit .'+IIIIIiI IN I - tl NSULATION 140' TTP. TOP, MID-SPAN, BOTTOM. 2x V4'x8'BENT BAR SEED TO STRINGER 4 52 ' NR1 BOLT TO 7-2x6 W/1/2 MB. 4 WASHER TOTAL 6 PLACES. 3/4P 5TL. RING a TI' OL. MAX SPACNG FIELD VEPoFT RISE SECTION Pq1-015:Z ELEVATOR NOTES 1 ANSI SECTIONS 101 AND 102. PIPES, DUCTS, CONDUITS, A44LD EQUIPMENT NOT USED FOR THE OPERATION OF NE ELEVATORS ARE F'RO4IBITED N MACHINE ROOM AND HOISTWAYS. 2 UBC 3016.3. MAINTAIN ALL REQUIRED WOWING CLEARANCES IN MACHINE ROOM. 3 ANSI RULE 1002c. WATERPROOF AS NECESSARY TO PREVENT ENTRY OF GROUND WATER SUMP PUMPS MAY BE INSTALLED FOR FLOOD CONTROL BUT NOT APPROVED TO MAINTAIN A DRY PIT. 4 UBC 3023, ANSI RULE 106.Id. PROVIDE PIT LADDER 5 ANSI RULE 1015b. Provide machine room ventilation. 6 SEC 3016.6. PROVIDE 14015T WAY VENTILATION. 1 ABC 3016.4. COMPLY WITH SEISMIC REQUIREMENTS. 8 ANSI RULE 101.4. PROVIDE 1' -0" CLEAR HEADROOM IN MACHINE ROOM. 9 UEC 3016.5. WSBC CHAPTER Ili ACCOMMODATE PEOPLE WITH DISABILITIES. 10 ANSI SECTION 300. PROVIDE PROPER TOP CAR RUNBT5, CLEARANCES AND REFUGE SPACE. II ANS! RULES 100.Ib 4 110.14. GROUT ALL MASONRY JAMBS AND HEADERS TO RETAIN FIRE RATING OF HOISTWAY. N OTHER THAN MASONRY, PROvIDE LABELED ENTRANCE ASSEMBLIES INSTALLED AS TESTED. 12 UBC 3020. GROUT BEHIND ALL HOIST WAY PENETRATIONS FOR PIPES, FIXTURES, ETC. 3 UBC 30164i. ELEVATOR HOIST WAYS SHALL NOT BE VENTED OR PRESSURIZED THROUGH ELEVATOR MACHINE ROOMS. 14 UBC 30222. VENTILATION AND PRESSURIZATION EQUIPMENT, DUCTS, ETC. CANNOT BE LOCATED IN ELEVATOR MACHINE ROOMS, HOISTWAYS, OR SPACES. 15 ANSI 100.Ic, 204/h. GLASS USED IN OR ON ELEVATOR HOIST WAYS AND' CARS MUST BE LAMINATED AND MEET NE REQUIREMENTS OF A;51 291.1. 16 UBC 10652. PROVIDE CALCULATIONS AND DRAWINGS TO CITY FOR APPROVAL OF NE STRESSES AND SHALL BE NOTED IN THE APPLICABLE RULES OF ANSI 105. 0 11 ANSI SECTION 109. PROVIDE CALCULATIONS TO CITY FOR Co APPROVAL OF THE ABILITY OF THE PIT FLOOR AND STRUCTURE — TO WITHSTAND THE ELEVATOR BUFFER ENGAGEMENT REACTIONS. IS ANSI 211.1(aX2). PROVIDE MEANS OF TWO -WAY CONVERSATION BETWEEN EACH ELEVATOR AND A READILY ACCESSIBLE POIrr (BUILDING ENTRANCE LOBBY) OUTSIDE THE HOISTWAY. 19 ANSI 211.1 lb). THIS STRUCTURE IS CONSIDERED AS UNATTENDED AND ONE OF TWO ADDITIONAL EMERGENCY SIGNALING DEVICES SHALL BE PROVIDED (PHONE TO ANSWERING SERVICE). 20 ANSI 211.1. PROVIDE AN EMERGENCY POWER SUPPLY FOR THE DEVICES REQUIRED BY 211.I(aX2) and 211.1(b) THE SUPPLY SHALL BE CAPABLE OF OPERATING THE AUDIBLE DEVICE FOR AT LEAST ONE HOUR AND THE MEANS OF A TWO -WAY CONVERSION FOR AT LEAST FOUR HOURS. 21 UBC 3016.10. INSTALL APPROVED KEY RETAINER BOX, KEYED TO THE STANDARD CITY. KEY -ACE ONE -INCH CYLINDER CAM LOCK KEY "39504. 22 UBC 3016.11. KEYS REQIURED FOR THE OPERATION OF ELEVATOR, FIRE EMERGENCY SERVICE, THE MACHINE ROOM AND THE MECHANICAL HOIST WAY ACCESS KEY SHALL BE TAGGED A ' AND KEPT N THE KEY SOX. 23 COMPLY WITH APPLICABLE CODES. I" GYPSUM SNAFTU.t4LL LINER ATTACHED TO J -5TRJT i" X R" LINER FILLER I/• X 6' WALLE0.4. SHIM —� 112' OR SIR' 5HEETROCK, FIRE CODE °C GYF'E1.11 WALLBOARD DUST COVER J R.h3ER 2nd FLOOR 1st FLOOR Hu = 1111N= 1111 1118= 11111 =1111 —IIUI (III 111= ik ril JAMB DETAIL ONE HOUR ASSEMBLY) ( ) JAMB DETAIL (ONE HOUR ASSEMBLY) SILL DETAIL (ONE HOUR ASSEMBLY) 1' TTCTrnnl SCALE 1 1/2' = --0' \ /SCALE. 1 1/2' = 1' -0' ./SCALES 1 1/2' = 1' -0' ROOFING OVER R -20 RIGID INSULATION. STEEL DECK, AND JOISTS CONC. OVER STEEL DECKING STEEL LADDER LW 1' DIA RUNG *or X 3/8' STEEL RAILS, CENTER CF RINGS V FROM WALL CONC. 5LA13 ON GRADE CONC. WALL ELEVATOR 5+AFT SCALE R= CEr:EO CRY OF TL C,T';A 2 1 PERMITCJ`QEP e 0 x tL • A- z W C w A 4 C PA'1.NTED SHEET METAL FLASHING RUN ROOFING UP 4 OVER TOP PLATE ORIVitilliMatAWIVIWE - ROOFING MEMBRANE EXTEND CLASS A OR B ROOFING OVER TREATED 4X CANT STRIP 4 BACK SIDE PANEL ROOF STRUCTURE' SEE STRUCTURAL fy R_I INSULATION --� uJ/F5. 25 FACING R -I! INSULATION UNDER FUTURE TENANT FINIS- TYPICAL SUSPENDED ACOUSTICAL CEILING :FUTURE TENANT FINISH` NSULATED WINDOW IN ALUM. FRAME FUTURE TENANT FINISH CONCRETE SLAB OVER —� MTL. DECKING e JOIST 1 INSUL W NDOW W:. Ai_UM FRAME -YP; CAL SUSPENDED ACOUSTICAL CEILING "FUTURE TENANT FINISH > - CCLJMN BEYOND u.).: DRY /IT OVER 'I" WONDER 50ARD GLUED/ ATTAC,IED - 0 TILT 'UP PANEL PANTED TO i0 AFF. — T,P,CAL CONC. SLAB W : 2' SAND, VAPOR BARRIER 4 C- RAVE- - --- R-10 RIGID . NSULATION MDOTH CONC TILT UP PANEL, PAINTED -4— —4 PILASTER BEYOND /, � U��LL ACTION A PAINTED SHEE7 METAL FLASHING t-- 5' DRYVIT FINISH OVER 3/4. INSUL. (PRE -MIX COLOR), OVER STEEL STUD FRAMNG PILASTER BEYOND PAINTED DRYVIT OVER WONDER BOARD SIDEWALK v im 4 F PERIMETER �✓ 4" DIA. pIA. FOOTING DRAM N DRAIN ROCK. CONNECT TO STORM TAL ROC TIE BAR AL CONCRETE ONCRETE CANOPY ' T 1' 4' 4' OR 36' T.O F'L. 20' -6 0 15' -6 "e Dq7-015 1 I ti+j ljllr►�� +jl►� tjlitjry+j►it�s +l+i�jli +hits' A l ooswohithwe 1 1/4" DRYVIT FINISH OVER 3/4" INSUL. (PRE -MIX COLOR), OVER STEEL STUD FRAMING 18 GA TRACK PAINTED CONCRETE PILASTER BEYOND PAINTED SHEET I'1ETAL FLASHING 1r3B1.ROOFING UP 3 OVER TOP PLAT ROOFING MEMBRANE EXTEND CLASS A OR B ROOFING OVER TREATED 4X CANT STRIP 4 BACK SIDE PANEL ROOF STRUCTURE SEE STRUCTURAL R -19 INSULATION -� W/F.S. 25 FACING= R -II INSULATION UNDER FUTURE TENANT FINISH TYPICAL SUSPENDED ACOUSTICAL CEILING (FUTURE TENANT FINISH) INSULATED WINDOW iN ALUM. FRAME — FUTURE TENANT FINISH CONCRETE LAS OVER MTL. DECKING 4 JOIST TYPICAL SUSPENDED ACOUSTICAL CEILING ("FUTURE TENANT FINISH INSUL. WINDOW W/ ALUM. FRAME TYPICAL WALL FURRING W/ 5/8" TYPE X GYP. BD., STEEL STUDS + 24" O.G. AND R -II INSULATION (FUTURE ic`NANT FINISH) TYPICAL CONC. SLAB W/ 2" SAND, vAPOR BARRIER 4 GRAVEL R -10 RIGID INSULATION EWE) WALL SECTIOiNi A -- SMOOTH CONC. TILT UP PANEL, PAINTED PILASTER BEYOND TYPICAL PERI 1E = - 4" DIA. FOOTING DRAIN IN DRAIN ROCK, CONNECT _J TO STORM L FOOTING 1' PAINTED SHEET METAL FLASHING 4' OR 36' T.O.PL. 20-64, IS -6 " $ 4 '&0' -0" FIN. FLR, SIDEWALK b' F= C1'i Y OFT[:. "::ltlA „) `, L t? 1 PET CENTER CI) 0 0 • z U AA E-0 W W E A-5 ANOP1 P PAINTED SHEET METAL FLASH RUN ROOFING UP t OVER TOP PLATE ROOFING r•VISRANE EXTEND CLASS A OR B ROOFING OVER TREATED 4X CANT STRIP I !SACK SIDE PANEL ROOF STRUCTURE SEE STRUCTURAL. R-1 INSULATION W/F.S. 25 FACING WALL INSULATION UNDER TENANT FINISH Typic.AL SUSPENDED ACO4ST1CAL CEILING (FUTURE TENANT FINISH) INSULATED twinow N ALUN. FR.APE RITUIRE TENANT FIN' CONC/FTE SLAB OVER MTL. DECKING 4 JOIST TYPICAL SUSPENDED ACOUSTICAL CEILING (FUTURE TENANT FINISH 2 5/6 INSUL. WINDOW W./ ALUM. FAME TYPICAL WALL FURRING 111 5./S" TYPE x ayr.15r), STEEL STUDS e 24" 0.C. AND R-II INSULATION (FUTURE TENANT FINISI-1. TYPICAL CONC. SLAB \ ILL 2" SAND, VAPOR BARRIER 4 GRAVEL R-I0 RIGID INSULATION 2I !e!'7, OOTH CONC. TILT UP PANEL, PAINTED PILASTER BEYOND DRYVIT FINISH OVER 314" 1NSUL. (PRE-MI)< COLOR), OVER STEEL STUD FRAMING PAINTEO CONCRETE PLASTER !BEYOND 0-0" FIN. FLR --LANDSCAPE BERM TYPICAL PERIMETER 4" DIA. FOOTING DRAIN IN DRAIN ROCK, CONNECT TO STOR FOOTING 10' OR 35' TOPL. 0 0 SIDEWALK tiwoommitivoilittwohwiy: - Is====fsisc,z PANTED SHEET METAL FLASHING RUN ROOFING UP t OVER TOP PLATE ROOFING MEMBRANE EXTEND CLASS A OR IS ROOFING OVER TREATED 4X CANT STRIP 4 BACK WIDE PANEL ROOF 6 SEE STRUCTURAL 1 F 114 R-11 WATT INSULATION STICK PIN W/F.S. 25 FACING UNDER TENANT FINI614 TYPICAL SUSPENDED ACOUSTICAL CEILING (FUTURE TENANT FINISH INSULATED WINDOW IN ALLIM. FRAME R-II BATT INSULATION STICK PIN W/F.S. 25 FAC TYPICAL SUSPENDED ACOUSTICAL CEILING (FUTURE TENANT Frmi544) INSUL. WINDOW WI ALUM. FRAME TYPICAL WALL FURRING U1/ 5/5" TYPE X GYP, ED, STEEL $71.10$ 24 " D.C. AND R-II. INSULATION (FUTURE TENANT FINISH) TYPICAL CONC. SLAW (1.1/ 2" WAND, VAPOR \ EARRIER 4 GRAVEL FOOTING rr TYPICAL WALL FURRING W/5/8" TYPE X GYP. BD, STEEL STUDS e 24" D.C., R-II INSULATION, , AND VAPOR BARRIER (FUTURE TENANT FINISH CONCRETE SLAB OVER MTL. DECKING 4 JOIST 1 L I 1 6 -- -;) WALL SECTION SMOOTH CONC. ' TILT UP PANEL, PANTED ON 36 T 20' 15'-6" e -04 , E D 2 LINE '' JIAECAI r TYPICAL PERIMETER I 4" DIA. FOOTING DRAIN N DRAM Is ROCK, CONNECT TO STORM RECEING JuN go q7 PER1.1 FAINTED Si-+EET METAL FLASH -+IN r - - -- -,, RJN ROOFING OF 4 OVER TOP ROOFING MEMBRANE EXTEND CLASS A OR B ROOFING OVER TREATED 4X CANT STRIP 4 BACK S IDE PANEL— ROOF STRUCTURE SEE STRUCTURAL - - - -' INSULATION W,'F.5 :5 FACING -- R -II BATT INSULATION OK F'N '.uFS- 5 FAc ING ,;TUBE TENANT FINISH —_- ▪ "P SUSPENDED AGOJST CEILING r JTJRE TENANT F1N!SH �J INSULATED WINDOIu 1 ALUM. FRAME-- YP':C ::ALL FURRING :Iv 5/8 PE X GYP. BD 'STEEL S UD5 m 2 OC R -r INSU AND /A OR BARRIER FUTURE TENANT CONCRETE SLAB OVER TL DECKING 4 JOIST - -- i R -'I E.=' : NSULATION ▪ CK F J,'F 5 25 FACING FI: T;JRE TENAN' FICAL 5u5FENDEC Gu Cc 1 .NG - 'JRE TENANT FINi5■ U4 "PC ,.;ALL FURRING ▪ 5;5 TTFE X GYP BD. STEEL 5T DS e 2 CC . ▪ ND R NSU_A' ION UTJRE TENANT FINi5.- - .. F,CAL CONC SLAB SAND vAPOR BARRIER 4 GRAVEL P -IE PERIMETER NS'JL T'ON FCOT'NG SMOOTH CONC. TILT UP PANEL, PAINTED 4 OR 36' TOFF — T? "PCAL PERIMETER 4" DIA. FOOTING DRAIN IN DRAIN ,, ROCK. CONNECT TO STORM m -z' F N FLR WALL SECTION 1 1 PAINTED SHEET METAL FLASHING ' RUN ROOFING UP 4 '\ OVER TOP PLATF III iiNiltNA i1ihVAVi! Ufa Ili i i i _ ROOFING MEMBRANE EXTEND CLASS A OR B ROOFING OVER TREATED 4X CANT STRIP 4 BACK \ SIDE PANEL ROOF STR'UCTU SEE STRUCTURAL 4 R- IS INSULATI W/F.S. 25 FACING 12-11 BATT INSULATION STICK PIN W/F.S. 25 FACING FUTURE TENANT FINISH 7 TYPICAL SUSPENDED AUSPICIAL CEILING (FUTURE TENANT FINISH) INSULATED WINDOWS IN ALUM. FRAME TYPICAL WALL FURRING W/ 5/8" TYPE X GYP. BD., STEEL STUDS 44 24" O.C. R -11 INSULATION, AND VAPOR BARRIER (FUTURE TENANT FINISH) CONCRETE SLAB OVER MTL, DECKING 44 JOIST INSULATED STEEL OVERHEAD DOOR W/ TRACK 4 WEATHER SEAL 3x3 STEEL ANGLE FULL HEIGHT OF DOOR 3'r.3 "x1/4" GALV. ANGLES BOTH SIDES PAINTED 4/4x1/4 GALV. ANGLE 1/4" SMOOTH CONC. TILT UP PANEL, PAINTED I 1 LOPED ASPHALT PAINTED 51 -IEET METAL FLASHIN MAMEAMitWlgVl►i!i}i911 MET it RUN ROOFING UP 4 OVER TOP PLATO ROOFING MEMBRANE EXTEND CLASS A OR B ROOFING OVER TREATED 4X CANT STRIP 4 BACK \ SIDE PANEL ROOF STRUCTU SEE STRUCTURAL R -41 1NS W/F.S. 25 FAGII ULATI R -II BATT INSULATION STICK PIN W/F.S. 25 FACING FUTURE TENANT FINISH TYPICAL SUSPENDED AUSPICIAL CEILING (FUTURE TENANT FINISH) INSULATED WINDOWS IN ALUM. FRAME TYPICAL WALL FURRING W/ 5/8" TYPE X GYP. BD., STEEL STUDS 24" O.G., R -II INSULATION, AND VAPOR BARRIER (FUTURE TENANT FINISH) CONCRETE SLR} OVER MTL. DECKING 4 JOIST ALUMINUM OVERHEAD DOOR W/TR4CK AND WEATHER SEAL AND ACRYLIC WINDOWS 3x3 STEEL ANGLE FULL HEIGHT OF DOOR GALVANIZED AND PAINTED 3 "x3 "x1/4" GALV. ANGLES BOTH SIDES PAINTED 4/4x1/4 GALV. ANGLE 7 GRID SMOOTH CONC. TILT UP PANEL, PAINTED WALL SECTION LOPED ASPHALT J 34' OR 36' T .O.P — PAINTED SHEET METAL FLASHING DRYVIT FINISH OVER 3/4" INSUL. (PRE -MIX COLOR), OVER STEEL STUD FRAMING PILASTER BEYOND PAINTED TYPICAL PERIMETER 4" DIA. FOOTING DRAIN IN DRAIN ROCK, CONNECT TO STORM SLOPED ASPHALT FOOTING T.O.P..�_ 0' -0" FIN. FAR. T a "L RMR CENTER A -7 05/05/97 1448 C'ZCAD\SHEPARD\SHEPA -07 PROPOSED BUILDING #10 GATEWAY CORPORATE CENTER l SHEPARD AMBULANCE co GATEWAY DRIVE ;\ \VITA, WAS T PHONE (206) 433-8997 SYM DATE DESCRIPTION vammasorspolisszto PROJECT FAX (206) 246-8369 05/05/91 SUBMIT FOR PERMIT DRAWN BY 6104- IC DATE CHECKED Y 12878 INTERURBAN AVE. S SEATTLE, WASHINGTO DAIL architect I ,9 8 1 6 8 11/2b,w, RAIN URP HEAD ONLY EXTERIOR DOOFE ONEY. (PAINTED! -- HOLLOW METAL JAMB (PANTED) —/ HOLLOW METAL DOOR (PANTED INSULATED) ' )OVERHEAD DOOR JAMB ' (TYPICAL REVEAL ' = ` SCALE li t' = 1' -0` PJTURE 5/8" GYP BD. OVER 3 I71' STL. PARING CHANNEL t R -II INSIA.. CAULK PANTED CONCRETE TILT -UP PANEL PANT BREAK TO OCCUR AT TOP OR BOTTOM INSIDE OF REVEAL PAINTED CONCRETE / TILT -UP PANEL f- --DIMENSION POINTS - PANTED CONCRETE j TILT :.'P PANEL 1l'SECCND FLOOAR -- TYPICAL REVEAL BEYOND CAULK EACH SIDE \ ANODIZED ALUM. STOREFRONT \ I" INSULATED GLAZING HOLLOW METAL DOOR AND DOOR JAMB (PROVIDE EXTERIOR DRIP • HEAD). PAINT 6" x 6' TUBE STEEL JAMB (PARTED) TO SUPPORT BOTH AN OVERHEAD DOOR AND HC LOW METAL 1 RSONAL DOOR L — OVERHEAD DOOR ASSEMBLY SECTION SECTION 2 i 7 DOWNSP ❑UT PROTECTOR CALE: 1 1/2' = STOREFRONT JAMB CALE: 1 1/2' = 1' - 0' CAULK FUTURE 5B" GYP BD. OVER 3 I/1" STL. FURRING CHANNEL INSUL. ❑.H. DOOR JAMB B STEEL COLUMN 14 WINDOW SILL %SCALE 1 1/2' _ 1'-0' SECTION SCALE: 1 1/2' = GALVANIZE TUBE IEATIER STRIP I STOP — ALU NL 1 STOREFRONT DOOR 11/ I.LATED SAFETY GLAZING I° INSULATED GLAZING IN ALLPINE I II-EP 1AL BREAK FRAME INSLATED GLAZNG ANODIZED ALUM STOREFRONT W/ In INSULATED GLAZING TYPICAL REVEAL BEYOND 2' -A' F T N O'7R 20'-6° COND FLOOR FLASHNG OVER CONCRETE TILT UP PANEL (SUB -SILL) PAINTED TILT UP CONCRETE LANDSCAPING SERI • FIRST FLOOR WI WATERPROOFING BUILDING DIMENSION SECTION SCALE 1 1/2' = 1' -0' SECTION SECTION ®SUPPDRT HEAD @ DRYVIT NOTE GALVANIZE MISC. METAL (TIP) STEEL ANGLE ON 3 I/4° / 14' -0" HON W/ SEEDED NELSON SRO • C" 0/C C / OV£RFEAD DOOR ASSEMBLY ® OVERHEAD DOOR JAMB SCALE 1 1/2' = 1' -0' GALVANIZE ALL STEEL C MELT UP RDOFS4 RN OVER CANT STRIP AND BACK SIDE OF /I ,; (" 1 S NDOW HEAD (JAMB SIMT ❑REFRONT DOOR THRESHOLD COROOF TO PARAPET o /SCALE: 1 1 /2' = y SCALE 1 1/2' = 1' -0• SECTION SECTION SCALE 1 1/2' = ALE: 1 1/2' = 1' -0' STEEL ANGLE 3°x 3° x I /4' x 4'- 0 W/ WELDED NELSON STUD • 11 PAINTED PAINTED CLEW tETE TILT -UP PANEL EXISTING ROOFIDG OVER N5(LATION 4 MTL DECKNG DEMISING WALL HEAD 2° DEEP LEG TRACK WI 3 SCREWS • 2'-0° 0L. 5/8' GYP BD. BOTH SIDES 20 GA. • 24° 00. NOT ATTACHED TO TRAGIC Nut LAPPED UP INSIDE I'. GYP. BD. ATTACIED TO STUD BUT NOT TO TRACK SECTION SECTION EDS[JFFIT HEAD ®HOLLOW METAL DOOR THRESHOLD SECTION SCALE: 1 142' = 1' -0' SECTION SCALE: 1 1/2' = 1' -0' SECTION NOTE GALVANIZE MISC. METAL (TYPI OVERIEAD DOOR STEEL ANGLE IN 3" x I/4• W/ WELDED NELSON STUD PAINTED (GALVANIZED) ASPHALT ° OVERHEAD DOOR THRESHOLD SCALE: 11/2' ' ' = I-0 SECTION SECTION ��1 -oi5a RECEIVED CITY OF TUKWILA JUN 2 ti 1:3 PERMIT DENIES 9 v 0P/9/97 11:47 f : \E \ CHEPAPTI \CNFPA -(1Q SECTION A -1 .0 SECTION D -1 .0 THUG DOCUMENTS REVIEWED FOR CONFORMANCE WITH `HE FOLLOWING ORDINANCES ET, STRUC,RAL PER UN FORM'NLR.D NG CODE I ' NON -SIR.. ;r.,RAL PER, .I. O. d BUILDING POOE C. WAC 51.2o BARRIER-FREE PEGJ 'Tt "'NS THE APPLICANT S RESPONSIBLE FOR CONFORMANCE WITH ALL APPLICABLE ORDINANCES SUBJECT TO REQUIREMENTS AND INTERPRETATIONS OF THE GOVERNING AUTHORITY. Dale Er. - - Date Out OP ,ORAWINC-- -S CONY D I f ° SECTION B -1 .0 SECTION E -1 .0 Nt N= O.. RECORD \ \'l LI 81111.\ ilt Il )RAWI\C;S tCR DESIGN TNTE. N"1'ON'I1 ... 1 1.1 k 1 H1.( ',RIF, ATION' UF DIMENSION AND Ul' ANIITICS :ARE 'I - III. RESPONSIBILITY OF THE CONTRACTOR AN'D :ARE NOT CC ARAN TEED 118 NGIN 1 R OE RECORD. ORA\1'INGS FOR COMPONENTS DESIGNED PRINI:AR111 113 IT IE MAN, ACT TL IRER SHALL BEAR THE 'LAT.IP OF A LWE:NSED \4 ASHINCIO\ ST AIF S liil!CTUFLA[ ENGINEER .AND BF ST i3NIITTED TO THE STRI ( I R AI_ ENGINEER FOR 5 C ,:RSORY REVIEW FOR COMPLIANCE DRAWINGS N z ( • )S MP ) ' THE 331111 THE INTENT OF' THE S'KUCTLR AL. I. RAW'I C,S A. D LO! _ ).0 .. IMPOSED OSE'D CN T BASIC STRUCTURE THE COMPONENT DESIGNER IS RE SPONSIBLE FOR CODE CONFORMANCE AND ALL NECESSARY CONNECTIONS NOT SPECIFICALLY CA -1.r ()1.'T ON ARCHITECTURAL. OR STRUCTURAL ORAWINCS SUBMISSIONS SIT " +CL UDE A :REPRODUCIBLE AND TWO COPIES. REPRODUCIBLE \ L I. BF RFV[E\'F_D AND RETURNED STIC)P DRAWINGS MUST BE RE VIEWED AND STAMPED BY THE CONTRA(' i OR PRIOR TO REVIEW BY THE ENGINEER SHOP DRAWINGS ARE AN AID FOR FIELD PLACEMENT AND ARE SUPERSEDED BY THE .I S- - RESPONSIBILITY 'r , )E THE GENERAL STRUCTURAL DRAWINGS IT ..HALL BE TI �: RESPO. SI} 11.1 _ L G ENERAL CONTRACTOR TO MAKE CERTAIN TRAY ALI. CONSTRUCTION IS IN FILL AGREENIEN7 WITH THE LATEST STRUCTURAL DRAWINGS SPECIAL CONDITIONS DURING CONSTRUCTION 'IRE: CONTRACTOR SHALL PROVIDE ADEQUATE SHORING. BRACING. AND GUYING IN ACCORDANCE WITH SOUND PRACTICE AND ALL NATIONAL. STATE. AND LOCAL CODES CONTRACTOR TO COORDINATE ALL TRADES AND VERIF' DIMENSIONS IN FIELD. OB' 515 ARCHITECT'S ECT'S APPROVAL PRIOR TO :ALL FIELD CHANGES SEE ARCHITECTURAL DRAWINGS FOR Al.!. FLOOR AND WALL OPENING DIMENSIONS AND LOCATIONS. FLOOR AND WALT_ FINISHES. ETC \ AND "FRI 'AL S1 STEM1IS: MECHANICAL, PROTEC' "CIOI A D FLEC C .IECHANECAL :T SHALL BE THE GENERAL CONTRACTOR ANUOR SLR CONTRACTORS RESPONSIBILITY TO PROVIDE ALL NECESSARY ENGINEERING AND CONSTRICTION DOCUMENTS FOR DESIGN T'H =IR SYSTEM AND ANY .'- - FIR SCOPE OF WORK. 'TIES SHALL INCLUDE THE FSIG. OF F S S REVIEW AND MODIFICATIONS OF THE BASIC STRUCTURAL SYSTEM SHOWN ON THESE t.ONSTRUCTION DOCUMENTS AS WELL AS ANY ADDITIONAL STRUCTURAL SUPPORT REQUIRED) BY THEIR SYSTEM TR455E5 CORT'D: [NOTE: TOP CHORDS TO LSE DOUG SECTION C -1.0 S FIR SPECIES TRUSS ,SUPPLIERS =,'O7 THE TRUSS CONFIGURATIONS. INCLUDING DEPTHS AND MEMBER SIZES. SHOWN ON THE DRAWINGS INDICATE THE DESIRED TRUSS CONFIGURATION AND ARE TO BE COMPLIED WITH WHEREVER POSSIBLE IF A TRUSS MANUFACTURER 15 ENABLE TO MEET THE LOAD REQUIREMENTS SPECIFIED WITH THE TRUSS CONFIGURATION INDIC,A III). HE IS TO SUBMIT WRITTEN NOTICE TO THAT AFFECT TO HE ARCHITECT' E E C ) ) ) ) -)) i EITFING 5 COST PROPOSAL OP BID 4 DIFFERENT 'S1L 1 IS PROPOSED 1 HAT REQUIRES REVISIONS TO PRESENT STRUCTURAL FRAMING OR DETAILS SUCH SYSTEM SHALL BE • ONSIDERED SUB ECT TO THE .APPROVAL OF THE L155 )ER. ARCIIITFC T 5ND ENC,LNELR T ES THE RESPONS B!I 11 Y OT THE CENTTRAI . ( TN IR'.( TOI I I USS MANIA' AC I LRFR F0 VERIFY THL WEIGHT AND L O C I LION OF ALL ME('., AL EQLIE ME N T Pk IF TO SUBMITTING SHOP DRAWING, IT SHALL BE NOTED IN THE ,MAN IFACL IIRLRS BID) WHETHER - c - OR NO `' ALt 14 NCf I 1S BFF_ ^: MADE FOR A t NIC.AI 1 )A FIS TRUSS SHOP DRAW [ \GS \VIII. NOT BE [051511 '1 ,) WET I IOLT r ,'1 '[IONS 51 5011 :1> IE'1 . L.EC'ENSED SIRE L/31 L.N(,INF:_5 PRECAST PANELS: PANEL LIFTING STRESSES ARE TO 1.3E CHECKED BY 'FILE CONTRACTOR AND 111 SHALT PROVIDE REINFORCING STEEL 55 REQUIRED 5012 HIS NIETI101) OF HAND1 LNG AND ERECTION OF PRECAST PANELS. l :SE STRON'GB.ACKS AS REQUIRED AT EXCESSIVE. PANI.:I. OPENINGS. CONTINUOUS GROUT BETWEEN PANELS AND FOOTINGS TO BE 'PM131 CO' MASTER FLOW 4713 BY MASTER BUILDERS. INC. OR APPROVED EQUAL. SEE DRAWINGS FOR ADDITIONAL NOTES REGARDING PRECAST PANEI.S INSPECTIONS: A COPY OF ALL INSPECTION REPORTS AND "TEST P.ESUL:TS FOR ALL REQUIRED INSPECTIONS SHALL BE SUBMITTED TO THE BUILDING DEPARTMENT. SHUTTER CONSULTING ENGINEERS. THE OWNER AND THE ARCHITECT BY THE TESTING AGENCY FOR REVIEW. THE TESTING AGENCY SHALL. BE AN INDEPENDENT TESTING AGENCY APPROVED BY THE BUILDING DEPARTMENT. - HE FOLLOWING INSPECTIONS SHALL BE PROVIDED AS A MINIMUM ADDITIONAL INSPECTIONS AS REQUIRED BY THE BUILDING DEPARTMENT SHALL ALSO BE PERFORMED. JOB SITE VISITS BY THE ENGINEER DO NOT CONSTITUTE AN OFFICIAL INSPECTION SOILS ENGINEER TO TAKE COMPACTION TESTS WITHIN BUILDING AREA IN ALL 1-11.1_ .AREAS. COMPACTION TO BE 55 REQUIRED BY SOILS REPORT FOUNDATION -- SOILS ENGINEER TO INSPECT FOUNDATION LXC- +NATION'S PR105 TO POURING FOOTINGS. AN INDEPENDENT TESTING 055 APPROVED BY THE ARCHITECT SHALL INSPECT CONCRETE AND REBAR AS FOLLOWS CONCRETE -- INSPECT REBAR PLACEMENT PRIOR TO POURING. TAKE 3 CYLINDERS FOR EACH CONCRETE POUR BUT NOT LESS THAN ONCE FOR EACH 150 CUBIC YARDS OF CONCRETE, NOR LESS THAN ONCE FOR EACH 51510 SQUARE FEET OF SURFACE AREA FOR SLABS OR WALLS. TEST ONE CYLINDER AT ' DAYS TEST REMAINING CYLINDERS AT 28 DAYS SLUMP_ AIR CONTENT AND CYLINDERS PER UBC SECTION 1905.6. SPECIAL INSPECTION SHALL SG BE PROVIDED FOR ALL FIELD W51.0155. I ,GH STRENGTH BOLTING. AND EXPANSION BOLT INSTAu,sFION AS REQUIRED BY I SECTION 1'01 5 SHOP DRAWINGS: SHOP DRAWINGS FOR THE FOLLOWING ITEMS SHALL - BE S::i 511rTED TO THE ARCHITECT AND STRUCTURAL ,IAL ENGINEER :OR RL\IEW PRIOR TO FP-i.RICA'FION. SHOT' DR.A,VI`:GS CONSISTING OF REPRODUCTIONS OR COPIES OF PORTIONS OF /Hp S.'RLCTURAI DRAWINGS WILL NOT BE ACCEPTED ALI SHOP DRAWINGS ,NOR RE VIEWED BY 1 H STRUCTURAL. ENGINEER AS SUCH , REINFORCING 'I FL t 'stnutur.Il conct,6 (ionclus c x.I I5 ,,.III, li,•,. 21 STRUCITURAL STI_E, T GLUL.AMINAT F,D MEN.- PLY WE Lt 5, STET:!. JOIST (CONT'D AT LEFT) 5TERL ,iOEA 5097'0: STEE ..!Ql t7 SL.T'['LIE2.! VOTE THE JOIST CONFIGURATIONS, INCLUDING DEPTHS AND SPACING. SHOWN ON THE DRAWINGS INDICATE THE DESIRED JOIST CONFIGURATION AND ARE TO BE COMPLIED WITH WHEREVER POSSIBLE. IF A JOIST MANUFACTURER IS UNABLE TO MEET THE LOAD REQUIREMENTS SPECIFIED WITH THE JOIST CONFIGURATION INDICATED, HE IS TO SUBMIT WRITTEN NOTICE TO THAT AFFECT, TO THE ARCHITECT PRIOR TO SUBMITTING A COST PROPOSAL OR BID. IF 0 DIFFERENT SYSTEM IS PROPOSED THAT REQUIRES REVISIONS TO'E. ?RESENT STRUCTURAL FRAMING OR DETAILS. SUCH SYSTEM SHALL BE CONSIDERED SUBJECT TO THE APPROVAL OF THE OWNER. ARCHITECT AND ENGINEER. IT IS THE RESPONSIBILITY OF THE GENERAL CONTRACTOR AND JOIST MANUFACTURER TO VERIFY THE WEIGHT AND LOCATICOS OF ALL MECHANICAL EQUIPMENT PRIOR TO SUBMITTING SHOP DRAWINGS. IT SHALL BE NOTED IN THE JOIST MANUFACTURER'S BID WHETHER OR NOT AN ALLOWANCE HAS BEEN MADE FOR MECHANICAL UNITS. SPRINKLER SUPPORT NOTES: IA ALL SPRINKLER PIPE LARGER THAN 3- NOMIY.AI- DIAMETER IS TO BE CONSIDERED A "MA!N' FOR THE PURPOSE OF THESE NOTES B. THE BIDS FOR BOTH 'THE SPRINKLER AND JOISTS ARE TO INCLUDE AI.!. HANGERS. BRACES. ETC.. AND AC:COUNT FOR THE I DADS INDICATED. 25 ,LL MAINS RUNNIN : P50PEND!C, .Alt THE JOINS ARE TO \ERTIC ALL) SUPPORTED NO FARTHER APART THAN AT F' ER`' OTHER JOIST 11 EACH JOIST THAT IS CROSSED H7 A \LAIN IS TO BE DESIGNED FOR T HI: VERTICAL SUPPORT LOAD BASED ON SUPPORTS 05 EVERY OTHER 10187 ALL MAINS RUNNING PARALLEL. 1O 'TIE TOEST S MU, BE A PLACED MID -WAY BETWEEN 1 1 / 1 1 7(: ' S AND BE. TI:API%. I, SO EACH JOIST SUPPORTS HALE THE LOAD B SUPPORTED AT Toicr ON CENTER N, IISE THE FOLLOWING WEIGHTS FOR 5PRINKI 5,! VERTICAL. SUPPORT DESIGN /'1/'E ITT PER 1,07 11 :11' E1, VERTICAL XL L OAD F.X. IPLE 8" 51# GIVEN 8" DIAMETER MAIN- - SUPPORTS AT 5' ON CENTER 320 FIND HANGER DESIGN LOAD SOLN: 514117 \ Br = 510# 174 ADDN'L PER \FP:A d I ; = 2504 14d TOTAL SUPPORT DESIGN LOAD = 7(1/ /1{GR 5 3 -1/2 ALL HANGERS TO BE DESIGNED. SUPPLIED .AND INSTALLED BY THE SPRINKLER SUPPLIER. SPRINKLER LATERAL SWAY BRACING (AT 90 DEGREES TO MAIN) TO BE: A. SPACED .A MAXIMUM OF TWICE THE VERTICAL SUPPORT SPACING. B. BRACED FROM THE MAIN TO A ROOF STRUCTURAL MEMBER WITH CONNECTIONS DESIGNED AND INSTALLED BY THE SPRINKLER SUPPLIER. C. DESIGNED FOR 0 LATERAL LOAD OF THE WEIGHT PER FOOT OF HALF THE WATER FILLED PIPE WEIGHT TIMES THE SWAY BRACE SPACING. ti. THE SPRINKLER DESIGNER IS TO PROVIDE THE CONTRACTOR ARCHITECT AND JOIST MANUFACTURER WITH DETAILS OF HANGER AND SWAY BRACE ATTACHMENTS WITH DESIGN LOADS, SO THESE LOADS CAN BE DESIGNED INTO THE JOISTS. ETC. 7. THE ROOF JOIST DESIGNER TO PROVIDE AND INSTALL ADDITIONAL BRACES TO TAKE THE SWAY BRACE LOAD FROM THE SWAY BRACE INTO THE ROOF bIAPHRAGM. FRAMING LUMBER: BASE VALUES 2 X 6 STIFFENERS..... - ............ ..D.F. 42. .....- .......Fb = 875 psi 4 X LEDGERS......,... ........ ......D.F. #2. ............. = 875 p.i LUMBER NOT.NOTED SHALL BE D.F. #2 OR BETTER. ',LL GRADES SHALL CONFORM TO WWP:A WESTERN LUMBER GRADING RULES -- 1991 EDITION. ALL BOLTS HEADS AND NUTS BEARING AGAINST WOOD SHALL BE PROVIDED WITH STANDARD CUT WASHERS. ALL WOOD IN CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESSURE TREATED MAXIMUM MOISTURE CONTENT 19% AT INSTALLATION FOR ALL LUMBER. GLU LAMINATED WOOD MEMBERS: CONDITIONS OF SERVICE - DRY CONDITION PRESERVATIVE TREATMENT - UNTREATED WOOD .APPEARANCE APPEARANCE 05 MEMBERS SF {ALL. BE IND :S TRIAL GRADE PROTECTION - UNLESS OTHERWISE SPECIFIED. A COAT OF END SEALER SHALL BE APPLIED TO THE ENDS 05 ALL MEMBERS AS SC,/' AS PRACTICABLE AFTER END TRIMMING. SURFACES OF MEMBERS NEED NOT BF SEALED . 5:1:5155RS SHAM. C E - 105D WRAPPED QUALITY NIARKS AND CERTIFICATES TES - MEMBER, SNAIL BE MARKED W'TIH THE .AMERICAN WOOD is APA EWS - 1 R_ \DFM_.RK INDICATING CONFORMANCE WITH THE MANUFACTURING QUALIFY ASSCRAN(E .AND MARKING PROVISIONS OF .ANSI STANDARD A196 I ,IGLU-LAM BEANS d GIRI)E,RS MANI,FACTUP-E NtAIEF/LATS. MANUFA1 .5551 CONTROL SHALE. E. CONFORMANCE WITH AMERICAN NA 110,51. I .•.,- -, ANSI A190 I 1 151 STRUCTURAL N D l l I ER • STRESS VALUES - THE GLUED LAMINATED TIMBER MEMBERS FURNISHED SHALT. PROVIDE STRESS VALUES THAT MEET OR EXCEED THE 155!)1W'ING ('41 V4 AT SIMPLE. SPAN BEAMS, 74F \'S AT CANTILEVERED BEAMS) BENDING. EL) BL G. F HORIZONTAL SHEAR F, COMPRESSION PERPENDICI'LAR TO GRAIN Fc (LCnsion faco F, com s - on Luc ( P ) MODULUS OF ELASTICITY. E 2 40(1 , }u 190 psI 650 ps 050 psi ISO° kSI PLYWOOD: ROOF SHEAATHING.. 5/8' 059 OR 5/8' PLYWOOD SHEATHING ),GXTERIOR GLUE INDEX 32/I6 ALL PLYWOOD SHALL CONFORM TO U.S. PRODUCT STAND AR) PS 1 9). NAILING SHALL BE AS INDICATED ON PLAN. CONTRACTOR 15 TO CALL THE ENGINEER TO SCHEDULE SITE VISIT PRIOR TO COVERING ROOF SHEATHING. TRUSSES: ROOF :REINS ARE TO BE SST JOIST DESIGNED AND MANUFACTURED BY STANDARD N ACCORDANCE WITH THE I_ ACCORD C T JOIST MANUFACTURED STRUCTURES INC. HE 7C SHALL BE _ S NATIONAL DESIGN SPECIFICATION AND 1C30 REPORT 9 4 , 25 TRUSS FABRICATOR TO PROVIDE ALL REQUIRED BRIDGING AND BLOCKING. BOTH PERMANENT AND ERECTION DESIGN CRITERIA SHALL MEET OR EXCEED 110 FOLLOWING N P H . -. PSF L.L. PLUS . ,ADI. -- T RD C O ROOF TRUSSES... ... .LC G TOP PSF D L. -- BOTTOM CHORD ...... 6 PSF D.L (SEE ROOF PLAN FOR NET UPLIFT LOAD.) ROOF TRUSSES.. ......DEFLECTION -- LIVE : E LOAD....... 0360 -- TOTAL LOAD -L/240 (CDNT'D AT LEFT) CODE: UNIFORM BUILDING CODE. 1't'); EDITION LIFE LOADS: ROOF ................. WIND ................. SEISMIC ........... FLOOR ....... GENERAL NOTES .25 PSF SNOW LOAD RO MPH ZONE. EXPOSURE '5 ZONE III 5(1 PSF PLUS 20 PSF PARTITION LOAD FOUNDATIONS: FOUNDATION DESIGN PER REPORT 95710 -001 -_7 -1150 DATED MARCH 0. 1997 BY GEO ENGINEERS INC. ALL FOUNDATION WORK PER THIS REPORT. ALLOWABLE SOIL BE \RING .1500 PSF PER REPORT. ALL EXTERIOR FOOTINGS TO BE .A MINIMUM OF 18 INCHES BELOW LOWEST ADJACENT GRADE. SOILS ENGINEER TO INSPECT AND APPROVE FOUNDATION EXCAVATIONS PRIOR TO POURING. ALL FOOTINGS SHALL BEAR ON 3' 4)" MINIMUM OF COMPACTED STRUCTURAL FILL. ALL. SLABS SHALL BEAR ON I' -0" MINIMUM OF COMPACTED STRUCTURAL FILL. SEE GEOTECHNICAL REPORT FOR STRUCTURAL FILL REQUIREMENTS AND ADDITIONAL INFORMATION. SLABS ON GRADE; THE SLAB ON GRADE FOR THIS PROJECT IS TYPICAL OF OTHER BUILDINGS WITH SIMILAR FLOOR LOADING AND SOIL CONDITIONS CONSTRUCTED IN THIS .AREA. THE SLAB HAS NOT BEEN DESIGNED FOR ANY SPECIFIC LIVE LOAD AND HAS BEEN DETAILED TO MEET LOCAL INDUSTRY STANDARDS FOR SIMILAR BUILDINGS NO CONSTRUCTION LOADS HAVE BEEN INCLUDED IN THE DESIGN OF THE FLOOR. SLAB, THE CONTRACTOR SHALL REVIEW WITH THE SOILS ENGINEER THE CONSTRUCTION LOADING OF THE SLAB AND SOILS BELOW.. SHALL TAKE THE NECESSARY MEASURES TO INSURE THAT THE SLAB AND SOILS BELOW WILL NOT BE EFFECTED OR DAMAGED BY THE CONSTRUCTION LOADING. THE CONTRACTOR SHALL ADD ADDITIONAL CONCRETE. REINFORCING AND UPGRADE JOINT DETAILING AS REQUIRED FOR HIS LOADING. CONCRETE: ALL CONCRETE SHALL BE STONE- AGGREGATE CONCRETE HAVING A UNIT WEIGHT OF APPROXIMATELY 145 POUNDS PER CUBIC FOOT 'S D?.," COMPRESSIVE STRENGTH SHALL BE AS FOLLOWS: 51 = 5/110 psi FOR FOOTINGS Y: SLABS ON 00.555 Pc = 105X[ psi FOR PRECAST WALL PANELS CONCRETE IN ALL EXTERIOR SLABS TO BE AIR ENTRAINED /11, 51.55 OR MINUS CONCRETE SUBMITTALS SHALL CONFORM TO SECTION 1905 OE THE UBC 015150 AND PLACING OF ALL CONCRETE SHALL BE IN ACCORDANCE_ WITH THE UBC ANT) ACE CODE 318 -95. PROPORTION OF AGGREGATE TO CEMENT SHALL, BE AS SUCH TO PRODUCE 0 DENSE. WORKABLE MIX. WITH A MAXIMUM 5!.L:NJP OF INCHES. WHICH CAN BE PLACED WITHOUT SEGREGATION OR EXCESS FREE SI:5FACE ':: ,TER 04" CHAMFER ON ALL EXPOSED CONCRETE EDGES UNLESS INDICATED OT)iERWESE ON ARCFIITECTUIR.AI. DRAWINGS. GROUT FOR COLUMN BASES SHALL, t E - L\'BECO" MASTER FLOW = I1 115 MASTER. BUILDERS. INC. OR APPROVED (QUAD, EPDXY: EPDXY FOR FASTENING ANCHOR BOLTS !N'!/ NI I 50551115 '' TO BI: 1IF1 (Rio, ADHESIVE AS MANUFACTURED BY HIT I , ANCHOR BO:.: S TO BE INSTA LLED DRILL .D HOLES PREPP -RED IN ACCORD 5NCII WITH : `.IAN SPECIFICATIONS REINFORCING STEEL: ALL REINFORCEMENT SHALL CONFORNI To AST\: A'i SII (SEE BELOW FOR WELDED REBAR.) ALL REINFORCING SHALL BE GRADE.1..5 (F, = 6(1000 psi. Fs = 2119)0 Iui). I.AP CONTINUOUS REINFORCING BARS IN CONCRETE AS INDICATED BELOW. P-7 MINIMUN! UNLESS NOTED OTHERWISE. • CORNER BARS (I -" BEND) WILL BE PROVIDED FOR ALL HORIZONTAL REINFORCEMENT. DETAIL STEEL IN ACCORDANCE WITH THE ACE MANUAL OF STANDARD PRACTICE OF DETAILING REINFORCED CONCRETE STRUCTURES. WELDED WIRE FABRIC TO CONFORM TO ASTM A -S2 AND A -185 WELDED HEAD STUDS SHALL CONFORM TO ASTM A -108 (F, = 55.009 psi) FLOOR JOISTS MINIMUM LAP SPLICE LENGTHS BAR SIZE P1= 31 1'0=4000 20 2U" #5 26' 26" 31" di SE . 99 65" THE FOLLOWING MINIMUM COVER SHALL BE PROVIDED FOR REINFORCEMENT (UNLESS INDICATED OTHERWISE ON DRAWINGS) A) CONCRETE CAST AGAINST & PERMANENTLY EXPOSED TO EARTH.. ....... 3" EARTH FACE t RE 5) CONCRETE EXPOSED TO EARTH OR WEATHER (CAST IN FORMS) #I/ THROUGH 418 BARS. .......... .. ... ...... ..Z' #5 BARS & SMALLER ............. ...... .................. -I -12" C) CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND SLABS, WALLS & JOIST - 59 I BAR 11 SMALLER.- ...... - .3/4" BEAMS & COLUMNS. .............. .. ..........................1 - /O WELDED REBAR: WELDED REBAR TO BE GRADE 60 CONFORMING TO ASTM A706. (PREHEAT .ALL GRADE 60 REBAR PRIOR TO WELDING.) USE FRESH 090XX LOW HYDOGEN ELECTRODES TO WELD GRADE 60 REINFORCING: CONFORM TO PROCEDURES OF AWS DI 9 -92. RECOMMENDED PRACTICES FOR WELDING REINFORCING STEEL REINFORCING TO BE WELDED SHALL NOT HAVE CARBON CONTEN7 IN EXCESS OF 9 5 , j ALL WELDS TO BE BY WABO CERTIFIED WELDERS. STRUCTURAL STEEL: TUBE COLUMNS SHALL CONFORM TO AST \D 7.5'91 GRADE B ;53 = 46. I() psil. STRUCTURAL STEEL SHALL CONFORM TO ASTM A 36 (T-. 56 501 psi/ APPLY PRIMER COATS PER .ARCHITECTURAL SPECIFICATIONS. WELDS NOT SPECIFIED SHALL BE 3 /16. CONTINUOUS FILLET MINIMUM. ALL WELDS TO BE IN ACCORDANCE WITH AWS DI 152 AND BY W".ABO CERTIFIED WELDERS. USE FRESH E711XX '-04: HYDROGEN 55', ELECTRODES. MISCELLANEOUS STEEL HANGERS TO BE s!-1P--ON OR APPROVE:) EQUAL NAIL ALL HOLES WITH NAILS AS SPECIFIED BY M NCE ( I. R UNLESS SHOWN Ol!{E51115F C DRAWINGS. MACHINE BOLTS TO BE A307 HIGH ... [5 BOI -TS FOR STEEL TO 5TEE1- CONNECTIONS SHALL BE ASTM .A- 2_ N, BOA., .0 INTO CONCRETE SHALL L.- HILT! "KWIK BOLTS -II" (MANUFACTURED AND INST.- .'-LED PER ICBO REPORT =4627 DATED ILLY 19961 OR APPROVED EQL;. \I. ANCHOR BOLTS IN:TO CONCBEEE SHALI. BC MINIMUM EMBEDMENT FOR .ANCHOR 1 1 ! , , 5 50 IN TE SHALL BE PER 5 BI T ABLE P- E. UNLESS INDICATED OTHERWISE STEEL FLOOR DECKING; FLOOR DECKING SHALL BE 22 GAGE - B - FOR.'.IL(C5 CO \I'USI)E. UL(75 AS MANUFACTURED BY VERCOR OR EQUIVALENT i AS APPROVED BY THE .ARCHITECT AND ENGINEER OF RECORD. /1 =.175 IN�i( - i - . S .18 'N' /FT. Se .198 IN' /5I0 THE DECK AND .ACCESSORIES SHALL BE FORMED FROM SHEETS CONFORMING TO 5751 A611. GRADE OR ASTM A446, GRADE .A SPECIFICATIONS. FINISH ACCORDING TO ASI A G60. SEE PLANS FOR NOTES REGARDING ATTACHMENT SUPPORTING EMBERS STEEL JOISTS: TEFL ARE �N'F S JOIST S RE TO BE DESIGNED AND FABRICATED IN ACCORD.\. C.: WITH TEE AMERICAN INSTITUTE OF STEEL CONSTRICTION SPECIFICATIONS. 9TH EDITION AND STANDARD SPECIFICATIONS FOR STEEL JOISTS AS ADOPTED BY THE STEEL JOIST INSTITUTE. JOIST MANUFACTURER TO PROVIDE ALL BRIDGING AND BLOCKING. BOTH PERMANENT AND ERECTION. SHOT' DRAWINGS AND DESIGN CALCULATIONS. STAMPED BY A LICENSED WASHINGTON EN S 'BY C SED STRL'CTLRAL ENGINEER, ARE TO BE .,..(TEED FOR O REVIEW PRIOR TO FABRICATION. SHOP DRAWINGS WILL NOT BE REVIEWED UNLESS THEY BEAR THE STAMP OF .A LICENSED WASHINGTON STATE STRUCTURAL ENGINEER AND CALCULATIONS STAMPED BY THE SAME ENGINEER ARE SUBMITTED S G SU NETTED ADO. G WITH THE SHOP DRAWINGS. DESIGN CRITERIA SHALL MEET OR EXCEED THE FOLLOWING. (CONT I) ABOVE LEFT) DEFLECTION -- LIVE LOAD -. .....5':60 -- TOTAL LOAD ...... ....... ....1424( FILE COPY 5 s I V t U JUN 1 1 1997 1 05 1 SECTION A -1.1 SCALE: 3'..' =1' -0 5 CONC- SLAP �\ - - -- CONT. \, \ —#4 HORIZ. 0 12 "o.c. #4 VERT. S 18'a. c. SECTION D -1.1 2 WEEP HOLE wIC LR. ASPHALT PAVING 48 “o.c. CONCRETE OR — BACKFILL PER ARCH. 1:; "x — _ 2 - # 4 CENT 3' "" KEY tX4iOIS2 VERT] 0 12 "o.c. SCALE / ° =1' - SEE CRC—I FOR RAILIAC '-PAVING PER ARCH 3 . 3 , SECTION C— HORIZ S 16 - c_ c . Z COST. FTC DRAIN PER SOILS ENGINEER 5 - #4 CON T. P.C. PANEL SEE ELEVATION FOR REINF. 4 2" CONT. GROUT (PER PLAN) `; +%. 1 s m* PER PLAN SCALE: TA =1 #5 R ® 12 "o.c. J PE CONC. SLAB R PL # ® 16 c. TOP & BOTTOM SECTION D -1.1 I 3 - #5 CONT TOP & BOTTOM NOTE PAINT PANEL -TO- FOOTING CONNECTION w /ASPHALTIC EMULSION & COVER w /3 MINIMUM DRYPACK. P.C. PANEL SEE ELEVATION FOR REINF. 4 3x3x 5 As w /3- #5x2' -0" CO 4" GAGE (TYP) M } Li DEPTH PER FOOTING SCHEDULE SECTION E -1.1 SCALE: 3& = 1 ' -0" F OPROT`E:IDE 2 CONN.'S EA. SIDE 4' -0 LONG PANEL LEGS AND I CONN EA. SIDE AT 2' -0" LONG PANEL LEGS. ,1 - - SIDEWALk OR GRADE PER ARCH. (PER PLAN) — FOOTING PER SCHEDULE FB 2sS3x0' - -8" (TYP) —fQ N'5 x4x0' -10" w /2 - Slg" 0 s6"" W.HS S 8" G,A. (TYP) RECEIVED CITY OF TUKW ILA JUN 2 ', 1927 0 C7 .. z � MS LA a w z x o z C!T 0) w ROOF DIAPHRAGM 1_ NAILING DIAGRAM 41. =4C7 ' MARK ROOF DIAPHRAGM NAILING SCHEDULE ti li P V NAIL A IN;= �N NL ALCN HER' NOTES. AIL 5'E �MM�w , LENGTH) 1 PROVIDE 2 rt N`. 7 - AL. ■AE F-AGM 50..NOEF 3 E N•I' (3 7_ - AT At NTEFME = .4tJ�NG MEMBERS NTERNIEDIATE MEMBFP, DETAIL as N IN' .'HER EDGE , 7't7OI �o y( 32' -C( ] i 31' - 111'] � G 6NT 4341/2 CYB 4D-5.0 /l +t x [31' -9 "] 31' - 9" 31' -11 3/41 64x34'61 GLB (I1 + ") t 1 =° y 33' -0 ° ] II I 33' -0' _ 6', i ` 7 - 6.17\,‘" 6b '4 x37V} GLB � I 'i63/4 x33 GLB ,� E -5.0 J F-L5.0 r1+ 3 /4 (F=190 psi) 34' -0 ] [34'-0" 63'4 x37 1/2 GLB 0 -5.0 \ x33 GLB 34' -0" ] TA 5 x251/2 GLB n+ 2 /8 a / � J s N \ D.S. 31' -g.,]/ 26 b \ D.S. 63/4 x371/2 GLB t om_ +0% (F, =190 psi) 33' -0 "] K -5.0 51/2 x251/2 GLB +1 <34' -0" [34' -0 E -5.0 F 5.0 L-5.0 x[34' -0" ] [ . -9 . [31'- 11'/4 61/4 X3472 GLIB .- 4,6)g < N c i m [32' -0" [31' -9" A -5.0 SIM, [32' -0' 34' -0 "> .o \ [3 - 9' r■ 0 33'\8 "] / x12 LEDGER 4x12 LEDGER R.y� <36' - 0 R OSS SRACiNG ,5 0 63/4" i I ! ' I COL <36' - - --6500 <34' -0" Y 8 -5.0 <34 - 0 "/ \[32' -0 "] 31' -9 "] R.D. A -5.0 _- D.S. <36' -0"> > TRUSS " ,(32' -0"] / [31'- 4x12 LEDGER SCALE: 1/16" = 1' -0" 140'-<" 55' -0" 16 8' =128 <34' -0 36' -0 "> A -5.0 A -5.0 R.D 4512 LEDGER ! R p 32' -b "1 I I ' 31' ±9 "] [32 " "] V N H -5.0 ov N C rn (F =190 psi) �- 2x6 STIFFENERS F 24 "H ER R 26N HANGE EA. END (TYP.) 5 /8" CDX PLYWOOD / 1 / [32'-0"1 71' -9" D.S. NOTE: CONTRACTOR TO VERIFY WEIGHTS & LOCATIONS OF ALL MECHANICAL UNITS & SPRINKLER LINES PRIOR TO SUBMITTING ROOF TRUSS & GIRDER SHOP DRAWINGS. ROOF FRAMING PLAN 3) ROOF PURLINS SHALL BE DESIGNED FOR 6.5 PSF MINIMUM NET UPLIFT FORCES. A -5.0 NOTES: 1) ELEVATIONS SHOWN THUS: [' -__ "] INDICATE TOP OF FRAMING (BOTTOM OF DECKING) ABOVE REFERENCE DATUM. 2) MECHANICAL EQUIPMENT & DUCTS ^N94R PIPES & SPRINKLER SYSTEMS SHALL NOT BE SUSPENDED FROM OR SUPPORTED BY THE 2x6 STIF- FENERS WITHOUT PRIOR CONSENT OF THE ENGINEER. ALL MECHANICAL EQUIPMENT ON THE ROOF SHALL BE SUPPORTED ON OR NEAR THE GLULAM BEAMS & ITS SUPPORT SHALL BE REVIEWED BY THE ENGINEER PRIOR TO PLACEMENT. (SHOP DRAWINGS SHOWING THE SIZE, WEIGHT & LOCATION OF ALL MECHANICAL EQUIPMENT & SPRINKLER LINES SHALL BE SUBMITTED TO THE ENGINEER PRIOR TO GLULAM FABRICATION. <36' -0" D <34' -0" 274'- 10V,3" 1 7 7 _, - 9 3'a" 0 34' -O "> <34' -0" „ s0 46' - 5 3/4" 11 8'- 0! /s " =88' I11/2 6'-0 "> 46' -9'/ " 88' -4 ? COL 36' -0 '> ' 7I 6 \ 5 06 ( `<r34' -0 "> [ -0 "Y 1 B -5.0` 34' -0" > - 0 " > 36' -0 "> 33' -0 ?la" 36' -0 "> 14 ,x34'-0" > COL., n FACE OF PANEL BEYOND 0" > RECEIVED CITY OF TUKWILA 2 1H7 -3 0 US LIP r S -4.O 50F12 I I', L NE`` ,NEL ELE ' :RUE, PER FLAN ' >,'HANSFU B` SIDE PFP PLAN - rF SECTION A -5.0 -ALE A" • - [vARIF ),IMF N MTi' -NDER F �..' ;t-I MINI \ L __ FP S . ULAN LED ,ER a '4- �. HE',WELN HANGER TP, MASUFAC ISER SECTION F -5.0 ATHNC; 'LAN NEP N�R ? P,.AN RC. r - TP ?.: BOTTOM "AF ' It DETAIL c ETEA:! EEC, SIDE WHERE , ELTD FL EACH AID M -B. i DLI NOT :A2H H SECTION L -5.0 DETAIL I I 2 ROWS 10d ® 4 "c.c_ 4<PER PLAN> Yi LTT2OB ® 40 o. c. r r` r / 13: SIMPSON MST136 A 48"o.c. w/ A L 18 -IOd COMMON NAILS EA. END 'sF e.c.� r ( STIFFENER & HNGR PER PLAN 1 SHEATHING PER PLAN d EXP (EMBED MIN - 10)J E X SHEATHING PEP PLAN - t .. PANEL ',FRS \ P=ANEL :1,.1^ LEDGER:, P PANEL FF }cs x2 -0 "� x9x2.. -4 "� I # >3'_L' ''A 4 GA - ,r7 " ( P.0 PANEL. SEE if ELEV FOP REINFORCING [VARIES] - 3x4 STIFFENER w /F34 HNGR EA. END. (INSTALL ONLY AT L':T2OR WALL TIES, TYPICAL STIFFENER & HNGR OTHERWISE) 4x6 LEDGER w/ 3/4"4 EXP. BOLT W 42 "o.c. (EMBED 3? /2" MINIMUM) \ TRUSS PER PLAN P.C. PANEL SEE PANEL ELEVATIONS FOR REINF SECTION B -5.0 SCALE 3/4' =1' -0" 0 [PEP PLAN] TRUSS PER GLB PER PLAN — <- PLAN (TYP.) < HANGER BY TRUSS MFR (TYPICAL) SECTION G -5.0 SCALE: 3/4" =1 -0" I( ':•L x6 's x2' -O" (TYP.) DETAIL m SCALE: 3'4 =1' 0" I— SIMPSON MSTI72 STRAP j f2 8'- 0 "o.c. (LOCATE UNDER PLYWOOD) CHORD STL PER PANEL ELEV. PROVIDE 1 "0 HOLES THRU VERT IDs FOR CHORD STEEL � 8_11? x 12x2'- 0 " (TYP .) -8- 8- - -8 -8--8- 8 -8-- -- ' 8 , 8 8 - 8 8 \ /ix 12x3' -2 '/2" EA. SIDE w/12 -1 "0 M.B. (INSTALL TOP OF SLOTTED HOLES) X" BEARING IC R :'2 x851' -4' SECTION M -5,0 — SHEATHING PER PLAN DETAIL c w SIM, 3 -16d (TYP.) - GLULAM DRAG STRUT PER PLAN GLULAM DRAG STRUT PER PLAN 2x6 BRACE ® 48"o.c. (TYP.) -- 2 - #3 I P.C. PANEL SEE ELEV. FOR REINF. t'/2 xi0x0' - 10" m / 16x0' IC " IC EA. SIDE w /Ya "4 THRU BOLT BOx12x1' -0" w/ 4- 44"0 x4" W.H.SS A,<P PLAN> PLA PR SECT TE B -5.0 —� P.C. PANEL SEE ELEVATIONS FOR THICKNESS & REINFORCING U26 HANGER (TYP.) Ir IYP P.C. PANEL SECTION C -5.0 SCALE: /" =1' 0" SECTION H -5.0 45.3x0 x1' -8" EACH SIDE w/5- #6x3' -6" A 4" GAGE 4x6 TOP PLATE w /2- ?'4"4 A.B. SCALE: 3/4" =1' -0' DETAIL c DETAIL n SECTION N -5.0 SCALE: 3/4a =1' -0" 'IY. EA. SIDE / a "4 THRU BOLT ID1/2x12x1' O" w/ 4 3/4"0>4" W.H.S. / ,—SHEATHING PER PLAN 1 ,-GLB PER FLAN [PER PLAN] a" BRG IE SHEATHING / PER PLAN [PER PLAN] I ____ -- STIFFENER A. HANGER PER PLAN (TY °.) /almml Ni -- -8 8 8 8— -8-8 8 -8 8 GLULAM TRUSc TRUSS DRAG STRUT PER PLAN PER PLAN (TYP_) M.B.'s THRU DRAG STRUT EA. PAIR HD's PER SCHEDULE //--' GLB PER PLAN ' SHEATHING PER PER PLAN f1? 50.12x3' -2 F>" EA. SIDE w/16 -1 "0 M.B. (INSTALL TOP OF SLOTTED HOLES) 8 x6x5' -7 1/4` w /2- #5x2' -6" VERT. & 2- #5x2' -6" HORIZ. 9 <PER PLAN> M.B. THRU MAIN BEAM PER SCHEDULE EACH HOLDOWN STIFFENER PER PLAN (TYP.) SIMPSON HOLDOWN PER SCHEDULE (TYP.)— PER PLAN PLATE PER SECT. B -5 SHEATHING PER PLAN TRUSS PER PLAN w /HANGER BY TRUSS MFR. [PER PLAN] P.C. PANEL SEE ELEVATIONS I FOR THICKNESS & REINFORCING PER PLAN SCALE: 3/4 ✓a" IE EA. SIDE w /3/4"4 M.B. " BRG IE T.S. COLUMN PER PLAN SECTION D -5.0 SCALE: 34" =1 ' -0" [PER PLAN] SECTION J -5.0 • 2 ROWS 10d A 4 "o.c. TO DRAG STRUT SHEATHING PER PLAN CENTER HOLDOWNS A MIDDEPTH-OF DRAG STRUT SIMPSON GLT5 HANGER (TYP.) GLB PER PLAN TRUSS PER PLAN w /HANGER BY TRUSS MANUFACTURER (TYP.) -- GLB PER PLAN T.S. COL. PER PLAN J I I ?ie I I 4 I 2 ROWS 10d A 4 "o.c. TO DRAG STRUT SHEATHING PER PLAN TRUSS PER PLAN HANGER BY TRUSS MFR. (TYPICAL) GLULAM DRAG STRUT PER PLAN (TYP.) q7-OL5D. SECTION E -5.0 SCALE: 3'a " =1' -0' SCALE: 3/4" =1' -0" [PER PLAN] STIFFENER PER 110 PLAN (SKEWED) ` —TRUSS PER PLAN (SKEWED) SECTION K -5.0 SHEATHING I PER PLAN fQ EACH SIDE w/2 - "4 M.B. r HANGER PER FLAN (7YP.) Z g a C!1 x O lii i' BRACING PER TRUSS MFR. RECEIVED CITY OF TUKWILA .IUCI 2 ' t_IJ,' PERMIT CENTER LJ • • S -5.0' 6OF 12 HOLDOWNS M.B.'s THRU M.B.'s THRU MARK EA. SIDE OF DRAG STRUT MAIN BEAM TA. R PAIR AG STRU HD' s ! -5.OA 3- HD14A's 1 "0 4 -1 "4 J - -5.0B 2- HD10A's 2 /9 '4 4 - "0 I', L NE`` ,NEL ELE ' :RUE, PER FLAN ' >,'HANSFU B` SIDE PFP PLAN - rF SECTION A -5.0 -ALE A" • - [vARIF ),IMF N MTi' -NDER F �..' ;t-I MINI \ L __ FP S . ULAN LED ,ER a '4- �. HE',WELN HANGER TP, MASUFAC ISER SECTION F -5.0 ATHNC; 'LAN NEP N�R ? P,.AN RC. r - TP ?.: BOTTOM "AF ' It DETAIL c ETEA:! EEC, SIDE WHERE , ELTD FL EACH AID M -B. i DLI NOT :A2H H SECTION L -5.0 DETAIL I I 2 ROWS 10d ® 4 "c.c_ 4<PER PLAN> Yi LTT2OB ® 40 o. c. r r` r / 13: SIMPSON MST136 A 48"o.c. w/ A L 18 -IOd COMMON NAILS EA. END 'sF e.c.� r ( STIFFENER & HNGR PER PLAN 1 SHEATHING PER PLAN d EXP (EMBED MIN - 10)J E X SHEATHING PEP PLAN - t .. PANEL ',FRS \ P=ANEL :1,.1^ LEDGER:, P PANEL FF }cs x2 -0 "� x9x2.. -4 "� I # >3'_L' ''A 4 GA - ,r7 " ( P.0 PANEL. SEE if ELEV FOP REINFORCING [VARIES] - 3x4 STIFFENER w /F34 HNGR EA. END. (INSTALL ONLY AT L':T2OR WALL TIES, TYPICAL STIFFENER & HNGR OTHERWISE) 4x6 LEDGER w/ 3/4"4 EXP. BOLT W 42 "o.c. (EMBED 3? /2" MINIMUM) \ TRUSS PER PLAN P.C. PANEL SEE PANEL ELEVATIONS FOR REINF SECTION B -5.0 SCALE 3/4' =1' -0" 0 [PEP PLAN] TRUSS PER GLB PER PLAN — <- PLAN (TYP.) < HANGER BY TRUSS MFR (TYPICAL) SECTION G -5.0 SCALE: 3/4" =1 -0" I( ':•L x6 's x2' -O" (TYP.) DETAIL m SCALE: 3'4 =1' 0" I— SIMPSON MSTI72 STRAP j f2 8'- 0 "o.c. (LOCATE UNDER PLYWOOD) CHORD STL PER PANEL ELEV. PROVIDE 1 "0 HOLES THRU VERT IDs FOR CHORD STEEL � 8_11? x 12x2'- 0 " (TYP .) -8- 8- - -8 -8--8- 8 -8-- -- ' 8 , 8 8 - 8 8 \ /ix 12x3' -2 '/2" EA. SIDE w/12 -1 "0 M.B. (INSTALL TOP OF SLOTTED HOLES) X" BEARING IC R :'2 x851' -4' SECTION M -5,0 — SHEATHING PER PLAN DETAIL c w SIM, 3 -16d (TYP.) - GLULAM DRAG STRUT PER PLAN GLULAM DRAG STRUT PER PLAN 2x6 BRACE ® 48"o.c. (TYP.) -- 2 - #3 I P.C. PANEL SEE ELEV. FOR REINF. t'/2 xi0x0' - 10" m / 16x0' IC " IC EA. SIDE w /Ya "4 THRU BOLT BOx12x1' -0" w/ 4- 44"0 x4" W.H.SS A,<P PLAN> PLA PR SECT TE B -5.0 —� P.C. PANEL SEE ELEVATIONS FOR THICKNESS & REINFORCING U26 HANGER (TYP.) Ir IYP P.C. PANEL SECTION C -5.0 SCALE: /" =1' 0" SECTION H -5.0 45.3x0 x1' -8" EACH SIDE w/5- #6x3' -6" A 4" GAGE 4x6 TOP PLATE w /2- ?'4"4 A.B. SCALE: 3/4" =1' -0' DETAIL c DETAIL n SECTION N -5.0 SCALE: 3/4a =1' -0" 'IY. EA. SIDE / a "4 THRU BOLT ID1/2x12x1' O" w/ 4 3/4"0>4" W.H.S. / ,—SHEATHING PER PLAN 1 ,-GLB PER FLAN [PER PLAN] a" BRG IE SHEATHING / PER PLAN [PER PLAN] I ____ -- STIFFENER A. HANGER PER PLAN (TY °.) /almml Ni -- -8 8 8 8— -8-8 8 -8 8 GLULAM TRUSc TRUSS DRAG STRUT PER PLAN PER PLAN (TYP_) M.B.'s THRU DRAG STRUT EA. PAIR HD's PER SCHEDULE //--' GLB PER PLAN ' SHEATHING PER PER PLAN f1? 50.12x3' -2 F>" EA. SIDE w/16 -1 "0 M.B. (INSTALL TOP OF SLOTTED HOLES) 8 x6x5' -7 1/4` w /2- #5x2' -6" VERT. & 2- #5x2' -6" HORIZ. 9 <PER PLAN> M.B. THRU MAIN BEAM PER SCHEDULE EACH HOLDOWN STIFFENER PER PLAN (TYP.) SIMPSON HOLDOWN PER SCHEDULE (TYP.)— PER PLAN PLATE PER SECT. B -5 SHEATHING PER PLAN TRUSS PER PLAN w /HANGER BY TRUSS MFR. [PER PLAN] P.C. PANEL SEE ELEVATIONS I FOR THICKNESS & REINFORCING PER PLAN SCALE: 3/4 ✓a" IE EA. SIDE w /3/4"4 M.B. " BRG IE T.S. COLUMN PER PLAN SECTION D -5.0 SCALE: 34" =1 ' -0" [PER PLAN] SECTION J -5.0 • 2 ROWS 10d A 4 "o.c. TO DRAG STRUT SHEATHING PER PLAN CENTER HOLDOWNS A MIDDEPTH-OF DRAG STRUT SIMPSON GLT5 HANGER (TYP.) GLB PER PLAN TRUSS PER PLAN w /HANGER BY TRUSS MANUFACTURER (TYP.) -- GLB PER PLAN T.S. COL. PER PLAN J I I ?ie I I 4 I 2 ROWS 10d A 4 "o.c. TO DRAG STRUT SHEATHING PER PLAN TRUSS PER PLAN HANGER BY TRUSS MFR. (TYPICAL) GLULAM DRAG STRUT PER PLAN (TYP.) q7-OL5D. SECTION E -5.0 SCALE: 3'a " =1' -0' SCALE: 3/4" =1' -0" [PER PLAN] STIFFENER PER 110 PLAN (SKEWED) ` —TRUSS PER PLAN (SKEWED) SECTION K -5.0 SHEATHING I PER PLAN fQ EACH SIDE w/2 - "4 M.B. r HANGER PER FLAN (7YP.) Z g a C!1 x O lii i' BRACING PER TRUSS MFR. RECEIVED CITY OF TUKWILA .IUCI 2 ' t_IJ,' PERMIT CENTER LJ • • S -5.0' 6OF 12 STEEL STUD WALL PER ARCH. 43Y x3U xU CONT. w'/ # -0 " A 24 "o. c. STEEL JOIST PER PLAN (TYP.) PER PLAN) ( SE FITTED STIFF \ A BEAM STEEL BEAM PER PLAN PER _I ARCH. P.C. PANEL SEE ELEV. FOR REINF. #41122 o.c. CONC. SLAB PER PLAN HORIZONTAL OR DIAGONAL BRIDGING BY JOIST MFR. CONNECTION OF BRIDGING TO PANEL BY JOIST MFR. — CONT. LEDGER 43x3x 1/4 w/ "0 EXP. BOLT A 24 "o.c (EMBED 4 ") JOIST PER PLAN SECTION A -6.0 SCALE: 4'4 "= I' -0" SECTION F -6.0 SCALE: 4'a " -1' -0" SECTION L -6.0 SCALE: 4' =1' -0" PER PLAN! PER PLAN! STEEL JOIST PER PLAN STEEL BEAM PER PLAN CONC. SLAB P _R PLAN STEEL DECK PER PLAN STEEL BEAM PER PLAN 17? w/3 -V "0 A325N BOLTS ESE x12x1' -0" w /4- 4'4 "0x4" W.H.S. AT EACH JOIST (46x4xW x1'- 0 "w /2- 4A "0x4" W.H.S. FOR JOIST AT PANEL JT., TYP.) PER PLAN! STEEL BEAM PER PLAN STEEL STUD WALL PER ARCH. (TYP.) CONC. SLAB PER PLAN STEEL DECK PER PLAN STEEL BEAM PER PLAN (TYP.) (COPE AS REO'D) � STEEL BEAM PER PLAN T.S. COLUMN PER PLAN SCALE: 4'4" =1' -0" PER ARCH. #4 / 1' -6" i CONC. SLAB PER PLAN STEEL DECK PER PLAN STEEL JOIST PER PLAN 4764644x0' -8" P.C. PANEL SEE ELEVATION FOR REINFORCING SECTION B -6.0 BALANCE PER SECTION F -6.0 2" ® 24 "o.c. SECTION G -6.0 SCALE: 4 =1' - 0 " BAR - . JOIST PER PLAN SECTION M--6.0 SCALE: 4'4" =1' -0" 3 -4'a "4 A335N BOLTS (TYP.) IN STANDARD HOLES 4 FITTED STIFFENER It EACH SIDE OF COLUMN Y4 I PER .. PLANT l PER PLAN! 8.1 xBM WIDTHxS' -RY " w /2- 3 /4"0 A325N BOLTS A STD GAGE CONC. SLAB PER PLAN I PER PLAN! ARCH. COLUMN i PER PLAN ?JOIST SECTION C -6.0 2x4 ®24 o.c. w/ F24N EACH END 4x6 LEDGER w/ 4.4 0 EXP. BOLT A 48" 0.c, (EMBED 4" MIN.),(TYP.)- P.C. PANEL SEE ELEV. FOR SOFFIT F RAMING AND FINISH PER ARCH. SEE SECT. N-6.0 SIMPSON LTT19.. w/ 8 -16c1 SINKERS (TYP.) CDX PLYWOOR ✓ SLOPE . PER ARCH. SECTION H -6.0 SCALE:. 4 " = ;1' - 0 " ...SCALE: - 4'a 1' - " . P.C. PANEL SEE ELEVATION FOR REINFORCING 3 - #8 SCREWS (TYP.) CONT. 18 GA. TRACK (TYP.) 14 "0 POWER - DRIVEN FASTENER ® 18"o.c. (TYP.) 3% x20 GA. STEEL STUD A 24 "o.c. (T(P.) CEILING WINDOW r. PER ARCH. PER ARCH. SECTION N -6.0 JOIST PER PLAN 4.7x4x44 x0' -8" LLV w /2- 4 " 0 A325N BOLTS 0 3 /e "Ft THRU COL. w/ 6- 2 /a "4 A325N BOLTS (HORS. SLOTTED HOLES) P.C. PANEL SEE ELEV. FOR REINF. 4 0 EXP. BOLT (EMBED 4" MIN.) (TYP.) / STEEL JOIST PER PLAN (IYP.) CONC. SLAB PER PLAN 'PER PLAN! STEEL BEAM PER PLAN SKEWED TS COLUMN PER PLAN STEEL BEAM PER PLAN SECTION D -6.0 SCALE:. 4'4 " =1' -0" -6.1 901ST YIT 4" , 1 1/2" SECTION J -6.0 SCALE: 4'4 " =1' -0" BALANCE PER SECTION B -6.0 STEEL BEAM PER PLAN WT5x22.5x1' -0" w/'4-44"� A325N BOLTS THRU HORIZ. SLOTTED HOLES PER PLAN! SECTION P -6.0 CONC. SLAB PER PLAN STEEL DECK PER PLAN PER PLAN! BRACING AS REQUIRED BY JOIST MFR. N o � STEEL BEAM PER PLAN Y4 T--015a WT9x27.5x1' -8" w/ 12- 1 /e "4 4325N BOLTS (HORIZ. SLOTTED HOLES) C -6.0 co BAR JOIST PER PLAN 476464'4 PER SECT. C -6.0 IPER PLAN! 2• -6y" SECTION E -6.0 SCALE: 4'a " =1' -0" 4'8" FITTED STIFFENER BEAM , t SECTION K -6.0 SCALE: 1/4" =1' -0" SCALE: 44" =1' -0" n D SECTION R -6.0 CONC. SLAB PER PLAN 6.0 1A41e x10 Y4 "xl' -6" w/6 -4& 0 A325N BOLTS STEEL BEAM PER PLAN TS COLUMN PER PLAN IPER PLAN! STEEL BEAM PER PLAN CONC. SLAB PER PLAN STEEL BEAM PER PLAN 4'8 " Il? w/3 -44 "0 A325N BOLTS CONC. SLAB PER PLAN (TYP.) STEEL BEAM PER PLAN 3il11 3C+ fig IPER PLAN! WT5x22.5x1' -0" w /4- 4'4'4 A325N BOLTS RECEIVED CITY OF TUKWILA III4i 2 4 too PERMIT CENTER S. BLOCK. —OUT " V THRU PANED 4 PANEL SEE EL P. FOR REINF. - 7 'r SECTION A -6.1 .,CALF. • ,k5 >3 AeE ONe.. SLAB _8 PEP PLAN " [PER PLAN1 SECTION F -6.1 L '— STEEL BEAM -7' PER PLAN I BOLT it ON S C5x9 BETWEEN BAP, JOIST w/ 3- 5'e "Ax2'2 W.H.S STEEL DEC PER P LAN STEEL JOIST PER PLAN (TAP.) 43V3x DIAGONAL / BRACE im EACH JOIST. FIELD WELD IN PLACE 4s " FITTED STIFFENER EACH SIDE OF BEAM IN COT SECTION B -6.1 P.C.. PANEL SEE ELEVATION FOR REINF. SCALE: 34" =1' —0" r ///��� CONC. SLAB / PER PLAN PER PLANI STEEL BEAM PER PLAN 3/4" SCALE: " = 1' -0" SECTION G -6.1 PER PLANI STEEL BEAM PER PLAN 1x8 1/2 x1' -0" w/ — 3/4"0 A325N BOLTS TS COLUMN PER PLAN C5x9 BETWEEN BAR JOIST (TYP.) CONC. SLAB PER PLAN PER PLANT STEEL BEAM PER PLAN (TYP.) TS COLUMN PER PLAN SKEWED 19' BALANCE PER SECTION A -6.0 P.C. PANEL SEE ELEVATION FOR REINF. --- /a 0I SECTION C -6.1 SCALE 40 " =1' -0" SECTION H -6.1 SCALE: 3'a" =1' -0" 9q7 -015 a. COL. i 1 " I CONC. SLAB PER PLAN STEEL JOIST PER PLAN B -6.1 - ?/s" (C THRU COLUMN w/18— %a "0 A325N BOLTS EACH BEAM STEEL BEAM PER PLAN (TYP.) ITT " FED STIFFENER EACH SIDE ® BEAM LOCATION w /6 — T/8"0 A325N BOLTS PER PLAN) W T 7x20 5x3' -3" w/13— #7x3' -6" (TRIM TO PANEL WI P.C. PANEL SEE ELEV. FOR REINF. CONC. SLAB PER PLAN TS COLUMN PER PLAN ( 3 STEEL BEAM PER PLAN (TYP.) 3 SCALE: 34" =1 I SCALE 34" =1' -0" K <CP PER PLAN) L i STEEL BEAM PER PLAN z " IQ ON BEAM 1 -0" 1' -_6" \---IQ 1x8x3' -0" w/ 1B —' /e "0 A325N BOLTS SECTION D -6.1 STEEL JOIST PER PLAN 1PER PLAN) 6 SECTION J -6.1 ss FE1x12 w/4 -34 "0 A325N BOLTS CONC. SLAB PER PLAN IPER PLAN 2— 0 "0 A325N BOLTS IN STANDARD HOLES STEEL BEAM PER PLAN (TYP.) 412" FITTED STIFFENER P. DETAIL k SECTION E -6.1 SCALE: /" =1' —0" DET SCALE: 34 =I STEEL BEAM PER PLAN CONC. SLAB PER PLAN %" FITTED STIFFENER EACH SIDE w/ 18- 15"0 A325N BOLTS PER PLAN) 3 -x7x0' -9 1/2" w /2— 3a'0 A325N BOLTS © STD. GAGE T.S. COLUMN PER PLAN SECTION K -6.1 RECEIVED CITY OF TUKWILA 8 OF 12 UUADITCEM'ER . 7 QNN y G =__ (SLE PANEL L LEVATIONS FOR CONN. L or ATIONS DETAIL 10 D ETA IL© PLAN ELEVATION E.. TYPE 'A' CONNECTION (SEE PANEL ELEVATIONS FOP CONN. - LOCATIONS) DETAIL ® & 184') ANGLES "A" PLATE "B" 43x3x?s x2' -0 w /6- .B, # -6" 0 4" GAGE � "sx4x 3x3r a'e :x2 -4 w.'7- BL #6x3` -Er ® 4" GAGE fp ; sx4x2' -G" ---- 45x3x3/41z3' -4 w /10- '63' # 7 x 3 , -6" @ 4' GAGE 1C 4 e x4x3' -0" .6a. 45x3 x5 - 4 • ' w /15 tp. #8x4' -0" g 4" GAGE ELEVATION PLAN TYPE 'B' CONNECTION pqoi 5 ANGLE "A" (TYP.) NOTE: AT PANELS OF DIFFERENT THICKNESSES, PROVIDE BLOCKOUT 5 "x 4 "A" LENGTH IN THICKER PANEL C EXTERIOR FACE REVEAL PER ARCH.—t INTERIOR FACE HORIZ. REINF. PER PANEL ELEVATIONS (ALTERNATE FACE) THICKNESS PER PANEL 71 ELEVATIONS #3 ® + IN 8 o.c. FULL HEIGHT (TYP) 16- !7 REVEAL PER ARCH. c' C" DETAIL 0 DETAIL ® TYPE 'C' CONNECTION TYPE 'D' CONNECTION / HORIZ. REINF. PER PANEL ELEVATIONS (EXTERIOR FACE) at l {- THICKNESS PER PANEL ELEVATIONS VERT. REINF. PER PANEL ELEVATIONS (TYPICAL) TYPICAL SINGLE MAT REBAR PLACEMENT NOTE: WHERE VERT. BARS ARE ON EACH FACE (E.F.) & TYP. MAT IS CENTERED, PROVIDE RISER BARS 48 "o.c. MAX. TO MAIN- TAIN CLEAR DIMENSIONS. VERT. REINF. PER PANEL ELEVATIONS (TYPICAL) TYPICAL DOUBLE MAT REBAR PLACEMENT OLP. EXTERIOR FACE :J W 7 t F- � INTERIOR FACE N— #3 1 -- FULL HEIGHT TYPE 'E' CONNECTION #7 (T Y P. ) PER E L EV EXTERIOR INTERIOR 1, DETAIL 0 DETAIL TYPE 'F' CONNECTION PRECAST PANEL REINFORCING NOTES: 1) THICKNESS INDICATED IS MINIMUM THICKNESS ALLOWED w/ 1/2" DEEP REVEAL IN PANELS INDICATED ONLY. DEEPER REVEALS, EXPOSED AGGREGATE AN96R RAKED ARCHITECTURAL FINISHES ARE NOT ALLOWED WITHOUT PRIOR REVIEW & APPROVAL BY THE STRUCTURAL ENGINEER. 2) PROVIDE 1 -#7 OR 2 - #5 MINIMUM HORIZONTAL AT TOP & BOTTOM OF ALL OPENINGS (EXTEND 2' -0" BEYOND OPENINGS). 3) PROVIDE #4x2' -6" DIAGONALS AT CORNERS OF ALL OPENINGS. 4) PANEL TLEVATIONS ARE VIEWED FROM INSIDE LOOKING OUT, UNLESS NOTED OTHERWISE. 5) SEE PANEL ELEVATIONS FOR PANEL THICKNESS. 6) CONTRACTOR IS TO VERIFY ALL DIMENSIONS IN FIELD PRIOR TO FORMING PANELS. 7) SHOP DRILL 1/4" DIAMETER AIR - RELEASE HOLES IN EMBEDMENTS AT 6" CENTERS TO DISPLACE ALL VOIDS. 8) REINFORCING IS TO BE PLACED PER - TYP. SINGLE MAT REBAR PLACEMENT" DETAIL UNLESS INDICATED AS EACH FACE (E.F.)_ SEE "TYP. DOUBLE MAT REBAR PLACEMENT" DETAIL FOR REBAR PLACEMENT INDICATED AS EACH FACE (E.F.). #3 ® 8"o.c. FULL HEIGHT (TYP.) It PER TYPE CONN. (TYP.) BENT IC 5A ,,4x0' -4" TYPE 32 31 30 29 28 P.C. PANEL 1'-"_l PLACEMENT KEY SCALE: 1" =50' to 34 33 27 26 25 =-\\ 23 22 'G' CONNECTION TYPE 'H' CONNECTION T f PER PLAN m 60 RESEIVED CITY OF TUI(WIL M CENTER 9 OF 12 25.- 4 P_ \44x2 -6' C FIOP.0 ELLE'. #5 'ERA, ABOVE 1 _ . BELOW =1PNG 1 F ORIZ. N i LELi 4 - #6 •LRi T P A' '_ONN. nFT 8` .ORD STEE REINFORCING & CONNECTONT PER PANELLI S_ -2 - #7 HORIZ 4'o._ - 11 r ,4 HORIZ. 0 18 "o.c. ® i 6 o., ABOVE & BELOW OPNG. , - # -4 - # HOPZ. l. #5 . -4 - #7 HORIZ 'HOVD NTE % :ORD STEE_ ■ / Gd 4 E -c -i 41' #4x2 ,' p4 �� 6" � DIAL (�lP DAG T IP 3 - #% 4 iYP d 4 "o c. CONN- #4 HORIZ. ® 1'- 11-!4' 2 -!}5 I I 2 - #5 CHORD STEEL I. I CHORD STEEL 4 -TYP 'A CONN. _..... REINFORCING B CONNECTIONS PER PANEL 15' CONN. 2 - #7 HORIZ. ® 4 "o.c. 2 - #7 HORIZ. ® 4" o.c. 4 -TYPE 'C' CONN. PANEL 0 21' -3" 2' -O'J ` -2 -#7 HORIZ. "o 2 #7 HONG. o.c. DET. , , ,V_ , - - - 13;' 6 -TYPE 'B1 CONN. SOUTH P.C. WALL ELEVATION '. GRID v ( 7 1/4" THICK PANELS w/1/4" REVEAL) - 8 - !1�a" _.1 -1134 • 2 .. -C . 4 -TYPE ;A' CONN. REINFORCING & BAL. OF CONN.'S PER PANEL g 2-#5 CHORD STEEL 33 - _ 3 , 72 " 4 - #7 HORIZ. 29' -4" 11 8. -53A" 11 73 ' CHORD STEEL 12' E o 6' -C' H' -73'e" q ((�� :.i ..4 • r�'yy //�� l 54 -/ i.7 2' -0" 41 TO MATCH ALL HORIZ. REINF. IN PANEL M PANEL 22 0 6 -TYPE 'G' CONN. 24' -11''1 21' - -0" REINFORCING & CONNECTIONS PER PANEL Q NORTH P.C. WALL ELEVATION (6 THICK PANELS w/ 1 /2" REVEAL) ' -1134" -10Y4" ' -113; 6 1 (6) 13'4 JT. 0 21' -0" REINFORCING & CONNECTIONS PER PANEL Q 9 8 2'14 2' -2 Ya' 14 15 P -6.0, P 12' -B" - 11 EAST P.C. WALL ELEVATION (6 1 /4" THICK PANELS w/ V2 REVEAL) 4 HORIZ 16"o.c. DET. _L 12'-- 113'16' 4' -0" 12'-11 " 21' -0" 13 REINFORCING & CONNECTIONS PER PANEL Q 17q1-01 29' -1035" C 24' -1! V. 1314.' 1'- 21' -0" REINFORCING & CONNECTIONS PER PANEL Q 111 ..J 16 O 11 3 i4'J 8 34 - -03§" 33' -945` 33' -9 55 " 12' -1141." L 1'- 113'4 1=14 " 18' -43's" i 12' 7" - 11 +" 22' -4Ue" REINFORCING & CONNECTIONS PER PANEL 0 1134 " 1'- 1 DET JT . 12'- 11 •J L, 24' -44'e" 8'84 REINFORCING & CONNECTIONS PER PANEL 0 25 -2 3;" DET 0 8 ' -g 4' 8 " 4 '_._ 1 " .7' -7" - � J ® PANEL 11 0 RECEIVED CITY OF TUNWIIA PERMIT CENTER 6 S z z z � x oz III U Fil H O W W W Z Z dpi rte - L4O Z c.14 rzz CID aLT.4 a CH W C.f) � N J °%. 1 • 10 OF 12 F P . . 2 -TYPE " 61' CONN. TYPE "84" CONN. # 5 HORIZ 0 16 oc .�... G... � !NN { : - #4 VERi 7 $ 0.- 4 2155- Cr 3' P,, PLAN) /.r 11 1 - #4 HCRFE EF F NCORCI' ^ PER RAN CHORE 5TEFL DE DIAN :DAR_ PLADE EA ENE OD ALL HJR&Z. BAPS PANELS & :ORIZ / CHORD STEEL 3-E TPE " 41" ONN. J. AD I APE "8s' `NN _ •FE .. ONN. D AC iTYP.1 6 - #6 tiCx:o , &FEL 3 -Tr PE '_B CONN '' #4'. -c,. DIAL 11 T 3 -TYPE "B1" CO. N utii4l 7 I T)IAG. (TYP.) cF l r #5 HORIZ. ® 16 - 0.c- #5 VERT. 1 16 "T c. ABOVE & BELOW OPNG. 6 -TYPE "81" CONN. --9 - #5 VERT -j EACH FACE (18 TOTAL) LN RCIN - JtvN TII,N! R NFL' _4 -TYPE 'A CONN WEST P.C. WALL ELEVATION (61/4" THICK PANELS w/ 1 /2" REVEAL) REINFORCING PER PANEL 19 SOUTHWEST P.C. WALL ELEVATION (7 THICK PANELS w/ 1 /2" REVEAL) EXCEPT PANELS 03 & 24 9 THICK 2' l _ y . 4 ..' 3 -TYPE "B1" t CONN. 4 o c 2' - 7 III HORIZ .- TYPE "83" CONN. 2 -TYPE "81 CONN s;+ 4' -5y4' 14 -0^ 4' -544 4' -54'e 3 -F5 CHORD STEEL -\ -r _E "81" CONN 2' - 0' :' - -0" 4' -544 4' -53'4" -0" 4' -549" SOUTH P.C. PANEL WALL ELEVATION CI GRID (�D (7 THICK PANELS w/ 1 /2" REVEAL) ` A 34' -344" REINFORCING & CONNECTION PER PANEL 11 =�1 35 24'. -11V2' REINFORCING_, PER PANEL (_2_9) _....4 -TYPE 'F' CONIC 14' - 2/" 4' - 0 4' -538" 0 4 Ye" 2' -544, 2'- .5.y,•_ 20' -4%" 6 -#6 I I #5 E.W. TYPE "82" CHORD STEEL I 0 16 "O.c. CONN. # 4 T 0 MATCH ALL HORIZ. REINF. PANEL 25 .qz) 24' -1 1 V2" REINFORCING & CONNECTIONS PER PANEL 29 12' -0" 4' - -0" 4' -534" f . 4' -53'4' 4' -53' :D • z' -s 3," 20' -438" #5 VERT. 6 - #6 0 16"oc CHORD STEE 6 238' 6 -4 - 12 -9 / R.G. 6 -TYPE "81" ONN. 4� -53i 18' -8 i4" REINFO NEE 29 � PER PANEL 29 4 -TYPE 'H' CONN. PANEL 27 4- TYPE "C" PANEL a 3 12' -0" Va. " PANEL Qi 9 1 01 45.D. RECEIVED CIN OF TTNII,A UN 24.1.97 S J / ,L 11 OF 12 P , 4 NN PE A 49 50 51 NORTH P.C. CANOPY ELEVATION (1' -3" THICK PANELS w/ 1 /2" REVEAL) (EAST PORTION) 6 61 EAST P.C. CANOPY ELEVATION (1' - -3 THICK PANELS w / /a" REVEAL) (SOUTH PORTION) DET. r1 0, 55 , 58 , 5 & O2 WEST P.C. CANOPY ELEVATION (1' -3" THICK PANELS w/ 1/2" REVEAL) PANEL 39 / PANEL'.38 —� D DETAIL Alas DET. , -O ' i2 . -0 " 1'- 113/4 'J `t' - 113/4" pq DET. EAST P.C. CANOPY ELEVATION (1' -3" THICK PANELS w/ 1 /2" REVEAL) (NORTH PORTION) 134 " 40 41 NORTH P.C. CANOPY ELEVATION (1' -3" THICK PANELS w/ 1 /2" REVEAL) (WEST PORTION) PANEL (751> 2 -TYPE 'C' CONN. PANEL 43 #3 ® 8"o.c. FULL HEIGHT (TYP.) Q DET. DET. DETAIL © 44 45 46 NORTH P.C. CANOPY ELEVATION (1' -3" THICK PANELS w/ 1 /2 REVEAL) (MID PORTION) 11 `-1'- 11 1'- 11 #3 [ P I I ® 8' o.c. FULL HEIGHT DET. © 1 6' _71/2 ,. 18 3/4 " 56 EAST P.C. CANOPY ELEVATION (1' -3" THICK PANELS w/ 1 /2' REVEAL (MID PORTION) � #3 ® 8"o.c. FULL HEIGHT (TYP) - 11 12' -8" DET. PANEL SB DETAIL 2 -TYPE 'C' CONN. -11 - #7 J #3 0 8°o.c. _. O 11 " FULL HEIGHT CLR. 8 - # (TYP.) T'a 11 z z 2 1.)1 DETAIL (4 0 >-+ Q` P-1 W r p-4 W W �+ U C E- 1'-113 8 - # (T #3 0. 8 "o.c. 911 FULL HEIGHT L. 1 g i/n" (TYP.) RECEIVED CITY OF TUKWILA 1 2 11 PERMIT CENTER S - 7.3' 12 OF 12