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HomeMy WebLinkAboutPermit D07-129 - THE CHEESECAKE FACTORY - FOUNDATION ONLYTHE CHEESECAKE FACTORY FOUNDATION ONLY 230 STRANDER BL D07 -129 Parcel No.: 5379200241 Address: 230 STRANDER BL TUKW Suite No: Tenant: Name: THE CHEESECAKE FACTORY - FOUNDATION ONLY Address: 230 STRANDER BL , TUKWILA WA Owner: Name: WEA SOUTHCENTER LLC Address: 11601 WILSHIRE BL , LOS ANGELES CA 90025 Phone: Contact Person: Name: DOUG MIDDLETON Address: CCF 17701 MITCHELL N , IRVINE CA 92673 Phone: 949 637 -1135 Contractor: Name: G B MANNISTO, INC Address: 14982 N 83RD PL STE 200 , SCOTTSDALE AZ 95260 Phone: (602)998 -3030 Contractor License No: GBMANI *211N9 DESCRIPTION OF WORK: GROUTED PILES, FOOTINGS, FOUNDATIONS, AND GRADE BEAMS. Value of Construction: $170,000.00 Type of Fire Protection: Type of Construction: doc: IBC-10/06 Cit►f Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us DEVELOPMENT PERMIT * *continued on next page ** Permit Number: D07 -129 Issue Date: 06/22/2007 Permit Expires On: 12/19/2007 Expiration Date: 04/30/2008 Fees Collected: $2,838.84 International Building Code Edition: 2003 Occupancy per IBC: D07 -129 Printed: 06-22 -2007 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: N City c Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us Permit Number: D07 -129 Issue Date: 06/22/2007 Permit Expires On: 12/19/2007 Fire Loop Hydrant: N Number: 0 Size (Inches): 0 Flood Control Zone: Hauling: N Start Time: End Time: Land Altering: Volumes: Cut 0 c.y. Fill 0 c.y. Landscape Irrigation: Moving Oversize Load: Start Tune: End Time: Sanitary Side Sewer: Sewer Main Extension: Private: Public: Storm Drainage: Street Use: Profit: N Non - Profit: N Water Main Extension: Private: Public: Water Meter: N doc: IBC-10/06 Permit Center Authorized Signature: _ 1 1 / 1 1 , �" % . Date: I hereby certify that I have read and - ed s permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complie • i whe er specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit. Signature: ` yam Date: ( / a a 10 Print Name: C)e-1 10.n4gd -" 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. D07 -129 Printed: 06-22 -2007 Parcel No.: 5379200241 Address: Suite No: Tenant: 1: ** *BUILDING DEPARTMENT CONDITIONS * ** City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us 230 STRANDER EL TUKW PERMIT CONDITIONS THE CHEESECAKE FACTORY - FOUNDATION ONLY Permit Number: Status: Applied Date: Issue Date: D07 -129 ISSUED 04/09/2007 06/22/2007 2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the Building Official. 3: All permits, inspection records, and approved plans shall be at the job site and available to the inspectors prior to start of any construction. These documents shall be maintained and made available until final inspection approval is granted. 4: The special inspections and verifications for concrete construction shall be required. 5: The special inspections for steel elements of buildings and structures shall be required. All welding shall be done by a Washington Association of Building Official Certified welder. 6: When special inspection is required, either the owner or the registered design professional in responsible charge, shall employ a special inspection agency and notify the Building Official of the appointment prior to the first building inspection. The special inspector shall furnish inspection reports to the Building Official in a timely manner. 7: A final report documenting required special inspections and correction of any discrepancies noted in the inspections shall be submitted to the Building Official. The final inspection report shall be prepared by the approved special inspection agency and shall be submitted to the Building Official prior to and as a condition of final inspection approval. 8: All construction shall be done in conformance with the approved plans and the requirements of the International Building Code or International Residential Code, International Mechanical Code, Washington State Energy Code. 9: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 10: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. 11: Report from Soils Engineer submited to Building Department as required per plans and specs. doc: Cond -10/06 * *continued on nest page ** D07 -129 Printed: 06-22 -2007 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us I hereby certify that I have read these conditions and will comply with them as outlined. All provisions of law and 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 work construction or the performance of work. Signature: Print Name: (?)€ ooNfl q O-k" Date: fp ! D; b doc: Cond -10/06 D07 -129 ordinances governing or local laws regulating Printed: 06-22 -2007 V,. "VT mr • CITY OF TUKWILA Community Development Department Public Praia Department Permit Center 6300 Soutiventer 8WcL, Suite 100 Tukwila, WA 98188 hmervw.c.i.tukwflametz, STE LOCATION : Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. "Please Prints* Site Address: .774410,4P0 ?3f— Tenant Name: r2r Property Owners Name: Mailing Address: CONTACT VERSON -7 wtio do.i4 eentactifiten'ieur Permit h reacii tO inRed Name: APC)S /140P4 Contact Person: E-mail Address; Contractor Registration Number: Contact Person: E-Mail Address ENGINEER OF RECORD 41: Ali pi* mitt be wet • •• . .• , Company Name: Mailing Address: 2 CentaaPerson: t7i)13 E-Mail Address: Mil & 1 — King Co Assessor's Tax No.: e:::4170 Suite Number. Day Telephone: 91, A37#5,5 4 41WITCTECT orwcoyo- plans must be.wet stun* by Architect if Record brEllibleer of Record • a• A Floor New Tenant: 0121 Yes 0 ..No Zip , GEnRAL . CONTRACTOR INFORMATION 7- (Contractor InfOnnation far kftehaakal - Pling and Gas Pipint(pi5)) • 7; Company Name: Mailing Address: • 2 p •miomr • • s' city Day Telephone: Fax Number: Expiration Date: - Company Name: - -- Mailing Address: Ciw Sum Zip Day Telephone: Fax Number - • ; • s. Crty Stilt Day Telephone: Fax Number. 14 116. ti SI- 2 . 77 D ••• ; 4 4:-• . IM•••■l11Mk , .■••■ •■• • ' ■;... . ■ r 'S • :M ., • ' ) , e. • • •Z? • ' .'; • • ' .; ..V ''' ' ••• " I .... .4 .. " • l ' i llitiOr l i f i itii ' ... .• • j 15$2,Stila t 3 ked: :;:11Stiubiiirel, , /...e.: . • .. .. 1 .• • ..::::`,:.. v .,';'. , i ,. . ... 4 ''..' 1 g . 4 . . . .. ...;!..:9;12C.:` ' 7., .7. ..: , i,.# , ..., ,, : CA • , ... : • .... A .2e52 , . 1Iapr . . .• ; . ■ L,:d.:': L •, . . . .. : .'-': • •.: '..:. ,.. sl :7'. ,,,;(4 : :;.: 4'... . . ' - • : .: ;',,.7'. , . '411/4.1isqrrt Spctarc !...- ; 7. i4 3..::. ;,.':..,...■. 4 4;4 6 94 0 7. 6 7t" . • ..-. , A .,. ..,, ... „,,,.0; • .•:,,,, ,.:.. . .. - . ‘ • Ci1P 1, .,, . I° )t',. , . ' To • . r •••': '...e • ., .. . - BugevolOrtionT . Valuation of Project (=tractor's bid ptice): $ /79, 6 Existing Building Valuation: $ LES Scope of Work (please provide detailed information): Will there be new rack storage? 0....._Yes O.. No ryes, a separate permit and plan Submittal will be required. PLANNING DIVISTQN: Single fan4iy building footprint (arca of the foundation of all structures, pins any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot An:a (sq fl); Floor area of principal dwelling Floor arca of accessory dwelling *Provide documentation tat shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of ParicMg Stalls Provided: Standard: Will there be a change m use? 0 Yes 0 No If "yee', explain: viRE PFLOTECTION/BAZARDOUS MATERIALS O Sprinklers Automatic Fire Alarm 0 None Other (specify) Will there be storage or nse of flammable, combustible or baranlaes materials m the building? Ycs ID No /nes attach ofetarerials and storage locations on a separate g-1/2" r 11" paper including quantities and Material Saftu) Data Sheet& SEPTIC SYSTEM ,, • On-site Septic System — For ou-site septic system, provide 2 copies of a current septic design approved by -King County Health Department. Compact Handicap: VW VT 1■11 I If • VO Sewer District El —Tukwila O ...Sewer Use Certificate ■111 /IN MP. ••11.1••• WWI Ir.= • • 11■• • 7r,• • CNVORKS Scope of Work (please provide detailed information): riferla Public Waris Bulletin #1. andestimate • I Water District .. .Tuk 0 ...Water District #125 D ...Watcr Availability Piovided Sstrnitted with Application (marls boxfs which aped* 1:1 ...Civil Plans (Maximum Paper Size — 22" x 34") El - .Technical. Information Report (Storm Drainage) 17.1 o —Bond 0 Insurance 0.. Easeinent(s) 0 Proposed Activities fmarle boxes that applv): Q ...Right-of-way Use - Nonprofit for less than 72 hours 0 ...Rigitt-of-way Use - No Distarbanee 0 ...Ccostniction/Excavoion/Fill - Right.of-way Non Right-of-way 0 ...Total Cut cubic yards o .. .Total Fill cubic yards 0 ...Sanitary Side Sewer o _Cap or Remove Utilities 1:3 ...Frontage Improvements 0 ...Traffic Control .. .Backflow Prevention - Fire Protr,etion Irrigation Domestic Water o ...Permanent Water Meter Size... D ...Temparat Water Meter Size.. O ...Water Only Meter 10 ...Sewer Main Extension.. ...... 0 - .Water Main Extension PuNie 71. Call before you Dig: 1400-424-5555 o Abandon Septic Tank 0 .. Curb Cut .. • Pavement Cut o .. Looped Fire Line •••••■••■■• FINANCE INFORMATION Fire Line Size at Property Line ... water 0 ...sower Mend* Scrviet Billion to: Name: Mailing Add= O HiSbline ValVoe D..Renton El ...Sewer Availability Provided Water Meter Refoatifililling! Name: Mailing Address: icOn=sitc Septic System. — For co-site septic system, provide 2 copies of a current septic design approved by King County Health Epartracrit. WO 6 WO # WO Private Private .. ▪ Rmten .. ▪ Seattle Geotechnical Report 0 —Traffic Impact Analysis Maintenance Agreement(s) El—Hold Harmless — (SAO) 0 Hannless — (ROW) • Right-of-way Usc - Profit for less than 72 hours o .. Right-of-way Use —Potential Disturbance O Wort( in Hood Zone D ..StomDre Number of Public Fire Hydrant(s) 0 ...Savage Treatment • Grease heteteeptor O Channclization • Trench Excavation 0 .. UrEity Undcrgroundrng 13...Deduct Water Meter Size Day Telephone City Stato zip Day Telepbooc:__ City Sate Zip WV VT 'PrlOgrAPP CAT Q : • Date Application Accepted_ Date Application Expires: to l D', F oi- ti.. ?• Value of Construction —In all eases, a value of constsructiai 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 eursent 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. Building and Mechanical Permit The Building OfSciai may grant one or Mere extensions of time far additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable Cause demonstrated- Section 105.32 International Building Code (current edition). nag biw Peonit The Building Official may grant one extension of tune for an additional period not exceeding 180 days. The extension shall be requested in writing and p *ble cause gyrated. Section 103.4.3 Uniform Plumbing Co& (current edition). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OW • AU1B0 D G Signature : ' Date ffi Print Name: 16/ -0 0A. Day Telephone: Mailing Address: /77 /ir7,� . Staff Initials: 1 Parcel No.: 5379200241 Permit Number: D07 -129 Address: 230 STRANDER BL TUKW Status: PENDING Suite No: Applied Date: 04/09/2007 Applicant: THE CHEESECAKE FACTORY - FOUNDATION ONLY Issue Date: Receipt No.: R07 -00534 Initials: JEM Payment Date: 04/09/2007 02:21 PM User ID: 1165 Balance: $0.00 Payee: THE CHEESECAKE FACTORY TRANSACTION LIST: Type Method Description Payment Check 514969 2,838.84 ACCOUNT ITEM LIST: Description doc: Receipt -06 BUILDING - NONRES PLAN CHECK - NONRES STATE BUILDING SURCHARGE City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http:: / /www.ci.tukwila.wa.us Account Code Current Pmts 000/322.100 000/345.830 000/386.904 RECEIPT Amount 1,717.78 1,116.56 4.50 Total: $2,838.84 Payment Amount: $2,838.84 Printed: 04 -09 -2007 Project: r Q f GGt ,/ . ✓ Type of Ins • ection: Address: 7:V) S��, ?.1 7?-4... Da Da e Called: Special Instructions: Date Wanted: // 2 ) 7 a. m Requester: Phone No: /JC INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3 OMMENTS: Approved per applicable codes. Corrections required prior to approval. $58. i r - NSPECTION REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. 'Receipt No.: 'Date: ?NV: Type of Inspectgon: v Address: 2 30 s12 A O (1? Date Called: Special Instructions: vC > led ,Xi /�w'Ii1 L 1 Date Wanted: 1U l c, )0 Ca.m, P.m. Requester: Phone No: 5o -59S -SL/ ? El Approved per applicable codes. INSPECTION RECORD Retain a copy with permit rN Do7 -2z9 INSPECTIO O. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 Corrections required prior to approval. 0 COMMENTS: ( /(_ 44 � . ls���. /' $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. Receipt No.: 'Date: Project: 772 / Type of Inspection: --5/3°/ ■., Address: Date Called: Special Instructions: Date Wa .. Z r' a.r ' • Requester: Phone No: El Approved per applicable codes. COMMENTS: 1 Dat9 7 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT A N CITY OF TUKWILA BUILDING DIVISION A 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)43 1 -3 Corrections required prior to approval. / w68.00 REINSPECT! N FEE RECO.) ED. Prior to inspection. fee must be • paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. Receipt No.: IDate: --° ' _ Project: / ,.. Aee Zime Type of Inspection: , 3,- / 4?1./ I Address: 20 :.>"-, R /4/4-) 2., Date Called: Special Instructions: Date Wanted: 7- o 2 Requester: Phone No: .5 -3s - --c/57 INSPECTION RECORD Retain a copy with permit . 617- / INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-36 0 El Approved per applicable codes. El Corrections required prior to approval. COMMENTS: p i2 i' i- ex) 5 77 6 Inspector Date )-c 7-- r ec ipt No.: 0 REINSPECTION FEE EQUIRED. rior to inspection. fee must be d at 6300 Southcenter BL d.. Suite 1 0. Call the schedule reinspection. 'Date: Project: ,1 Type of Inspectjan: Address: - r _ ' ate ailed: Special Instructions: I a k e.,? Date Wanted: a.m.. Requester: Phone No: INSPECTIO NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 COMMENTS: /9 //:0 4 "9,9,7 El Approved per applicable codes. 1:2 Corrections required prior to approval. J)76 c 6—o ei/ 7--c 'Inspector: jeol 'Date: g JJ —/ $58. EINSPECTIO E REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. i-to t.. h._ .,_ ,,...9,-, , sb-r.if Ad-rd 5 1 i‘e,f j J.--.0e ,,, ii-r, i )-if- 1/ ...:-..' l ee C ., ‘,...-. PID,./ /77 ,7. 3€ - / i_/, .:-.. e , ?In-, . (7 Ai 1,2-0)-7 - 4,40-1 frp-v-- yee />--7Spell.e.e,Z, 1.-- 6/A0 -- 4., At_ .// ail r)n-v,/ / yr.c.? 4 e AmeA I h rie,-7 4 .1.-27.,4-1 4 / ' ..r C/D / ii e G-7‘ lila 4 !Receipt No.: 'Date: • COMMENTS: 0 p wo e.e__,,eze, 4.,,,o-i( l i /7 / -41 "-- ed t' / 2/19 )) i,e92 10: fr-i - - 7 - 4,,, a / 4;e& e le )0794Af.„.. 7--L/ ‘,/., e4 /To Date Wanted: f 4 3 e2 PM' — A€ 7 74, 14-e 4 A r.,1-, /,' Phone No: l •C I cr, tA-A h .4_F 17,9A , b1,1 - 4 14, 14/ / V I■• ‘c, : Vid C g( 5 ' i fr 7 .7 Ai. 0 7.4..41,,/ ,ed...-/le/ C% b( dn-A ii,e--7 , ‹ ‹ n i Project:,. it6e 4/ Type of Inspection: tOC.A"F 1 Address: Da Called: Special Instructions: i io Ze 6frtivet1- Date Wanted: p.m. Requester: Phone No: INSPECTION10. ff INSPECTION RECORD Retain a copy with permi CITY OF TUKWILA BUILDING DIVISI 6300 Southcenter Blvd., #100, Tukwila, WA 98188 \\ (206)431-367 El Approved per applicable codes. El Corrections required prior to approval. Inspector: Date: EJ $58.00 REINSPECTIO r FEE REQUIRED. Prior to inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. 'Receipt No.: 'Date: Project: i 7 � o��se � �� Type of I ection: x ` - ,01 Cr iz) / <�w ( Address' Date Called: Special Instructions: Date ted: v1 � (a�� p.m. Requester: Phone No: INSPECTION NO. INSPECTION RECORD Retain a copy with permit . 2 0 114. . CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 206)431- Ej Approved per applicable codes. Corrections required prior to approval. COMMENTS: /LLB *ti T-Z 1)1 S -4 (4 2or. /=(/ ? rr) EINSPECTION FEE R • QUIRE ' • rior to inspection, fee must be t 6300 Southcenter Blv.., Suite 100. Call the schedule reinspection. 'Receipt No.: 'Date: COMMENTS: Type of In ection: Ye Cc T ✓I JP C �c 1 ( (CA,OI ( Address: 2_ c7 -1 /,'∎\aPJ Id___ 1 j_e f )3 +-rl6 = ( I :r /T/rl l Special Instructions: Li s n� a --(c w ` :� S , /,- - - (e' Requester: Phon N ] LI Vl/ - 2_70 -- 7 C 1 Cj 4-7 / Project: � A {l--t'" Type of In ection: Ye Cc T ✓I JP C �c 1 ( (CA,OI ( Address: 2_ c7 -1 /,'∎\aPJ Id___ Date Called: Special Instructions: Date Wanted: a.m. / O -1 Requester: Phon N ] LI Vl/ - 2_70 -- 7 C 1 Cj 4-7 / INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., *100, Tukwila, WA 98188 El Approved per applicable codes. Insp ctor: 1 5 ipt No. INSPECTION RECORD Retain a copy with permit 58.00 REINSPECTION FE REQUIRE q. Prior to inspection, fee must be aid at 6300 Southcenter B d.. Suit 00. Call the schedule reinspection. pod z 5 (206)431 -3 7 El Corrections required prior to approval. Dafep _ 'Date: Proj�5t: C'`h'c ( - /0�• Type of I pe / - 1on: rli/9 /�> o ne 1 1# A dress: b - 5 -/`�t bL- Date Called: Special Instructions: Date Wanted: m. 7--? 3 - -/0 Requester: Phon BP - 2 / / /$ INSPECTION NO. ❑ Approved per applicable codes. pa 1 RecepN: INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 COMMENTS: P d k "I `ulleeK -/d - (Inspe JDa c (206)431 -3 ❑ Corrections required prior to approval. SPECTION FEE RE t UIRED. Prior to inspection. fee must be 00 Southcenter Blvd., uite 100. Call the schedule reinspection. 'Date: COMMENTS: 6 4 S i d P (,vol C_ ev. .0 6- 2/ (J /U / /,/ / / /?ffl / /d�<!/ T O /v' // / /f/ A / .3 l ,e('l I/ / / /l /S7 1. /i ( `,4../ (, = / /der? / S - ,(Jc 1)6(?( /_f'/ Date Called: -7 id .4/'P /2/' ,� 6))7/f&.7 .52/7( i i7 7 _i 5:9 ?(' / •r1.-/ ,v5p /E V Date Wanted: Caw 7 - 'f>_ 07 p.m. ( 3 i / Clow *i4 ? / 7(' i /T 4'c . 2 / / %G/ //I/ (1l 1 / .) u-g re' (- i 7 . 'ij7/ fi - / SD A -/ 4, / 2 e' y(/f/ x/)1 s / // / :I- A's 5 o .� s//- ( r204 - gq6 --G 6 c '41 Pro � 5 , 0 k . /7;9_ l' /L/ Type of In pection:- -'" V '' —» GL`'C?rae- Address: Date Called: Special Instructions: Date Wanted: Caw 7 - 'f>_ 07 p.m. Requester: Phone No: G- 7 75 - 3 INSPECTION RECORD Retain a copy with permit ...�+. INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION /-)C2 I Z 6300 Southcenter Blvd., #100, Tukwila, WA 98188 -.- (2p6 , 3.1- Approved per applicable codes. Inspe tor: eceipt No.: 1 Corrections required prior to approval. 'Date: t 7- 2 a v - 7 58.00 REINSPECTION FEE EQUIRED. Prior to inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. Project Type of I - nsp ction: ( Address: _ 7 36 ,..›-/T,-7i i.d/ Date Called: Special Instructions: Date Wanted: — 7 — /q- e Requester: P hopLyb ^ LI Approved per applicable codes. Corrections required prior to approval. COMMENTS: A,,-/ ,,,,e,,/ 'kV) Sc 7 4• , (A---ii,.ze.„, c r,ki-,e7 4I / ii, ...... ...1 ...4 .... ..!.... 4,0 , .../ ...... ,.. \ INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-367 Ins pec Date: A .0a 4 .11 Ar $58.00 REINSPE N FEE REQUIRED. Prior to inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. Receipt No.: 'Date: COMMENTS: 4 1 r . J . 7-, S ....e. / { - - C Date Called: 1� 9 ai ,J .." Wanted: a a.m Requester: Phone No: �, Yb AQ � CT! / / ` /i / ,l / _ i2 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd. #100 Project: Tukwila, WA 98188 Approved per applicable codes Corrections required prior to approval. 'Inspector: INSPECTION RECORD Retain a copy with permit PER ^ ^ (Date: 7- 3-c 206)431 -36 $58.00 REINSPECTION FEE REQUIRED. Prior to inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. 'Date: 'Receipt No.: t - Type of Inspection: -- _4 / Date Called: ` - Wanted: a a.m Requester: Phone No: Tukwila, WA 98188 Approved per applicable codes Corrections required prior to approval. 'Inspector: INSPECTION RECORD Retain a copy with permit PER ^ ^ (Date: 7- 3-c 206)431 -36 $58.00 REINSPECTION FEE REQUIRED. Prior to inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. 'Date: 'Receipt No.: KLEINFELDER An employee owned company October 9, 2007 Project No: 83596.MAT Mr. Doug Middleton The Cheesecake Factory, Inc. 17701 Mitchell North Irvine, CA 98188 Subject: Final Special Inspection Report The Cheesecake Factory — Tukwila 230 Strander Boulevard Tukwila, Washington City of Tukwila Permit No D07 -129 (Foundations) City of Tukwila Permit No. D07 -119 (Building) OCr 1 2007 COMfvIUNiT DEVELOPiENT Dear Mr. Middleton: This final special inspection report has been prepared to serve as documentation that Kleinfelder's Special Inspectors have performed special inspection services on the following structural building construction referenced by City of Tukwila building permit number's D07 -129 and D07 -119. These services were requested by you as the project owner in accordance with your construction documents and the requirements of the International Building Code. Our services have included inspections on the following portions of the work as required by the project plans, specifications, IBC building code requirements and local jurisdictional requirements at the above project site address: • Structural Steel Shop Fabrication, • Structural Steel Field Erection and Welding (including metal deck and UT Tests); • Structural Reinforced Concrete Greater than 2500 PSI Strength (including pile foundation installations). (It should be noted that our services on pile installation was limited to rebar placement and grout placement and testing and did not involve aspects assigned to the Geotechnical Engineer of Record for the project); • Structural Reinforced Masonry; and • Epoxy and Wedge Anchor Installation; 83596/SEA7L201.doc Copyright 2007 Kleinfelder Page 1 of 2 October 9, 2007 KLEINFELDER 2405 140th Avenue NE, Suite A101, Bellevue, WA 98005 (425) 562 -4200 (425) 562 -4201 fax Kleinfelder's ICC/WABO Certified Special Inspectors performed the above listed special inspection services between the dates of July 3, 2007 and September 5, 2007. Based upon our inspectors observation's and written reports of this work, it is our professional opinion that the above inspected work was performed, to the best of our knowledge, in accordance with the approved plans, specifications, and applicable workmanship provisions of the International Building Code. We have employed generally accepted engineering and inspection practices and procedures in the performance of these services. By this letter we do not undertake the guarantee of construction, nor do we relieve the contractor of their primary responsibility to produce a completed project conforming to the approved project plans and specifications. No warranty is expressed or implied. We trust that this report serves to meet your needs at this time. If you have any question regarding our inspection services or need additional information, please contact our office at (425) 562 -4200. Respectfully submitted, KLEINFELDER WEST, INC. Jew' y . Mason, PE for Materials Engineer eattle Area Materials Group Manager cc: Mr. Ben Flanigan, GB Manistoe Building Official, City of Tukwila Building Department 83596 /SEA7L201.doc Copyright 2007 Kleinfelder Page 2 of 2 October 9, 2007 KLEINFELDER 2405 140th Avenue NE, Suite A101, Bellevue, WA 98005 (425) 562 -4200 (425) 562 -4201 fax iIP SHANNON 6WML,SON} INC. GEOTECHNICAL AND ENVIRONMENTAL CONSULTANTS October 9, 2007 Mr. Douglas McDonald Cheesecake Factory, Inc. 11701 Mitchell North Irvine, CA 92614 RE: FINAL REPORT ON CONSTRUCTION OBSERVATION, CHEESECAKE FACTORY AT WESTFIELD SOUTHCENTER, TUKWLLA, WASHINGTON, PERMIT NO. D07 -129 Dear Mr. McDonald: This letter presents our final report on geotechnical construction observation activities for the new Cheesecake Factory located at Westfield Southcenter, Tukwila, Washington. Our services for this project included observation and evaluation of the following activities: • Driven grout pile installation • Structural backfill placement and compaction The results of our observations are presented in our field activity reports dated June 21 through August 2, 2007. In summary, all foundation piles were evaluated and found to be competent for bearing. Our field reports document structural fill materials evaluated and approved in utility trenches, below the building floor slab, and alongside the pile grade beams. The structural fill placement we observed was accomplished in an acceptable manner. In our opinion, the geotechnical- related work that we observed at the project site substantially complies with our recommendations and with approved plans and permit requirements. 400 NORTH 34TH STREET • SUITE 100 P.O. BOX 300303 SEATTLE, WASHINGTON 98103 206.632 .8020 FAX 206.695.6777 Tnn 1.Rnn.RA .A.RgRR 21 -1 -20693 -002 Au.SIcA CALIFORNIA COLORADO FLORIDA MISSOURI OREGON WASHINGTON Mr. Douglas McDonald Cheesecake Factory, Inc. October 9, 2007 Page 2 Please contact me by phone at 206 - 695 -6875 or via e-mail at mwp@shanwil.com if you have any questions. Sincerely, SHANNON & WILSON, INC. Martin W. Page, P.E., L.E.G. Associate MWP /mwp 1ce:04121t 1 c: Ben Flannigan, GB Manisto (sent via e-mail) 21 -1- 20693-002- L1.doc/wp/LICD SHANNON iWILSON. INC. 21 -1 -20693 -002 October 9, 2007 LOT SURVEYS • TOPOGRAPHIC • SHORT PLATS • CONSTRUCTION John Bassnaan GB Mannisto Inc 14982 N. 83*l Place Suite 200 Scottsdale, AZ. 85260 -2546 . Fax: 480 -951 -9210 RE: The Cheesecake Factory Dear John: Dan Price Land Surveying being the construction surveyor of record for this project has staked the building location per the approved construction plans and specifications. DANIEL R. PRICE, SR, PLS Principal DAN PRICE LAND SURVEYING 17923 52ND AVE E #B - TACOMA. WA 98446 PFIONE (253) 875 - 8075 • FAX (253) 875 -8076 DO 7- /a 7 TO Mr. Douglas McDonald DATE August 14, 2007 COMPANY Cheesecake Factory, Inc. PHONE ADDRESS 11701 Mitchell North FAX Irvine, California 92614 JOB NO. 21 -1- 20693 -002 SUBJECT SOUTHCENTER CHEESECAKE FACTORY FIELD ACTIVITY REPORTS, PERMIT #D07 -129 DATE No. COPIES DESCRIPTION JULY 12 THROUGH AUG 1 1 EACH FIELD ACTIVITY REPORTS, CHEESECAKE FACTORY, SOUTHCENTER MALL, TUKWILA, WASHINGTON 1.406. � � 400 N. 34 '" S TREET, SUITE 100 = mill H I SHANNON iWILSON INC i P.O. Box 300303 GEOTECHNIC AND ENVIRONMENTAL CONSULTANT�C041 200 ui SEATTLE, WASHINGTON 98103 SEATTLE • RICHLAND • FAIRBANKS • ANCHORAGE • ST. Louis • DENVER • PORTLAND � O p/� X 206•632.8020 FAx 206.695.6777 ❑ Per your request ❑ For your review Comments: Hi Doug, These are our field reports for the last 3 weeks. Please call me if you have any questions. Regards, Martin Page, PE, LEG Associate Mailed copies to: TRANSMITTAL THE FOLLOWING ITEMS ARE TRANSMITTED: ❑ For your approval for your information For your files ❑ For your action ❑ Return with comments ❑ Other Ben Flanagan — GB Mannisto, 230 Strander Blvd., Tukwila, WA 98188 Bob Benedicto — City of Tukwila, 6300 Southcenter Blvd., Suite 100, Tukwila, WA 98188 REPORT SUBMITTED TO: CONTRACTOR NAME AND CONTACT: WEATHER & TEMP. Sunny, 90s Client Doug McDonald Cheesecake Factory, Inc. General GB Mannisto, Inc. CC Ben Flanagan, GB Mannisto, Inc. Subcontractors for Geotechnical Construction TIMES OF SITE VISITS: Lloyd Enterprises, Inc. from 0900 to 1000 from 1400 to 1430 from to AIM • u . GEOTECHNICAL &WILSON, INC DAILY FIELD ACTIVITY REPORT PROJECT NAME/LOCATION ATTACHMENTS Figure 1 — Site Plan PROJECT NO.: 21 -1 -20693 -002 REPORT DATE: July 12, 2007 REPORT NO.: 11 SW FIELD REP.: Hilja K. Welsh PERMIT NO.: D07 - 129 Southcenter Mall Cheesecake Factory, Tukwila, Washington (Permit No. D07 -129) CONSTRUCTION OBSERVATIONS 1 TOPIC AND LOCATION Backfill and Compaction of Pile Caps D_ ESCRIPTION OF FIELD ACTIVITY , OBSERVATIONS AE RECOMMENDATIONS TO OWNER At the request of GB Mannisto, Inc. (GBM) and Lloyd Enterprises, Inc. (LEI), I arrived on -site today to observe and evaluate the backfill and compaction of the pile caps at from lines A -N (1 -11) (Figure 1). Today LEI backfilled around pile caps 1, 2, 4, 5 -15, 19, 20, 22, 24 -37, and 39-48 with 24- inches of pea gravel. The material was compacted with a plate compactor, grcf's cseri•4 4. JR Ti ER ACTT RECOMMENDED TO LIMITATIONS: The Shannon & Wilson field representative is present on site solely to observe the field activities of the contractor identified and keep our client informed of the progress and quality of the work The presence and activities of the Shannon & Wilson field representative and our acceptance of any non - conforming work or failure to reject any non - conforming work does not relieve the contractor from complying with its contract documents. Shannon & Wilson does not have the authority to direct the contractor's work. Any information provided by the Shannon & Wilson field inspector is intended solely to advise the contractor of the technical requirements of the plans and specifications and/or design concept. The contractor is solely responsible for its means, methods, sequences, procedures, construction site safety, quality of work, and adherence to the contract documents. REVIEW BY (PM initial/date) .AZ Ws .0, Page 1 of 1 I:1WIP121. 1\20693 Cheesecake Fact • Fleld Act R • PILE icENi PILE INSTALLED TODAY • PILE INSTALLED PREVIOUSLY AFAR .ures.xls titA Fl C O CTIO 4i J1 e t i pZ 1' com47 • mp c f ion 4CC Oble Cheesecake Factory Tukwila, Washington SITE PLAN SHANNON & WILSON, INC. Geotectmfcai end Environmental Consufants 1 82 MVO FAR* : . 14 FIG.1 ,,NO w ;f REPORT SUBMITTED TO: CONTRACTOR NAME AND CONTACT: WEATHER & TEMP. Cloudy, Warm Client CC Doug McDonald, Cheesecake Factory, Inc. General GB Mannisto, Inc. Ben Flanagan, GB Mannisto, Inc. Subcontractors for Geotechnical Construction TIMES OF SITE VISITS: Bob Benedicto, City of Tukwila Lloyd Construction, Inc. from 1330 to 1400 from to from to ,,NO w ;f TO PIC AND LOC ATION DESCRIPTION OF FIELD ACTIVITY, OBSERV A RECOMMENDATIONS TO OWN :' ;,,y k.., r te,,...,.... FU tTHER AC 1 Et OMMENDEDyTC OWNE , 1 Excavation and Backfill of Utility Trenches Since my last visit, Lloyd Construction had backfilled a trench in the location shown in Figure 1. The trench was about 2 feet deep and about 2 feet wide. I did not observe placement or compaction of the fill. The fill was light brown fine sand with a trace of silt and gravel. 1 probed the structural fill with a'A -inch diameter pointed steel rod and observed Y2 to 2 inches of penetration, indicating a dense condition. None Ems SHANNON &WILSON, INC. NMI OEOTECHNICAL AND ENVIRONMENTAL CONSULTANTS DAILY FIELD ACTIVITY REPORT OJECT NAME/LOCA PROJECT NO.: 21 -1- 20693 -002 REPORT DATE: July 23, 2007 REPORT NO.: 12 SW FIELD REP.: Jeremy Butkovich PERMIT NO.: D07 - 129 Southcenter Mall Cheesecake Factory, Tukwila, Washington (Permit No. D07 -129) CONSTRUCTION OBSERVATIONS ATTACHMENTS Figure 1 — Site Plan OTHER GENERAL OBSERVATIONS Meetings Attended: Other: LIMITATIONS.- The Shannon & Wilson field representative is present on site solely to observe the field activities of the contractor identified and keep our client informed of the progress and quality of the work The presence and activities of the Shannon & Wilson field representative and our acceptance of any non - conforming work or failure to reject any non - conforming work does not relieve the contractor from complying with its contract documents. Shannon & Wilson does not have the authority to direct the contractor's work Any information provided by the Shannon & Wilson field inspector is intended solely to advise the contractor of the technical requirements of the plans and specifications and/or design concept. The contractor is solely responsible for its means, methods, sequences, procedures, construction site safety, quality of work, and adherence to the contract documents. REVIEW BY (PM initialdate) 1/0e 8 7 -0-c7 Page 1 of 1 I:1WIP121- 1120693 Cheesecake Factory\Field Activity Reports \FAR Figures.xds inh -n p FILLED TRENCH Cheesecake Factory Tukwila, Washington SITE PLAN FAR #12 SHANNON It WILSON, INC. Geotechnical and Environmental Consultants • A Y Alt L A I G O L A Carenerl MINTZ 11.1 1 ' i 41 6 — 32 7/23/2007 21 -1- 20693 -002 FIG. 1 REPORT SUBMITTED TO: CONTRACTOR NAME AND CONTACT: l WEATHER I Sunny, Warm & TEMP. I Client Doug McDonald Cheesecake Factory, Inc. General GB Mannisto, Inc. CC Ben Flanagan, GB Mannisto, Inc. Subcontractors for Geotechnical Construction TIMES OF SITE VISITS: Bob Benedicto, City of Tukwila Lloyd Construction, Inc. from 1030 to 1100 from to from to =III SHANNON i\MLSON, INC. DAILY FIELD ACTIVITY REPORT ECT NAME/LOCATION. PROJECT NO.: 21 -1 -20693 -002 REPORT DATE: July 25, 2007 REPORT NO.: 13 SW FIELD REP.: Jeremy Butkovich PERMIT NO.: D07 -129 Southcenter Mall Cheesecake Factory, Tukwila, Washington (Permit No. D07 -129) CONSTRUCTION OBSERVATIONS Placement of Pea Gravel Backfill SCRIPTION OF FIELD ACTIVITY OBSER COMMENDATIONS TO OWN When I arrived onsite, the backfill subcontractor had completed placing the pea gravel backfill in the areas shown in Figure 1. I did not observe placement of the backfill. The fill was 24 to 36 inches deep. I probed the fill with a '/z -inch diameter pointed steel rod and observed 20 to 30 inches of penetration. I spoke with GB Mannisto, who indicated that the fill had not been compacted. The pea gravel should be compacted with a vibratory plate compactor. Compact backfill with a vibratory plate compactor. ATTACHMENTS Figure 1 — Site Plan OTHER GENERAL OBSERVATIONS Meetings Attended: Other. LIMITATIONS: The Shannon & Wilson field representative is present on site solely to observe the field activities of the contractor identified and keep our client informed of the progress and quality of the work The presence and activities of the Shannon & Wilson field representative and our acceptance of any non - conforming work or failure to reject any non - conforming work does not relieve the contractor from complying with its contract documents. Shannon & Wilson does not have the authority to direct the contractor's work Any information provided by the Shannon & Wilson field inspector is intended solely to advise the contractor of the technical requirements of the plans and specifications and/or design concept. The contractor is solely responsible for its means, methods, sequences, procedures, construction site safety, quality of work and adherence to the contract documents. REVIEW BY (PM initial/date) Page 1 of 1 rnh c •i ..,.�l...J0..: .XVh ; t e 4, Cheesecake Factory Tukwila, Washington SITE PLAN FAR #13 SHANNON & WILSON, INC. Geotechnical and Environmental Consultants ls A •r s2 7/25/2007 21 -1- 20693 -002 FIG. 1 I: \WIP\21- 1\20693 Cheesecake Factory\Field Activity Reports \FAR Figuresxds NO TOPIC AND LOCATION _ DESCRIPTION OF FIELD ACTIVITY, OBSERVATIONS AND RECOMMENDATIONS TO OWNER H FURTHER ACTI RECOMMENDE TO OWNER 1 Compaction along western retaining wall When I arrived onsite, Lloyd Enterprises, Inc. (LEI), earthworks subcontractor, had backfilled along the western retaining wall with Type 17 sands and gravels (Figure 1) and compacted the material using a vibratory plate compactor. I probed the fill with a V2 -inch diameter pointed steel rod and observed 6 to 30 inches of penetration. I informed the contractor (LEI) that additional compaction would be necessary. I will re- evaluate the compaction on Thursday, August 2, 2007. Continue compaction along western retaining wall using a vibratory plate compactor. REPORT SUBMITTED TO: CONTRACTOR NAME AND CONTACT: I WEATHER & TEMP. 1 Sunny, 80s 1 Client Doug McDonald Cheesecake Factory, Inc. General GB Mannisto, Inc. CC Ben Flanagan, GB Mannisto, Inc. Subcontractors for Geotechnical Construction TIMES OF SITE VISITS: Bob Benedicto, City of Tukwila Lloyd Construction, Inc. from 1030 to 1230 from to from to � � �� SHANNON FAWILSON, INC ita■r GEOTECHNICAL AND ENVIRONMENTAL CONSULTANTS t�l DAILY FIELD ACTIVITY REPORT PROJECT NAME /LOCATION PROJECT NO.: REPORT DATE: REPORT NO.: SW FIELD REP.: PERMIT NO.: CONSTRUCTION OBSERVATIONS OTHER GENERAL OBSERVATIONS 21 -1 -20693 -002 August 1, 2007 14 Amy Titterington .D07 -129 Southcenter Mall Cheesecake Factory, Tukwila, Washington (Permit No. D07 -129) ATTACHMENTS Figure 1 — Site Plan Meetings Attended: Other: LIMITATIONS: The Shannon & Wilson field representative is present on site solely to observe the field activities of the contractor identified and keep our client informed of the progress and quality of the work The presence and activities of the Shannon & Wilson field representative and our acceptance of any non - conforming work or failure to reject any non-conforming work does not relieve the contractor from complying with its contract documents. Shannon & Wilson does not have the authority to direct the contractor's work. Any information provided by the Shannon & Wilson field inspector is intended solely to advise the contractor of the technical requirements of the plans and specifications and/or design concept. The contractor is solely responsible for its means, methods, sequences, procedures, construction site safety, quality of work, and adherence to the contract documents. REVIEW BY (PM initial/date) 7 00/ $'f3.c Page 1 of 1 �; REPORT SUBMITTED TO: CONTRACTOR NAME AND CONTACT: WEATHER & TEMP. Sunny, 80s Doug McDonald, Cheesecake Client Factory, Inc. General GB Mannisto, Inc. CC Ben Flanagan, GB Mannisto, Inc. Subcontractors for Geotechnical Construction TIMES OF SITE VISITS: Bob Benedicto, City of Tukwila Lloyd Construction, Inc. from 1300 to 1400 from to from to =NO. TOPIC AND LOCATION :. ° DESCRIPTION OF FIELD ACTIVITY, OBSERVATIONS AND RECOMMENDATIONS TO OWNER <` FURTHER AC TION RECOMMENDED" TOOWN 1 Compaction along western retaining wall I arrived onsite today to evaluate the compaction of backfill along the western retaining wall of the foundation (Figure 1). Previously, Lloyd Enterprises, Inc. (LEI), the earthworks subcontractor, had backfilled the area with Type 17 sands and gravels, and compacted the material using a vibratory plate compactor. I probed the re- compacted fill with a '/2 -inch diameter pointed steel rod and, again, observed 6 to 30 inches of penetration along the length of the retaining wall. I informed the contractor (LEI) that additional compaction would be necessary within 2 -feet of the wall. I will re- evaluate the compaction on Monday, August 6, 2007. Continue compaction along western retaining wall using a vibratory plate compactor. 111 SHANNON &WILSON. INC DAILY FIELD ACTIVITY REPORT PROJECT NAME/LOCATION PROJECT NO.: 21 -1- 20693 -002 REPORT DATE: August 2, 2007 REPORT NO.: 15 SW FIELD REP.: Amy Titterington PERMIT NO.: D07 -129 Southcenter Mall Cheesecake Factory, Tukwila, Washington (Permit No. D07 -129) CONSTRUCTION OBSERVATIONS ATTACHMENTS Figure 1 — Site Plan OTHER GENERAL OBSERVATIONS Meetings Attended: Other. LIMITATIONS: The Shannon & Wilson field representative is present on site solely 0 observe the field activities of the contractor identified and keep our client informed of the progress and quality of the work. The presence and activities of the Shannon & Wilson field representative and our acceptance of any non-conforming work or failure to reject any non - conforming work does not relieve the contractor from complying with its contract documents. Shannon & Wilson does not have the authority to direct the contractor's work. Any information provided by the Shannon & Wilson field inspector it intended solely to advise the contractor of the technical requirements of the plans and specifications and/or design concept. The contractor is solely responsible for its means, methods, sequences, procedures, construction site safety, quality of work, and adherence to the contract documents. REVIEW BY (PM initial/date) Page 1 of 1 rn F. 0 a C A 0 • ■ ./:,: {`� . S H I M A J I LAS C O L A structuratenQineers 23682 blacker drive lake forest. ca. 92630 (949)770 -99 67 tel (949)770.9542 fax Mr. Doug Middleton The Cheesecake Factory 17701 Mitchell North Irvine, CA 92614 August 14, 2007 The Cheesecake Factory Westfield Sou i Dear Doug: Based on a review of the enclosed approval letter prepared by Mr. David Roggenkamp, the engineer for the grout driven piles, dated August 13, 2007, we take no exception to piles as they are now in place. Please call if you have any questions. Shimaji & Lascola, Inc. James J. Lascola Letter07017a 1 LEXPIRES !4 1201- i21 August 13, 2007 Guy Banks Dewitt Construction, Inc. 13023 NE Hwy 99, Suite 7 Vancouver, WA 98686 RE: Driven Grout Piles Cheesecake Factory Tukwila REA Job No. 07156 Dear Guy: With respect to the driven grout piles for the Cheesecake Factory Tukwila, the attached Resolution Notice explains the inspectors field observations regarding extra water that was added to the grout in the field, and the length of time the grout was in the truck. As documented in the attached Compression Tests, the tested grout strength exceeds the design strength required for these piles. The grout as cast in the piles, therefore, is in conformance with the grout designed for the piles on this project Corrective action is not required. David A. Roggenkamp, P.E., S.E. : 'i k. Principal Roggenkamp Erickson & Associates, P.C. t ' ONAL `46. • L�cp U Sincerely, � QS a: < 0 ni REA REGENKII IIP ERICKSON& II$ICIITEI, 3tP1C 11 Bohlen 360.573.4545 Fax 360.576.7606 10000 NE 7th Ave., Suite 150 RI KLEINFELDER s /VCi2 ( 4 aca 2 J am d e Gl es�� -1 Pa -e-10 /-/ Project No 2rAgy,4 . K? •7 Reference Non - Compliance Notice No Project Name Client Project Location Contractor /i�v/y >- ici .roore-- Notice Delivered to c, b e Resolution Notice Special Building Inspection Sub contra Date A14- Type of Inspection ❑ Masonry ❑ Welding ❑ Bolting ❑ Strength ❑ Metal Decking ❑ Rebar Placement ❑ Tendon Placement ❑ Concrete Placement ❑ Soils O Foundations ❑ Fireproofing ((other IPG•J /7i /ii 4- .� wl The following items, as noted in the above referenced non - compliance notice, have been corrected. In our opinion these items now conform to the project plans, specifications and/or shop drawings. 1/7wc .4 rf-/0 �' 02 / a moo �l1 CA- . 4..0�s L /G 0.1-4 ! - ,a ot. a J-, ..r 6y a �,-- L/* e v /� Si, 6 / `� ;•e" dot- ke Lef4 =Dn'J / lures Zia; ZD/Z pots I Date Date of Notice 00 / 6 /6 4i d 7 1 1 / 0 Notice No J Awl 6', 47 Bldg. Permit NoD O 7- ' 1 a-9 Time rt, KLEINFELDER Documents Referenced Construction Observation Report Project Name C / C 1 ./A f:el r Client / Project No. 8 2 5 6 1 Project Location.. 1 6 \C4 _ .7--,:A Contractor ( - 4? Al/kebe 7.4) Bldg. Permit No. ?;) 01- Reviewed by .44...er=49 Date Reviewed 7 -c i iqciL-0. Date DFR No Jen/ 0 7 0 ?- Time Arrived C") „ g m Time Departed ‘76 e Travel Time A? //As Toe of Observations O Masonry O Welding • Bolting o Batch plant o Reinforcement steel o Pie-Post Tensioned Tendon o Foundations o Fireproofing O Metal Decking • Concrete O Soli .) ;?°rher / r Summary,-4 1:" (0,J7 f2 r //)ACV e)//: &I..' 7- A/ vAikr 6 97 7,/,- 4- Z dc.4-7//),/r • Az..e. 4 9 / 7.r; . 2,0, , 33, .7s/,2,4i,/, /1, /1,..4e,r, /5: z7, 7.y ,4" v 6 ,e2AA4-ie C r n 1- 4e-elet , 6 3 -14-ci, 7 S e- 19 IA A Anio- 17/-/ A /..0 „/ eV.? / T pi- 7" 7 r-/A 7, P, fri r": "tt AL° ri La/ 77 1,,,„ r e t- - t i r d t i O t t y/2# te/4 77- it ../^/ r,e-fx 1.10 el"e7? 0 .1 ie'll6" 6:4-0 1)/ re Rd, 6-P 7 si," -, 1 4741 4 /24AA// f.4,r ,44,-,/ ire #r tt /.4fille±.114 r2 /4)7/1 /A 4 7. 7/-4/ f $ e " 41a L 0 . . . : 1 e; h „raw / eu : 2. A61 to It -1 Ate/ ail 0 -7 cilde9.0. A4 Al ..../ -..(7 r ,e..— 77/-A 7 £2 • g & ,I/ ..v 1 4 .4- .rn.. .e i C r yi, s” bai-le ,4j A 4 I P rif,"1/i / r .,./ 4 r- 4 r .0 _,,, i Ag I 1 items comply with exceptions it • f --/ e 14 P Report items =Ply 0 Report items Incomplete Acknowledged by Kleinfeider Representative Signature k9 KLEINFELDER Pro Oct Name 7&e Project No. Observations/Remarks: iir44 7-osc>7. Daily Field Report (DFR) (continued 4 ) 7 / /Air #7,9e:' /1 e- A- f't r fl - 7 r gafr.c• r (..:-/Z 6 (4 -r c 4 :- 23 , .7.5/ 1 Date 7- C , REPORT DATE REPORT TO MATERIAL TYPE SUPPLIER MIX DESIGN NO. DESIGN STRENGTH 8/13/2007 SAMPLE LOCATION: Pile # 33, 34 & 24 CONTRACTOR Dewitt TRUCK/TICKET/LOAD DATE SAMPLED 7/6/2007 SAMPLED BY J. Miller SUBMITTED BY J. Miller TIME BATCHED TIME SAMPLED 11:55 TIME IN TRUCK DATE RECEIVED 7/9/07 INITIAL CURE TEMP. High: SAMPLE NUMBER 8007 A 8007 B 8007 C D E F G H DATE TESTED 7/13/2007 8/3/2007 8/3/2007 AGE (days) 7 28 28 DIMENSIONS (In.) 2 x 3.85 2 x 4 1.99 x 3.84 x x x x x AREA (ln' 3.14 3.14 3.11 ULTIMATE LOAD (lbs.) 15,400 16340 18560 AVERAGE 28 DAY STRENGTH (psp: COMPRESSIVE STRENGTH (psi) 4900 5200 5970 5580 REQUIRED STRENGTH (lssij 4300 4300 FRACTURE TYPE 5 2 2 REMARKS,CC: added 30 gal H2O to last 6 cy. contractors own risk Cheesecake Factory 17701 Mitchell North Irvine, CA 98188 Attn.: Doug Middelton Grout Cylinder ASTM Stone 10000 5000 PSI Low: 2405 140th Avenue NE, Suite A101 Bellevue, WA 98005 (425) 562-4200 Phone (425) 562 -4201 Fax COMPRESSION TEST REPORT SLUMP (In.) ASTM C143 SLUMP WI PLASTICIZER (IN.) AIR TEMPERATURE (°F) MIX TEMPERATURE (°F) ASTM c1064 AIR CONTENT (%) ASTM C231 UNIT WEIGHT (pcf) ASTM CI38 BATCH SIZE (cy) WATER ADDED ONSITE (gap PROJECT NO. 83596 PROJECT NAME Cheescake Factory LOCATION Tukwilla, WA PERMIT NO. D07 -129 CEMENT TYPE CEMENT FACTOR MAX SIZE AGG (In.) ADMIXTURES TASK NO. MAT Type I & II 10 MEASURED 78 88 10 SPECIFIED 70 d, C.E.T. / Laboratory Manager/Technical Director e viewed By. Date. August 13, 2007 Unless prior arrangements have been made. all HOLD specimens will be discarded if required strength is attained. Asa mutual protection to our clients and ourselves, all reports submitted are the confidential property of our clients and authorization for publication of statements, conclusions, or extracts from our reports era reserved pending our written approval. (c) Klelnfelder West, Inc. KLEINFELDER Construction Observation Report Project Name Cil-kezre C ! 4 • Ale-foxy Client J / Project No. k,.15 Project Location X%A 001149 /g Gdv. re- 1€ Contractor L✓ 4 f9 A -iViv /d ro / Btdg. Permit No v a 7-10 2 -, Reviewed by Date Reviewed 7' - Date / - 7—e7 7 DFR No. (304 0 7-0? -6 Time Arrived e 4'17 Time Departed Travel Time / WA" �, t7 Cod' 'f, P/zEs u 1-4C ❑ Batch plant ❑ Foundations Q'Grn rete ❑ Reinforcement Steel ❑ Fireproofing ❑ Soil ❑ Pre -Post Tensioned Tendon ❑ Metal Decking erA -. Type of Observations ❑ Masonry ❑ Welding ❑ Bolting Documents Referenced Sumilary _ Diu i w _ 6 XXi -1.r1" /'H i)C / 6 ro , ,,,Ac _ C.47° S", /6, /6' ,2 /, ?..-G .J /, / (d, 4'0, 41 7, 41/, 41I 77. , ti , S" f'l'y.. C'''ir c?.�r. - r.✓.¢ -f Adolce .rl. / v1 T,t ti C // p .Ce.iA cre /4 p. A74/4- ; e e,-cat- leZ "ems 4� 5 , lr l/ Air ArS 7s 7 C' y4, -Vv t -f ess i e.,./ '; c(oltt / V,f 4 ?7(' / CI'' rfr ,, f /9L-L- - t6A/ d 6LA r Oz./ T/V ,iu -e/ W /A/4- L t- g- - rc, - 1 g 02a, o ? 3 / / if /.2 er t - l�&rr . . t—'■ f S. ip1 A-4,0 bV4- r /i✓ r .si+c.i ce" A- freil - Clie3 MO. — Ca" 4- 14° C- //1 - ,ait r AA A-) eL /,I FO. ❑ Report Items comply ❑ Report items Incomplete O Report items comply Acknowledged by Representing ntative Signature ‘7 11" /14 /L €R Item(s) Notified 7 ) c G L--,74--,1 4 ',. � 4W:4 - A O/l/ 4 r& AR \'1I N t4 /c - 4 / 4 , 14r ill S /1ou iS' 7) 11infek- rice J) /Lid//r� OPEAAT1cW.s Alibv' S ro AND /� pie Ji /3 • C aA v)44crp4. Awl /l Apr7r4 pee-72. u k Pate A/1 VEwi ft OF niLecv.4611. Ry i A -aa Aft r7 - Low. 7` w.1 7 7? P. " it d 9 bP 4 /0.! ¥U Noa/ Ca pi-i4 Wit VA/ Ti// G✓/L/T F P uu-r6 f ,t - t/si -FS • a &.r/r 4.7' , /," Am. 7vr,L € ,t7 A /7ej iv 1/,J,C,vow4/. gyfinir _OF L'4 PGA-ce» 4- r 9/4E /o2. A/vD #70 io vrr k6-6 !I-NIL s, 4 0 &11/V. 6-R r Lost -D .3 C3 c i /yii Li^ -E fray W Er . I /,4 roc A-b D o Tz? LOAD is V.v AeA/ /, b./ Ai (j F A.tr y . ( nia-v h' 1) /9.N S"/ re G .. / .1.S \ ,. / G.-- • ../ r. fAri.-1 / i *Z 7" Vez /Py , s rA - "✓I1 -T H /v, , ask r t‘.4-4 PLA- A- r p /Le e2. KLEINFELDER NONCOMPLIANCE REPORT Project Name: G dense c- ie Completed By: Qf3 .1''► /I 44,604" , �EW/ 7 - 7 - Copies To: Corrective Action Si File No: Date: 7,7 lU O2 is J dvio7 -o7-o ( P 3 Sci'C . REPORT DATE REPORT TO 8/8/2007 Cheesecake Factory 17701 Mitchell North Irvine, CA 98188 Attn.: Doug Middeiton MATERIAL TYPE SUPPLIER MIX DESIGN NO. DESIGN STRENGTH Grout Cylinder ASTM Stoneway 10000 5000 PSI SAMPLE LOCATION: Pile # 22, 23 & 18 CONTRACTOR GB Mannisto TRUCK/TICKET/LOAD DATE SAMPLED 7/7/2007 SAMPLED BY J. Miller SUBMITTED BY J. Miller TIME BATCHED TIME SAMPLED TIME IN TRUCK 0:00 DATE RECEIVED 7/9/07 INITIAL CURE TEMP. High: Low: 2405 140th Avenue NE, Suite A101 Bellevue, WA 98005 (425) 562 -4200 Phone (425) 562 -4201 Fax COMPRESSION TEST REPORT SLUMP (In.) ASnu C143 SLUMP WI PLASTICIZER (IN.) AIR TEMPERATURE ('F) MIX TEMPERATURE ('F) ASTM C1064 AIR CONTENT (%) ASTM C231 UNIT WEIGHT (pcI) ASTM C138 BATCH SIZE (cy) WATER ADDED ONSITE (gat) PROJECT NO. 83596 PROJECT NAME Cheescake Factory LOCATION Tukwilia, WA PERMIT NO. 007 -129 CEMENT TYPE CEMENT FACTOR MAX SIZE AGG (In.) ADMIXTURES TASK NO 1 Type I & II 10 100XR MEASURED 8 80 82 10 SPECIFIED SAMPLE NUMBER 8009 A 8009 B 8009 C D E F G H DATE TESTED 7/14/2007 8/4/2007 8/4/2007 AGE (days) 7 28 28 DIMENSIONS (In.) 2 x 3.74 x 2 x 3.98 x 1.99 x 3.9 x x x x. x AREA M 2 ) 3.14 3.14 3.11 ULTIMATE LOAD (Ibs.) 17,750 19220 21980 AVERAGE 28 DAY STRENGTH (psi): COMPRESSIVE STRENGTH (psi) 5650 6120 7070 6590 REQUIRED STRENGTH (per 4300 4300 FRACTURE TYPE 3 2 3 REMARKS,CC: Set #1 v iewed By: Date Unless prior arrangements have been made, all HOLD specimens will be discarded If required ust 8, 2007 • is attained. rd, C.E.T. I I..aboratory Manager/Technical Director As a mutual protection lo our ciente and ourselves, ant reports submitted we the confidential property of our chants and authorization for publication of statements, conclusions, or extracts from our reports are reserved pending our written approval. (c) Weinfelder west, Inc. Ell w REPORT DATE REPORT TO MATERIAL TYPE SUPPLIER MIX DESIGN NO. DESIGN STRENGTH REMARKS,CC: Set #2 SAMPLED BY SUBMITTED BY TIME BATCHED TIME SAMPLED TIME IN TRUCK DATE RECEIVED INITIAL CURE TEMP. t UMElit 8/8/2007 Cheesecake Factory 17701 Mitchell North Irvine, CA 98188 Attn.: Doug Middelton Grout Cylinder ASTM Stoneway 10000 5000 PSI SAMPLE LOCATION: Pile # 12 & 7 CONTRACTOR GB Mannisto TRUCK/17CKET/LOAD 447 830253 DATE SAMPLED 7/7/2007 J. Miner J. Miller 6:59 12:40 5:41 7/9/07 High: Low: 2405 140th Avenue NE, Suite A101 Bellevue, WA 98005 (425) 562 -4200 Phone (425) 562 -4201 Fax COMPRESSION TEST REPORT PROJECT NO. 83596 PROJECT NAME Cheescake Factory LOCATION Tukw lla, WA PERMIT NO. 007 -129 TASK NO.1 CEMENT TYPE CEMENT FACTOR MAX SIZE AGG (In.) ADMIXTURES Type I & II 10 100XR SLUMP (In.) ASTM C143 SLUMP WI PLASTICIZER (IN.) AIR TEMPERATURE (°F) MIX TEMPERATURE CF) ASntr C1064 AIR CONTENT(%) ASTM C231 UNIT WEIGHT (pcf) ASIA/ c138 BATCH SIZE (cy) WATER ADDED ONSITE (gal) MEASURED 6 85 94 10 SPECIFIED i;2• "i Vic); SAMPLE NUMBER 8010 A 8010 B 8010 C D E F G H DATE TESTED 7/14/2007 8/4/2007 8/4/2007 AGE (days) 7 28 28 DIMENSIONS (In.) 2 x 4.01 1.99 x 4 2 x 3.99 x x x x x AREA (In') 3.14 3.11 3.14 ULTIMATE LOAD (lbs.) 13,980 18460 17880 AVERAGE 28 DAY STRENGTH (psl): COMPRESSIVE STRENGTH (psi) 4450 5940 5690 5810 REQUIRED STRENGTH • (Ps° 4300 4300 FRACTURE TYPE 3 2 3 Reviewed B -2/±Z. ev , C.E.T. / Laboratory Manager/Technical Director Da August 8, 2007 Unless prior arrangements have been made, all HOLD specimens will be discarded N required strength Is attained. Asa mutual potection to our dents and ourselves, art reports subrdted are the confidential property of our clients and authorization for publication of statements. conclusions, or extracts from our reports are reserved pending our written approval. (c) IQetnrafder West. Inc. SAMPLE NUMBER DATE TESTED AGE (days) DIMENSIONS Om) AREA (in 2) ULTIMATE LOAD (lbs.) COMPRESSIVE STRENGTH (psi) S TRENGTH >i (_ FRACTURE TYPE 8011 A 7114/2007 7 1.99 x 3.99 3.11 11,870 3820 5 8011 B 8/4/2007 28 1.99 x 3.98 3.11 15460 4970 4300 2 8011 C 8/4/2007 28 2 x 4 3.14 14900 4740 4300 3 D x E x F x G x H x RI ttrovinuitt REPORT DATE REPORT TO 8/8/2007 Cheesecake Factory 17701 Mitchell North Irvine, CA 98188 Attn.: Doug Middetton MATERIAL TYPE SUPPLIER MIX DESIGN NO. DESIGN STRENGTH 5000 PSI SAMPLE LOCATION: Pile #2 Grout Cylinder ASTM Stoneway 10000 CONTRACTOR GB Mannisto TRUCK/TICKET/LOAD 437 830278 DATE SAMPLED 7/7/2007 SAMPLED BY J. Miller SUBMITTED BY J. Miller TIME BATCHED 11:51 TIME SAMPLED 13:40 TIME IN TRUCK 1:49 DATE RECEIVED 7/9/07 INITIAL CURE TEMP. High: REMARKS,CC: Set #1, exceeded 90 min. limit Low: 2405 140th Avenue NE, Suite A101 Bellevue, WA 98005 (425) 562 -4200 Phone (425) 562 -4201 Fax COMPRESSION TEST REPORT SLUMP (In.) ASTM C143 SLUMP WI PLASTiCIZER (IN.) AIR TEMPERATURE (°F) MIX TEMPERATURE ('F) ASTM C1064 AIR CONTENT (%) ASTM C231 UNIT WEIGHT (pd) ASTM C138 BATCH SIZE (cy) WATER ADDED ONSITE (gai) Unless prior arrangements have been made. ail HOLD specimens will be discarded It required strength PROJECT NO. 83596 PROJECT NAME Cheescake Factory LOCATION Tukwiila, WA PERMIT NO. D07 -129 Reviewed By. J Date: Revard, 8, 2007 attained. CEMENT TYPE CEMENT FACTOR MAX SIZE AGG (In.) ADMIXTURES AVERAGE 28 DAY STRENGTH (psi): 4850 TASK NO.1 Type I & II 10 100XR MEASURED 111/2 85 80 3 SPECIRED .E.T. / Laboratory Manager/Technical Director As mutual protection to our dents and ourselves, all reports submitted are the confidential property of our dents and authorization for prbllwtlon of statements, conclusions, or extracts from our reports are reserved pending our written approval. (c) IMinfelder West. Inc. k9 KLEINFELDER cop0.4,,,,o DEvELophIE Daily Field Report (DFR) (continued) Project Name 74e 5" 1 Project No. C • .1 Date 7- C. Observations/Remarks: 9.- r c 7 C -7 S r C4 /- eef, A / 3 / y n,a) 7 ,e 4 L- „7 V. R ECEIVE!) JUL 2 7 2007 KLEINFELDER Project Name (// 6,r ( 4 /I .,(4' 741/1 y Client -1i Project No DFR No , 2 3 v ti{ / - 4 /A4 2' A�._1...' "A Time Arrived / ' 764 . 41 Project Location / f � t 2 7 4 Bldg. Permit No. I) 67 7 / Time Departed ''` Date Reviewed 7 -2-4 aI Travel Time / ilAta Contractor Reviewed by ►�' Construction Observation Re /1 RECEIV JUL 2 'j 2001, ►� �' N17y P MFNT Date — J e) 'type of Observations ❑ Masonry ❑ Welding ❑ Bolting ❑ Batch plant ❑ Reinforcement Steel ❑ Pre -Post Tensioned Tendon ❑ Foundations ❑ Fireproofing ❑ Metal Decking ❑ Concrete ❑ Soil ❑ Other Documents Referenced EY Report items comply ❑ Report items incomplete Representing —re", te Z) /A/ if ❑ Report items comply with gxcepfions Summary 47,4/ 4 - t✓u r e),":" l ! /94- r' �i .� r . L✓/ T os./r.r o 7'"�/� i.✓fTili.r .�A7�v.✓ �' A' ' 4. 11/ s f o ( N4 ' -n/tr) !rF , l�,i/� � ,e07q . .� )./ve, t 2 7 h ' r ..7 (1- -c ,4 D q Ai OR "711 ,(r '7 . 1 Qty /lGGG'i. -S:> ,.J Lt/.�'f� l ? L.J • / /)7 L) f 'tr...s. t d A ) v / /14 e " 4 7 e /- -[2 q d I d /..t. sr \rE- • "e.-.4.,/ ( I/ �1i E ✓/ 3' /04.- < rro. , v S c E :k.. t 4-k I) j %i /t /:47 a 7 - 5 7 :fie • 4 /I..< ('� ,4 h.0 r j -./ e- A 4" C U ,r./ C tit' c4 c r L 4 /14- ..r e-./i..e_r, '7 H F t% e),,,,,-;4 A r .. :/ e: _ - i _ . e- S f' e /, - e- / 1 /2r- 4,7-1 e l / l G., ..r . Acknowledged by Kieftjfeltlec;R presentative Signature .n.a..s.�ae. Oe,.ro.a.Matin,o Print nla.,,R f k / A 7rr9 J07 12:51 FAX 12534757120 O 00 3G N � J CC' 0 _V Q 5- 2=, : eft r- mar Cal APPROVED R. ED FOR ODE COMPLIANCE. SUN 2,2 2 OT C• 4{ 1.11 S�CJ a PO 0 EXTRA ' J N3 TL ADDISON CONST. caIMUNITY D EVELOPMENT DOWN 0- 48x4 i4 MK 'STARTING 48x1 4 48x6 fib 48x1 j4 M T 1 Cr t.t1VE n tJUL 2 7 2007 BAR NARK EacAMPLE SZZE1 CNARK,S 4302 LNG "1111"fllTlOill s 251 MElk ,,yw.S`i :� a rt . • L •ua+ 1 gpooxiool 6' FROM HOOKS 4103 o2' TIES TOP DOWN 2'2 FROM HO MK 4102 SPIRAL TOP 4 -0 MK 8101 VERTS TYPICAL K 4101 SPIRALS BOTTOM 29 PRONE CON R. OA1 •- imori LAP 24/104/4fr ' N0. �. 11AAK. SC - NTS 01 E 0 4 3 . Et tAqiasy 1 .4-247 ERR APPROVAL rt N0. !WV REVOON BESCRIP1lON" te' ADDISO1 Q0NS1iUC11ON SUPPL�:Y,1t� C. • 7.FAltr ts-e • INF x48 . MO. NM • do AS'A1: ACW fl URN 14 oseALS L #. SKI K -10 KLEINFELDER :2 7 2001; Daily Field Report (DFR) D EVE M LO pM NE T Date 7/5/0 7 Project Name Ct eeSc Ca./se- IIacLory Project No. C 5- 1 6 / 41 � Project Location ,2 $1 - ''�•"cte4-j'7 ....4_ . �c 1 -./ 4 !i Contractor C?iS Alex .r L, fo Technician J. 141 i-S A) Weather 5..� rr aty 4 ° F Earthwork Equipment Observed pi. 1.4)/7fr �? 7e- DFR Given to (or left at Reviewed by Date Reviewed `1I? )6 Observations/Remarks: 4r v i lL r /� a ,c� / p e Fries r-,� i 7 ��a. - e .,�.dsF c d6 1-b �C..•+ b . ✓D L Po r- �W 14- i OK J Pa/#1 ivy a._LL 1 d 7jG. Pk • a ) 44 - Co S1- r /6w Jl(Lee; [��o" t /6 Iry Lc a L L c wC - 2 ra £ tvk-c cJ / ty Q Pr ,v, ct 43 c '1aS - - 't.c. . ' �. ,r % % C /z s;i- �' tt. (� k9 � E'< - 41,4 L cJ - 44. 51 rt-1 .Z0 i c> 0 0 6 / L/ D O CS PST Mix f O .S /c R be.A. in r Ai- Q S n hd ! n 0;60,1 re, [� c c /� /G ! 4.�, J d N S/ T r' Fie / � ���.c./ i,.�� � �LLi >h m i� �i � �Fi?/ #14- o �f S � S h: , e (J y ,o et4gJ 90 4?J Lx / q7ar�l) t- 7-5 I 14- 6/"� -f -rc sa.. —ro %- c r dr d,.,� io w e Li, w�t . c -ets? C 2xy c y U el rc Deo i ✓cue d' L� 4 - �v joh n U/ 4 A '?A,k o f /"ic" NOTE: Observations, pass/fail evaluations, and/or recommendations (if applicable) provided herein have not been reviewed by an engineer and, therefore, should be considered preliminary and subject to change. Page•of _j_ e resentative Signature • er p g nature J eJrc4M / /41 0.-,,Et Klelnfelder Repiisentative Print Name Time Arrived 6 4 Time Departed Og Vs Travel Time a i5 Total Time (Hours) 4 -M -s Mileage 6,4 DFR No. i&'t **4 Of13507 1 KLEINFELDER Project Name Ci/F C G72 J/ 1/ Client Project Location Contractor Reviewed by R � ' C EiVED 'ilk' 2 71401 C I Construction Observation Repott Zi Project No. ef s%JLAR.peot did/ > - Bldg. Permit No v — Z.{ - a -, Date Reviewed 2. 0 Gann . I f, o 0 / c s Date ! — 7 — Q 7 DFR No dO Time Arrived Time Departed ✓ Travel Time / //l 7, type of Observations ❑ Masonry ❑ Welding ❑ Bolting ❑ Batch plant ❑ Reinforcement Steel ❑ Pre -Post Tensioned Tendon ❑ Foundations liZoncrete ❑ Fireproofing ❑ Soil ❑ Metal Decking Ver� Documents Referenced Sum ary N7/ 6 C700 ht—r— �- CA, S /O, /(, ai 2-e ''a, 4 /, 4 «/, 4ziK A■gci - 11 45. i4-i/' T c/ L f CeiA/c'd { 4-7 7'- 7 C ye/4/D e-- s 0 r i iz e •,/7 %ter t our i.W ( OIL" 7 '` /A/f7i94t -tt-1 7aiv 4:9.c a -4-a-u r ��.4/ v ;✓ ,/1-6 ,' r/74 / /ll t✓W sir.- Le c-4-77 °Air ' /? /L ' oog i a 3 / / f ` /2 , 7 f ix s 7O` 4 44 (-77 isive.�.i� 47' C & --- i/7F72 4/ m,L 14/4-6-6,,J !„/i -fEEL S 4 7/./c •e-s"r 10/0 ❑ Report items comply F -t (08/06) ❑ Report items incomplete Report items comply Acknowledged by Representing Page of 4,/4✓'• 61 �0A7 AA 4)12 // P& dip fir' resentative Signature •,l-Ott"/ fr' /Gz.&- Kleinfelder Representative Print Name Item(s) Notified r- ,/J Gam ii r /-OA-A 2 d iG1 A - . .'�) nor el' 7 I6)_ ‘9 r v /r,- 4 A s X /-011 AS p cie.iv i/C C , 2M/' G f7 r/GWSJflA/ l S ro 4": Airo 1r - .f, 4 ' • f i : shy 0 l / .v1 • /LV I� ' / .7i z Ei r . i r e a P t . r1. W/f •/ 7 - hir.r t- .'4/rex Puseo f;A- IJ£ -L=S . ewiir 41 I/' . pF 7 - t't7ZZ • z) ,.r v i1e va41/4/. eitinir t„ w /t-r /'k4 - cry * r P/-r- 366 Al. , ,vb 40 7 v r r k6 6-04 . -NtQ-s 1 4 a M/nr. I ii) C U G. Alf °ie -E 1/ W E'- . 4-rEX. A-b ? 7 Lea AD is c. ( IF AAty WA - rte e we() ON S re 1"J 4-S , / lr- it/ r. / L M 4- to � 7 1 eZ/ // t_S' TA-EA/6- 7- H o C--4444 r 1..44- j PL/'1 &1) A- / /Le a pr k9 KLEINFELD ER RECEIVED NONCOMPLIANCE REPORT 'JUL 2 7 2007 Project Name: C //erSE c+iiE fA -e -mty Completed By: G •ri pfAl.r )ew/ rr . White -File Copy J-20 Yellow- Office Copy Corrective Action Pink -Job Site Copy CO MMUNITY DEV ELOPMENT_ File No: e 3 -- � C . Date: 7-7 Goldenrod- Contractor Copy KLEINFELDER RECE b JUL 27 2007i Construction Observation Repor kgg r 1 46.-6 ! CA /46' ,f ;T el-a# Vf Project No. Project Location 2 - 3 41 f7,7A ,1 be J Contractor 4: Mletkil Bldg. Permit No 07 - f ` Reviewed by Project Name Client rtA fr r,.,I /L. e. '4 Date Reviewed Date 7_ r— 7 DFR No Time Arrived %�" 3 47 / Time Departed r3(1 / Travel Time r ' (7 /. , Type of Observations ❑ Masonry ❑ Welding ❑ Bolting ❑ Batch plant ❑ Reinforcement Steel ❑ Pre -Post Tensioned Tendon w ❑ Foundations ❑ Fireproofing ❑ Metal Decking ❑ Concrete ❑ Soil E other / 4f Documents Referenced Summary , /2e /11":7ral2 - M A /,4 c. t2 .t /,' J sf A± C77c t ;.4 .94/ 44.x. : % 1� = r 7".� �' / r c ttz G- G 7 "if C" [ /G /-)/ � ' t ; r / C1 d ../ P L - c rz'i a - t„..//1-1-- � j c., .s . ; Z-- r71 r,-e i v • / -/ Y c' S 7 £' 7F /4 c 4 t'e Lr c-- /a � ✓� f w Jer. i �4 ❑ Report items comply „ / Z G / n, / ' � t - 11 0 L, /14/7) 4.- .1/7-~° r /,t 6 ,=- it ? . fi/it '.s' 7..P, 31 7 6 Z. 1 ,, / ; to 6 4 , 4 7 ,1 / X /Oi' o 6 (-, <<u f VV-4 .- i 7""Fr'r .s F3 i (el 41 r i' ❑ Report items incomplete Acknowledged by Representing Pape _I__ of ❑ Report Items comply excepti . ° . 1 ti Kleinfeldet�Repres�entative Signature // 4.■ / /4.l-4-L I[W.darria► Qa..nsas..fa?iva Print Marna .,.a . m �._ .. ;::;; n . ,. , . -. T sne :•., "'°t' '� -.+^- :.;.^-¢ -� - '-^'- r°- r,^� -t LA BORATORY DATA „ t ���'" `'t. SAMPLE NUMBER DATE TESTED AGE (days) DIMENSIONS (in AREA (in z) ULTIMATE LOAD (lbs.) COMPRESSIVE STRENGTH (psi) REQUIRED STRENGTH (psi) FRACTURE TYPE 8000 A 7/10/2007 7 2 x 1.99 x 3.14 14,580 4640 5 8000 B 7/31/2007 28 2 x x 3.85 3.14 18410 5860 4300 2 8000 C 7/31 /2007 28 2 x x 3.94 3.14 17988 5730 4300 2 8000 D H H x x E x x F x x G x x H x x AVERAGE 28 DAY STRENGTH (psi): 5800 latiogittuitt REPORT DATE REPORT TO MATERIAL TYPE SUPPLIER MIX DESIGN NO. DESIGN STRENGTH DATE SAMPLED SAMPLED BY SUBMITTED BY TIME BATCHED TIME SAMPLED TIME IN TRUCK DATE RECEIVED REMARKS,CC: Set #3 INITIAL CURE TEMP. High: 8/2/2007 Cheesecake Factory 17701 Mitchell North Irvine, CA 98188 Attn.: Doug Middelton Grout Cylinder ASTM Stoneway 10000 5000 PSI SAMPLE LOCATION: Dewitt Pile #45 CONTRACTOR GB Mannisto / Dewitt TRUCK/TICKET/LOAD 428 2405 140th Avenue NE, Suite A101 Bellevue, WA 98005 (lie IAUG 1 5 100 COMPRESSION TEST REPORIc LOpwC PROJECT NO. 83596 PROJECT NAME Cheese Cake Factory LOCATION Tukwilla, WA PERMIT NO. D07 - 129 M DC DAT 828689 1 SLUMP (in.) ASTM C143 7/3/2007 SLUMP WI PLASTICIZER (IN.) J. Mason AIR TEMPERATURE (°F) J. Mason MIX TEMPERATURE ( °F) ASTM C1064 6:42 AIR CONTENT ( %) ASTM C231 7:58 UNIT WEIGHT (pct) ASTM C138 1:16 BATCH SIZE (cy) WATER ADDED ONSITE (gal) Low: Date: A : ust 2, 2007 Unless prior arrangements have been made, all HOLD specimens will be discarded if required strength is attained. CEMENT TYPE CEMENT FACTOR MAX SIZE AGG (In.) ADMIXTURES Phone (425) 562 - 4201 Fax TASK NO. MAT Type I & II 10sk 3/8 Inch Grace Recover MEASURED 64 68 10 90 gal SPECIFIED 97 gal Reviewed By: Jeff j , Reva d, C.E.T. / Laboratory Manager/Technical Director As a mutual protection to our clients and ourselves, all reports submitted are the confidential property of our clients and authorization for publication of statements, conclusions, or extracts from our reports are reserved pending our written approval. (c) Kleinfeider West, Inc. t .cC ':lN►C'r 7 °' �.. } ' � ,�.� q . � y ":.. sy5 'S�:+�b ..``�CK .x - LABORATORY DAT SAMPLE NUMBER DATE TESTED AGE (days) DIMENSIONS (in.) AREA (ins) ULTIMATE LOAD (lbs.) COMPRESSIVE STRENGTH (psi) REQUIRED STRENGTH (psi) FRACTURE TYPE 8011 A 7/14/2007 7 1.99 x 3.99 3.11 11,870 3820 5 8011 8 8/4/2007 28 1.99 x 3.98 3.11 15460 4970 4300 2 8011 C 8/4/2007 28 2 x 4 3.14 14900 4740 4300 3 D x E x F x G x H x AVERAGE 28 DAY STRENGTH (psi): 4850 KILE rtk REPORT DATE REPORT TO MATERIAL TYPE SUPPLIER MIX DESIGN NO. DESIGN STRENGTH 8/8/2007 Cheesecake Factory 17701 Mitchell North Irvine, CA 98188 Attn.: Doug Middelton Grout Cylinder ASTM Stoneway 10000 5000 PSI 2405 140th Avenue NE, Suite A101 COMPRESSION TEST REPORR' (ELOPM . SAMPLE LOCATION: Pile #2 CONTRACTOR GB Mannisto TRUCK/TICKET/LOAD 437 830278 DATE SAMPLED 7/7/2007 SAMPLED BY J. Miller SUBMITTED BY J. Miller TIME BATCHED 11:51 TIME SAMPLED 13:40 TIME IN TRUCK 1:49 DATE RECEIVED 7/9/07 INITIAL CURE TEMP. High: REMARKS,CC: Set #1, exceeded 90 min. limit Low: 3 SLUMP (In.) ASTM C143 SLUMP WI PLASTICIZER (IN.) AIR TEMPERATURE ( °F) MIX TEMPERATURE (°F) ASTM C1064 AIR CONTENT ( %) ASTM C231 UNIT WEIGHT (pct) ASTM C138 BATCH SIZE (cy) WATER ADDED ONSITE (gal) Reviewed By: Jeffr Date: Au Unless prior arrangements have been made, all HOLD specimens will be discarded If required strength Bellevue, WA 9G (q�r50 Phone (425) 562 -4201 Fax 11 �� 01111 PROJECT NO. 83596 PROJECT NAME Cheescake Factory LOCATION Tukwilla, WA PERMIT NO. D07 -129 CEMENT TYPE CEMENT FACTOR MAX SIZE AGG (In.) ADMIXTURES Revard, st 8, 2007 attained. TASK NO.1 Type I & II 10 100XR MEASURED 11 1/2 85 80 3 SPECIFIED .E.T. / Laboratory Manager/Technical Director As a mutual protection to our clients and ourselves, all reports submitted are the confidential property of our clients and authorization for publication of statements, conclusions, or extracts from our reports are reserved pending our written approval. (c) Kleinfelder West, Inc. REPORT DATE REPORT TO MATERIAL TYPE SUPPLIER MIX DESIGN NO. DESIGN STRENGTH SAMPLE LOCATION: Pile # 12 & 7 CONTRACTOR GB Mannisto TRUCK/TICKET/LOAD 447 830253 DATE SAMPLED SAMPLED BY SUBMITTED BY TIME BATCHED TIME SAMPLED TIME IN TRUCK DATE RECEIVED INITIAL CURE TEMP. REMARKS,CC: Set #2 8/8/2007 Cheesecake Factory 17701 Mitchell North Irvine, CA 98188 Attn.: Doug Middelton Grout Cylinder ASTM Stoneway 10000 5000 PSI 2405 140th Avenue NE, Suite A101 Bellevue, WA 98005 5 2 -4 56200 Phone (425) 562 -4201 Fax COMPRESSION TEST REPORT DEyEL�P 7/7/2007 J. Miller J. Miller 6:59 12:40 5:41 7/9/07 High: Low MPLE D; 2 SLUMP (In.) ASTM C143 SLUMP W/ PLASTICIZER (IN.) AIR TEMPERATURE (°F) MIX TEMPERATURE ( °F) ASTM C1064 AIR CONTENT ( %) ASTM C231 UNIT WEIGHT (pct) ASTM C138 BATCH SIZE (cy) WATER ADDED ONSITE (gan PROJECT NO. 83596 PROJECT NAME Cheescake Factory LOCATION Tukwilla, WA PERMIT NO. D07 -129 CEMENT TYPE CEMENT FACTOR MAX SIZE AGG (in.) ADMIXTURES .E C E jv E ® TASK NO.1 Type I & II 10 100XR MEASURED 6 85 94 10 SPECIFIED Reviewed By�rey A eva C.E.T. / Laboratory Manager/Technical Director Dat August 8, 2007 Unless prior arrangements have been made, all HOLD specimens will be discarded if required strength Is attained. As a mutual protection to our clients and ourselves, all reports submitted are the confidential property of our clients and authorization for publication of statements, conclusions, or extracts from our reports are reserved pending our written approval. (c)10einfeider West, Inc. LAB ORATORY D ATA SAMPLE NUMBER DATE TESTED AGE (days) DIMENSIONS (in.) AREA (in 2) ULTIMATE LOAD (lbs.) COMPRESSIVE STRENGTH (psi) REQUIRED . STRENGTH (Psi) FRACTURE TYPE 8010 A 7/14/2007 7 2 x 4.01 3.14 13,980 4450 3 8010 B 8/4/2007 28 1.99 x 4 3.11 18460 5940 4300 2 8010 C 8/4/2007 28 2 x 3.99 3.14 17880 5690 4300 3 D x E x F x G x H x AVERAGE 28 DAY STRENGTH (psi): 5810 REPORT DATE REPORT TO MATERIAL TYPE SUPPLIER MIX DESIGN NO. DESIGN STRENGTH SAMPLE LOCATION: Pile # 12 & 7 CONTRACTOR GB Mannisto TRUCK/TICKET/LOAD 447 830253 DATE SAMPLED SAMPLED BY SUBMITTED BY TIME BATCHED TIME SAMPLED TIME IN TRUCK DATE RECEIVED INITIAL CURE TEMP. REMARKS,CC: Set #2 8/8/2007 Cheesecake Factory 17701 Mitchell North Irvine, CA 98188 Attn.: Doug Middelton Grout Cylinder ASTM Stoneway 10000 5000 PSI 2405 140th Avenue NE, Suite A101 Bellevue, WA 98005 5 2 -4 56200 Phone (425) 562 -4201 Fax COMPRESSION TEST REPORT DEyEL�P 7/7/2007 J. Miller J. Miller 6:59 12:40 5:41 7/9/07 High: Low MPLE D; 2 SLUMP (In.) ASTM C143 SLUMP W/ PLASTICIZER (IN.) AIR TEMPERATURE (°F) MIX TEMPERATURE ( °F) ASTM C1064 AIR CONTENT ( %) ASTM C231 UNIT WEIGHT (pct) ASTM C138 BATCH SIZE (cy) WATER ADDED ONSITE (gan PROJECT NO. 83596 PROJECT NAME Cheescake Factory LOCATION Tukwilla, WA PERMIT NO. D07 -129 CEMENT TYPE CEMENT FACTOR MAX SIZE AGG (in.) ADMIXTURES .E C E jv E ® TASK NO.1 Type I & II 10 100XR MEASURED 6 85 94 10 SPECIFIED Reviewed By�rey A eva C.E.T. / Laboratory Manager/Technical Director Dat August 8, 2007 Unless prior arrangements have been made, all HOLD specimens will be discarded if required strength Is attained. As a mutual protection to our clients and ourselves, all reports submitted are the confidential property of our clients and authorization for publication of statements, conclusions, or extracts from our reports are reserved pending our written approval. (c)10einfeider West, Inc. kuktottotik REPORT DATE REPORT TO MATERIAL TYPE SUPPLIER MIX DESIGN NO. DESIGN STRENGTH 8/8/2007 Cheesecake Factory 17701 Mitchell North Irvine, CA 98188 Attn.: Doug Middelton Grout Cylinder ASTM Stoneway 10000 5000 PSI SAMPLE LOCATION: Pile # 22, 23 & 18 CONTRACTOR GB Mannisto TRUCK/TICKET/LOAD DATE SAMPLED 7/7/2007 SAMPLED BY J. Miller SUBMITTED BY J. Miller TIME BATCHED TIME SAMPLED TIME IN TRUCK 0:00 DATE RECEIVED 7/9/07 INITIAL CURE TEMP. High: REMARKS,CC: Set # 1 Low: 2405 140th Avenue NE, Suite A101 Bellevue, WA 98005 (425 6 hone (425) 562 -4201 Fax IAUG 1 16 2001, COMPRESSION TEST REPORTDC O Mu i N SLUMP (in.) ASTM C143 SLUMP WI PLASTICIZER (IN.) AIR TEMPERATURE (°F) MIX TEMPERATURE (°F) ASTM C1064 AIR CONTENT ( %) ASTM C231 UNIT WEIGHT (pct) ASTM C138 BATCH SIZE (cy) WATER ADDED ONSITE (gal) PROJECT NO. 83596 PROJECT NAME Cheescake Factory LOCATION Tukwilla, WA PERMIT NO. D07 -129 viewed B JT y Date y' gust 8, 2007 Unless prior arrangements have been made, all HOLD specimens will be discarded if required strength is attained. CEMENT TYPE CEMENT FACTOR MAX SIZE AGG (In.) ADMIXTURES TASK NO.1 Type I & II 10 100XR MEASURED 8 80 82 10 SPECIFIED v- rd, C.E.T. / Laboratory Manager/Technical Director As a mutual protection to our clients and ourselves, all reports submitted are the confidential property of our clients and authorization for publication of statements, conclusions, or extracts from our reports are reserved pending our written approval. (c) Kleinfelder West, Inc. LABORATORY DATA SAMPLE NUMBER DATE TESTED AGE (days) DIMENSIONS (in.) AREA (in 2) ULTIMATE LOAD (lbs.) COMPRESSIVE STRENGTH (psi) REQUIRED STRENGTH FRACTURE TYPE 8009 A 7/14/2007 7 2 x 3.74 x 3.14 17,750 5650 3 8009 B 8/4/2007 28 2 x 3.98 x 3.14 19220 6120 4300 2 8009 C 8/4/2007 28 1.99 x 3.9 x 3.11 21980 7070 4300 3 D x x E x x F x x G x x H x x AVERAGE 28 DAY STRENGTH (psi): 6590 kuktottotik REPORT DATE REPORT TO MATERIAL TYPE SUPPLIER MIX DESIGN NO. DESIGN STRENGTH 8/8/2007 Cheesecake Factory 17701 Mitchell North Irvine, CA 98188 Attn.: Doug Middelton Grout Cylinder ASTM Stoneway 10000 5000 PSI SAMPLE LOCATION: Pile # 22, 23 & 18 CONTRACTOR GB Mannisto TRUCK/TICKET/LOAD DATE SAMPLED 7/7/2007 SAMPLED BY J. Miller SUBMITTED BY J. Miller TIME BATCHED TIME SAMPLED TIME IN TRUCK 0:00 DATE RECEIVED 7/9/07 INITIAL CURE TEMP. High: REMARKS,CC: Set # 1 Low: 2405 140th Avenue NE, Suite A101 Bellevue, WA 98005 (425 6 hone (425) 562 -4201 Fax IAUG 1 16 2001, COMPRESSION TEST REPORTDC O Mu i N SLUMP (in.) ASTM C143 SLUMP WI PLASTICIZER (IN.) AIR TEMPERATURE (°F) MIX TEMPERATURE (°F) ASTM C1064 AIR CONTENT ( %) ASTM C231 UNIT WEIGHT (pct) ASTM C138 BATCH SIZE (cy) WATER ADDED ONSITE (gal) PROJECT NO. 83596 PROJECT NAME Cheescake Factory LOCATION Tukwilla, WA PERMIT NO. D07 -129 viewed B JT y Date y' gust 8, 2007 Unless prior arrangements have been made, all HOLD specimens will be discarded if required strength is attained. CEMENT TYPE CEMENT FACTOR MAX SIZE AGG (In.) ADMIXTURES TASK NO.1 Type I & II 10 100XR MEASURED 8 80 82 10 SPECIFIED v- rd, C.E.T. / Laboratory Manager/Technical Director As a mutual protection to our clients and ourselves, all reports submitted are the confidential property of our clients and authorization for publication of statements, conclusions, or extracts from our reports are reserved pending our written approval. (c) Kleinfelder West, Inc. = LABORATORY DAT SAMPLE NUMBER DATE TESTED AGE (days) DIMENSIONS (in AREA j2) ULTIMATE LOAD (lbs.) COMPRESSIVE STRENGTH (psi) REQUIRED STRENGTH FRACTURE TYPE 8007 A 7/13/2007 7 2 x 3.85 3.14 15,400 4900 5 8007 B 8/3/2007 28 2 x 4 3.14 16340 5200 4300 2 8007 C 8/3/2007 28 1.99 x 3.84 3.11 18560 5970 4300 2 D x E x F x G x H x AVERAGE 28 DAY STRENGTH (psi): 5580 KU. REPORT DATE REPORT TO MATERIAL TYPE SUPPLIER MIX DESIGN NO. DESIGN STRENGTH 8/13/2007 Cheesecake Factory 17701 Mitchell North Irvine, CA 98188 Attn.: Doug Middelton Grout Cylinder ASTM Stone 10000 5000 PSI SAMPLE LOCATION: Pile # 33, 34 & 24 CONTRACTOR Dewitt TRUCK/TICKET /LOAD DATE SAMPLED SAMPLED BY SUBMITTED BY TIME BATCHED TIME SAMPLED 11:55 TIME IN TRUCK DATE RECEIVED 7/9/07 INITIAL CURE TEMP. High: 7/6/2007 J. Miller J. Miller REMARKS,CC: added 30 gal H2O to last 6 cy. contractors own risk Low: 2405 140th Avenue NE, Suite A101 Bellevue, WA 98005 (42 2- 4200' (425) 562 -4201 Fax COMPRESSION TEST REPORT IX`DATA '. AMPLE DATA SLUMP (in.) ASTM C143 SLUMP WI PLASTICIZER (IN.) AIR TEMPERATURE ( °F) MIX TEMPERATURE ( °F) ASTM C1064 AIR CONTENT ( %) ASTM 0231 UNIT WEIGHT (pci) ASTM C138 BATCH SIZE (cy) WATER ADDED ONSITE (gal) • PROJECT NO. 83596 PROJECT NAME Cheescake Factory LOCATION Tukwilla, WA PERMIT NO. D07 -129 CEMENT TYPE CEMENT FACTOR MAX SIZE AGG (in.) ADMIXTURES AUG 15 2001, O EVE OPIy;F TASK NO. MAT Type I & II 10 MEASURED 78 88 10 80 SPECIFIED 70 Reviewed re B Y : =' / ev d, C.E.T. / Laboratory Manager/Technical Director , rey August 13, 2007 Unless prior arrangements have been made, all HOLD specimens will be discarded if required strength is attained. As a mutual protection to our clients and ourselves, all reports submitted are the confidential property of our clients and authorization for publication of statements, conclusions, or extracts from our reports are reserved pending our written approval. (c) Klelnfelder West, Inc. EU IA Q REPORT DATE REPORT TO MATERIAL TYPE SUPPLIER MIX DESIGN NO. . DESIGN STRENGTH 8/13/2007 Cheesecake Factory 17701 Mitchell North Irvine, CA 98188 Attn.: Doug Middelton Grout Cylinder ASTM Stoneway 10000 5000 PSI SAMPLE LOCATION: Pile # 22, 23 & 18 CONTRACTOR GB Mannisto TRUCK/TICKET/LOAD DATE SAMPLED SAMPLED BY SUBMITTED BY TIME BATCHED TIME SAMPLED TIME IN TRUCK DATE RECEIVED INITIAL CURE TEMP. REMARKS,CC: Set # 1 7/7/2007 J. Miller J. Miller 0:00 7/9/07 High: Low: 2405 140th Avenue NE, Suite A101 Bellevue, WA 98005 (425 kp -Aztomignione (425) 562 -4201 Fax 'AUG 1g 1007 COMPRESSION TEST REPORT D o Akiv IX DATA SLUMP (in.) ASTM C143 SLUMP W/ PLASTICIZER (IN.) AIR TEMPERATURE ( "F) MIX TEMPERATURE ( "F) ASTM C1064 AIR CONTENT ( %) ASTM C231 UNIT WEIGHT (pct) ASTM C138 BATCH SIZE (cy) WATER ADDED ONSITE (gal) BORATORY DAT Reviewed PROJECT NO. 83596 PROJECT NAME Cheescake Factory LOCATION Tukwilla, WA PERMIT NO. D07 -129 Dat ugust 13, 2007 Unless prior arrangements have been made, all HOLD specimens will be discarded if required s ength is attained. CEMENT TYPE CEMENT FACTOR MAX SIZE AGG (in.) ADMIXTURES TASK NO.1 Type I & II 10 100XR MEASURED 8 80 82 10 SPECIFIED y Ate' : ' rd, C.E.T. / Laboratory Manager/Technical Director As a mutual protection to our clients and ourselves, all reports submitted are the confidential property of our clients and authorization for publication of statements, conclusions, or extracts from our reports are reserved pending our written approval. (c) Kleinfelder West, Inc. SAMPLE NUMBER DATE TESTED AGE (days) DIMENSIONS (in.) AREA (in 2) ULTIMATE LOAD (lbs.) COMPRESSIVE STRENGTH (psi) REQUIRED STRENGTH TYPE FRACTURE 8009 A 7/14/2007 7 2 x 3.74 x 3.14 17,750 5650 3 8009 B 8/4/2007 28 2 x 3.98 x 3.14 19220 6120 4300 2 8009 C 8/4/2007 28 1.99 x 3.9 x 3.11 21980 7070 4300 3 D x x E x x F x x G x x H x x AVERAGE 28 DAY STRENGTH (psi): 6590 EU IA Q REPORT DATE REPORT TO MATERIAL TYPE SUPPLIER MIX DESIGN NO. . DESIGN STRENGTH 8/13/2007 Cheesecake Factory 17701 Mitchell North Irvine, CA 98188 Attn.: Doug Middelton Grout Cylinder ASTM Stoneway 10000 5000 PSI SAMPLE LOCATION: Pile # 22, 23 & 18 CONTRACTOR GB Mannisto TRUCK/TICKET/LOAD DATE SAMPLED SAMPLED BY SUBMITTED BY TIME BATCHED TIME SAMPLED TIME IN TRUCK DATE RECEIVED INITIAL CURE TEMP. REMARKS,CC: Set # 1 7/7/2007 J. Miller J. Miller 0:00 7/9/07 High: Low: 2405 140th Avenue NE, Suite A101 Bellevue, WA 98005 (425 kp -Aztomignione (425) 562 -4201 Fax 'AUG 1g 1007 COMPRESSION TEST REPORT D o Akiv IX DATA SLUMP (in.) ASTM C143 SLUMP W/ PLASTICIZER (IN.) AIR TEMPERATURE ( "F) MIX TEMPERATURE ( "F) ASTM C1064 AIR CONTENT ( %) ASTM C231 UNIT WEIGHT (pct) ASTM C138 BATCH SIZE (cy) WATER ADDED ONSITE (gal) BORATORY DAT Reviewed PROJECT NO. 83596 PROJECT NAME Cheescake Factory LOCATION Tukwilla, WA PERMIT NO. D07 -129 Dat ugust 13, 2007 Unless prior arrangements have been made, all HOLD specimens will be discarded if required s ength is attained. CEMENT TYPE CEMENT FACTOR MAX SIZE AGG (in.) ADMIXTURES TASK NO.1 Type I & II 10 100XR MEASURED 8 80 82 10 SPECIFIED y Ate' : ' rd, C.E.T. / Laboratory Manager/Technical Director As a mutual protection to our clients and ourselves, all reports submitted are the confidential property of our clients and authorization for publication of statements, conclusions, or extracts from our reports are reserved pending our written approval. (c) Kleinfelder West, Inc. k9 KLEINFELDER Reference Non - Compliance Notice No S Mc& ( 4 amp? Project Name C erp—le.- F74-r_ho �y Client Project Location a3Ci SG�•_ Contractor ge'3 J O 2 Notice Delivered to by e a,t I F-4 (9/93) N Ce1VE• MUG 1 20 Resolution Notic ��� ��ELOt Special Building Inspection I-O be. r d I de ; PJ(, Project No Subcontracto Date ,J(3 mOo7-a7- /- N�i�' 047- c 5(r a rx At. ,t i13 T ;mss Q - pector Signature Date //.g/e) Date of Notice e Z d D lzla Notice No jkfl'm c $ Y Bldg. Permit NoDf) ` 1 02.q Time 4 - 4 1/: Type of Inspection ❑ Masonry ❑ Welding ❑ Bolting ❑ Strength ❑ Metal Decking ❑ Rebar Placement ❑ Tendon Placement ❑ Concrete Placement ❑ Soils ❑ Foundations ❑ Fireproofing )(Other Per•J /7-/- The following items, as noted in the above referenced non - compliance notice, have been corrected. In our opinion these items now conform to the project plans, specifications and /or shop drawings. 7 O J / w/ I U 716 '7-, `2 J E wsG.s t! xe"�ss `t k 31 G iuc. fe6 4-0 4 rt.ve "e c :o' ,"e$u, - s ue e ,, )J l`�� .- t �,, o X 1 3& Psi ri J e'e#i j M, rnaJt h PIE . / Special Inspector Print Name / p w ` eYe'foti '/ wrei0 / ,G# 1J-r;4.3 �.�d Item(s) Notified D__ 4 T i-,0/1-;) 02 A m 4-/ 47) ei er �r �r�. /� ' /� L - i / A /i- A1A is ro 4n/D -il S re / AS 7j c t,ove- /°/ c G /) 2i vim, .a - pi° ricwj 771/F 4 • C G.cl7 41-(-1 Algteh »'%4 O dle ceitF,i11).() AD4 tfrT e / l t /) GL ,.JD A 77A t- Lein 0, DEW/ Tt OF .41 A '/v., l: ' 1'+i E. '' ' A i =4/0 J , r , - W g-& Ti,'lf t.,./.4i7 P t tie /J f4-ti ° i -e S • IrfridwAir /}i' j/ C Afr+ . ,W 7vr� €,../4-7 f} / r r/ £'kT LM( /'c4 -cc.0 at- T Pit,.0 lot 4Nh 0 7 . 6- urn k6-e ctf i-s ` 4 d Mme. V 6:- /WM 7 L pJAO .1 iC3 c .i /yd i_U/j'b) A'70A b tit) E7' . /} 14b P a T I-0 AD Is ( i ti nr zoti cP r,✓.// / F A� y . WA -Te-rt # —uwEO ,9A/ S'! re b Jfr4 S ,.. / rr -!fin/ S. 4A /°LE-S i iE /✓I f}-b 7z) 1/64/ c y (771.Er✓i-r H o C r J4 Pc..*c - ii) A- T p /t; . dY Project Name: dense C*' E f,4- e-T'1Ly Completed By: C /1 • 1i / /✓Act ix TV / mow/ rT Copies To: White -File Copy Yellow- Office Copy .1-20 KLEINFELDER AUG161 l � /' COMMUNI G/2— " NONCOMPLIANCE REPORT 1)1 L OPNr Jkmo�o7o 7. Corrective Action Si File No: c c- 3 SCQ Date: Pink -Job Site Copy Goldenrod- Contractor Copy KLEINEELDER Project Name ( C / ,/ 4 C 7 7 Client Project Location. _ ' r ' `� i r r , .77 f Contractor ( . f ' ' " � 7 Bldg. Permit No. 0 Reviewed by i / Date Reviewed -� Type of Observations ❑ Masonry ❑ Welding ❑ Bolting ❑ Batch plant ❑ Reinforcement Steel ❑ Pre-Post Tensioned Tendon ❑ Foundations ❑ Fireproofing ❑ Metal Decking ❑ Concrete ❑ Soil </ther t r Documents Referenced Summary r2 f= 7o ,(..1e -:,) Cl13,".J7 /A it, 0kr.j" A crler - 7 e2 ' a% .og CA-r 33, .T Si, 2 /"7 l`/ . /7, /5 z �y #1,./D 6 .X2,0-'444 (' 1,64 r Les 611C Cd, I r7 ;2,(4t . ;) /4 i � .� /I.vj 4 <! f .V7- 42,4~ J / / T G-4 ( .e /t7 7 7rlA - 7"' 7/7/ Pe,, /t1fir elive 1 7 to t &012 R f /..0f�. td !4 7F d /,tir r- 7/4: No fW W T}. oev 4 1.4 At- /mm _ J4 7;4. 1/ Are 7,,C,1/ iJ ,77..a."1:7 7/- / f / 5- /A,/1 e 4L.- 5e , - 1 , . / / ( . 3 ` . " - 4 j S Report items comply RECEIVED Construction Observation Report/jug/15 2007 d.' Project No 6 .._ 6 ) ❑ Report items incomplete IL3'Report items comply with exceptions Acknowledged by Representing '" - o ...e ..s :.. / 7 Kleinfelder Representative Signature COMMUNITY #-* OP Date DFR No. J15141 070607- Time Arrived e)) }*7 jt/ ,0/4 Time Departed Travel Time Al //AI d . r e-•`/ 1 g ft L v4 77 0 6,41.4.. /E s f . � i e e. /. i.,��- a / . 7,r< �'"�.r '1,' /-/A � / ,�. t :) ,/ ! 1 ' - D7 ''f't. ! *? !� ,� s Aire J �fl� r rj"� %�+ � " A ✓ ,t - J .'G' a J f 4' r I! Z &,/ , ('f-e4 l_. r / .'A 4 f / 1rt 1_0,4 j t'4 S (,ti//- /rF /1 4 / 7 / J , ( . . 4 . / i 7 . 7 - KLEINFELDER Project Name 4 / e 5 L Ala Project No. )AUG 1 100 COMMUNI�, O Daily Field Report (D cntinued) R CE IVED Observations /Remarks: 44 7 7j 4,; , • „,11. T ,,c. act. r s q 1 n ' Lf J c �' c�� +^ r'/J � /1- f 147 r Date e '- - - /_ _ KLEINFELDER Project Name Client Project Location T , .O& /L AOJ- Contractor Reviewed by Sum nary F -1 (08/06) Ard AK/ , A1C 1 ' ' ��O pNIT Construction Observation Report ►,- 1/ Type of Observations ❑ Masonry ❑ Welding ❑ Bolting ❑ Foundations ❑ Fireproofing ❑ Metal Decking Concrete ❑ 1 p D herA Documents Referenced -7V .5, /b, /', .2 / 2 - / ‘71 ¥ ", 49, 4 4Y 4 37, j4, 7 S' ,etLA .t7 / -IA 7.-A i-, c /' ' l.,v,i-r /'1 /-44A 7 4-7 7s 7 C ye, #vi) '-J', ® bxi4L1 (. ei T'' et DI /j /N. t'Aczr /o-✓ a 1." 7/ f �i✓ s'� LL < t - 7 7 aAl e r r7 / t/ /O,i j »r TAIE O A/J / /G otA / a 3 / /e, /2,7/9 Date Reviewed 4? ow'/) 4A/22 7'V' - t,✓c�2.c Oa r ®f (- 14- � c-H& meta - Co,1,' /4 t/ E 2 "a, r Aft A DL P ❑ Report items comply ❑ Report items incomplete Report items comply Acknowledged by Representing Pagel_ of Project No. d 35ge Bldg. Permit No 7 ,2-se 4 2.c> coAtz. /, o p.ze-s .: ❑ Batch plant ❑ Reinforcement Steel ❑ Pre -Post Tensioned Tendon Date / 7—c 7 DFR No JQ/14 0 7 ? 7. Time Arrived PQ Time Departed '2i G t 7 Travel Time / W v Kleinfelder Representative Print Name resentative Signature X /1-t /� Rit t4 t 4 REPORT DATE REPORT TO MATERIAL TYPE SUPPLIER MIX DESIGN NO. DESIGN STRENGTH REMARKS,CC: Set #1 8/3/2007 Cheesecake Factory 17701 Mitchell North Irvine, CA 98188 Attn.: Doug Middelton Grout Cylinder ASTM Stoneway 10000 5000 PSI CONTRACTOR Dewitt TRUCK/TICKET/LOAD DATE SAMPLED 7/6/2007 SAMPLED BY J. Miller SUBMITTED BY J. Miller TIME BATCHED TIME SAMPLED TIME IN TRUCK DATE RECEIVED 7/9/07 INITIAL CURE TEMP. High: Low: 2405 140th Avenue NE, Suite A101 Bellevue, WA 9800 5 � �)61 -4 1Mohone (425) 562 -4201 Fax � 100 COMPRESSION TEST REPORTD�OM l � �ELp teEM' SAMPLE LOCATION: Pile # 36, 30, 25, 20, 14, 9, 4, 33, 34, 24, 19, 29, 17, 11, 43, 15, 27, 28, 6 SLUMP (In.) ASTM C143 SLUMP WI PLASTICIZER (IN.) AIR TEMPERATURE ( °F) MIX TEMPERATURE (°I) ASTM C1084 AIR CONTENT ( %) ASTM C231 UNIT WEIGHT (pct) ASTM C138 BATCH SIZE (cy) WATER ADDED ONSITE (gal) PROJECT NO. 83596 PROJECT NAME Cheescake Factory LOCATION Tukwilla, WA PERMIT NO. 007 - 129 CEMENT TYPE CEMENT FACTOR MAX SIZE AGG (in.) ADMIXTURES TASK NO.1 Type I & II 10 MEASURED 75 85 10 SPECIFIED Reviewed B ey A. ' evard, C.E.T. / Laboratory Manager/Technical Director . August 3, 2007 Unless prior arrangements have been made, all HOLD specimens will be discarded if required strength is attained. As a mutual protection to our clients and ourselves, at reports submitted are the confidential property of our clients and authorization for publication of statements, conclusions, or extracts from our reports are reserved pending our written approval. (c) Kleinfeider West, Inc. L ABO RATORY:; DATA - -;r r y a SAMPLE NUMBER DATE TESTED AGE (days) DIMENSIONS (in.) AREA z (in) ULTIMATE L OAD ( /bs.) COMPRESSIVE S TRENGTH ( psi) REQUIRED STRENGTH (psi) FRACTURE TYPE 8008 A 7/13/2007 7 2 x 3.89 3.14 17,650 5620 5 8008 B 8/3/2007 28 1.99 x 4 3.11 16980 5460 4300 2 8008 C 8/3/2007 28 2 x 4 3.14 17420 5540 4300 2 D x E x F x G x H x AVERAGE 28 DAY STRENGTH (psi): 5500 Rit t4 t 4 REPORT DATE REPORT TO MATERIAL TYPE SUPPLIER MIX DESIGN NO. DESIGN STRENGTH REMARKS,CC: Set #1 8/3/2007 Cheesecake Factory 17701 Mitchell North Irvine, CA 98188 Attn.: Doug Middelton Grout Cylinder ASTM Stoneway 10000 5000 PSI CONTRACTOR Dewitt TRUCK/TICKET/LOAD DATE SAMPLED 7/6/2007 SAMPLED BY J. Miller SUBMITTED BY J. Miller TIME BATCHED TIME SAMPLED TIME IN TRUCK DATE RECEIVED 7/9/07 INITIAL CURE TEMP. High: Low: 2405 140th Avenue NE, Suite A101 Bellevue, WA 9800 5 � �)61 -4 1Mohone (425) 562 -4201 Fax � 100 COMPRESSION TEST REPORTD�OM l � �ELp teEM' SAMPLE LOCATION: Pile # 36, 30, 25, 20, 14, 9, 4, 33, 34, 24, 19, 29, 17, 11, 43, 15, 27, 28, 6 SLUMP (In.) ASTM C143 SLUMP WI PLASTICIZER (IN.) AIR TEMPERATURE ( °F) MIX TEMPERATURE (°I) ASTM C1084 AIR CONTENT ( %) ASTM C231 UNIT WEIGHT (pct) ASTM C138 BATCH SIZE (cy) WATER ADDED ONSITE (gal) PROJECT NO. 83596 PROJECT NAME Cheescake Factory LOCATION Tukwilla, WA PERMIT NO. 007 - 129 CEMENT TYPE CEMENT FACTOR MAX SIZE AGG (in.) ADMIXTURES TASK NO.1 Type I & II 10 MEASURED 75 85 10 SPECIFIED Reviewed B ey A. ' evard, C.E.T. / Laboratory Manager/Technical Director . August 3, 2007 Unless prior arrangements have been made, all HOLD specimens will be discarded if required strength is attained. As a mutual protection to our clients and ourselves, at reports submitted are the confidential property of our clients and authorization for publication of statements, conclusions, or extracts from our reports are reserved pending our written approval. (c) Kleinfeider West, Inc. REPORT DATE 8/2/2007 REPORT TO Cheesecake Factory MATERIAL TYPE SUPPLIER MIX DESIGN NO. DESIGN STRENGTH 17701 Mitchell North Irvine, WA 98188 Attn.: Doug Middelton Concrete Cylinder ASTM C39 Corliss J15000 3000 PSI SAMPLE LOCATION: Tie Beams to the vicinity of C/3 -8 , F /3 -8 , H/3 -8 CONTRACTOR GB Manisto Inc. TRUCK/TICKET/LOAD 148 93940 DATE SAMPLED 7/24/2007 SAMPLED BY AAR SUBMITTED BY MR TIME BATCHED TIME SAMPLED 7:30 TIME IN TRUCK DATE RECEIVED INITIAL CURE TEMP. High: REMARKS,CC: Low: 2405 140th Avenue NE, Suite Al01 Bellevue, WA 98005 'S6t hone (425) 562 -4201 Fax TEST REPORT Y � 2011 COMPRESSION ' o P �rETirT SLUMP (in.) ASTM C143 SLUMP WI PLASTICIZER (IN.) AIR TEMPERATURE ( °F) MIX TEMPERATURE ( °F) ASTM clam AIR CONTENT ( %) ASTM C231 UNIT WEIGHT (pct) ASTM C138 BATCH SIZE (cy) WATER ADDED ONSITE (gal) PROJECT NO. 83596 PROJECT NAME Cheesecake Factory LOCATION Tukwilla, WA PERMIT NO. PU07 - 080 CEMENT TYPE CEMENT FACTOR MAX SIZE AGG (in.) ADMIXTURES TASK NO. MAT Type I & II 7/8 Inch MEASURED 3.5 57 65 3 5 SPECIFIED Reviewed By: Je;'A. ' - ard, T. / Laboratory Manager/Technical Director Date:, gust 2, 2007 Unless prior arrangements have been made, all HOLD specimens will be discarded if required strength is attained. As a mutual protection to our clients and ourselves, all reports submitted are the confidential property of our clients and authorization for publication of statements, conclusions, or extracts from our reports are reserved pending our written approval. (c) Kleinfe)der West, Inc. 3. LA BORATORY`DAT A.: SAMPLE NUMBER DATE TESTED AGE (days) DIMENSIONS (in.) AREA (in ULTIMATE LOAD (Ibs.) COMPRESSIVE STRENGTH (psi) REQUIRED STR p NGTH FRACTURE HYPE 8059 A 7/31/2007 7 3.98 x 8 12.44 49930 4010 5 8059 B 8/21/2007 28 x 3000 8059 C 8/21/2007 28 x 3000 D x E x F x G x H x AVERAGE 90 DAY STRENGTH (psi): REPORT DATE 8/2/2007 REPORT TO Cheesecake Factory MATERIAL TYPE SUPPLIER MIX DESIGN NO. DESIGN STRENGTH 17701 Mitchell North Irvine, WA 98188 Attn.: Doug Middelton Concrete Cylinder ASTM C39 Corliss J15000 3000 PSI SAMPLE LOCATION: Tie Beams to the vicinity of C/3 -8 , F /3 -8 , H/3 -8 CONTRACTOR GB Manisto Inc. TRUCK/TICKET/LOAD 148 93940 DATE SAMPLED 7/24/2007 SAMPLED BY AAR SUBMITTED BY MR TIME BATCHED TIME SAMPLED 7:30 TIME IN TRUCK DATE RECEIVED INITIAL CURE TEMP. High: REMARKS,CC: Low: 2405 140th Avenue NE, Suite Al01 Bellevue, WA 98005 'S6t hone (425) 562 -4201 Fax TEST REPORT Y � 2011 COMPRESSION ' o P �rETirT SLUMP (in.) ASTM C143 SLUMP WI PLASTICIZER (IN.) AIR TEMPERATURE ( °F) MIX TEMPERATURE ( °F) ASTM clam AIR CONTENT ( %) ASTM C231 UNIT WEIGHT (pct) ASTM C138 BATCH SIZE (cy) WATER ADDED ONSITE (gal) PROJECT NO. 83596 PROJECT NAME Cheesecake Factory LOCATION Tukwilla, WA PERMIT NO. PU07 - 080 CEMENT TYPE CEMENT FACTOR MAX SIZE AGG (in.) ADMIXTURES TASK NO. MAT Type I & II 7/8 Inch MEASURED 3.5 57 65 3 5 SPECIFIED Reviewed By: Je;'A. ' - ard, T. / Laboratory Manager/Technical Director Date:, gust 2, 2007 Unless prior arrangements have been made, all HOLD specimens will be discarded if required strength is attained. As a mutual protection to our clients and ourselves, all reports submitted are the confidential property of our clients and authorization for publication of statements, conclusions, or extracts from our reports are reserved pending our written approval. (c) Kleinfe)der West, Inc. KLEINFELDER RECEIVED ;JUL 2 '1 2007 COMMUNITY DEVELOPMENT Construction Observation Report Project Name (/ 6-rt - (/ -4.ke < 04 -, Date 7 - °" Project No. ,7 I 6 - ) DFR No. C') Project Location,.Z 3o `174 /IA/4)44 � ,T._t 4" t.1.1 Time Arrived Contractor ,4:24•6404r 7 -62 Bldg. Permit No s Z5 ' —. - J Time Departed Reviewed by "Z.' ` / Date Reviewed 7 -- -c Travel Time f A— A? f /.2-.r Client Type of Observations ❑ Masonry ❑ Batch plant ❑ Foundations ❑ Concrete ❑ Welding ❑ Reinforcement Steel ❑ Fireproofing ❑ Soil ❑ Bolting ❑ Pre-Post Tensioned Tendon ❑ Metal Decking Ci her A,/ e r Documents Referenced Summary 'Aa /= - 77.f r1 t 3 (7 )7i.v4sriu f ♦., /. ('A E r7?fi.j fi er C/4r / `'1, 1.J P/4-6T • ,1 L. -oc-v . l 6 it:Ili" ' /dim C 70 4! ' 0, 2 " gip /4/, 7 , .474i 7 /r» GliJ 7 ( 2 ) \ r e 7T (7J= ( 7 7 ) t '. /f 1 s . T jj i (" f ;7 1.f= "/thr 7) to rZ /i./ & 7/ 1 A I$ 7,4 Lr i it,.. e— "/L.e- . ? / ? ' I -A .( AO r 1 r . ) 7 7f;J/-: ,A./y ?: J ee • t -J.' 77 to rA ,s / 7`s•�c� a 4f .ty‘igiis2 y 1.41 r�. 14/4 77-4 /N r ,7-A4 .(-t f W.V iron- 6:4-044 t 7) i f C 11 ,x? ��- (= � i f , /27 � s 4 /4 it" r z' ,4;a1.4 ,./74,--/ cc) / ;:. • /4 / f t/r A� / / 7 // s / s /f.'/A G ' fay', : ' /.1-7 & i."4 f A /} ,r) ,. ❑ Report items comply ❑ Report items incomplete Acknowledged by 5apresertti gr�'""""'"""' -- • ..f g /? f ifrq 1 ' a A z - 71-/C ?"/Z.u(, AIA ( J , 11 g , .- .rear v yr T `,. r /i u ► J _ f f s> r7 S' tAi N fa 4 » J 7 40,4 (.. / . '" /? t lai ort items comply with exceptions Kieiefeider Representative Signature _ . -' 4. F T ` -��'- a ..r ` t t 'yep' S `�t^t' y fir .- SS ; E d( d x k' 7;ORYDATA.����3', ti,y�� ,3+'� "C P r F .Ya -- 3 E�.'�W SAMPLE NUMBER DATE TESTED AGE (days) DIMENSIONS (in.) AREA (in 2) ULTIMATE LOAD (lbs.) COMPRESSIVE STRENGTH (psi) REQUIRED STRENGTH (psi) FRACTURE HYPE 8010 A 7/14/2007 7 2 x 4.01 3.14 13,980 4450 3 8010 B 8/4/2007 28 x 4300 8010 C 8/4/2007 28 x 4300 D x E x F x G x H x AVERAGE 28 DAY STRENGTH (psi): la t log t. REPORT DATE REPORT TO MATERIAL TYPE SUPPLIER MIX DESIGN NO. DESIGN STRENGTH SAMPLED BY SUBMITTED BY TIME BATCHED TIME SAMPLED REMARKS,CC: Set #2 7/31/2007 Cheesecake Factory 17701 Mitchell North Irvine, CA 98188 Attn.: Doug Middelton TIME IN TRUCK 5:41 DATE RECEIVED 7/9/07 INITIAL CURE TEMP. High: Grout Cylinder ASTM Stoneway 10000 5000 PSI SAMPLE LOCATION: Pile # 12 & 7 CONTRACTOR GB Mannisto TRUCK/TICKET /LOAD 447 830253 DATE SAMPLED 7/7/2007 J. Miller J. Miller 6:59 12:40 Low: 2405 140th Avenue NE, Suite A101 Bellevue, WA 98005 (42515 Phone (425) 562 -4201 Fax F.CCE:11 f e „ AUG 0 6 2001 PROJECT NO. 83596 � comm L S4 NO. 1 PROJECT NAME Cheescake Factory *dLNT COMPRESSION TEST REPORT LOCATION Tukwilla, WA PERMIT NO. D07 - 129 2 SLUMP (in.) ASTM C143 SLUMP WI PLASTICIZER (IN.) AIR TEMPERATURE ( °F) MIX TEMPERATURE ( °F) ASTM AIR CONTENT ( %) ASTM C231 UNIT WEIGHT (pat) ASTM C138 BATCH SIZE (cy) WATER ADDED ONSITE (gal) CEMENT TYPE CEMENT FACTOR MAX SIZE AGG (in.) ADMIXTURES Type I & II 10 100XR MEASURED 6 85 94 10 SPECIFIED eviewed By: J r= � ' : -yard, C. .T. / Laboratory Manager/Technical Director Date` ly 31, 2007 Unless prior arrangements have been made, all HOLD specimens will be discarded if required s ngth Is attained. As a mutual protection to our clients and ourselves, all reports submitted are the confidential property of our clients and authorization for publication of Statements, conclusions, or extracts from our reports are reserved pending our written approval. (c) Kleinfelder West, Inc. SAMPLE NUMBER DATE TESTED AGE (days) DIMENSIONS (in.) AREA (in 2) ULTIMATE LOAD (Ibs) COMPRESSIVE STRENGTH (psi) REQUIRED STREsNGTH i) (p FRACTURE TYPE 8009 A 7/14/2007 7 2 x 3.74 3.14 17,750 5650 3 8009 B 8/4/2007 28 x 4300 8009 C 8/4/2007 28 x 4300 D x E x F x G x H x REPORT DATE 7/31/2007 REPORT TO Cheesecake Factory 17701 Mitchell North Irvine, CA 98188 Attn.: Doug Middelton MATERIAL TYPE Grout Cylinder ASTM SUPPLIER Stoneway MIX DESIGN NO. 10000 DESIGN STRENGTH 5000 PSI 2405 140th Avenue NE, Suite A101 Bellevue, WA 98005 ( 2QQ Phone (425) 562 -4201 Fax COMPRESSION TEST REPORT AOC; 0 6 c 1 0di ,0El/�OVN Y PROJECT NO. 83596 P �i j ISK NO.1 PROJECT NAME Cheescake Factory LOCATION Tukwilla, WA PERMIT NO. D07 - 129 CEMENT TYPE CEMENT FACTOR MAX SIZE AGG (in.) ADMIXTURES Type I & II 10 100XR SAMPLE LOCATION: Pile # 22, 23 & 18 CONTRACTOR GB Mannisto TRUCK/TICKET /LOAD DATE SAMPLED SAMPLED BY SUBMITTED BY TIME BATCHED TIME SAMPLED TIME IN TRUCK 0:00 DATE RECEIVED 7/9/07 INITIAL CURE TEMP. REMARKS,CC: Set # 1 SLUMP (in.) ASTM C143 7/7/2007 SLUMP WI PLASTICIZER (IN.) J. Miller AIR TEMPERATURE (°F) J. Miller MIX TEMPERATURE (°F) ASTM c1os4 Low: AIR CONTENT ( %) ASTM C231 UNIT WEIGHT (pct) ASTM C138 BATCH SIZE (cy) WATER ADDED ONSITE (gal) MEASURED 8 80 82 10 SPECIFIED AVERAGE 28 DAY STRENGTH (psi): Re iewed By Date: J Unless prior arrangements have been made, all HOLD specimens will be discarded if required strength is attained. A. Revard, C.E.T. / Laboratory Manager/Technical Director 31, 2007 As a mutual protection to our clients and ourselves, atl reports submitted are the confidential property dour dients and authorization for publication of statements, conclusions, or extracts from our reports are reserved pending our written approval. (c) Kleinfelder West, Inc. SAMPLE NUMBER DATE TESTED AGE (days) DIMENSIONS (in.) AREA (in 2) ULTIMATE LOAD (lbs.) COMPRESSIVE STRENGTH (psi) REQUIRED STRENGTH (psi) FRACTURE TYPE 8030 A 7/14/2007 7 5.98 x 11.99 28.09 113,020 4020 3 8030 B 8/4/2007 28 x 4000 8030 C 8/4/2007 28 x 4000 8030 D H H x E x F x G x H x IgttliNCUIPARt REPORT DATE REPORT TO 7/31/2007 MATERIAL TYPE SUPPLIER MIX DESIGN NO.. DESIGN STRENGTH 4000 PSI Cheesecake Factory 17701 Mitchell North Irvine, CA 98188 Attn.: Doug Middelton Concrete Cylinder ASTM C39 Corliss 2405 140th Avenue NE, Suite A101 Bellevue, WA 98005 (425) - 4a, Dr) (425) 562 -4201 Fax COMPRESSION TEST REPORT PROJECT NO. 83596 PROJECT NAME Cheescake Factory LOCATION Tukwilla, WA PERMIT NO. CEMENT TYPE CEMENT FACTOR MAX SIZE AGG (in.) ADMIXTURES AUG n 20 DE VEZ.010Z2 T TASK NO.1 it " . ' C, } SAMPLE LOCATION: Pile Caps CONTRACTOR TRUCK/TICKET/LOAD DATE SAMPLED 7/7/2007 SAMPLED BY J. Miller SUBMITTED BY J. Miller TIME BATCHED TIME SAMPLED TIME IN TRUCK 0:00 DATE RECEIVED INITIAL CURE TEMP. High:, Low: REMARKS, CC: Set # 1 SLUMP (in.) ASTM C143 SLUMP WI PLASTICIZER (IN.) AIR TEMPERATURE r F) MIX TEMPERATURE (°F) ASTM C1064 AIR CONTENT ( %) ASTM 0231 UNIT WEIGHT (pct) ASTM C138 BATCH SIZE (cy) WATER ADDED ONSITE (gal) MEASURED SPECIFIED AVERAGE 28 DAY STRENGTH (psi): Reviewed By: Je A. -yard, C.E.T. / Laboratory Manager/Technical Director Date:. 31,2007 Unless prior arrangements have been made, all HOLD specimens will be discarded if required stre is attained. As a mutual protection to our clients and ourselves, all reports submitted are the confidential property of our dents and authorization for publication of statements, conclusions, or extracts from our reports are reserved pending our written approval. (c) Kleinfeider West, Inc. SAMPLE NUMBER DATE TESTED AGE (days) ( Ys) DIMENSIONS (in.) AREA Z (in) ULTIMATE LOAD (lbs.) COMPRESSIVE STRENGTH (psi) REQUIRED STRENGTH (psi) FRACTURE TYPE 8011 A 7/14/2007 7 1.99 x 3.99 3.11 11,870 3820 5 8011 B 8/4/2007 28 x 4300 8011 C 8/4/2007 28 x 4300 D x E x F x G x H x ge REPORT DATE REPORT TO MATERIAL TYPE SUPPLIER MIX DESIGN NO. DESIGN STRENGTH SAMPLE LOCATION: Pile #2 TRUCK/TICKET/LOAD 437 DATE SAMPLED SAMPLED BY SUBMITTED BY TIME BATCHED TIME SAMPLED TIME IN TRUCK DATE RECEIVED INITIAL CURE TEMP. REMARKS,CC: Set #1, exceeded 90 min. limit 7/31 /2007 Cheesecake Factory 17701 Mitchell North Irvine, CA 98188 Attn.: Doug Middelton Grout Cylinder ASTM Stoneway 10000 5000 PSI CONTRACTOR GB Mannisto 830278 7/7/2007 J. Miller J. Miller 11:51 13:40 1:49 7/9/07 High: Low: 2405 140th Avenue NE, Suite A401 Bellevue, WA 980l'�`4 T � -4200 Phone (425) 562 -4201 Fax f- tt t) COMPRESSION TEST REPORT /IC 0 6 2007 NITY co PROJECT NO. 83596 OBE OP ENT TASK NO.1 3 SLUMP (in.) ASTM C143 SLUMP WI PLASTICIZER (IN.) AIR TEMPERATURE ( °F) MIX TEMPERATURE (°F) ASTM C1064 AIR CONTENT ( %) ASTM C231 UNIT WEIGHT (pct) ASTM C138 BATCH SIZE (cy) WATER ADDED ONSITE (gal) PROJECT NAME Cheescake Factory LOCATION Tukwilia, WA PERMIT NO. D07 - 129 Date: ly 31, 2007 Unless prior arrangements have been made, all HOLD specimens will be discarded if required strength is attained. CEMENT TYPE CEMENT FACTOR MAX SIZE AGG (in.) ADMIXTURES AVERAGE 28 DAY STRENGTH (psi): I Type I & II 10 100XR MEASURED 11 1/2 85 80 3 unknown SPECIFIED Re wed ' - A. yard, C.E.T. / Laboratory Manager/Technical Director As a mutual protection to our clients and ourselves, at reports submitted are the confidential property of our clients and authorization for publication of statements, conclusions, or extracts from our reports are reserved pending our written approval. (c) Kieinfelder West, Inc. A J i 5�, 7 S - 2.t''? +t J �r,� 9. F Y ,. .: . .v.: � 'y � i -2 ff ,,, x ..1. ABZ3RAI'. ; ATA, ,s .. r SAMPLE NUMBER DATE TESTED AGE (days) DIMENSIONS (in.) AREA (in 2) ULTIMATE LOAD (lbs.) COMPRESSIVE STRENGTH (psi) REQUIRED STRENGTH (Psi) FRACTURE TYPE 8007 A 7/13/2007 7 2 x 3.85 3.14 15,400 4900 5 8007 B 8/3/2007 28 x 4300 8007 C 8/3/2007 28 x 4300 D x E x F x G x H x ' AVERAGE 28 DAY STRENGTH (psij: REPORT DATE REPORT TO MATERIAL TYPE SUPPLIER MIX DESIGN NO. DESIGN STRENGTH REMARKS,CC: added 30 gal H2O to last 6 cy. contractors own risk. 7/31/2007 CONTRACTOR Dewitt TRUCK/TICKET /LOAD DATE SAMPLED SAMPLED BY SUBMITTED BY TIME BATCHED TIME SAMPLED 11:55 TIME IN TRUCK DATE RECEIVED INITIAL CURE TEMP. Cheesecake Factory 17701 Mitchell North Irvine, CA 98188 Attn.: Doug Middelton Grout Cylinder ASTM Stone 10000 5000 PSI SAMPLE LOCATION: Pile # 33, 34 & 24 7/6/2007 J. Miller J. Miller 7/9/07 High: Low 2405 140th Avenue NE, Suite A101 Bellevue, WA 98005 (4�� • • AUG Rt±rviewed By: Jeff Date: J Unless prior arrangements have been made, all HOLD specimens will be discarded if required sire 0 6 ?0n7 COMPRESSION TEST REPORT o E` PM;'F SLUMP (In.) ASTM C143 SLUMP WI PLASTICIZER (IN.) AIR TEMPERATURE (°F) MIX TEMPERATURE ("F) ASTM C1os4 AIR CONTENT ( %) ASTMC231 UNIT WEIGHT (pct) . ASTM C138 BATCH SIZE (cy) WATER ADDED ONSITE (gal) PROJECT NO. 83596 PROJECT NAME Cheescake Factory LOCATION Tukwilla, WA PERMIT NO. D07 -129 eva 1, 2007 is attained. CEMENT TYPE CEMENT FACTOR MAX SIZE AGG (in.) ADMIXTURES • Type I & II 10 ne (425) 562 -4201 Fax TASK NO. MAT MEASURED 78 88 10 80 SPECIFIED C.E.T. / Laboratory Manager/Technical Director As a mutual protection to our clients and ourselves, all reports submitted are the confidential property of our clients and authorization for publication of statements, conclusions, or extracts from our reports are reserved pending our written approval. (c) Kleinfelder West, Inc. k^ }, 1 - ' d 1 .� . 4tr'+'1 1 Y7 13' �., a 17.. ,<.L. d J 4 I �: .. "3' _ 2 / 5 . �'^ � t �$ r �,.. . - - �.�� QRATORY .DATA v -{ �• .d. ., y 4 y t J .i.'El ,f � / S �' < �,, � , � SAMPLE NUMBER DATE TESTED AGE (days) DIMENSIONS (i n.) AREA (ins) ULTIMATE LOAD (lbs.) COMPRESSIVE STRENGTH (psi) REQUIRED STRENGTH (psi) FRACTURE TYPE 8008 A 7/13/2007 7 2 x 3.89 3.14 17,650 5620 5 8008 B 8/3/2007 28 x 4300 8008 C 8/3/2007 28 x 4300 D x E x F x G x H x AVERAGE 28 DAY STRENGTH (psi): REPORT DATE REPORT TO MATERIAL TYPE SUPPLIER MIX DESIGN NO. DESIGN STRENGTH latkrtatliVitik CONTRACTOR Dewitt TRUCK/TICKET/LOAD DATE SAMPLED SAMPLED BY SUBMITTED BY TIME BATCHED TIME SAMPLED TIME IN TRUCK DATE RECEIVED INITIAL CURE TEMP. REMARKS,CC: Set #1 7/31/2007 Cheesecake Factory 17701 Mitchell North Irvine, CA 98188 Attn.: Doug Middelton Grout Cylinder ASTM Stoneway 10000 5000 PSI 7/9/07 High: Low: 2405 140th Avenue NE, Suite A101 COMPRESSION TEST REPORT eviewed By Date: Unless prior arrangements have been made, all HOLD specimens will be discarded if required AUG onectlygg 0 6 2407. D EVE O PROJECT NO. 83596 p 'TAS NO. 1 PROJECT NAME Cheescake Factory Bellevue, WA 98005 LOCATION Tukwilla, WA PERMIT NO. D07 -129 SAMPLE LOCATION: Pile # 36, 30, 25, 20, 14, 9, 4, 33, 34, 24, 19, 29, 17, 11, 43, 15, 27, 28, 6 SLUMP (in.) ASTM C143 7/6/2007 SLUMP WI PLASTICIZER (IN.) J. Miller AIR TEMPERATURE ( °F) J. Miller MIX TEMPERATURE (°I] ASTM C1064 AIR CONTENT ( %) ASTM C231 UNIT WEIGHT (pcl) ASTM C138 BATCH SIZE (cy) WATER ADDED ONSITE (gal) CEMENT TYPE CEMENT FACTOR MAX SIZE AGG (In.) ADMIXTURES Type I & II 10 (425) 562-4201 Fax MEASURED 75 85 10 SPECIFIED A. Re . rd, C. .T. / Laboratory Manager/Technical Director 31, 2007 th is attained. As a mutual protection to our clients and ourselves, all reports submitted are the confidential property of our clients and authorization for publication of statements, conclusions, or extracts from our reports are reserved pending ow written approval. (c) Kleinfelder West, Inc. e , z . l w r e t" ✓j- x .,( l � . —3 L -. 1 Ni - 2 LABO RATORY , ,. as tam ,. �� �'n� 5 5..+ yT.i r4' :S ° 'Yx' r.. DA F� L � Y�x ,- .4.1. SAMPLE NUMBER DATE TESTED AGE (days) DIMENSIONS (in.) AREA s (in) ULTIMATE LOAD (lbs.) COMPRESSIVE STRENGTH (psr) REQUIRED STRENGTH (psi) FRACTURE TYPE 8012 A 7/17/2007 7 4 x 7.98 12.57 59,430 4730 5 8012 B 8/7/2007 28 x 8012 C 8/7/2007 28 x D x E x F x G x H x AVERAGE 28 DAY STRENGTH (psi): k .tliNk -'kk rt REPORT DATE 8/1/2007 REPORT TO Cheesecake Factory 17701 Mitchell North Irvine, CA 98188 Attn.: Doug Middelton 2405 140th Avenue NE, Suite A101 COMPRESSION TEST REPORT Bellevue, WA 98005 (425) 562 - 4Re8 11425 - 4201 Fax PROJECT NO. 83596 • PROJECT NAME Cheescake Factory LOCATION Tukwilla, WA PERMIT NO. D07 -129 AUG 0 6 2007 D EVELOP S m TASK NO.1 MATERIAL TYPE SUPPLIER MIX DESIGN NO. DESIGN STRENGTH 5000 PSI SAMPLE LOCATION: Pile Cap # 1, 2, 4, 6, 7,8, 9, 11, 12, 13, 14, 17, 18, 19, 20, 22, 23, 24, 25, 27, 28, 29, 30, 32, 33, 34, 39, 43 & 45 CONTRACTOR GB Mannisto TRUCK/TICKET /LOAD 112 DATE SAMPLED SAMPLED BY SUBMITTED BY TIME BATCHED TIME SAMPLED TIME IN TRUCK DATE RECEIVED INITIAL CURE TEMP. REMARKS,CC: Set #1 Concrete Cylinder ASTM C39 Corliss J16500 7/10/2007 J. Miller J. Miller 1:53 3:15 1:22 7/11/07 High: Low: SLUMP (in.) ASTM C143 SLUMP WI PLASTICIZER (IN.) AIR TEMPERATURE (°F) MIX TEMPERATURE ( °F) ASTM C1064 AIR CONTENT ( %) ASTM 0231 UNIT WEIGHT (pcf) ASTM C138 BATCH SIZE (cy) WATER ADDED ONSITE (gal) Reviewed By: Je Date: gust , 2007 Unless prior arrangements have been made, all HOLD specimens will be discarded if required strength is attained. CEMENT TYPE CEMENT FACTOR MAX SIZE AGG (in.) ADMIXTURES Type I & II 6.5 3/8 Inch Glen 30 30 MEASURED 5 88 85 9.5 10 SPECIFIED evard, C.E.T. / Laboratory Manager/Technical Director As a mutual protection to our clients and ourselves, all reports submitted are the confidential property of our clients and authorization for publication of statements, conclusions, or extracts from our reports are reserved pending our written approval. (c) Klelnfelder West, Inc. e k �� 4 : 4 y :, �; J - . � „¢ ,AB DATA � � > r� � SAMPLE NUMBER DATE TESTED AGE (days) DIMENSIONS (in.) AREA (in 2) ULTIMATE LOAD (Ibs.) COMPRESSIVE STRENGTH (psi) REQUIRED STRENGTH FRACTURE TYPE 8028 A 7/19/2007 7 4 x 2.98 12.57 62,550 4980 4 8028 B 8/9/2007 28 x ' 4000 8028 C 8/9/2007 28 x 4000 8028 D H H x E x F x G x H x AVERAGE 28 DAY STRENGTH (psi): REPORT DATE 8/1/2007 REPORT TO MATERIAL TYPE SUPPLIER MIX DESIGN NO. DESIGN STRENGTH 4000 PSI REMARKS,CC: Cheesecake Factory 17701 Mitchell North Irvine, CA 98188 Attn.: Doug Middelton SAMPLE LOCATION: Pile cap at grid "A "/8 CONTRACTOR GB Manisto Concrete Cylinder ASTM C39 Corliss J16500 TRUCK/TICKET/LOAD 105 32612 DATE SAMPLED 7/12/2007 SAMPLED BY J. Miller SUBMITTED BY J. Miller TIME BATCHED 12:57 TIME SAMPLED 14:00 TIME IN TRUCK 1:03 DATE RECEIVED INITIAL CURE TEMP. High: Low: 2405 140th Avenue NE, Suite A101 COMPRESSION TEST REPORT 1 SLUMP (in.) ASTM C143 SLUMP WI PLASTICIZER (IN.) AIR TEMPERATURE (°F) MIX TEMPERATURE ( °F) ASTM c1064 AIR CONTENT ( %) ASTM C231 UNIT WEIGHT (pct) ASTM C138 BATCH SIZE (cy) WATER ADDED ONSITE (gal) Bellevue, WA 98005 (425) 562 - 420: 425) 562 - 4201 Fax PROJECT NO. 83596 PROJECT NAME Cheescake Factory LOCATION Tukwilla, WA PERMIT NO. D07 - 129 CEMENT TYPE CEMENT FACTOR MAX SIZE AGG (in.) ADMIXTURES o CO F m �A� 001 NO! TASK MAT Type I & II 6.5 3/8 Inch GLEN 30 30 MEASURED 4 80 76 3 SPECIFIED Reviewed By Je e d, .E.T. / Laboratory Manager/Technical Director Date: A . st 1, 2007 Unless prior arrangements have been made, all HOLD specimens will be discarded If required strength Is attained. As a mutual protection to our clients and ourselves, all reports submitted are the confidential property of our clients and authorization for publication of statements. conclusions, or extracts from our reports are reserved pending our written approval. (e) Kleinfelder West. Inc. ...,� v Ht°tT, ' r i , - ' ' .., Tt Y.�k M t T C! ' -. .'+.` .n• ti . ' . u'•y y.. �" 3" 4{' F _ - 'F°- i Ic." F : _ 'r''H'" ,� f 3 A'.{, � LAB, 4RA 7 0RY DAT ; : "� , 'h ✓ 7 .kTS ai'. aT i - $ .+`i.`°' .FS.4: SAMPLE NUMBER DATE TESTED AGE (days) ( DIMENSIONS (in AREA s ( ULTIMATE LO A D (Ib COMPRESSIVE STRENG (psi) REQUIRED STRENGTH (psi) FRACTURE TYPE 8006 A 7/12/2007 7 2 x 1.99 x 3.14 13,200 4200 5 8006 B 8/2/2007 28 x x 4300 8006 C 8/2/2007 28 x x 4300 D x x E x x F x x G x x H x x AVERAGE 28 DAY STRENGTH (psi): kktit [Mk REPORT DATE REPORT TO Cheesecake Factory 17701 Mitchell North Irvine, CA 98188 Attn.: Doug Middelton 8/1/2007 MATERIAL TYPE SUPPLIER MIX DESIGN NO. DESIGN STRENGTH Grout Cylinder ASTM Stoneway 10000 5000 PSI 2405 140th Avenue NE, Suite A101 Bellevue, WA 98005 /562-4200 Phone (425) 562 -4201 Fax OEV COMPRESSION TEST REPORT �c r PROJECT NO. 83596 PROJECT NAME Cheese Cake Factory LOCATION Tukwilla, WA PERMIT NO. D07 - 129 CEMENT TYPE CEMENT FACTOR MAX SIZE AGG (in.) ADMIXTURES TASK NO. MAT Type s &II 10 x e „ t . fi t. , �.. y,t.. �,- - ! '.X d W 2. ,1 A s �;s.,_� 3 *, _ �r`�'5�#�V1PLED a�`'r Y?c�3.�,rr� e-- .f+. r kt�Xc n..' SAMPLE LOCATION: Pile # 38,31,26,21,16,10,5,1,3,8 & 13 CONTRACTOR Dewitt TRUCK/TICKET/LOAD 417 DATE SAMPLED 7/5/2007 SAMPLED BY J. Miller SUBMITTED BY J. Miller TIME BATCHED 12:01 TIME SAMPLED 13:50 TIME IN TRUCK 1:49 DATE RECEIVED 7/9/07 INITIAL CURE TEMP. High: REMARKS,CC: 622 1 Low: SLUMP (In.) ASTM C143 SLUMP WI PLASTICIZER (IN.) AIR TEMPERATURE CF) MIX TEMPERATURE ( °F) ASTM C1064 AIR CONTENT ( %) ASTM 0231 UNIT WEIGHT (pct) ASTM C138 BATCH SIZE (cy) WATER ADDED ONSITE (gai) MEASURED 75 78 10 80 SPECIFIED Reviewed By y A. Revard, .E.T. / Laboratory Manager/Technical Director Date ugust 1, 2007 Unless prior arrangements have been made, all HOLD specimens will be discarded If required strength is attained. As a mutual protection to our clients and ourselves, all reports submitted are the confidential property of our clients and authorization for publication of statements, conclusions, or extracts from our reports are reserved pending our written approval. (c) Kleinfe)der West, Inc. SAMPLE NUMBER DATE TESTED AGE (days) DIMENSIONS (in.) AREA (in z) ULTIMATE LOAD (lbs.) COMPRESSIVE STRENGTH (psi) REQUIRED STRENGTH (psi) FRACTURE TYPE 8000 A 7/10/2007 7 2 x 3.99 x 3.14 14,580 4640 5 8000 B 7/31/2007 28 x x 4300 8000 C 7/31/2007 28 x x 4300 8000 . D H H x x E x x F x x . G x x H x x ttufig Ettime REPORT DATE REPORT TO MATERIAL TYPE SUPPLIER MIX DESIGN NO. DESIGN STRENGTH 8/1/2007 Cheesecake Factory 17701 Mitchell North Irvine, CA 98188 Attn.: Doug Middelton Grout Cylinder ASTM Stoneway 10000 5000 PSI SAMPLE LOCATION: Dewitt Pile #45 CONTRACTOR GB Mannisto / Dewitt TRUCK/TICKET/LOAD 428 828689 DATE SAMPLED SAMPLED BY SUBMITTED BY TIME BATCHED TIME SAMPLED TIME IN TRUCK DATE RECEIVED INITIAL CURE TEMP. REMARKS,CC: Set #3 7/3/2007 J. Mason J. Mason 6:42 7:58 1:16 Low 2405 140th Avenue NE, Suite A101 Bellevue, WA 98005 (425) R.E4-e0 ne 425) 562 -4201 Fax VE COMPRESSION TEST REPORT AUG 0 6 2007 SLUMP (in.) ASTM C143 SLUMP WI PLASTICIZER (IN.) AIR TEMPERATURE (°F) MIX TEMPERATURE (°F) ASTM C1064 AIR CONTENT ( %) ASTM C231 UNIT WEIGHT (pcf) ASTM C138 BATCH SIZE (cy) WATER ADDED ONSITE (gal) PROJECT NO. 83596 PROJECT NAME Cheese Cake Factory LOCATION Tukwilla, WA PERMIT NO. D07 -129 CEMENT TYPE CEMENT FACTOR MAX SIZE AGG (in.) ADMIXTURES CO MMUNITY DEVELOP TASK NU. MAT Type I & II 10sk 3/8 Inch Grace Recover MEASURED 64 68 10 90 gal SPECIFIED 97 gal AVERAGE 28 DAY STRENGTH (ps1): Reviewed = .. Je /y A. Revard, C.E.T. / Laboratory Manager/Technical Director Date: -gust 1, 2007 Unless prior arrangements have been made, all HOLD specimens will be discarded if required strength is attained. As a mutual protection to our clients and ourselves, all reports submitted are the confidential property of our clients and authorization for publication of statements, conclusions, or extracts from our reports are reserved pending our written approval. (c) Kleinfelder West, Inc. -., 's..,.- 'k b Wp Fx4e� t�.r 4 . 4 u5 $ i V � ry L ({l a �+ « _ c . .�.` ) 4 ^ d LABORATORY DA x � .� `�u" $ � �� Y 3 SAMPLE NUMBER DATE TESTED AGE (days) DIMENSIONS (in.) AREA (inz) ULTIMATE LOAD (lbs.) COMPRESSIVE STRENGTH (psi) REQUIRED STRENGTH (psi) FRACTURE TYPE 8012 A 7/17/2007 7 4 x 7.98 12.57 59,430 4730 5 8012 B 8/7/2007 28 3.98 x 8 12.44 77760 6250 4500 3 8012 C 8/7/2007 28 4 x 8 12.57 77690 6180 4500 3 D x E x F x G x H x AVERAGE 28 DAY STRENGTH (psi): 6210 latiaattott REPORT DATE 8/8/2007 REPORT TO MATERIAL TYPE SUPPLIER MIX DESIGN NO. DESIGN STRENGTH Cheesecake Factory 17701 Mitchell North Irvine, CA 98188 Attn.: Doug Middelton Concrete Cylinder ASTM C39 Corliss J16500 5000 PSI 2405 140th Avenue NE, Suite A101 Bellevue, WA 98005 COMPRESSION TEST REPORT PROJECT NO. 83596 PROJECT NAME Cheescake Factory LOCATION Tukwilla, WA PERMIT NO. D07 -129 CEMENT TYPE CEMENT FACTOR MAX SIZE AGG (in.) ADMIXTURES gyp` ; � /+� ffi), 562 -4200 tic�lfe (425) 562 -4201 Fax 4; kou 4Op41 TASK NO.1 Type I & II 6.5 3/8 Inch Glen 30 30 SAMPLE LOCATION: Pile Cap # 1, 2, 4, 6, 7,8, 9, 11, 12,13,14, 17, 18, 19, 20, 22, 23, 24, 25, 27, 28, 29, 30, 32, 33, 34, 39, 43 & 45 CONTRACTOR GB Mannisto TRUCK/TICKET/LOAD 112 DATE SAMPLED 7/10/2007 SAMPLED BY J. Miller SUBMITTED BY J. Miller TIME BATCHED 1:53 TIME SAMPLED 3:15 TIME IN TRUCK 1:22 DATE RECEIVED 7/11/07 INITIAL CURE TEMP. Hiph: Low: REMARKS,CC: Set #1 SLUMP (in.) ASTM C143 SLUMP W/ PLASTICIZER (IN.) AIR TEMPERATURE ( "F) MIX TEMPERATURE co ASTM C1064 AIR CONTENT ( %) ASTM 0231 UNIT WEIGHT (pct) ASTM C138 BATCH SIZE (cy) WATER ADDED ONSITE (gal) Reviewed B Date: Unless prior arrangements have been made, all HOLD specimens will be discarded if required stre y A. evard, gust 8, 2007 is attained. MEASURED 5 88 85 9.5 10 SPECIFIED E.T. / Laboratory Manager/Technical Director As a mutual protection to our clients and ourselves, all reports submitted are the confidential property of our clients and authorization for publication of statements, conclusions, or extracts from our reports are reserved pending our written approval. (c) Kleinfelder West, Inc. -� f 1r 4` f-^. `l 9.Ti - � ��� , �: G - °F1 * . ��.+`i..1 4 �''�y ,,• X h .*�S.0 -a 3' z - y,..t FFT 5 �.-. 9p S Fa + .. , y z 3 ?. . F.. M1 + i .fi'.L ia8 d 'I' ?3 �b't , �•� �LABORp►TORY� DATA�� {,_ .� � " � �: �: � ��` SAMPLE NUMBER DATE TESTED AGE (days) DIMENSIONS (in.) AREA (in z) ULTIMATE LOAD (lbs.) COMPRESSIVE STRENGTH (psi) REQUIRED STRENGTH (Psi) FRACTURE TYPE 8006 • A 7/12/2007 7 2 x 3.99 x 3.14 13,200 4200 5 8006 B 8/2/2007 28 2 x 3.78 x 3.14 18770 5970 4300 3 8006 C 8/2/2007 28 1.99 x 4 x 3.11 17390 5590 4300 2 D x x E . x x ' F x x G x x H x x AVERAGE 28 DAY STRENGTH (psij: 5780 REPORT DATE REPORT TO MATERIAL TYPE SUPPLIER MIX DESIGN NO. DESIGN STRENGTH 8/10/2007 10000 5000 PSI SAMPLE LOCATION: Pile # 38,31,26,21,16,10,5,1,3,8 & 13 CONTRACTOR Dewitt TRUCK/TICKET/LOAD 417 DATE SAMPLED SAMPLED BY SUBMITTED BY TIME BATCHED TIME SAMPLED TIME IN TRUCK DATE RECEIVED INITIAL CURE TEMP. REMARKS,CC: Cheesecake Factory 17701 Mitchell North Irvine, CA 98188 Attn.: Doug Middelton Grout Cylinder ASTM Stoneway 622 7/5/2007 J. Miller J. Miller 12:01 13:50 1:49 7/9/07 High: Low: rr 2405 140th Avenue NE, Suite A101 Bellevue, WA 9804 �4,0) 1 1200 Phone (425) 562 -4201 Fax COMPRESSION TEST REPORT 444f SLUMP (in.) ASTM C143 SLUMP W/ PLASTICIZER (IN.) AIR TEMPERATURE ( °F) MIX TEMPERATURE ( ASTM 01064 AIR CONTENT (%) ASTM C231 UNIT WEIGHT (pcf) ASTM C138 BATCH SIZE (cy) WATER ADDED ONSITE (gaQ PROJECT NO. 83596 PROJECT NAME Cheese Cake Factory LOCATION Tukwilia, WA PERMIT NO. D07 -129 CEMENT TYPE CEMENT FACTOR MAX SIZE AGG (In.) ADMIXTURES TASK NO. MAT Type I & II 10 3/8 Inch Grace Recover MEASURED 75 78 10 80 SPECIFIED d, C.E.T. / Laboratory ManagerrTechnical Director Dat —gust 10, 2007 Unless prior arrangements have been made, all HOLD specimens wit be discarded if required strength is attained. As a mutual protection to our clients and ourselves, all reports submitted are the confidential property of our clients and authorization for publication of statements, conclusions, or extracts from our reports are reserved pending our written approval. (c)10einfelder West, Inc. S '-.11--i- .7 - . t �F 1 S 3_' �1 Y�MjY� 1 � T +TAfi ��� .....:�.�.� .�.., � __ l.A AR/��'ORY<DATA `L 'NY a_ yC 9 � C r� { T�. ,.. .._ _... =.� � _ . dy ���� # SAMPLE NUMBER DATE TESTED AGE (days) DIMENSIONS (in.) AREA (in 2) ULTIMATE LOAD (lbs.) COMPRESSIVE STRENGTH (psi) REQUIRED STRENGTH (psi) FRACTURE TYPE 8007 A 7/13/2007 7 2 x 3.85 3.14 15,400 4900 5 8007 B 8/3/2007 28 2 x 4 3.14 16340 5200 4300 2 8007 C 8/3/2007 28 1.99 x 3.84 3.11 18560 . 5970 4300 2 D x E x F x G x H x AVERAGE 28 DAY STRENGTH (psi): 5580 likk.tItrgtt14.4tik REPORT DATE REPORT TO 8/10/2007 Cheesecake Factory 17701 Mitchell North Irvine, CA 98188 Attn.: Doug Middelton MATERIAL TYPE SUPPLIER MIX DESIGN NO. DESIGN STRENGTH REMARKS, CC: added 30 pal H2O to last 6 cy. contractors own risk Grout Cylinder ASTM Stone 10000 5000 PSI 2405 140th Avenue NE, Suite A101 SAMPLE LOCATION: Pile # 33, 34 & 24 CONTRACTOR Dewitt TRUCK/TICKET/LOAD DATE SAMPLED 7/6/2007 SAMPLED BY J. Miller SUBMITTED BY J. Miller TIME BATCHED TIME SAMPLED 11:55 TIME IN TRUCK DATE RECEIVED 7/9/07 INITIAL CURE TEMP. High: Low: CO. 4 60/ COMPRESSION TEST REPORT d k p SLUMP (in.) ASTM C143 SLUMP WI PLASTICIZER (IN.) AIR TEMPERATURE (°F) MIX TEMPERATURE (°F) ASTM C1064 AIR CONTENT ( %) ASTM C231 UNIT WEIGHT (pc° ASTM C138 BATCH SIZE (cy) WATER ADDED ONSITE (gal) Reviewed B they PROJECT NO. 83596 PROJECT NAME Cheescake Factory LOCATION Tukwilla, WA PERMIT NO. D07 - 129 e: August 10, 2007 Unless prior arrangements have been made, all HOLD specimens will be discarded if required strength is attained. Bellevue, WA 98005M(4 5? 562 -42& 1 one �1 CEMENT TYPE CEMENT FACTOR MAX SIZE AGG (in.) ADMIXTURES TASK NO. MAT Type I & II 10 (425) 562-4201 Fax MEASURED 78 88 10 80 SPECIFIED 70 evard, C.E.T. / Laboratory Manager/Technical Director As a mutual protection to our clients and ourselves, all reports submitted are the confidential property of our clients and authorization for publication of statements, conclusions, or extracts from our reports are reserved pending our written approval. (c) Kleinfelder West, Inc. 4 +te ��•��f� s t t.s �-�� E '5 S' q �t „j ;�••�, �� L rY; � �•.�: �Y� ,, , .�;.,:�r� . SAMPLE NUMBER DATE TESTED AGE (days) DIMENSIONS (in.) AREA (in 2) ULTIMATE LOAD (lbs) COMPRESSIVE STRENGTH (psi) REQUIRED STRENGTH (Psi) FRACTURE TYPE 8030 A 7/14/2007 7 5.98 x 11.99 28.09 113,020 4020 3 8030 B 8/4/2007 28 5.99 x 12 28.18 144780 5140 4500 3 8030 C 8/4/2007 28 6 x 12 28.27 143940 5090 4500 2 8030 D H H x E x F x G x H x AVERAGE 28 DAY STRENGTH (psij: 5110 " i Ni t t k Qj k 1k 2405 140th Avenue NE, Suite A101 Bellevue, WA 98005 4 (4)416 -4200 4one (425) 562 -4201 Fax O y ,, 441/ COMPRESSION TEST REPORT °p�; REPORT DATE 8/8 /2007 REPORT TO Cheesecake Factory 17701 Mitchell North Irvine, CA 98188 Attn.: Doug Middelton MATERIAL TYPE Concrete Cylinder ASTM C39 SUPPLIER MIX DESIGN NO. DESIGN STRENGTH 4000 PSI REMARKS,CC: Corliss CONTRACTOR TRUCK/TICKET/LOAD DATE SAMPLED 7/7/2007 SAMPLED BY J. Miller SUBMITTED BY J. Miller TIME BATCHED TIME SAMPLED TIME IN TRUCK 0:00 DATE RECEIVED INITIAL CURE TEMP. High: SAMPLE LOCATION: Pile Caps S,AM PLE-1 Low: SLUMP (in.) ASTM C143 SLUMP WI PLASTICIZER (IN.) AIR TEMPERATURE (°F) MIX TEMPERATURE ( °F) ASTM C1084 AIR CONTENT ( %) ASTM C231 UNIT WEIGHT (pct) ASTM 0138 BATCH SIZE (cy) WATER ADDED ONSITE (gal) PROJECT NO. 83596 PROJECT NAME Cheescake Factory LOCATION Tukwilla, WA PERMIT NO. CEMENT TYPE CEMENT FACTOR MAX SIZEAGG (in.) ADMIXTURES TASK NO.1 MEASURED SPECIFIED ' Reviewed B . J: a A. Revard, C.E.T. / Laboratory Manager/Technical er/Technical Director Y' Y � rY 9 Dat >. August 8, 2007 Unless prior arrangements have been made, all HOLD specimens will be discarded If required - = ngth is attained. As a mutual protection to our clients and ourselves; all reports submitted are the confidential popery of our clients and authorization for publication of statements, conclusions, or extracts from our reports are reserved pending our written approval. (c) Kleinfelder West, Inc. SAMPLE NUMBER DATE TESTED AGE (days) DIMENSIONS (in.) AREA (in 2) ULTIMATE LOAD (lbs.) COMPRESSIVE STRENGTH (psi) REQUIRED STRENGTH E FRACTURE TYPE 8051 A 7/21/2007 3 3.98 x 8 12.44 45570 3660 3 8051 B 7/21/2007 3 3.98 x 8 12.44 47360 3810 3 8051 C 7/25/2007 7 4.01 x 8 12.63 51870 4110 8051 D 8/15/2007 28 x 3000 8051 E 8/15/2007 28 x 3000 8051 F H H x G x H x REPORT DATE REPORT TO MATERIAL TYPE SUPPLIER MIX DESIGN NO. DESIGN STRENGTH SAMPLE LOCATION: Foundation Grade Beams / Pile Cap CONTRACTOR GB Manisto TRUCK/TICKET/LOAD 32806 DATE SAMPLED SAMPLED BY SUBMITTED BY TIME BATCHED TIME SAMPLED TIME IN TRUCK DATE RECEIVED INITIAL CURE TEMP. 8/14/2007 Cheesecake Factory 17701 Mitchell North Irvine, WA 98188 Attn.: Doug Middelton Concrete Cylinder ASTM C39 Corliss J3650 A3D 3000 PSI 7/18/2007 Robert Robert 13:00 13:00 2405 140th Avenue NE, Suite A101 Bellevue, WA 98005 (425)G2-p P,to ne (425) 562-4201 Fax 41/6 22 D COMPRESSION TEST REPORT cor ?007 �FLOp�� Y SLUMP (in.) ASTM C143 SLUMP WI PLASTICIZER (IN.) AIR TEMPERATURE ( °F) MIX TEMPERATURE ( "F) ASTM C1064 AIR CONTENT ( %) ASTM 0231 UNIT WEIGHT (pct) ASTM C138 BATCH SIZE (cy) WATER ADDED ONSITE (gal) PROJECT NO. 83596 'ASK NO. MAT PROJECT NAME Cheesecake Factory LOCATION Tukwilla, WA PERMIT NO. D07 -129 PLE DAjA CEMENT TYPE CEMENT FACTOR MAX SIZE AGG (in.) ADMDCTURES Type I & II 7/8 Inch 20.0 oz MEASURED 4.5 58 70 5 SPECIFIED REMARKS,CC: AVERAGE 28 DAY STRENGTH (psi): Date: !r ust 14, 2007 Unless prior arrangements have been made, all HOLD specimens will be discarded if required strength is attained. Reviewed By: J A. R ard, .E.T. / Laboratory Manager/Technical Director As a mutual protection to our clients and ourselves, an reports submitted are the confidential property of our clients and authorization for publication of statements, conclusions, or extracts from our reports are reserved pending our written approval. (c) Kleinfelder West, Inc. REPORT DATE REPORT TO MATERIAL TYPE SUPPLIER MIX DESIGN NO. DESIGN STRENGTH 8/14/2007 Cheesecake Factory 17701 Mitchell North Irvine, WA 98188 Attn.: Doug Middelton 5000 PSI SAMPLE LOCATION: Structural steel column base plates CONTRACTOR GB Mannisto TRUCK/TICKET/LOAD onsite Mix DATE SAMPLED SAMPLED BY SUBMITTED BY TIME BATCHED TIME SAMPLED TIME IN TRUCK DATE RECEIVED 7/30/07 INITIAL CURE TEMP. High: REMARKS,CC: 7/25/2007 AAR AAR Low: i »I Concrete Cylinder ASTM C39 Corliss J15000 2405 140th Avenue NE, Suite A101 COMPRESSION TEST REPORT Bellevue, WA 98005 (42 -4200 Phornt(425) 562 -4201 Fax off ,„„ �F�Op�� T PROJECT NO. 83596 PROJECT NAME Cheesecake Factory LOCATION Tukwilla, WA PERMIT NO. PU07 -080 TASK NO. MAT Re iewed By: Date Unless prior arrangements have been made, all HOLD specimens will be discarded if required str SLUMP (in.) ASTM C143 SLUMP WI PLASTICIZER (IN.) AIR TEMPERATURE (°F) MIX TEMPERATURE ( °F) ASTM c1o64 AIR CONTENT ( %) ASTM C231 UNIT WEIGHT (pcf) ASTM C138 BATCH SIZE (cy) WATER ADDED ONSITE (gal) CEMENT TYPE CEMENT FACTOR MAX SIZE AGG (in.) 7/8 Inch ADMIXTURES Type I & II MEASURED 73 75 SPECIFIED A. R ard, C.E.T. / Laboratory Manager/Technical Director ust 14, 2007 th is attained. As a mutual protection to our clients and ourselves, all reports submitted are the confidential property of our clients and authorization for publication of statements, conclusions, or extracts from our reports are reserved pending our written approval. (c) Klelnfelder West, Inc. TORY . DTA SAMPLE NUMBER DATE TESTED AGE (days) DIMENSIONS (in.) AREA (in 2) ULTIMATE LOAD Ms.) COMPRESSIVE STRENGTH (psi) REQUIRED STRENGTH FRACTURE TYPE 8072 A 8/1/2007 7 1.99 x 4 x 3.11 22350 7190 3 8072 B 8/22/2007 28 x x 5000 8072 C 8/22/2007 28 x x 5000 D x x E x x F x x G x x H x x AVERAGE 28 DAY STRENGTH (psl): REPORT DATE REPORT TO MATERIAL TYPE SUPPLIER MIX DESIGN NO. DESIGN STRENGTH 8/14/2007 Cheesecake Factory 17701 Mitchell North Irvine, WA 98188 Attn.: Doug Middelton 5000 PSI SAMPLE LOCATION: Structural steel column base plates CONTRACTOR GB Mannisto TRUCK/TICKET/LOAD onsite Mix DATE SAMPLED SAMPLED BY SUBMITTED BY TIME BATCHED TIME SAMPLED TIME IN TRUCK DATE RECEIVED 7/30/07 INITIAL CURE TEMP. High: REMARKS,CC: 7/25/2007 AAR AAR Low: i »I Concrete Cylinder ASTM C39 Corliss J15000 2405 140th Avenue NE, Suite A101 COMPRESSION TEST REPORT Bellevue, WA 98005 (42 -4200 Phornt(425) 562 -4201 Fax off ,„„ �F�Op�� T PROJECT NO. 83596 PROJECT NAME Cheesecake Factory LOCATION Tukwilla, WA PERMIT NO. PU07 -080 TASK NO. MAT Re iewed By: Date Unless prior arrangements have been made, all HOLD specimens will be discarded if required str SLUMP (in.) ASTM C143 SLUMP WI PLASTICIZER (IN.) AIR TEMPERATURE (°F) MIX TEMPERATURE ( °F) ASTM c1o64 AIR CONTENT ( %) ASTM C231 UNIT WEIGHT (pcf) ASTM C138 BATCH SIZE (cy) WATER ADDED ONSITE (gal) CEMENT TYPE CEMENT FACTOR MAX SIZE AGG (in.) 7/8 Inch ADMIXTURES Type I & II MEASURED 73 75 SPECIFIED A. R ard, C.E.T. / Laboratory Manager/Technical Director ust 14, 2007 th is attained. As a mutual protection to our clients and ourselves, all reports submitted are the confidential property of our clients and authorization for publication of statements, conclusions, or extracts from our reports are reserved pending our written approval. (c) Klelnfelder West, Inc. SAMPLE NUMBER DATE TESTED AGE (days) DIMENSIONS (In.) AREA (in 2) ULTIMATE LOAD (lbs.) COMPRESSIVE STRENGTH (ps0 REQUIRED STRENGTH FRACTURE TYPE 8091 A 8/6/2007 7 4 x 8 12.57 48240 3840 3 8091 B 8/27/2007 28 x 8091 C 8/27/2007 28 x D x E. x F x G x H x 111 kttokitteitk REPORT DATE 8/8/2007 REPORT TO Cheesecake Factory 17701 Mitchell North Irvine, WA 98188 Attn.: Doug Middelton MATERIAL TYPE Concrete Cylinder ASTM C39 SUPPLIER Corliss MIX DESIGN NO. J15000 DESIGN STRENGTH 3000 PSI SAMPLE LOCATION: Tie Beams to the vicinity of C/3 -8 , F/3-8 , H/3-8 CONTRACTOR GB Manisto Inc. TRUCK/TICKET/LOAD DATE SAMPLED 7/30/2007 SAMPLED BY employee #44 AAR employee #44 AAR SUBMITTED BY TIME BATCHED TIME SAMPLED TIME IN TRUCK DATE RECEIVED INITIAL CURE TEMP. REMARKS,CC: Low: 2405 140th Avenue NE, Suite A101 Bellevue, WA 98005 (425) 562 -4200 Phone COMPRESSION TEST REPORT 'tfr CO 2 2081 PROJECT NO. PROJECT NAME LOCATION PERMIT NO. PU07 - 080 SLUMP (in.) ASTM C143 SLUMP WI PLASTICIZER (IN.) AIR TEMPERATURE (°F) MIX TEMPERATURE (°F) ASTM 01064 AIR CONTENT ( %) ASTM C231 UNIT WEIGHT (pcI ASTM C138 BATCH SIZE (cy) WATER ADDED ONSITE (gal) AVERAGE 90 DAY STRENGTH (psi): Reviewed : y: y A. Date: , ' gust 8, 2007 Unless prior arrangements have been made, all HOLD specimens will be discarded if required s gth is attained. k ' b Cheesecake Facto 90E4 Y Tukwilla, WA Type I & II CEMENT TYPE CEMENT FACTOR MAX SIZE AGG (In.) 7/8 Inch ADMIXTURES MEASURED SPECIFIED (425) 562-4201 Fax evard, C.E.T. / Laboratory Manager/Technical Director As a mutual protection to our clients and ourselves, all reports submitted are the confidential property of our clients and authorization for publication of statements, conclusions, or our reports are reserved pending our written approval. (c) Kleinfelder West, Inc. KLEINFELDER Daily Field Report (DFR) Project Name Cie 1 LQW-- ASP/ Project No. 035 Date 7/2-0 /07 Project Location t; 47 C r'" Time Arrived » `ir Contractor Technician k r Kfre (s Time Departed 2 : vs Weather RLt.\ — Travel Time el- Earthwork Equipment Observed Total Time (Hours) 3 DFR Given to t) Mileage li z Reviewed h Date Reviewed DFR No. TAK T71007 Observations /Remarks: RE CEfv.b AUG 2 2 2001 DEVELOP! CENT Arr+rd 6? 7k 5; )?i Q M/dI i uK�i� q 5u rise C 40 1 rum- e ki)--cigh .1. v4 . L /2 .l � d-s / Cs- v , 7 /1/ / �{' 'Ter.Cr�..� - v s'e . ' we n� -mot" `re-Ok arkls . 7 p 7 Came ba Fe.a/u4- NOTE: Observations, pass/fail evaluations, and/or recommendations (if applicable) provided herein have not been reviewed by an engineer and, therefore, should be considered preliminary and subject to change. Page of F -7A (06106) Kleiryt'eitder Representative Signature A I�V` t • 1<cI Kleinfelder Representative Print Name KLEINFELDER Project Name cif - tseteLe_ Project Location -$ LL Ik C% if Contractor Weather h i Earthwork Equipment Observed DFR Given to (or left t) Reviewed!by� Observations /Remarks: '® rx pmair NOTE: Observations, pass/fail evaluations, and/or recommendations (if applicable) provided herein have not been reviewed by an engineer and, therefore, should be considered preliminary and subject to change. Page of F.7A (MOM Daily Field Report (DFR) Project No. C7 % Date 0 AA a-# (( V-4:741?; Time Arrived Technician - 3 - 0 Time Departed 1PIC Travel Time y " / Total Time (Hours) A Mileage So Date Reviewed DFR No. 3 2_ta7 Kleinfelder Representative Print Name RECEIVED AUG 2 2 2001 DE drri V OK s+ • 2 .U.Ad GG i J */ rf i!a5� Or\ / 7 474 n U tVL4& ©- ' �� . KLEINFELDER Project Name C Seca kt c/Ort Project 50k1.1 50k1.1 !'`- Project Location SOUS, c Q DFR Given to = eft at Reviewed Observations/Remarks: NOTE: Observations, pass/fail evaluations, and/or recommendations (if applicable) provided herein have not been reviewed by an engineer and, therefore, should be considered preliminary and subject to change. Page of Daily Field Report (DFR 35 ToilA Contractor Technician Weather 51 vt Earthwork Equipment Observed ate Reviewed 2.)z arrj vd 9': �v Q �; �!< ' 3 - yX g c -s f d 44-k- 7 /Zy f0-7 2� y ice. t, L. Kiej rSfeider Representative Signat • )G r.- Kleinfelder Representative Print Name REC Ei,, ED AUG 22 2007 DE Date7 C/ Time Arrived 9: 350.404 Time Departed /0 P" Travel Time l h ►r Total Time (Hours) I. Mileage 25 DFR No. 5bK o 7 Zs Zo7 KLEINFELDER Daily Field Report (DFR) Project Name C_tya. ,4< _ rR C . Project No. g 3 59 to Project Location 5 CGrt+ei' /WAIL Contractor Technician h v\ r - Dr Pi Weather SGkNV\vi Earthwork Equipment Observed DFR Given to (or left at) Reviewed by g ) / ' 0 v" Date Reviewed ehiVel Observations /Remarks: -' 4-- S = go are; ✓&J a ( / pi ui - blp 3 a � ,�, 'vt errs gxv'f) Ma.JL 0 in the- 2-i a v' Sc i�, a ps'r.�c 1 40rm0rrbA• kaf'flA li ✓ A frael A A .A.R. NOTE: Observations, pass/fail evaluations, and/or recommendations (If applicable) provided herein have not been reviewed by an engineer and, therefore, should be considered preliminary and subject to change. Page of F7A (08/06) a " ) Kie felder Representative Sig at e Yogrx Kieinfelder Representative Print Name Date Time Arrived Time Departed 9' DO Travel Time / ,4 r. Total Time (Hours) 1.. Mileage 55 DFR No. SDK 07241007 KLEINFELDER Project Name - C "R f�el +fr Project No. ear/ C 6 • .-4,4 Project Location ;S I j _/fdifi - Contractor rfrM/V.c%rTG Bldg. Permit No .. 07 "—AP? 5 Reviewed by let -. Pou"w+ Client Construction Observation Report Type of Observations ❑ Masonry ❑ Welding ❑ Bolting ❑ Batch plant Reinforcement Steel ❑ Pre -Post Tensioned Tendon ❑ Foundations ❑ Fireproofing ❑ Metal Decking .e Concrete El Soil Cl Other Documents Referenced Summary ,111//e /.,77S 0 e ,/4 Ge • A F-//. (2 OjdC/ 7 A-A-r, "u /yl/° 7 d-7 F Date Reviewed g" / y • ail Date DFR No Time Arrived Time Departe °u 4•' Travel Time / / i 1,4 /very . C' sr / 1d.i 4-LX/1/eV .7 P s c) f ❑ Report items comply ❑ Report items incomplete F -1 (Gatos) ❑ Report items co y ith ons Acknowledged by 1 der Representative Signature Representing Page of Kleinfelder Representative Print Name At Shannon & Wilson, our mission is to be a progressive, well - managed professional consulting firm in the fields of engineering and applied earth sciences. Our goal is to perform our services with the highest degree of professionalism with due consideration to the best interests of the public, our clients, and our employees. veotecnnicai Keport Cheesecake Factory Tukwila, Washington March 2, 2007 Submitted To: Mr. Douglas Middleton Cheesecake Factory, Inc. 11701 Mitchell North Irvine, California 92614 By: Shannon & Wilson, Inc. 400 N 34 Street, Suite 100 Seattle, Washington 98103 21 -1- 20693 -001 21 -1- 20693- 001 -R 1 /wp/LKD TABLE OF CONTENTS 1 SHANNON &WILSON. INC. Page 1.0 INTRODUCTION 1 2.0 SITE AND PROJECT DESCRIPTION 1 3.0 SUBSURFACE EXPLORATION 2 4.0 LABORATORY TESTING 2 5.0 GEOLOGY 2 6.0 SUBSURFACE CONDITIONS 4 7.0 ENGINEERING CONCLUSIONS AND RECOMMENDATIONS 4 7.1 General 4 7.2 Seismic Design Considerations 5 7.2.1 Ground Motions 5 7.2.2 Earthquake- induced Geologic Hazards 6 7.3 Deep Foundations 7 7.3.1 Pile Design Requirements 7 7.3.2 Axial Pile Capacities 7 7.3.2.1 Augercast Piles 8 7.3.2.2 Driven -Grout Piles 8 7.3.3 Estimated Settlements of Pile Foundations 9 7.3.4 Lateral Resistance 9 7.4 Floor Slabs 10 7.5 Backfill Material, Placement, and Compaction 10 8.0 CONSTRUCTION CONSIDERATIONS 11 8.1 Site Grading, Excavation, and Temporary Cut Slopes 11 8.1.1 Site Grading 11 8.1.2 Excavations 12 8.2 Driven -grout Pile Installation 13 8.2.1 Pile- driving Equipment 13 8.2.2 Pile- driving Conditions 13 8.2.3 Monitoring Pile Driving 14 8.2:4 Vibrations and Noise Levels 14 8.3 Augercast Concrete Pile Installation 14 8.4 Wet Weather Earthwork 16 8.5 Construction Observation 17 21 -1- 20693 -001 TABLE OF CONTENTS (cont.) 9.0 LIMITATIONS 17 10.0 REFERENCES 19 Figure No. LIST OF FIGURES 1 Vicinity Map 2 Site and Exploration Plan 3 Estimated Axial Capacity, 12- inch - diameter Augercast Pile 4 Estimated Axial Capacity, 14- inch - diameter Augercast Pile 2I -t- 20693- 001- R1 /wp/[JCD LIST OF APPENDICES Appendix A Subsurface Explorations B Laboratory Test Procedures and Results C Liquefaction Potential D Important Information About Your Geotechnical Report 11 SHANNON &WILSON. INC. Page 21 -1- 20693 -001 Our geotechnical scope of services included: ► Drilling and sampling one soil boring. ► Performing geotechnical laboratory testing. ► Conducting engineering and seismic analyses. ► Reviewing data from previous geotechnical reports on nearby structures. ► Preparing this geotechnical report. 21 -1- 20693 -001 -R I /wp/LKD GEOTECHNICAL REPORT CHEESECAKE FACTORY TUKWILA, WASHINGTON 1.0 INTRODUCTION 2.0 SITE AND PROJECT DESCRIPTION 1 SHANNON &WILSON. INC. This report presents the results of subsurface explorations and geotechnical engineering studies for the proposed Cheesecake Factory restaurant near Southcenter Mall in Tukwila, Washington. The purpose of our geotechnical studies was to evaluate the subsurface conditions and formulate geotechnical engineering recommendations for use in the design and construction of the proposed project. We provided our services in general accordance with our proposal dated January 30, 2007, which was authorized by Mr. Douglas Middleton. The proposed Cheesecake Factory is located east of the intersection of Strander Boulevard and Southcenter Parkway, as shown in the Vicinity Map, Figure 1. The proposed project site is within the parking lot on the south side of Southcenter Mall. The site is flat, at an approximate elevation of 30 feet. The proposed building footprint contains a gravel pad that is approximately 1 foot higher than the surrounding parking lot. Between 1959 and 1962, the project site was filled to the approximate existing ground surface with soils excavated from the upland slopes to the west. These fill materials were placed without systematic compaction or compaction quality control. In 1969, the site was filled and graded for construction of a Doubletree Inn Hotel. We understand the Doubletree Inn Hotel was supported on timber piling. This structure was demolished in 2006, the piles were cut off 4 feet below ground surface, and the surrounding area was graded to the current ground surface. 21 -1- 20693 -001 3.0 SUBSURFACE EXPLORATION 4.0 LABORATORY TESTING SHANNON &WILSON, INC. We understand that a hotel swimming pool occupied an area near the center of the proposed Cheesecake Factory building footprint. During demolition of the hotel, contractors removed the edges of the swimming pool, but left the bottom of the pool in place. The bottom of the swimming pool was concrete,. approximately 18 to 24 inches thick, and about 10 feet below the current grade. Contractors working on the Southcenter Mall expansion backfilled the swimming pool with Type 17 structural fill, which we understand was compacted to a dense condition. The Site and Exploration Plan, Figure 2, shows the approximate location of the proposed building. We understand that the proposed building will be a one -story restaurant with typical column loads of approximately 75 kips. The structural engineer has indicated that an internal braced frame will resist lateral loads on the building. The finished floor slab of the restaurant will be at elevation 28.5,feet, approximately 2 feet lower than the floor of the former hotel at this site. We drilled and sampled one new soil boring and reviewed four previous soil borings to characterize subsurface conditions across the building site. Figure 2 shows the approximate locations of the borings. An engineer from Shannon & Wilson, Inc. determined these locations by measuring from existing features and transposing from existing site plans. The boring locations and elevations should be considered approximate. Appendix A, Subsurface Explorations, describes the methodology and procedures used for locating, drilling, and sampling the explorations. Figures A -2 through A -6 in Appendix A show the exploration logs. We performed geotechnical laboratory tests on selected samples retrieved from the borings and used these tests to determine soil index and engineering properties. An experienced technician or engineer conducted the tests in the Shannon & Wilson soils laboratory. The soil tests included visual classification, natural water content, and fines content. Appendix B, Laboratory Test Procedures and Results, describes the test methods and summarizes the test results. The boring logs in Appendix A also show the natural water content and fines contents. 21 -1- 20693. 001- RI.daJwg/LKD 5.0 GEOLOGY The project site is located in the central portion of the Puget Sound Lowland (Lowland), an elongated topographic and structural depression bordered by the Cascade Mountains on the east 2 21 -1- 20693 -001 SHANNON &WILSON. INC. and the Olympic Mountains on the west. The Lowland is characterized by low, rolling relief with some deeply cut ravines. In general, the ground surface elevation is within 500 feet of sea level. Glacial and nonglacial sediments filled the Lowland to significant depths during,the Pleistocene Epoch, although bedrock outcrops in several locations throughout the area, including the ridge approximately one mile north of the project site. Elsewhere, the rock is deeply buried by Pleistocene and Holocene sediments. The depth to bedrock below the project site is not known. Geologists generally agree that at least four major glacial events occurred in the Puget Sound during the Pleistocene Epoch. These glaciations originated in the Coastal Mountains and the Vancouver Range of British Columbia, and advanced as far south as about halfway between Olympia and Centralia (about 80 miles south of Seattle). The Pleistocene stratigraphic record in the central portion of the Lowland is a complex sequence of glacially derived and interglacial sediments. Erosion of certain deposits, as well as local deposition of colluvial and alluvial sediments, complicates the geologic story. The project site is located in the Green River Valley, in what used to be a floodplain prior to human modification of one of the source tributaries (White River) at the turn of the century. Prehistorically, the site was an active tidal flat and marine estuary at the mouth of the Green/White Rivers. During the most recent glacial event, Vashon Drift soils comprised of silt, sand, and gravel were deposited across the area. Many of the glacial deposits were overridden by the advancing glaciers and consolidated under very high loads. Following the recession of the glacial ice from the Lowland, the ground rebounded and the sea level rose. Rebound ceased about 9,000 years ago, but sea level continued to rise until about 5,000 years ago. Post - glacial erosion and fluvial processes in the Green River Valley have removed and reworked the glacial deposits: As the delta of the Green/White Rivers advanced toward the Puget Sound, the delta deposited unconsolidated estuarine soils (silt and clay) and lahar runout sediments (sand) over the dense, glacial material. A lahar flow is a gravity -driven mixture of sediment and water that originates from a volcano (Mount Rainier in this case). Lahar flows can deposit sediments many miles from the point of origin. There have been several lahar flows in the Kent and Duwamish Valleys (including the project site) over the past 5,000 years (Zehfuss et al., 2003). 21 -1- 20693- 00I- Rl.doc/wp/LKD 3 21 -1- 20693 -001 7.1 General 21-1-20693-001-RI .doc/wp/LKD 6.0 SUBSURFACE CONDITIONS SHANNON &WILSON. INC. Based on the soils encountered during the subsurface explorations, the site is underlain by a sequence of fill material, estuarine sediments, and alluvial sand and gravels. The surface fill layer, placed between 1959 and 2006, generally consists of medium dense, silty sand and gravel. At the project site, the fill is approximately 13 feet thick. The fill overlies a deposit of estuarine sediments consisting of very soft to soft silt and clay with numerous organic particles and discontinuous layers of fibrous peat. The peat layers are generally less than 1 foot thick and are often mixed with clayey silt. We also encountered discontinuous lenses and layers of loose to medium dense sand within the thicker estuarine deposit. The sand layers, likely lahar runout deposits, vary from clean to silty and are discontinuous across the site. Alluvial sediments, which consist of layers of silty sand, gravelly sand, and sandy gravel, underlie the estuarine deposit. Glacial ice has overconsolidated these granular soils, leaving them dense to very dense. 7.0 ENGINEERING CONCLUSIONS AND RECOMMENDATIONS The soils at the project site consist of uncompacted fill over variable estuarine and lahar runout deposits. Glacially consolidated soils below the estuarine deposits will provide adequate support for the proposed structure. To reach these deep deposits, we recommend using deep foundations. The adjacent Southcenter Expansion Project has used three types of deep foundations: proprietary driven -grout piles, augercast concrete piles, and driven steel pipe piles. Driven steel pipe piles have been used where the depth to the bearing layer exceeds 90 feet; however, this type of foundation is significantly more expensive than augercast or driven - grout. In our opinion, either driven -grout or augercast concrete piles would be suitable for the Cheesecake Factory project. Augercast pile lengths are typically less than 85 to 90 feet because of installation and quality control limitations. Driven -grout piles can be installed to about 90 feet deep. However, we anticipate that the bearing depth for both types of piles would be approximately 75 to 80 feet. The following paragraphs present our recommendations for deep foundations, as well as seismic design, floor slabs, and earthwork. 4 21 -1- 20693 -001 7.2 Seismic Design Considerations 7.2.1 Ground Motions SHANNON &WILSON, INC. The project is located in a moderately active seismic region. While the region has historically experienced moderate to large earthquakes (i.e., April 13, 1949, magnitude 7.1 Olympia Earthquake; April 29, 1965, magnitude 6.5 Seattle- Tacoma Earthquake; and February 28, 2001, magnitude 6.8 Nisqually Earthquake), geologic evidence suggests that larger earthquakes have occurred in the prehistoric past and will occur in the future (e.g., magnitude 8.5 to 9.0 Cascadia Subduction Zone Interplate events, magnitude 7.5 Seattle Fault events). We understand that the project will comply with the 2003 International Building Code (IBC, 2003). IBC 2003 requires that building design consider regional seismicity. Structures must be designed for earthquake ground motions with a 2 percent chance of being exceeded in 50 years (2,500 -year recurrence). Seismological input and site soil response factors determine IBC 2003 seismic design forces. The IBC seismological inputs are short-period spectral acceleration, Ss, and spectral acceleration at the 1- second period, S1, shown on Figure 1615 in the code. Ss and S1 are for a maximum considered earthquake, which correspond to ground motions with a 2 percent probability of exceedance in 50 years, or about a 2,500 -year return period (with a deterministic maximum cap in some regions). The mapped spectral response acceleration (SRA) values, Ss and S1, at the project site are 1.424 gravity (g) and 0.488g, respectively. The site classification determines the site soil response factors. The liquefaction hazard calculations, discussed in Section 7.2.2, indicate that scattered zones in site soils are potentially liquefiable. Potentially liquefiable soils generally correspond to site class SF. However, because of the limited extent of potentially liquefiable soils, it is our opinion that a site class SE adequately characterizes the site subsurface conditions. Based on the site classification and spectral acceleration values, we recommend a site coefficient, F of 0.9 and a site coefficient, F,,, of 2.4. We understand that the proposed structure will have a period less than 0.5 second; IBC 2003 does not require a site - specific ground response evaluation for structures with periods less than 0.5 second. We have considered the effects of limited liquefaction on site stability, foundation capacity, and settlement, and present our conclusions in the following sections. 21- 1-20693. 001 -R 1.doc/wp/LKD 5 21 -1- 20693 -001 21 -1- 20693 - 001- R1.doc/wp/LKD 6 SHANNON &WILSON. INC. 7.2.2 Earthquake- induced Geologic Hazards Earthquake- induced geologic hazards that may affect a site include landsliding, fault rupture, settlement, and liquefaction and associated effects (such as loss of shear strength, bearing capacity failures, loss of lateral support, ground oscillation, and lateral spreading). Because of the flat site topography and the discontinuous liquefiable soils, we consider the risk of landsliding at this site to be low. The potential for fault rupture is also low. The nearest mapped fault (Johnson et al., 1999) is the southernmost strand of the east- west - trending Seattle Fault Zone. The Seattle Fault Zone is approximately 2Y2 to 4 miles wide (north - south). The project site is located about 6 miles south of the southernmost strand. Evidence of Holocene rupture (i.e., movement within the last 10,000 years) has not been reported along the southernmost strand of the Seattle Fault. Liquefaction and related effects pose the most significant earthquake - induced geologic hazard at the site. We calculated factors of safety (FSs) against liquefaction for boring Standard Penetration Test (SPT) N- values. We used design earthquake ground motions and empirical procedures established by the National Center for Earthquake Engineering Research (NCEER)- 97 -0022 (Youd and Idriss, 1997) to calculate the FSs. We computed the FSs with IBC 2003 site class E parameters and a 0.34g peak ground acceleration (PGA) from a magnitude 7.0 source, located 7.3 kilometers away. The PGA represents the ground motion with a 2 percent likelihood of exceedance in 50 years, reduced as allowed by IBC 2003. Appendix C describes the liquefaction calculation methods and plots FSs versus depth. Some cohesionless and low- cohesion soils at the site are susceptible to liquefaction. Most of the liquefaction -prone soils are thin sand layers that are either discontinuous laterally or display widely varying fines contents. So, localized liquefaction is more likely than widespread liquefaction. Lateral spreading is not likely. Historically, soil liquefaction within about 30 feet of the ground surface has caused most liquefaction damage. More uncertainty exists in estimating liquefaction potential in deeper soils (i.e., 60 feet or greater). We estimated post - liquefaction settlement using the methods of Tokimatsu and Seed (1987). We based our calculations on the FSs against liquefaction and estimates of relative density (using correlations with corrected SPT blow counts). Based on these calculations, we expect post - liquefaction settlement of 7 to 10 inches under the site. These values should be considered estimates of post - earthquake ground behavior. Significant settlement variability, i.e., differential settlement, should be expected. 21 -1- 20693 -001 SHANNON IWILSON. INC. The design of the proposed structure should consider liquefaction at the site. For example, utility connections to the structure should be flexible. We expect piles in liquefied areas to experience downdrag forces following a design-level earthquake. Downdrag is additional vertical shear stress along the length of a pile. This additional stress is caused by post - liquefaction settlement of soils above a liquefied layer. Downdrag forces at this site would be of relatively short duration. In our opinion, pile foundations could be adequately designed and installed to withstand downdrag forces while maintaining an adequate FS against excessive settlements. We further discuss pile capacities and downdrag forces in Sections 7.3.2 and 7.3.3. 7.3 Deep Foundations 7.3.1 . Pile Design Requirements In our opinion, the proposed building may be supported on either driven -grout piles or augercast concrete piles. The structural engineer's preliminary calculations show that single - column unfactored loads for the proposed Cheesecake Factory building are approximately 75 kips. We have performed analyses for 12- and 14- inch - diameter augercast piles and 16- inch - diameter driven grout piles. Our recommendations will assist the structural engineer in determining the optimum pile type, size, and depth for the anticipated column loads. We note that the remnants of the Doubletree Inn swimming pool remain below the Cheesecake Factory footprint. The precise location of this remnant structure has not been determined by our firm, but could be determined by the project civil engineer. If deep foundations will be located over the remnant swimming pool, predrilling and concrete coring will be required to remove this obstruction. 7.3.2 Axial Pile Capacities Based on the results of our analyses, it is our opinion that static loading conditions control deep foundation design. During a design-level earthquake, the sand layers surrounding some piles could liquefy to depths of about 30 to 40 feet, resulting in a temporary loss of skin friction. However, our pile capacity analyses assume that the fill material and estuarine deposits do not contribute significant skin friction resistance; therefore, loss of shear strength in these soils would not significantly reduce the allowable capacity of the piles. Post - earthquake settlements in liquefied soils could induce downdrag loads on piles on the order of 10 to 15 kips. Because the piles would be installed to develop allowable capacities with a FS of at least 2.0, a temporary downdrag load of 15 kips would reduce the FS of a 75 -kip pile to 1.8. This is an acceptable FS for pile foundations during the design-level earthquake, in our opinion. 21 -1- 20693 - 001- R1.doc/wp/LKD 7 21 -1- 20693 -001 7.3.2.1 Augercast Piles SHANNON &WILSON. INC. In our opinion, temporary downdrag loads could increase loads transferred to the tip of the pile, resulting in more end- bearing resistance. This could cause settlements on the order of inch. We do not expect subsurface soils to settle and develop downdrag loads on pile foundations during static conditions because of the long settlement period (40 years) the site fills have already experienced. We analyzed augercast piles using an in -house computer program. We analyzed a single -pile case and did not consider group effects. The computer program determines allowable axial compressive capacity by summing allowable skin friction along the side of the pile and allowable end bearing at its tip. To determine allowable skin friction, we applied an FS of 2 to the ultimate skin friction values. Allowable end - bearing values are a function of the pile diameter and the anticipated pile settlement during loading. We estimate that augercast piles develop about 50 percent of the ultimate end - bearing capacity with about %2 -inch of settlement. Figures 3 and 4 plot pile tip depth (penetration) versus allowable compressive and ultimate uplift capacity. We recommend that augercast piles be spaced no closer than three pile diameters (measured center to center) from either new or existing piles. At this spacing, a group reduction factor is not warranted when estimating group axial capacity. We recommend that augercast piles be drilled to bear in the medium dense to very dense alluvial sand layer that underlies the estuarine deposits at a depth of approximately 68 feet. We recommend a minimum penetration of 10 feet into the medium dense to very dense soil. We have observed installation and testing of one driven -grout pile for the Southcenter Expansion project, as well as many production driven -grout piles. Robert Miner Dynamic Testing (RMDT) conducted a dynamic pile - driving analysis during test pile driving. A Shannon & Wilson field engineer observed end -of- driving conditions for the test pile and noted the configuration of steel reinforcement in the pile. Pile driving analyzer (PDA) measurements were performed for the pile when it reached a driving resistance that met the preliminary driving criteria. Before inserting the test pile center -bar, Precision Measurements (PM) bonded vibrating -wire strain gauges to the center -bar steel reinforcement at intervals of approximately 10 feet. We used the vibrating -wire strain gauges to determine axial strain in the pile during test loading 21 -1- 20693 - 001- R1.doc/wp/LKD 73.2.2 Driven -Grout Piles 8 21 -1- 20693 -001 • SHANNON 6VVILSON. INC. Based on the results of our analyses, the test pile program, and our continued observation of pile driving activities for the Southcenter Expansion project, it is our opinion that 16 -inch driven -grout piles could be installed to develop allowable capacities between 100 and 350 kips and would provide adequate support for the Cheesecake Factory building. We recommend that driven -grout piles be spaced no closer than three pile diameters (measured center -to- center) from either new or existing piles. We also recommend that driven -grout piles bear in the medium dense to very dense alluvial sand layer that underlies the estuarine deposits at a depth of approximately 68 feet. We recommend that our firm perform wave equation analyses to determine pile driving criteria for the pile capacity selected by the structural engineer. 7.3.3 Estimated Settlements of Pile Foundations Based on the subsurface conditions encountered in the borings, estimated pile design loads, and installation techniques, the piles would experience relatively minor settlements upon loading. We estimate total pile settlements, including elastic strain, of driven -grout piles would be less than '/. inch, with differential settlements of about half the total settlement. Total settlement of the augercast concrete piles would be on the order of /. to %2 inch, with differential settlements less than'' /. inch. Because of the granular nature of the bearing soils, these settlements would be primarily elastic and would occur as the load is applied. No long -term settlements are anticipated. As discussed earlier, post - liquefaction ground settlements caused by a design -level earthquake could cause augercast and driven -grout piles to settle up to ''A inch. 7.3.4 Lateral Resistance We understand that the proposed Cheesecake Factory building will resist lateral loads with an internal braced frame. For the Southcenter Expansion project, we analyzed augercast and driven -grout piles for resistance to lateral loading. We found that these types of foundations would generally experience less than %s inch of deflection under a 15 -kip horizontal load applied to the top of the pile. Our Southcenter Expansion lateral resistance analyses are applicable to deep foundations for the proposed Cheesecake Factory project. However, if the pile cap will resist loads larger than 15 kips, or a different type of foundation system will support the building, we recommend that we perform additional lateral resistance analyses. Lateral forces will also be resisted by passive earth pressure against pile caps. Assuming densely compacted structural fill is used as backfill, we recommend that passive resistance be estimated using an equivalent fluid density of 350 pounds per cubic foot (pcf). 21 -1- 20693 - 001- R1.doc/wp/ KD 9 21 -1- 20693 -001 7.4 Floor Slabs 21 -1- 20693 - 001- Rl.doc/wp/LKD 10 SHANNON &WILSON, INC. We understand that the subgrade elevation for the proposed Cheesecake Factory building will be 28.5 feet. We also understand that the elevation of the Doubletree Inn Hotel, which previously occupied the proposed building site, was 30.5 feet. Because the proposed subgrade is 2 feet lower than the previous ground elevation, it is our opinion that a slab -on- grade, which weighs less than the 2 feet of removed soil, would settle less than '4 -inch under static conditions. We anticipate that the slab -on -grade will not experience long -term settlements because of the long settlement period (40 years) and preloading the underlying soils have already experienced. Prior to slab -on -grade construction, we recommend that the Contractor proof -roll and compact the subgrade surface in accordance with our recommendations in Section 8.1.2. The Contractor should excavate any loose or soft zones detected during the compaction process and replace these areas with structural fill. For a rigid concrete slab built on compacted, very dense surfacing, we recommend using a modulus of subgrade reaction of 200 pounds per cubic inch (Pci)• During a design -level earthquake (2,500 -year return period), a slab -on -grade could experience 7 to 10 inches of liquefaction- induced settlement, as discussed in Section 7.2.2. Differential settlements over a 20 -foot span could be 50 to 75 percent of the total settlement. A structural slab could be considered to mitigate liquefaction - induced settlements. Floor slabs -on -grade should be placed over a 4 -inch- (minimum) thick layer of capillary break gravel and a 6 -mil (minimum) plastic sheet vapor barrier. Capillary break gravel should have a maximum particle size of % inch and less than 3 percent fines passing the No. 200 sieve. The capillary break should be compacted to a dense condition with at least two passes of a vibrating plate compactor. 7.5 Backfill Material, Placement, and Compaction All fill placed beneath areas to be paved or against below -grade walls (building or retaining walls) or other foundation elements should consist of structural fill. Structural fill should be placed on subgrade material that has been proof - rolled to a dense, unyielding condition. Structural fill should meet the Washington State Department of Transportation specification for Gravel Borrow (Section 9 -03.14 [1]) but should have a maximum particle size of about 3 inches. During wet weather or wet conditions, the fill should not contain more than about 5 percent fines (material passing the No. 200 mesh sieve) by weight, based on the minus 3 4-inch soil fraction. Structural fill should not contain organics or deleterious material. It should be placed in 21 -1- 20693 -001 horizontal lifts and compacted to at least 95 percent of its Modified Proctor maximum dry density (American Society for Testing and Materials [ASTM] D 1557, Method C or D), and should be deemed to be in a dense and unyielding condition. The thickness of loose lifts should not exceed 8 inches for heavy equipment compactors or 4 inches for hand - operated compactors. In landscaping areas, the backfill should be compacted to at least 90 percent of the Modified Proctor maximum dry density. All utility trenches beneath flexible asphalt pavements and sidewalks also should be backfilled with Gravel Borrow; however, it should have a maximum diameter of 2 inches and should not have more than 5 percent passing the No. 200 sieve (wet sieve analysis, ASTM D 1140). Any fines should be nonplastic. The trench backfill should be placed in lifts not exceeding 4 inches if compacted with hand - operated equipment, or 8 inches if compacted with heavy equipment. Each lift should be compacted to a dense, unyielding condition and to at least 95 percent of the maximum dry density (ASTM D 1557) 18 inches or more below the pavement and/or sidewalk subgrade. We recommend a minimum cover over utilities of 2 feet from the crown of the pipes or conduits to the top of the pavement subgrade. Catch basins, utility vaults, and other structures installed flush with the pavement should be designed and constructed to transfer wheel loads to the base of the structure. Subgrade preparation for new utilities should follow the same general procedures outlined for structural fill placement. In our opinion, most of the fill soil at the site consists of silty sand with 20 to 40 percent fines. It is not suitable for reuse as structural fill unless the moisture content could be modified by scarification during warm, dry weather or lime/cement treatment. In general, we recommend that the on -site fill not be reused as structural fill because the silt content is high and this soil is moisture sensitive. 8.0 CONSTRUCTION CONSIDERATIONS 8.1 Site Grading, Excavation, and Temporary Cut Slopes 8.1.1 Site Grading For safe working conditions and prevention of ground loss, excavation slopes should be the responsibility of the Contractor, who will be at the job site to observe and control the work. All current and applicable safety regulations regarding excavation slopes and shoring should be followed. Although we did not detect the presence of soil contaminants in our borings, the contractor would need to be prepared to segregate any soils suspected of containing 21 -1- 20693 - 001- R1.doc/wp/LKD 11 SHANNON FiWILSON, INC. 21 -1- 20693 -001 contaminants. We should be notified immediately if contaminated soils are encountered or suspected during excavations. 8.1.2 Excavations 21 -1- 20693 - 001- R1.doc/wp/LKD 12 SHANNON EMILSON. INC. Excavations could be accomplished with conventional excavating equipment, such as a dozer, front -end loader, or backhoe. For planning purposes, we recommend that temporary, unsupported, open -cut slopes be no steeper than 1.5 Horizontal to 1 Vertical (1.5H:IV) in the near - surface fill soils. Flatter cut slopes could be required where loose soils or seepage zones are encountered. We recommend that all exposed cut slopes be protected with a waterproof covering during periods of wet weather to reduce sloughing and erosion. At this time, we are not aware of any need for temporary shoring or underpinning. If temporary shoring or underpinning is needed to support cuts adjacent to existing buildings, for example, then we should be notified so that additional analyses could be performed. Excavated material (or stockpiles of construction Materials or equipment) should not be placed closer to the edge of any excavation than the depth of the excavation, unless the excavation is shored and such materials are accounted for as a surcharge load on the shoring system. Site grading to prepare for slab -on -grade structures should include the following: ► Remove material from the building footprint to establish the required subgrade elevation. ► Compact the exposed upper 1.5 feet of soil with heavy, vibrating -drum rollers (or equivalent) to at least 95 percent of the Modified Proctor maximum dry density (ASTM D 1557). ► Remove any soft/loose zones noted during rolling and replace those areas with structural fill material constructed in accordance with the recommendations presented in Section 7.5. A geotechnical engineer from our firm should observe mitigation of soft/loose zones. ► Place densely compacted, free - draining, well - graded, imported sand and crushed gravel or clean, crushed rock fill in the upper 18 inches beneath the slab elevation to increase the modulus of the subgrade, if required. If it is used to provide a capillary break layer, the upper 6 inches of the imported fill should have less than 3 percent fines (based on the minus 3 % -inch fraction) and should have a maximum size of 4 inches. Compact all structural fill to at least 95 percent of the Modified Proctor maximum dry density. ► Install a vapor barrier under slabs of heated spaces. 21 -1- 20693 -001 21- 1- 20693 - 001- Rl.doc/wy/L.KD 13 SHANNON &WILSON. INC. The design civil engineer should determine if sand between the vapor barrier and the concrete slab is required for concrete curing. 8.2 Driven -grout Pile Installation Driven -grout piles are a proprietary system installed by Dewitt Construction, Inc. (Vancouver, Washington). Driven -grout piles consist of a steel "boot" placed over a hollow steel driving mandrel. A hammer drives the boot and mandrel into the ground. Simultaneously, grout is pumped through the mandrel to fill the void left after driving. When driving is complete, the operator withdraws the mandrel and workers place reinforcement into the grout -filled hole. 8.2.1 Pile- driving Equipment The Contractor should design, construct, and maintain all pile - driving equipment in a manner suitable for this project. If, in the opinion of the owner, the driving equipment is inadequate or deficient, the owner should direct the Contractor to remove it from the job site. The Contractor should pay all costs for remobilizing, removing, or replacing such equipment. The Contractor should furnish the manufacturer's specifications and catalog for the proposed driving hammer. 8.2.2 Pile - driving Conditions In our opinion, pile installation for the proposed building would encounter moderate driving conditions in the upper fill materials; easy driving conditions in the soft, clayey silt deposits; and moderate to hard driving conditions in the bearing sand layer. The soft silt layers could cause misfire of diesel hammers because of the minimal driving resistance. We recommend that the Contractor use a hammer that allows variable energy settings to drive the piles. As discussed in Section 2.0, an approximately 18- to 24 -inch -thick concrete slab, which was once the bottom of the Doubletree Inn Hotel swimming pool, lies near the center of the proposed building footprint. The slab is approximately 10 feet below the existing ground surface. If the Contractor installs any piles near the slab, the Contractor should be prepared to handle any obstructions the slab may cause. The Contractor will have to core through the concrete slab in order to continue driving a pile. 21 -1- 20693 -001 8.2.3 Monitoring Pile Driving SHANNON &WILSON, INC. Shannon & Wilson personnel should observe and evaluate all pile driving by making a continuous driving record of each pile. For this purpose, the Contractor should be required to mark the pile in 1 -foot increments. During restrike, additional 1 -inch increments between the 1 -foot marks would be required. The pile- driving record would include hammer stroke (diesel hammers), blows per foot, time, date, reasons for delays, and other pertinent information. In addition, the record would include tip elevation, specified criteria, and the initials of inspectors making final acceptance of the pile. The pile - driving records should be reviewed on a daily basis. It is difficult to visually estimate the energy delivered by diesel hammers. During construction, we recommend that the Saximeter, developed by Pile Dynamic, Inc., be used to record blow counts and stroke length that would correlate to driving energy. Use of the Saximeter during pile driving can verify that the hammer is developing enough energy to achieve the required axial capacity. 8.2.4 Vibrations and Noise Levels Some potential exists for damage to existing nearby structures and buried utilities because of vibrations caused by pile - driving operations. If new piles are within 10 feet of existing utilities or structures, we should develop and implement pile - driving vibration criteria for those existing structures and utilities. ,The criteria should consider the type and frequency of the vibrations, the structural design and existing condition of the structure, and the vibration effects on people. Particle velocities could be easily measured during construction using a vibration monitor (seismograph) at the nearby structures or utilities. Noise levels during pile driving could be unpleasant to humans nearby but are not likely to cause damage. The noise levels could be moderated during pile driving with various damping techniques such as a crane- mounted noise barrier. 8.3 Augercast Concrete Pile Installation Careful installation is critical to the success of long augercast piles. To install an augercast concrete pile, a continuous- flight, hollow -stem auger rotates to a predetermined depth. Next, a high- strength, sand - cement grout is pumped under controlled pressure through the center of the shaft as the auger is slowly withdrawn. By maintaining pressure in the grout line and extracting the auger no faster than an equivalent volume of grout is pumped, a continuous column of 21 -1- 20693-001- RI.doc/wp/LKD 14 21 -1- 20693 -001 SHANNON &WILSON, INC. concrete is formed. The Contractor could place a single reinforcing rod through the hollow stem of the auger and/or place a reinforcing cage with centering guides in the column of wet grout. Where piles are expected to experience tensile /uplift forces, the central reinforcing rod should be extended for the full length of the pile. The quality of the augercast concrete piles depends on the procedure and workmanship of the contractor who installs them. We recommend that Shannon & Wilson personnel observe the installation of augercast piles on a full -time basis to evaluate the adequacy of the construction procedures. We recommend that the contract documents require the Contractor to install a pressure gage on . the pump discharge line and a counter on the grout pump. The approximate volume of grout pumped is computed by counting the number of strokes of a displacement -type grout pump. The pressure gage is used to monitor the pressure of the grout to evaluate the rate at which the auger should be extracted and to check if the auger or hoses are plugged. If insufficient grout is pumped into the auger, a proper grout column would not be formed. If the pressure in the grout line is not maintained, or if the auger is withdrawn too rapidly, the auger hole could cave, creating a discontinuity in the grout column. Either condition would reduce the load - carrying capacity of the pile. Therefore, the geotechnical engineer should observe pump calibration prior to its use. The geotechnical engineer should also check the pressure gage for proper functioning. The auger should not be pulled until the grout has been pumped at least 5 feet above the auger tip. It should then be withdrawn with slow, positive rotation a slow, continuous, steady pull. The 5 -foot head of grout should be maintained at all times during the withdrawal operations. The minimum grout head should be increased to 10 feet if grout settlement is observed after the auger is withdrawn. The Contractor should establish accurate methods of determining the depth of the auger at all times, such as marking the leads at 1 -foot intervals. The ratio between the volume of grout pumped and the theoretical volume of each augercast pile hole should be at least 1:10. If contaminated soil or groundwater is encountered during the augercast pile installation, the drilling spoils should be separated out, placed on plastic sheeting, and covered until environmental testing is completed and a suitable disposal location is determined. As discussed in Section 2.0, an approximately 18- to 24- inch -thick concrete slab, which was once the bottom of the Doubletree Inn Hotel swimming pool, lies near the center of the proposed building footprint. The slab is approximately 10 feet below the existing ground surface. If the Contractor installs any augercast piles near the slab, the Contractor should locate the slab and be 21- 1- 20693-001- Rl.doc/wp/1.KD 15 21 -1- 20693 -001 SHANNON §WILSON. INC. prepared to handle any obstructions the slab may cause. The Contractor will have to core through the concrete slab in order to continue installing an augercast pile. 8.4 Wet Weather Earthwork In this area, wet weather generally begins in October and continues through about May, although rainy periods could occur at any time of the year. Earthwork performed during the wet weather months would cost more and take longer to complete. Groundwater levels could also be higher during the rainy season. Groundwater and surface water runoff could enter into site excavations and would need to be intercepted by drainage ditches or trench drains, or otherwise removed. The soils at the site generally contain enough silt to produce an unstable mixture when wet. Such soils are susceptible to softening when wet. Standing water on the soil surface, along with construction activity, would result in disturbance and an unstable bearing surface that could require overexcavation. The following recommendations are applicable for pile caps, general excavation, floor slabs, or pavements: ► If there is to be traffic over the exposed subgrade, the subgrade should be protected from disturbance. A lean concrete pad, about 2 or 3 inches thick (a "rat slab" or "mud slab "), could be placed immediately following excavation on the undisturbed soils. This could be done, as needed, to protect the exposed soils and act as a working surface. Overexcavation could be needed to accommodate this lean concrete pad. ► The ground surface in the construction area should be sloped and sealed with a smooth - drum roller to promote rapid runoff of precipitation, to prevent surface water from flowing into excavations, and to prevent ponding of water. ► Construction should be observed on a full - time basis by Shannon & Wilson personnel to determine that all unsuitable materials are removed, suitable drainage is achieved, and appropriate bearing surface results. ► Covering work areas with plastic and/or sloping, ditching, pumping from sumps, and other dewatering measures should be employed as necessary to permit proper completion of the work. The above recommendations apply for all weather conditions but are most important for wet weather earthwork. They should be incorporated into the contract specifications for foundation and pavement construction. 21 -1- 20693 -001- R1.doc/wp/LKD 16 21 -1- 20693 -001 8.5 Construction Observation SHANNON &WILSON, INC. We recommend that Shannon & Wilson review those portions of the plans and specifications that pertain to foundations and earthwork to determine if they are consistent with our recommendations. We also recommend we observe the geotechnical aspects of construction, particularly the test pile program, pavement subgrade preparation, drainage, foundation installation, and backfill. This observation will allow us to verify the subsurface conditions as they are exposed during construction and to determine that the work is accomplished in accordance with our recommendations. 9.0 LIMITATIONS The analyses, conclusions, and recommendations contained in this report are based on site conditions as they presently exist, and further assume that the explorations are representative of the subsurface conditions at the Tukwila Cheesecake Factory project; that is, the subsurface conditions everywhere are not significantly different from those disclosed by the explorations. Within the limitations of the scope, schedule, and budget, the analyses, conclusions, and recommendations presented in this report were prepared in accordance with generally accepted professional geotechnical engineering principles and practice in this area at the time this report was prepared. We make no other warranty, either express or implied. Our conclusions and recommendations are based on our understanding of the project as described in this report and the site conditions as interpreted from the explorations. If, during final design and construction, subsurface conditions different from those encountered in the field explorations are observed or appear to be present during pile installation, we should be advised at once so that we could review these conditions and reconsider our recommendations where necessary. If there is substantial lapse of time between the submission of this report and the start of work at the site, or if conditions have changed because of natural forces or construction operations at or adjacent to the site, we recommend that this report be reviewed to determine the applicability of the conclusions and recommendations concerning the changed conditions or the time lapse. We recommend that we review those portions of the plans and specifications that pertain to deep foundation installation, drainage, and earthwork to determine if they are consistent with our recommendations. This report was prepared for the exclusive use of the Cheesecake Factory, Inc., its structural engineer, and other members of the design team. It should be made available to prospective 21 -1- 20693 - 001- RI.doc/wp/LICD 17 21 -1- 20693 -001 contractors for information on factual data only, and not as a warranty of subsurface conditions such as those interpreted from the exploration logs and presented in the discussions of subsurface conditions included in this report. Unanticipated soil conditions are commonly encountered and cannot fully be determined by merely by taking soil samples from a limited number of soil borings. Such unexpected conditions frequently require that additional expenditures be made to attain properly constructed projects. Therefore, some contingency fund is recommended to accommodate such potential extra costs. The scope of our geotechnical services did not include any environmental assessment or evaluation regarding the presence or absence of hazardous or toxic materials in the soil, surface water, groundwater, or air, on or below the site, or for evaluation or disposal of contaminated soils or groundwater should any be encountered, except as noted in this report. Shannon & Wilson, Inc. has prepared a document, "Important Information About Your Geotechnical Report," to assist you and others in understanding the use and limitations of our reports. This document is included in this report as Appendix D. SHANNON & WILSON, INC. Jerei{iy Butkovich Geotec cal Engineer Martin W. Page, P.E., L.E.G. Associate JNB:MWP:TMG /jnb 21 -1- 20693 - 001 -R l .doc/wp/LKD [EXPIRES 4/21 /01 I 18 SHANNON &WILSON. INC. 21 -1- 20693 -001 10.0 REFERENCES SHANNON &WILSON. INC American Association of State Highway and Transportation Officials (AASHTO), 1993, Guide for design of pavement structures. American Society for Testing and Materials (ASTM), 2001, Annual book of standards, Construction, v. 4.08, Soil and rock (I): D 420 — D 4914: West Conshohocken, Pa. International Building Code, 2003, International Code Council, 2003. Johnson, S.Y., Dadisman, S.V., Childs, J.R., and Stanley, W.D., 1999, Active tectonics of the Seattle fault and Central Puget Sound, Washington — implications for earthquake hazards in Geological Society of America Bulletin, v. 111, no. 7, p. 1042 -1053, July. Tokimatsu, K., and Seed, H.B., 1987, Evaluation of settlements in sands due to earthquake shaking: Journal of Geotechnical Engineering, v. 113, no. 8, p. 861 -878. Youd, T.L., and Idriss, I.M., 1997, Proceedings of the NCEER Workshop on evaluation of liquefaction resistance of soils: NCEER technical report NCEER -97 -0022, December 31. Zehfuss, P.H., Atwater, B.F., Valiance, J.W., Brenniman, H., and Brown, T.A., 2003, Holocene lahars and their by- products along the historical path of the White River between Mount Rainier and Seattle: Geological Society of America Field Guide 4, p. 209 -223. 21 -1- 20693 - 001- RU.doc/wp/[XD 19 21 -1- 20693 -001 February 2007 VICINITY MAP 21 -1- 20893 -001 5 129TH 17500 ST < 7 1r . e i., x' 1� ei s _ ON - - 'I -i7,4 _ 1 :x,: r✓ m:o ft" • S 3 ul;r BLACK LTIVS a S 133 0 ... ** - -'-a ST � s u s .s G � 174Ty S x S 135TH _ Sr • k �N Scale in Miles NOTE Reproduced with permission granted by THOMAS BROS. MAPSS. This map is copyrighted by Rand McNally R.L. 06 -S-27. It is unlawful to copy or reproduce all or any part thereof, whether for personal use or resale, without permission. All rights reserved. E m CF -1 B -1 O LEGEND N./ Current Borings Previous Borings J Project Site b4 Existing Park ng Garage P b4 CO:, KCO I 0 0 0 0 0 0 0 0 0 0 0 Strander Blvd 1 • B -1 10 B -3® B -2 O Scale in Feet 60 120 Mall Entrance IIIIIIIIIIII1 .1IIIIIIIIIII1IIII Existing Target Store Cheesecake Factory Tukwila, Washington SITE AND EXPLORATION PLAN SHANNON & WILSON, INC. FIG. 2 Geotechnical and Environmental Consultants February 2007 21 -1- 20693 -001 Loose to medium dense, slightly gravelly silty SAND / sandy SILT (FILL) Very loose to medium dense, clean to silty SAND / sandy SILT and very soft to medium stiff, clayey SILT. Organic and PEAT layers present throughout Very soft to soft silty CLAY! clayey SILT with organics Medium dense to very dense, slightly silty to silty SAND with gravel and sandy silt pilcap6p(v2)-31112007 -AUGER RS-5 STATIC.xis GENERALIZED SOIL PROFILE (CF 5 c 0 w 32' 19' - 21' -31" -53' 10 20 30 60 70 80 I a • I I I I I I I I I I i I I I I I ESTIMATED AXIAL SHAFT CAPACITY (kips) I' i II: • • 'I • • • • • NOTES 1. Allowable compressive capacity is a summation of allowable skin friction and mobilized end bearing. 2. Allowable skin friction Is obtained using a factor of safety of 2.0 on the ultimate skin friction. Mobilized end bearing is obtained by estimating the percentage of ultimate end bearing mobilized when 0.5 inches of settlement occurs. This is estimated to be 50 percent of the ultimate end bearing. 3. Calculations assume static loading conditions with settlement. 4. Calculations assume ground water at elevation of 25 feet (7 feet below existing ground surface). - - - Ultimate Uplift Resistance Allowable Total Capacity • • • • • • • • • • • 0 20 40 60 80 100 120 140 Cheesecake Factory Tukwila, Washington ESTIMATED AXIAL CAPACITY 12- IN -DIAM. AUGERCAST PILE March 2007 21 -1 -20693 -001 SHANNON & WILSON, INC. Geotedlnical and Environmental Consultants FIG. 3 Loose to medium dense, slightly gravelly silty SAND / sandy SILT (FILL) Very loose to medium dense, clean to silty SAND / sandy SILT and very soft to medium stiff. clayey SILT, Organic and PEAT layers present throughout Very soft to soft silty CLAY / clayey SILT with organics Medium dense to very dense, slightly silty to silty SAND with gravel and sandy silt Qilcap6p(v2)- 311/2007 -AUGER RB-5 STATIC 14- in.xls GENERALIZED SOIL PROFILE (CF -1) 32' 19' -21' -31' 10 20 30 m i , • 40 a. w a w co 50 N 60 70 80 0 20 ESTIMATED AXIAL SHAFT CAPACITY (kips) 40 60 NOTES 1. Allowable compressive capacity Is a summation of allowable skin friction and mobilized end bearing. 2. Allowable skin friction is obtained using a factor of safety. of 2.0 on the ultimate skin friction. Mobilized end bearing is obtained by estimating the percentage of ultimate end bearing mobilized when 0.5 inches of settlement occurs. This is estimated to be 50 percent of the ultimate end bearing. 3. Calculations assume static loading conditions with settlement. 4. Calculations assume ground water at elevation of 25 feet (7 feet below existing ground surface). - - - Ultimate Uplift Resistance Allowable Total Capacity 80 100 120 140 160 Cheesecake Factory Tukwila, Washington ESTIMATED AXIAL CAPACITY 14- IN -DIAM. AUGERCAST PILE March 2007 21 -1- 20693 -001 SHANNON & WILSON, INC. FIG. 4 Geotechnical and Environmental Consultants APPENDIX A SUBSURFACE EXPLORATIONS SHANNON &WILSON. INC. 21 -1- 20693 -001 APPENDIX A SUBSURFACE EXPLORATIONS TABLE OF CONTENTS Page A.1 CURRENT SUBSURFACE EXPLORATIONS A -1 A.2 PREVIOUS SUBSURFACE EXPLORATIONS A -1 A.3 SOIL SAMPLING A-1 A.4 REFERENCES . A -2 21 -1. 20693 - 001 -RI - AA/wp/LKD LIST OF FIGURES Figure No. A -1 Soil Classification and Log Key (2 sheets) A -2 Log of Boring CF -1 A -3 Log of Boring RB -5 (November 2004) A -4 Log of Boring B -1 (July 1975) A -5 Log of Boring B -2 (July 1975) A -6 Log of Boring B -3 (July 1975) A -i SHANNON &WILSON. INC. 21 -1- 20693 -001 A.3 SOIL SAMPLING 21 -1- 20693 - 001 -R 1- AA/wp/LKD APPENDIX A SUBSURFACE EXPLORATIONS A.1 CURRENT SUBSURFACE EXPLORATIONS We performed one soil boring for the Tukwila Cheesecake Factory project on February 7, 2007. The location of the soil boring is shown on the Site and Exploration Plan, Figure 2. A representative from our firm determined the location by taping from existing site features. The log for the soil boring is presented as Figure A -2. Boart Longyear, Inc., under subcontract to Shannon & Wilson, Inc., drilled soil boring CF-1 using a CME 85 truck- mounted drill rig and mud rotary drilling techniques. The mud -rotary method consists of drilling the subsurface soils and removing the cuttings by circulation of a bentonite/water mix drilling mud. A settling tank at the ground surface collected the cuttings while the mud was recirculated into the boring. Boart Longyear, Inc. transferred all cuttings into drums and disposed of them. A.2 PREVIOUS SUBSURFACE EXPLORATIONS SHANNON EIWILSON, INC. We evaluated subsurface information from previous explorations to supplement geotechnical information derived from the recent boring., Our firm previously performed four soil borings in the project vicinity: three in 1975 and one in 2005. Section A.4 references these studies. The soil boring designations and locations are shown on the Site and Exploration.Plan, Figure 2. The logs for the soil borings are presented as Figures A -3 through A -5. A Shannon & Wilson, Inc. representative observed previous and current drilling operations. Our representative collected soil samples and prepared a log for each boring. During the explorations, disturbed (split- spoon) samples were retrieved from the borings at 21/2- to 5 -foot depth intervals. Retrieved samples were field screened for the potential presence of contamination. Field screening methods included visual and olfactory observations. To obtain disturbed soil samples, Standard Penetration Tests (SPTs) were performed in general accordance with the ASTM Designation: D 1586, Test Method for Penetration Test and A -1 21 -1- 20693 -001 21-1-20693-001 -RI -AA/wp/LKD Split- Barrel Sampling of Soils (ASTM, 2002). The SPT consists of driving a 2 -inch outside - diameter (O.D.) split -spoon sampler a total distance of 18 inches below the bottom of the drilled hole with a 140 -pound hammer falling 30 inches. The number of blows required to cause the last 12 inches of penetration is termed the Standard Penetration Resistance (N- value). When the resistance exceeded 50 blows for 6 inches or less penetration, the test was terminated and the number of blows and the corresponding penetration were recorded. The Standard Penetration Resistance values are plotted on the boring logs presented in Appendix A. These values provide a means for evaluating the relative density of granular soils and the relative consistency (stiffness) of cohesive soils. SPT samples were classified in the field and recorded on the logs by our field representative. Samples were placed in airtight jars and returned to our laboratory for testing. A.4 REFERENCES A -2 SHANNON &WILSON. INC. American Society for Testing and Materials (ASTM), 2002, 2002 Annual book of standards, construction: West Conshohocken, Pa., volume 04.08 Soil and Rock. Shannon & Wilson, Inc., 1975, Report of soil engineering, Rainier National Bank, Tukwila, Washington: Shannon & Wilson, Inc., Seattle, Wash., report no. W-2888-01, July. Shannon .& Wilson, Inc., 2005, Geotechnical Report, Westfield Shoppingtown Southcenter Expansion, Tukwila, Washington: Shannon & Wilson, Inc., Seattle, Wash., report no. 21 -1- 20189 -004, September. 21 -1- 20693 -001 DESCRIPTION SIEVE NUMBER AND/OR SIZE FINES < #200 (0.08 mm) SAND' - Fine - Medium - Coarse #200 to #40 (0.08 to 0.4 mm) #40 to #10 (0.4 to 2 mm) #10 to #4 (2 to 5 mm) GRAVEL' - Fine - Coarse #4 to 3/4 inch (5 to 19 mm) 3/4 to 3 inches (19 to 76 mm) COBBLES 3 to 12 inches (76 to 305 mm) BOULDERS > 12 inches (305 mm) COARSE - GRAINED SOILS FINE - GRAINED SOILS N, SPT, BLOWS /FT. RELATIVE DENSITY N, SPT, RELATIVE BLOWS /FT. CONSISTENCY 0 - 4 4 -10 10 - 30 30 - 50 Over 50 Very loose Loose Medium dense Dense Very dense Under 2 2 - 4 4 - 8 8 -15 15 - 30 Over 30 Very soft Soft Medium stiff Stiff Very stiff Hard Shannon & Wilson, Inc. (S &W), uses a soil classification system modified from the Unified Soil Classification System (USCS). Elements of the USCS and other definitions are provided on this and the following page. Soil descriptions are based on visual- manual procedures (ASTM D 2488 -93) unless otherwise noted. S &W CLASSIFICATION OF SOIL CONSTITUENTS • MAJOR constituents compose more than 50 percent, by weight, of the soil. Major consituents are capitalized (i.e., SAND). • Minor constituents compose 12 to 50 percent of the soil and precede the major constituents (i.e., silty SAND). Minor constituents preceded by "slightly" compose 5 to 12 percent of the soil (i.e., slightly silty SAND). • Trace constituents compose 0 to 5 percent of the soil (i.e., slightly silty SAND, trace of gravel). MOISTURE CONTENT DEFINITIONS Dry Absence of moisture, dusty, dry to the touch Moist Damp but no visible water Wet Visible free water, from below water table ABBREVIATIONS ATD Elev. ft FeO MgO HSA ID in lbs Mon. N NA NP OD OVA PID ppm PVC SS SPT USC W LI At Time of Drilling Elevation feet Iron Oxide Magnesium Oxide Hollow Stem Auger Inside Diameter inches pounds Monument cover Blows for last two 6 -inch increments Not applicable or not available Non plastic Outside diameter Organic vapor analyzer Photo-ionization detector parts per million Polyvinyl Chloride Split spoon sampler Standard penetration test Unified soil classification Water level indicator GRAIN SIZE DEFINITION Unless otherwise noted, sand and gravel, when present, range from fine to coarse in grain size. RELATIVE DENSITY I CONSISTENCY WELL AND OTHER SYMBOLS � OM Bent. Cement Grout Bentonite Grout Bentonite Chips Silica Sand PVC Screen Vibrating Wire I Q Surface Cement Asphalt or Cap Slough Bedrock Cheesecake Factory Tukwila, Washington SOIL CLASSIFICATION AND LOG KEY February 2007 21 -1- 20693 -001 SHANNON & WILSON, INC. FIG. A -1 Geotecl cal and Environmental Consultants sheet 1 of 2 t'&s -w '3 e,, = , , ,, .,,,,,,, , ,..p,,,,- 3 ..+. � r T =� . ;�{{ t�o� so SiFrc �L cuS tlON 1� ril [ °5 v J3 � w 3 F WPM '! f 5 # j�k({� { ry � � X xs i ' ,p, fj -fly � S M 5�' £q' p ' {5 Sayer ]" .�`..11� ..,sF s YS R Sp kz✓ lu s c� � �� , yw �) S Y4.4/ :L st v ff". 1x,e yam! 4f 3a K 4k.. ✓�3: MAJOR DIVISIONS GROUP /GRAPHIC SYMBOL TYPICAL DESCRIPTION COARSE - GRAINED SOILS (more than 50% retained on No. 200 sieve) Gravels (more than 50% of coarse fraction No . retained on No. 4 sieve) Clean Gravels (less than 5% fines) GW -s • li ` Well -graded ravels, gravels, gravelfsand mixtures,itte or no fines. GP • e O 0 �° i ° — Poorly graded gravels, gravel -sand mixtures, little or no fines Gravels with Fines (more than 12% fines) GM ' Silty gravels, gravel-sand-silt mixtures tY g g GC $ c � Clayey gravels, gravel - sand -clay mixtures Sands (50% or more of coarse fraction passes the No. 4 sieve) Clean Sands (less than 5% fines) SW Well- graded sands, gravelly sands, little or no fines S Poorly graded sand, gravelly sands, little or no fines Sands with Fines (more than 12% fines) SM Silty sands, sand -silt mixtures SC • Clayey sands, sand -clay mixtures FINE- G (50% or more passes the No. 200 sieve) Silts and Clays (liquid limit less than 50) Inorganic ML Inorganic silts of low to medium plasticity, rock flour, sandy silts, gravelly silts, or clayey silts with slight plasticity CL Inorganic clays of low to medium plasticity, gravelly clays, sandy clays, silty clays. lean clays Organic OL __ — — Organic silts and organic silty clays of Silts and Clays (liquid limit 50 or more) Inorganic MH Inorganic silts, micaceous or diatomaceous fine sands or silty soils, elastic silt CH Inorganic clays or medium to high piasLcity, sandy fat clay, or gravelly fat clay Organic OH plasticity, organ c medium to high HIGHLY- C SOILS Primarily organ c matter, dark in color, and organic odor PT .n.nn Peat humus, swamp soils with high organic content (see ASTM D 4427) www NOTE: No. 4 size = 5 mm; No. 200 size = 0.075 mm NOTES 1. Dual symbols (symbols separated by a hyphen, i.e., SP -SM, slightly silty fine SAND) are used for soils with between 5% and 12% fines or when the liquid limit and plasticity index values plot in the CL -ML area of the plasticity chart. 2. Borderline symbols (symbols separated by a slash, i.e., CL/ML, silty CLAY /clayey SILT; GW/SW, sandy GRAVEL/gravelly SAND) indicate that the soil may fall into one of two possible basic groups. Cheesecake Factory Tukwila, Washington SOIL CLASSIFICATION AND LOG KEY February 2007 21- 1- 20693-001 SHANNON & WILSON, INC. FIG. A -1 Geotechnical and Environmental Consultants Sheet 2 of 2 a, Ct } CO 8' Total Depth: 86.5 ft. Northing: Drilling Method: Mud Rotary Hole Diam.: 6 in. Top Elevation: - 30 ft. Easting: Drilling Company: Boart Longyear Rod Type: 2 -inch Vert. Datum: Station: Drill Rig Equipment: Truck Rig Hammer TypeRope and Cathead Horiz. Datum: Offset: Other Comments: SOIL DESCRIPTION Refer to the report text for a proper understanding of the subsurface materials and drilling methods. The stratification lines indicated below represent the approximate boundaries between material types, and the transition may be gradual. Medium dense to dense, light brown to gray, slightly sandy, silty GRAVEL; moist; (Fill) GP. Medium dense, gray, silty, fine to medium A SAND, trace of gravel; moist; stratified, \scattered oxidized zones; (Alluvium) SP. Medium stiff, brown -gray, slightly sandy SILT, 23.0 trace of wood fragments; moist; thinly bedded; (Alluvium) ML. Medium dense, black, silty, fine SAND; moist; finely bedded; (Alluvium) SM. Stiff, brown to gray, fine sandy SILT; moist; interbedded with wood and organics; (Alluvium) MUPT. Medium dense, gray to black, slightly silty to silty, fine to medium SAND; moist; bedded; (Alluvium) SP- SM /SM. Very soft to medium stiff, light to dark gray, silty CLAY /clayey SILT; moist; massive; (Alluvium) CH /MH. Dense to very dense, dark gray, silty, fine to medium SAND; moist; faintly bedded, scattered shell fragments, trace of gravel at 85 feet; (Alluvium) SM. BOTTOM OF BORING COMPLETED 2/7 /2007 LEGEND • Sample Not Recovered I Standard Penetration Test 13.0 17.0 29.0 33.0 53.0 68.0 86.5 1o= 11= 121 13= 141 1s= 16= n= NOTES 1. Refer to KEY for explanation of symbols, codes, abbreviations and definitions. 2. Groundwater level, if indicated above, is for the date specified and may vary. 3. USCS designation is based on visual- manual classification and selected lab testing. 4. The hole location was measured using a cloth tape from existing site features and should be considered approximate. C c 2 � � t 0 PENETRATION RESISTANCE (blows/foot) • Hammer Wt. & Drop: 140 lbs /30 inches 20 20 40 O % Fines (<0.075mm) • % Water Content Plastic Umit F---• I Liquid Limit Natural Water Content Cheesecake Factory Tukwila, Washington LOG OF BORING CF -1 February 2007 21 -1- 20693 -001 • SHANNON & WILSON, INC. Geotechrd and Environmental Consultants 40 FIG. A -2 60 u 8' J Total Depth: 83 ft. Northing: Drilling Method: Hole Diam.: Top Elevation: - 28 ft. Easting: Drilling Company: Rod Type: Vert. Datum: Station: Drill Rig Equipment: Hammer Type: Horiz. Datum: Offset: Other Comments: SOIL DESCRIPTION Refer to the report text for a proper understanding of the subsurface materials and drilling methods. The stratification lines indicated below represent the approximate boundaries between material types, and the transition may be gradual. 1 3 -inch asphalt concrete; 9 -inch compacted / r base course. Medium dense to dense /very stiff, gray to light brown, silty, fine SAND and slightly sandy \SILT, trace of gravel; moist; (Fill) SM /ML. r Loose, brownish -gray, slightly gravelly, silty SAND; wet; sand is well graded; SM. f -Very soft, gray, clayey SILT; moist; ML. Loose to medium dense, dark gray, clean to slightly silty, very fine SAND; wet; occasional organics; SP. • r • Medium stiff, brown to dark gray, silty CLAY /clayey SILT, trace of fine sand, \numerous organics; moist; ML/CL. Medium dense, dark gray, fine to medium SAND; wet; SP. Very loose /soft, dark gray, varved, very fine to fine silty SAND and sandy SILT; wet; 1 numerous organics; strong sulfur odor; SM /ML. r Very soft to soft, gray to dark gray, silty CLAY /clayey SILT; moist; organics at top of layer, strong sulfur odor MH /CH. Medium dense to very dense, gray, slightly silty to silty, fine to coarse SAND, becomes gravelly towards bottom; wet; scattered shells; SM. BOTTOM OF BORING COMPLETED 11/9/2004 0. m 0 1.0 12.0 17.0 21.0 31.0 38.0 47.5 53.0 63.0 83.0 .0 E to • rn m a E U) 1= 2= 3 =E 4 _* 5= 6= 7= 6= 9= 10= 11= 12= 13= 14= 15= 16= 17= le= 19= 20= 21= C r C0 o g r7 a m 0 10 20 V it 30 d 40 50 60 70 80 90 0 PENETRATION RESISTANCE (blows/foot) A Hammer Wt. & Drop: 20 40 60 • Sample Not Recovered E Environmental Sample Obtained I Standard Penetration Test LEGEND V Ground Water Level ATD NOTES 1. Refer to KEY for explanation of symbols, codes, abbreviations and definitions. 2. Groundwater level, if indicated above, is for the date specified and may vary. 3. USCS designation is based on visual- manual classification and selected lab testing. 0 20 Westfield Shoppingtown Southcenter Expansion Tukwila, Washington 40 P lastic Limit F—• Liquid Limit Natural Water Content LOG OF BORING RB -5 May 2006 21 -1- 20189 -005 SHANNON & WILSON, INC. FIG. A -3 Geotechnical and Environmental Consultants 60 • 1111 SEicttlitt! NUM 11111115; 11 101 011111 bow sew. ort eon. 11tq. IAN 11 PO 5fti1utt/1t is Itii 1111/ ,11.1 11111. rut kur.. WP/I4 1111 11 5104111441 Mt 141141 H 1141 1 ••11 .in 1 silty Ite1 f04 F /G44( A- 1111 /tiit!/tuk 1 ri.i. 11111 11111 taint 1 t1... 1111.5!11 ttlt tutu • sum 511 tttirt151 1littHttt 11111/ �- -IIRtt 11111 utast u 1851st 5111th 11tH 111111E1 UTI 001 nu tOOTIMENTEI OFFICE LOG OF BORING 8-1 1ti1 1175 1485 -11 voimt04 l aatt$+►, MYc Mt1ttNrt1 titt**tltrf girt; tit 511111!1511151 itch 51It1.1t11 tut atinso itc.t111 15at MMtt flit intt at/ tot tl1EIrlp 511 51 5 Uslt- Kft li�.[l1/ft•f SOWS Ottlif!•r Y■� fs rim • �- 1 M Itt1 f•N MONO u WIG M •t �� am. am Um. OUit IIM tar 90�t1f USW= RIII art au. Woo. Url* waits VIII Ku las.tadM Nova, uwu *10 Nlt p $811 ha tor 1Mi tam shpts, situ. IIF slam tat N fht tl�gh Ott if aiff ! Ow. eat of sitfl Itst NM Imam Ca mu. per- o+f.s. efillhf. an soft, 1101 tr st $1 aft gm, haft t Ohm ha NM Man of Matt llamas NM iz ft. I 1I F /Gv4E A - S • t stns War /fta IMf `1* oomo tJ talon urea Ooh$ is 1*. teat ai a iroorlsoputs. snow as hal *Ka 11 itual Itaifftle ire... lust pm suns $ (•.I. ftte4ttt an twat • slats Off menus mmnt uun. Ilan tali tmui Nat assns ft•tlft Ultf t Stunt TO mtt scat aroma ta ?Ifs ft Sailal Knits list 1tfit tU fst ftnitt1.ts sot "ltligt. RIt11E1 11&11KLt un IWWICLITER Mitt LOG OF BORING 8-2 HILT tin 14$11 -41 • i&$tolt • etLfrri.04 •Hlttattst tattt.•t.lt put .ms. ttirii unman t ttfift eft 11*.ftiU uti tit mm: - Unit .ttltt unutAint carcd. : slst: =tit trumansit tact ett titrt lit {ifiiitifi lit tfou t Hun lilt MU of M' [liStilie r V1 i4 . • • SHANNON (WILSON, INC. APPENDIX B LABORATORY TEST PROCEDURES AND RESULTS N 21 -1- 20693 -001 Page B.1 INTRODUCTION B -1 B.2 VISUAL CLASSIFICATION B -1 B.3 WATER CONTENT DETERMINATION B -1 B.4 FINES CONTENT B-2 21 -1- 20466 - 001- R1- AB/wpILKD APPENDIX B LABORATORY TEST PROCEDURES AND RESULTS TABLE OF CONTENTS B -i SHANNON &WILSON. INC. 21 -1- 20693 -001 B.1 INTRODUCTION APPENDIX B LABORATORY TEST PROCEDURES AND RESULTS SHANNON &WILSON, INC. This appendix contains descriptions of the procedures and the results of laboratory tests performed on the soil samples obtained from the field exploration for the Cheesecake Factory project in Tukwila, Washington. We tested the samples to determine the basic index properties and the engineering characteristics of the soils within the project site. The Shannon & Wilson, Inc. laboratory in Seattle, Washington conducted the testing during February 2007. Laboratory testing consisted of visual classification on all soil samples, natural moisture content determination on all soil samples, and fines content on five soil samples. B.2 VISUAL CLASSIFICATION Each of the soil samples recovered from the borings were visually reclassified in our laboratory using a system based on the American Society for Testing and Materials' (ASTM) Designation: D 2487, Standard Test Method for Classification of Soil for Engineering Purposes and ASTM Designation: D 2488, Standard Recommended Practice for Description of Soils (Visual -Manual Procedure). These ASTM standards use the Unified Soil Classification System (USCS). The USCS is described in Figure A -1. The visual classification made using this system allows for convenient and consistent comparison of soils from widespread geographic areas. The individual sample classifications have been incorporated into the soil descriptions on the boring logs presented in Figures A -2 through A -6. B.3 WATER CONTENT DETERMINATION The natural water content of 17 soil samples recovered from the field explorations were determined in general accordance with ASTM Designation: D 2216, Standard Method of Laboratory Determination of Water (Moisture) Content of Soil, Rock, and Soil- Aggregate Mixtures. Comparison of natural water content of a soil with its index properties can be useful in American Society for Testing and Materials (ASTM), 2002, 2002 Annual book of standards, Construction v. 04.08, Soil and rock (I): D 420 — D 5779: West Conshohocken, Pa. 21 -1- 20693 - 001 -R 1 -AB. doc/wp/LK D B -1 21 -1- 20693 -001 characterizing soil unit weight, consistency, compressibility, and strength. Water contents are plotted on the boring logs presented in Appendix A. B.4 FINES CONTENT Fines content determinations were performed on selected samples of granular soils in general accordance with ASTM D 422, Standard Method for Particle -Size Analysis of Soils. Fines contents are plotted on the boring logs presented in Appendix A. Fines contents are used to assist in classifying soils and to provide correlation with soil properties, including permeability, capillarity, susceptibility to liquefaction, and sensitivity to moisture. 21 -1- 20693 -001 -R1- AB.doc/wp /LKD B-2 SHANNON &WILSON. INC. 21 -1- 20693 -001 APPENDIX C LIQUEFACTION POTENTIAL SHANNON &WILSON, INC. 21 -1- 20693 -001 Figure No. 21 -1- 20693 -001 -R I - AC/wp /LKD APPENDIX C LIQUEFACTION POTENTIAL TABLE OF CONTENTS Page C.1 LIQUEFACTION POTENTIAL C -1 C.2 REFERENCE C -1 LIST OF FIGURES C -1 Results of Liquefaction Analyses, Boring CF -1 C -2 Results of Liquefaction Analyses, Boring RB -5 C -i SHANNON &WILSON, INC. 21 -1- 20693 -001 • C.1 LIQUEFACTION POTENTIAL C.2 REFERENCE 21 -1- 20693 - 001- R1- AC/wp/LKD APPENDIX C LIQUEFACTION POTENTIAL C -1 SHANNON 6WILSON, INC. Liquefaction potential of the subsurface soils was estimated using the Standard Penetration Test (SPT) N- values for samples obtained in the borings and their measured fines content. The factor of safety against liquefaction was determined for each SPT based on Seed's simplified empirical procedure and in accordance with National Center for Earthquake Engineering Research (NCEER) technical report NCEER -97 -0022 (Youd and Idriss, 1997). Factors of safety were calculated for ground motions consistent with the recommended design ground motions (i.e., earthquake magnitude of 7 and a peak ground acceleration of 0.34g). The calculated factors of safety for each boring are plotted on Figures C -1 and C -2. Youd, T.L., and Idriss, I.M., 1997, Proceedings of the NCEER Workshop on evaluation of liquefaction resistance of soils: NCEER technical report NCEER -97 -0022, December 31. 21 -1- 20693 -001 Med. dense to dense, slightly sandy silty GRAVEL; Fill (GP) Med. dense silty SAND (SM) Med. stiff slightly sandy SILT (ML) Med. dense slightly silty fine SAND (SP- SM) Stiff fine sandy SILT (SM) Med. dense fine to medium SAND (SP) Very soft silty CLAY /dayey SILT (CH/MH) Dense to very dense fine to medium SAND (SM) • 3T1 /2007- LIQUEF_CF- 1.xis- author • • SUBSURFACE PROFILE FACTOR -OF- SAFETY AGAINST LIQUEFACTION (FS) (Based on Boring CF -1) V 0.0 01 0.2 0.3 0.4 0.5 0.0 07 0.8 0.9 1.0 11 0. - 10 20 30 w V at. N Z 0 40 ,Y (0 O w F • 50 w O 80 70 90 NOTES: • 1. Reference: Youd, T.L. and Idriss, I.M., 2001, Liquefaction Resistance of Soils: Summary Report from the 1996 NCEER and 1998 NCEER/ NSF Workshops on Evaluation of Liquefaction Resistance of Soils. 2. The analysis was performed for an earthquake with a magnitude of 7 and a peak ground acceleration of 0.34g. 3. The liquefaction resistance of a soil is dependent on its density and fines content. The fines content was estimated based on selected grain -size analyses and engineering judgement. • • • • Cheesecake Factory Tukwila, Washington 1.2 1.3 1.4 1.5 RESULTS OF LIQUEFACTION ANALYSES BORING CF -1 March 2007 21 -1- 20693 -001 SHANNON & WILSON, INC. FIG. C - Geotedmicai and Environmental Consultants Med. Dense to dense, v. stiff, silty SAND; Fill, (SM) Loose, brown -gray, slightly gravelly, silty SAND; (SM) V. soft, gray, clayey SILT; (ML) Loose to med. Dense, dark gray, slightly silty, very fine SAND; (SP -SM) Med stiff, brown to dark gray, silty CLAY and clayey SILT, numerous organics; MUCL Medium dense, dark gray, fine to medium SAND; (SP) Med. Dense, dark gray, varved fine. silty SAND /sandy SILT; (SM/ML) Very soft to soft, gray to dark gray silty CLAY and clayey SILT; (MH/CH) /12007- IIQUEF R&5.x1s- author SUBSURFACE PROFILE (Based on Boring RB -5) 1. 0 10 20• m w W V LL cc N z 0 0 O W rn X a W G 40 • so 60 NOTES: 0.0 0.1 02 FACTOR -OF- SAFETY AGAINST LIQUEFACTION (FS) 0.3 0.4 0.5 0.6 • • Reference: Youd, T.L. and Idriss, I.M., 2001, Liquefaction Resistance of Soils: Summary Report from the 1996 NCEER and 1998 NCEER/ NSF Workshops on Evaluation of Liquefaction Resistance of Soils. 2. The analysis was performed for an earthquake with a magnitude of 7 and a peak ground acceleration of 0.34g. 3 The liquefaction resistance of a soil is dependent on its density and fines content. The fines content was estimated based on selected grain -size analyses and engineering judgement. 0.7 0 • 0.9 1.0 1.1 1.2 1.3 1.4 1.5 • Westfield Shoppingtown Southcenter Expansion Tukwila, Washington • • • • RESULTS OF LIQUEFACTION ANALYSES BORING RB -5 March 2007 21 -1- 20189 -001 SHANNON & WILSON, INC. FIG. C - Geotechnical and Environmental Consultants • • „ • • SHANNON &WILSON. INC. APPENDIX D IMPORTANT INFORMATION ABOUT YOUR GEOTECHNICAL REPORT 21 -1- 20693 -001 •y 4 t SHANNON & WILSON, INC. MIMI Geotechnical and Environmental Consultants IMF THE CONSULTANTS REPORT IS BASED ON PROJECT-SPECIFIC FACTORS. SUBSURFACE CONDITIONS CAN CHANGE. MOST RECOMMENDATIONS ARE PROFESSIONAL JUDGMENTS. Attachment to and part of Report 21 -1- 20693 -001 Date: March 2, 2007 To: Mr. Douglas Middleton Cheesecake Factory, Inc. IMPORTANT INFORMATION ABOUT YOUR GEOTECHNICAL /ENVIRONMENTAL REPORT CONSULTING SERVICES ARE PERFORMED FOR SPECIFIC PURPOSES AND FOR SPECIFIC CLIENTS. Consultants prepare reports to meet the specific needs of specific individuals. A report prepared for a civil engineer may not be adequate for a construction contractor or even another civil engineer. Unless indicated otherwise, your consultant prepared your report expressly for you and expressly for the purposes you indicated. No one other than you should apply this report for its intended purpose without first conferring with the consultant. No party should apply this report for any purpose other than that originally contemplated without first conferring with the consultant. A geotechnicaUenvironmental report is based on a subsurface exploration plan designed to consider a unique set of project - specific factors. Depending on the project, these may include: the general nature of the structure and property involved; its size and configuration; its historical use and practice; the location of the structure on the site and its orientation; other improvements such as access roads, parking lots, and underground utilities; and the additional risk created by scope -of- service limitations imposed by the client. To help avoid costly problems, ask the consultant to evaluate how any factors that change subsequent to the date of the report may affect the recommendations. Unless your consultant indicates otherwise, your report should not be used: (1) when the nature of the proposed project is changed (for example, if an office building will be erected instead of a parking garage, or if a refrigerated warehouse will be built instead of an unrefrigerated one, or chemicals are discovered on or near the site); (2) when the size, elevation, or configuration of the proposed project is altered; (3) when the location or orientation of the proposed project is modified; (4) when there is a change of ownership; or (5) for application to an adjacent site. Consultants cannot accept responsibility for problems that may occur if they are not consulted after factors which were considered in the development of the report have changed. Subsurface conditions may be affected as a result of natural processes or human activity. Because a geotechnical/environmental report is based on conditions that existed at the time of subsurface exploration, construction decisions should not be based on a report whose adequacy may have been affected by time. Ask the consultant to advise if additional tests are desirable before construction starts; for example, groundwater conditions commonly vary seasonally. Construction operations at or adjacent to the site and natural events such as floods, earthquakes, or groundwater fluctuations may also affect subsurface conditions and, thus, the continuing adequacy of a geotechnical/environmental report. The consultant should be kept apprised of any such events, and should be consulted to determine if additional tests are necessary. Site exploration and testing identifies actual surface and subsurface conditions only at those points where samples are taken. The data were extrapolated by your consultant, who then applied judgment to render an opinion about overall subsurface conditions. The actual interface between materials may be far more gradual or abrupt than your report indicates. Actual conditions in areas not . sampled may differ from those predicted in your report. While nothing can be done to prevent such situations, you and your consultant can work together to help reduce their impacts. Retaining your consultant to observe subsurface construction operations can be particularly beneficial in this respect. Page 1 of 2 1/2007 • y . 'A REPORT'S CONCLUSIONS ARE PRELIMINARY. The conclusions contained in your consultant's report are preliminary because they must be based on the assumption that conditions revealed through selective exploratory sampling are indicative of actual conditions throughout a site. Actual subsurface conditions can be discerned only during earthwork; therefore, you should retain your consultant to observe actual conditions and to provide conclusions. Only the consultant who prepared the report is fully familiar with the background information needed to determine whether or not the report's recommendations based on those conclusions are valid and whether or not the contractor is abiding by applicable recommendations. The consultant who developed your report cannot assume responsibility or liability for the adequacy of the report's recommendations if another party is retained to observe construction. THE CONSULTANT'S REPORT IS SUBJECT TO MISINTERPRETATION. Costly problems can occur when other design professionals develop their plans based on misinterpretation of a geotechnical/environmental report. To help avoid these problems, the consultant should be retained to work with other project design professionals to explain relevant geotechnical, geological, hydrogeological, and environmental findings, and to review the adequacy of their plans and specifications relative to these issues. BORING LOGS AND /OR MONITORING WELL DATA SHOULD NOT BE SEPARATED FROM THE REPORT. Final boring logs developed by the consultant are based upon interpretation of field logs (assembled by site personnel), field test results, and laboratory and/or office evaluation of field samples and data. Only final boring logs and data are customarily included in geotechnical/environmental reports. These fmal logs should not, under any circumstances, be redrawn for inclusion in architectural or other design drawings, because drafters may commit errors or omissions in the transfer process. To reduce the likelihood of boring log or monitoring well misinterpretation, contractors should be given ready access to the complete geotechnical engineering/environmental report prepared or authorized for their use. If access is provided only to the report prepared for you, you should advise contractors of the report's limitations, assuming that a contractor was not one of the specific persons for whom the report was prepared, and that developing construction cost estimates was not one of the specific purposes for which it was prepared. While a contractor may gain important knowledge from a report prepared for another party, the contractor should discuss the report with your consultant and perform the additional or alternative work believed necessary to obtain the data specifically appropriate for construction cost estimating purposes. Some clients hold the mistaken impression that simply disclaiming responsibility for the accuracy of subsurface information always insulates them from attendant liability. Providing the best available information to contractors helps prevent costly construction problems and the adversarial attitudes that aggravate them to a disproportionate scale. READ RESPONSIBILITY CLAUSES CLOSELY. Because geotechnical/environmental engineering is based extensively on judgment and opinion, it is far less exact than other design disciplines. This situation has resulted in wholly unwarranted claims being lodged against consultants. To help prevent this problem, consultants have developed a number of clauses for use in their contracts, reports and other documents. These responsibility clauses are not exculpatory clauses designed to transfer the consultant's liabilities to other parties; rather, they are definitive clauses that identify where the consultant's responsibilities begin and end. Their use helps all parties involved recognize their individual responsibilities and take appropriate action. Some of these definitive clauses are likely to appear in your report, and you are encouraged to read them closely. Your consultant will be pleased to give full and frank answers to your questions. The preceding paragraphs are based on information provided by the ASFE/Association of Engineering Firms Practicing in the Geosciences, Silver Spring, Maryland Page 2 of 2 1/2007 F STRUCTURAL CALCi7LATI0 for THE CHEESCAKE FACTO TUKWILLA, WA (07017) ARCHITECT: Architects Design Consortium, Inc. RECEIVED Ty TIMMLA ' APR 0 9 20071 PERMIT GEM 4R FILE copy COD OMPL AN CE - . APPROVED JUN 2 2 2007 City Of Tukwila B ILD N DIVISION APR 0 Z 2 1 Building Department submittal February 23, 2007 Boa - - 121 DESIGN LOADS: Loads07017 ROOF: CHEESECAKE FACTORY, TUKWILLA, WA METAL DECK 1.0 ROOFING 6.0 GYP. BOARD SOFFITS 7.0 INSULATION 2.0 FRAMING 4.0 SPRINKLERS 1.5 M & E 2.0 MISCELLANEOUS: 1.5 25.0 psf ROOF AT TOWER: ROOFING: 10.0 DECKING: 3.0 FRAMING: 3.0 MISCELLANEOUS: a0 25.0 SEISMIC: EXTERIOR WALLS (MASS) 17.00' x 20 psf= 340 plf EXTERIOR WALLS (GRAVITY) 14' X 20 PSF= 280 plf Ss = 1.424 S1 = 0.488 Soil Type Se WIND: Velocity: 90mph Exposure: B 2003 International Building Code 20 psf ROOF SNOW LOAD (Pg = 25 psf) 20.0 psf ROOF SNOW LOAD (Pg = 25 psf) SHEET hi JOB P1 -JOB CC ENGINEER DESIGN OF- CrVrr LAIIrA SHIMAJI & LASCOLA structural engineers _p12.1.er peutienec 14_ v.-- 01 CeC. (1(1)(1.1)A4 �= 0.1 11.2 hbL l -1 r 12a` hr i li 4-4 = gods j,u 5� ►° _ is 2.uri W.? 41 1/1=1Q 11+- 531 = t : 1I 111111111 pP 5 14(Wrr ) -4(042 -4 ncepl& 1- rV - 2�tt WrOCtf Pp = 4(4- = ?\&• SHEET NO. DATE Surcharge Load Due to Drifting FIGURE 7-8. Configuration of Snow Drifts on Lower. Roofs If l > 600 ft, use equation w 25 ft, use l = 25 ft ; h ::: 0.43 .?ic, 4/p +10 -1.5 — • 1 I I I I [ I . 0 2b . 40 i 0 80 p Ground Snow Load (Ib/ft To convert ibtft 2 to Mini 2 , multiply by 0.0479. To convert feet to meters, multiply by 0.3048. FIGURE 7-9. Graph and Equation for Determining Drift Height, h, 100 ASCE 7-98 81 DESIGN OF S'ar-C) tab 04010; 1 I _ P NM / o / i r 0.01 - Is ark F rv441 ` o i ,Ga hl4r s 0 D. .1$ vita o 6trL z 15.1 l &1Cr z K. 12`1 ` -fl cow 0 pa Iv)C 8 --- D•,15 L 1a-1( 11 -&1)C i ') poi i : 5 .owio0 001 x t 4 101 1-s6Y" 14- SHEET NO. A+ DATE 8� /6. orr- %up goo - 1t r 1b &-tAix eat- e aOrr SHIMAJI & LASCOLA structural engineers JOB ENGINEER DESIGN OF Wii� kudf s ? 1(4Q ; (/* z talIk 11))12 w SC0IxIocil -8113 SHEET NO. DATE - r� crKCUt£Youf0 4 ' 1 4 1 II li I II I I, II -- II 1 Is II 1 II I 11 — 11— — JI .IL — Ji II I 11 II 11 -- , -" - -+ —Jj II I II „ I I I 1- 11 1 = - - -- CI ,, -1= -k I I ® it I I I ,I I 1 11 4 rr I I 1 O tn 11 II I I I I I I I I I I 5__J41 I EM¢O '800 0514' / ;,, I) % ( M r) _ 'f'T F �t , I I 1 I I I J �� '� - =- -1 7 -L fi_ `�l " I I i � I I II ``�, I I I 1 I u I -I -I ===1=1===1== = II n i 11 i ii III I == i= _�__h__ 1 I I I I —IL- --- -J1 --- --- L_ --- —II --- - 1L — _I — — 1L — JI— I i I Il 1 1 I II I I I II I r - -,T- -Ir - J r -- — 11 -- — 11 11 11 II 1 1 I II 11 1I_ -r 7r -- 11 - --I — — — — ll — — 11— — 11 II II 1 n u u a -- II I II II I 11 II It 11 i l'I if .1 II I II It It b 01" &( 20 1 - l bt° 1 413 r 1 CO l ZAioo t 21 (co . 02ot Shimaji & Lascola, Inc. structural engineers 23682 birtcher drive lake forest, ca 92630 (949) 770-9967 Description General Information Steel Section : TS6X4X1 /4 Center Span Left Cant. Right Cant Lu : Unbraced Length #1 DL @ Left DL @ Right Summary 1 Shear fv : Shear Stress fv1Fv Max. M + Max M - Max. M Left Max. M @ Right Shear @ Left Shear @ Right Center Defl. Left Cant Defl Right Cant Defl ...Query Defl @ Reaction @ Left Reaction @ Rt Fa calc'd per Eq. E2 - 1, Depth Width Thickness Area 0.200 Maximum 3.24 k -ft 1.55 k 1.07 k -0,090 In 0.000In 0.082 in 0.000 ft 0.000 1.55 1.26 K'Ur < Cc 6.000 in 4.000in 0.250 In 10.00 ft 0.00 ft 3.00 ft 0.00 ft LL @ Left LL @ Right 1.551 k 0.517 ksi 0.028 :1 DL Only 1.69 -0.14 -0.14 0.81 0.58 -0.046 0.000 0.041 0.81 0.70 Weight I -xx I -yy S -xx 4.59 in2 S -yy Pinned - Pinned Bm Wt. Added to Loads LL & ST Act Together 0.200 -0.14 1.55 1.07 -0.090 0.000 0.082 0.000 1.55 1.18 Title : Dsgnr: Description : Scope : Job # Date: 9:53AM, 8 APR 05 Rev: 560100 User. KW-0602701, Ver 5.6.1, 25-Oct -2002 (c) 1983 -2002 ENERCALC Engineering Software Steel Beam Design Page 1 The Cheesecake Factory, Tower Roof Hip Beam Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Trapezoidal Loads ST @ Left ST @ Right Using: TS6X4X1 /4 section, Span = 10.00ft, Fy = 46.0ksi, Left Cant = 0.00ft, Right Cant. = 3.00ft End Fixity = Pinned - Pinned, Lu = 0.00ft, LDF =1.000 Actual Allowable Moment 3.240 k -ft 18.638 k -ft fb : Bending Stress 5.278 ksi 30.360 ksi fb /Fb 0.174:1 27.600 k 18.400 ksi LL LL +ST (c� Center 8 Center 3.24 -0.14 -0.090 0.000 0.082 0.000 1.55 1.18 15.59 #/ft 22.10 in4 11.70 in4 7.367 in3 5.850 in3 Fy Load Duration Factor Elastic Modulus k/ft k/ft Beam OK Static Load Case Governs Stress Max. Deflection Length/DL Defl Length/(DL +LL Defl) L Force & Stress Summary «- These columns are Dead + Live Load placed as noted -» LL LL +ST @ Cants fad Cants 1.65 -0.21 -0.21 0.80 0.59 -0.045 0.000 0.039 0.000 0.80 0.77 r -xx . r -yy 46.00ksi 1.00 29,000.0 ksi Start End k -ft k -ft k -ft k -ft k k -0.045 in 0.000 in 0.039 in 0.000 In 0.80 k 0.77 k ft 13.000 ft -0.090 in 1,755.8 : 1 882.6 : 1 Section Properties TS6X4X1 /4 2.194 in 1.597 in RAM Floor Type: HighRoof RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC J J a - 4 -1 - r -4 - 1 4 r F H r L L H H n � r r r Floor Map ✓ r H r 11 1 L T C - I Y - 4 7 1 4 I 02/26/07 11:32:51 Steel Code: ASD 9th Ed. J a Y L J. 4- _ -_{- r J L nip RAM RAM Steel v10.0 • The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Floor Type: HighRoof 4 ti -I -I - r 1 - 1 - I I 1 J r - - r r r L Floor Map r T L r 11 I II L 1L F 4 r r 4 - 02/26/07 11:32:51 Steel Code: ASD 9th Ed. 1 a Y r 1 7 Y - L J 1 C 7: 1 RAM Floor Type: HighRoof RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC 1 J L - -I -I- 4 -4 -1 ! 1 1 r r Floor Map ✓ r r I- ✓ r ! 1 L 1 L F 41- L 1 z c L - 1 1 - - 7 4 4 - 02/26/07 11:32:51 Steel Code: ASD 9th Ed. - J J r J Decks: RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Floor Map Deck Type Orientation Noncomposite 0.00 degrees Page 2/2 02/26/07 11:32:51 Steel Code: ASD 9th Ed. RAM RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Floor Type: HighRoof tiyy I 1 I I ! I r r L - L r L r t 4 L L 1L I- H r Y r L C C L Floor Map 4 T 02/26/07 11:32:51 Steel Code: ASD 9th Ed. ti 1 --1 r 1. L 7: Y J J. - RAM Surface Loads Line Loads L5 Point Loads P8 P9 RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Label Roof Label TowerWall Label TowerHipCtr TowerHipEnd DL psf 25.0 DL k/ft 0.160 DL kips 3.240 0.700 Floor Map CDL psf 18.0 CDL k/ft 0.100 CDL kips 3.000 0.500 LL Reduction psf Type 20.0 Unreducible LL Reduction k/ft Type 0.100 Unreducible LL Reduction kips Type 2.960 Unreducible 0.480 Unreducible 02/26/07 11:32:51 Steel Code: ASD 9th Ed. CLL Mass DL psf psf 5.0 25.0 CLL Mass DL k/ft k/ft 0.000 0.160 CLL Mass DL kips kips 0.000 3.240 0.000 0.700 Page 2/2 , -g RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Gravity Beam Design Floor Type: HighRoof Beam Number = 5 SPAN INFORMATION (ft): I -End (127.44,67.48) J -End (127.44,80.81) Beam Size (Optimum) = W10X12 Fy = 50.0 ksi Total Beam Length (ft) = 13.33 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 6.667 3.24 0.00 0.0 2.96 0.00 0.0 0.00 0.0 LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.164 0.131 NonR 13.333 0.164 0.131 2 0.000 0.012 0.000 NonR 13.333 0.012 0.000 DEFLECTIONS: Dead load (in) at 6.67 ft = -0.257 L/D = 622 Live load (in) at 6.67 ft = -0.222 L/D = 722 Net Total load (in) at 6.67 ft = -0.479 L/D = 334 DL reaction Max +LL reaction Max +total reaction Left Right 2.79 2.79 2.35 2.35 5.15 5.15 02/26/07 11:32:51 Steel Code: ASD 9th Ed. SHEAR: Max V (DL +LL) = 5.15 kips fir = 2.74 ksi Fy = 20.00 ksi MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Compr Flange kip -ft ft ft fb Fb fb Fb Center Max + 27.5 6.7 0.0 1.00 30.26 32.83 30.26 32.83 Controlling 27.5 6.7 0.0 1.00 30.26 32.83 REACTIONS (kips): nip RAM Floor Type: Roof 159 RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC 116 14. 138 142 146 145 144111 143 124 3 N Co 1 I i L L L 4- I- H 158 r rn In 11 139 137 141 135 133 131 123 121 U, 127 126 r 125 Floor Map Co M 111 40 62 41 134 132 128 129 130 19 1 4 02/26/07 11:32:51 Steel Code: ASD 9th Ed. J 1 v 32 RAM Floor Type: Roof RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC J JJ -I -1 -I W14)22 o1 -12" I 1 I I I I I I W14,22 1' I I I I I I W14,22 1 -12" I I I I I I I I I 1 W14X22 c 1 -1/4" I � � I 1 I I I W16)26 1": i I ' W16)26 1"i 1 W16,26 c 1 I 1 1 I W1646 mr1"' I I 1 I I I I I I JJJ WI 845 o12 0 ts N W TI L L t 12 x Floor Map VVIfiP6 W4,69 W184Li5 W14)22 m3/4" W14,22 W14,22 m1" L ▪ W14422 m1 -1/4 " c W14)22 c= 1 -1/4" W14,22 1 -1/4" I 1 r W14x22c= 1 -1/4" VV14)22 G=1" W14)22 c=1" c W18)35 W16>26 I N 11 y l it W21x44 221x50 X12" V/21,44 11'2" VV21x44 c4" W21)44 — 3/4" V■21x44 cF3/4" V\21 x44 m 221x44 .'1" 221x44 c=1" V121 x44 V121 x44 W24x55 c12" W1RA5 0 03 CS 0) x v W12x14 VV8x10 W21 02/26/07 11:32:51 Steel Code: ASD 9th Ed. J -I 1 �- I � i I 7 J RAM Floor Type: Roof RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Floor Map 02/26/07 11:32:51 Steel Code: ASD 9th Ed. Decks: RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Floor Map Deck Type Orientation Noncomposite 0.00 degrees Noncomposite 90.00 degrees Page 2/2 , 02/26/07 11:32:51 Steel Code: ASD 9th Ed. RAM LAT Floor Type: Roof B o : P7 o . 0: 1 .0 G .: RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC • 0, ... : - b io .• . 77;7-77 c0 0 F -)-- — co . .0 .9. G.5 E o o , • *Pt's I.' • . . . . . . . . . I II I I I I I I I i I Floor Map • - r ------- - I- - 4- 02/26/07 11:32:51 Steel Code: ASD 9th Ed. - RAM Surface Loads Line Loads L1 L2 L3 L4 Point Loads P1 P2 P3 P4 P5 P6 P7 P10 RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Label Roof Label ExtWallGravity ExtWallMass SnowParallel Parapet Label W/H refRack AC- i- 2 -4 -7 -8 AC -3 -5 -6 MUA EF Snowperp IceCond Floor Map DL CDL psf psf 25.0 18.0 DL CDL k/ft k/ft 0.280 0.100 0.000 0.000 0.000 0.000 0.160 0.000 DL CDL kips kips 2.500 0.000 1.750 0.000 0.800 0.000 0.500 0.000 1.100 0.000 0.400 0.000 0.000 0.000 0.700 0.000 LL Reduction psf Type 20.0 Unreducible LL Reduction k/ft Type 0.207 Unreducible 0.207 Unreducible 0.276 Unreducible 0.000 Reducible LL Reduction kips Type 0.000 Reducible 0.000 Reducible 0.000 Reducible 0.000 Reducible 0.000 Reducible 0.000 Reducible 2.210 Unreducible 0.000 Reducible 02/26/07 11:32:51 Steel Code: ASD 9th Ed. CLL Mass DL psf psf 5.0 25.0 CLL Mass DL k/ft k/ft 0.000 0.280 0.000 0.340 0.000 0.000 0.000 0.160 CLL Mass DL kips kips 0.000 2.500 0.000 1.750 0.000 0.800 0.000 0.500 0.000 1.100 0.000 0.400 0.000 0.000 0.000 0.700 • Page 2/2 RAM RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Gravity Beam Desi>=n Floor Type: Roof Beam Number =119 SPAN INFORMATION (ft): I -End (0.00,11.64) J -End (0.00,32.06) Beam Size (Optimum) - W16X31 Total Beam Length (ft) = 20.43 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% 5.364 6.81 0.00 0.0 7.05 0.00 0.0 13.281 7.03 0.00 0.0 4.49 0.00 0.0 LINE LOADS (k/ft): Load Dist 1 0.000 20.427 2 0.000 20.427 3 0.000 20.427 DL 0.000 0.000 0.008 0.008 0.031 0.031 IL Red% Type 0.207 - NonR 0.207 0.007 - NonR 0.007 0.000 - NonR 0.000 SHEAR: Max V (DL +LL) = 16.84 kips fv = 4.08 ksi Fv =19.67 kal MOMENTS: Span Cond Moment kip-ft Center Max + 91.8 Controlling 91.8 REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) at at at (a) Lb Cb Tension Flange ft ft fb Fb 11.7 7.9 1.00 23.35 30.00 11.7 7.9 1.00 - - Left 7.89 8.95 16.84 10.21 ft = 10.11 ft = 10.11 ft = Right 6.76 6.95 13.71 -0.326 -0.331 -0.657 RoofLL 0.00 0.00 Fy = 50.0 ksi Red% 0.0 0.0 IJD = IJD = L/D = 02/26/07 11:32:51 Steel Code: ASD 9th Ed. Compr Flange fb Fb 23.35 25.72 23.35 25.72 RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC 21.958 0.03 7.000 2.50 16.000 2.50 LINE LOADS (k/ft): Load Dist DL LL 1 0.000 0.000 0.276 34.500 0.000 0.276 2 0.000 0.166 0.133 34.500 0.166 0.133 3 0.000 0.035 0.000 34.500 0.035 0.000 Gravity Beam Design Floor Type: Roof Beam Number =122 SPAN INFORMATION (ft): I -End (0.00,17.00) J -End (34.50,17.00) Beam Size (Optimum) = W 18X35 Total Beam Length (ft) = 34.50 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% Red% SHEAR: Max V (DL +LL) =13.86 kips fv = 2.74 ksi Fv =19.13 ksi MOMENTS: Span Cond Moment ® Lb Cb kip-ft ft ft Center Max + 121.3 16.0 0.0 1.00 Controlling 121.3 16.0 0.0 1.00 REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction 752 DEFLECTIONS: (Camber =1/2) 741 Dead load (in) at 373 Live load (in) at Net Total load (in) at Left Right 6.81 5.15 7.05 7.05 13.86 12.20 16.73 ft = 17.08 ft = 17.08 ft = Type NonR NonR NonR -0.828 -0.881 -1.209 02/26/07 11:32:51 Steel Code: ASD 9th Ed. Fy = 50.0 ksi Tension Flange fb Fb 25.26 33.00 25.26 33.00 L/D = 1/D - L/D = 500 470 342 Page 2/78 Compr Flange fb Fb 25.26 33.00 RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Gravity Beam Design Floor Type: Roof Beam Number - 124 SPAN INFORMATION (ft): I -End (0.00,24.92) J -End (34.50,24.92) Beam Size (Optimum) = W16X26 Fy = 50.0 ksi Total Beam Length (ft) = 34.50 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 7.000 2.50 16.000 2.50 5.000 0.00 0.00 0.0 2.21 0.00 0.0 0.00 0.0 LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.188 0.151 - NonR 34.500 0.188 0.151 2 0.000 0.026 0.000 - NonR 34.500 0.026 0.000 Page 3/78 02/26/0711:32:51 Steel Code: ASD 9th Ed. RAM Gravity Beam Design RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Floor Type: Roof Beam Number 143 SPAN INFORMATION (ft): I -End (0.00,32.06) J -End (34.50,32.06) Beam Size (Optimum) - W16X26 Fy = 50.0 ksi Total Beam Length (ft) = 34.50 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 7.000 2.50 16.000 2.50 5.000 0.00 0.00 0.0 2.21 0.00 0.0 0.00 0.0 LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.179 0.143 - NonR 34.500 0.179 0.143 2 0.000 0.026 0.000 - NonR 34.500 0.026 0.000 REACTIONS (kips): Left Right Left Right DL reaction 7.03 5.37 DL reaction 6.88 5.21 Max +LL reaction 4.49 2.92 Max +LL reaction 4.36 2.79 Max +total reaction 11.52 8.28 Max +total reaction 11.24 8.00 DEFLECTIONS: (Camber -1) DEFLECTIONS: (Camber - 1) Dead load (in) at 16.73 ft = -1.448 I/D = 286 Dead load (in) at 16.73 ft = -1.415 L/D = 293 Live load (in) at 16.73 ft = -0.709 I/D = 584 Live load (in) at 16.73 ft = -0.683 L/D = 606 Net Total load (in) at 16.73 ft = -1.157 L/D = 358 Net Total load (in) at 16.73 ft = -1.098 L/D = 377 Page 4/78 02/26/07 11:32:51 Steel Code: ASD 9th Ed. SHEAR: Max V (DL +LL) -11.52 kips fv - 3.07 ksi Fv - 17.89 kai SHEAR: Max V (DL +LL) - 11.24 kips fv - 3.00 ksi Fv - 17.89 ksi MOMENTS: MOMENTS: Span Cond Moment ® Lb Cb Tension Flange Compr Flange Span Cond Moment @ Lb Cb Tension Flange Compr Flange kip-ft ft ft fb Fb fb Fb kip-ft ft ft fb Fb fb Fb Center Max + 90.8 16.0 0.0 1.00 28.37 33.00 28.37 33.00 Center Max + 88.4 16.0 0.0 1.00 27.62 33.00 27.62 33.00 Controlling 90.8 16.0 0.0 1.00 28.37 33.00 - - Controlling 88.4 16.0 0.0 1.00 27.62 33.00 - - REACTIONS (kips): RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Floor Type: Roof Beam Number = 144 SPAN INFORMATION (ft): I -End (0.00,39.26) J -End (34.50,39.26) Beam Size (Optimum) = W16X26 Total Beam Length (ft) = 34.50 POINT LOADS (kips): Dist DL RedLL 6.000 2.50 14.000 2.50 5.000 0.00 0.00 LINE LOADS (k/ft): Load Dist 1 0.000 34.500 2 0.000 34.500 Center Max + Controlling REACTIONS (kips): DL 0.180 0.180 0.026 0.026 Gravity Beam Design Fy = 50.0 ksi Red% NonRLL StorLL Red% RoofLL Red% 0.0 2.21 0.00 0.0 0.00 0.0 Red% Type NonR LL 0.144 0.144 0.000 - NonR 0.000 SHEAR: Max V (DL+LL) =11.47 kips fv = 3.06 ksi Fv -17.89 ksi MOMENTS: Span Cond Moment @ Lb Cb Tension Flange kip-ft ft ft fb Fb 86.4 14.0 0.0 1.00 27.01 33.00 86.4 14.0 0.0 1.00 27.01 33.00 Left Right DL reaction 7.10 5.00 Max +LL reaction 4.37 2.80 Max +total reaction 11.47 7.80 DEFLECTIONS: (Camber =1) Dead load (in) at 16.56 ft = Live load (in) at 16.56 ft = Net Total load (in) at 16.56 ft = -1.368 -0.684 -1.052 LSD = LID = UD = Page 5/78 02/26/07 11:32:51 Steel Code: ASD 9th Ed. Compr Flange fb Fb 27.01 33.00 RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC DL reaction Max +LL reaction Max +total reaction 303 DEFLECTIONS: (Camber =1) 606 Dead load (in) 394 Live load (in) Net Total load (in) at at at Gravity Beam Design Floor Type: Roof Beam Number -145 SPAN INFORMATION (ft): I -End (0.00,46.43) .1-End (34.50,46.43) Beam Size (Optimum) = W16X26 Fy = 50.0 ksi Total Beam Length (ft) = 34.50 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 6.000 2.50 14.000 2.50 22.000 0.40 5.000 0.00 0.00 0.0 2.21 0.00 0.0 0.00 0.0 LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.179 0.143 --- NonR 34.500 0.179 0.143 2 0.000 0.026 0.000 - NonR 34.500 0.026 0.000 SHEAR: Max V (DL +LL) = 11.60 kips fv = 3.09 ksi Fv =17.89 ksi MOMENTS: Span Cond Moment @ Lb Cb kip-ft ft ft Center Max + 88.4 14.0 0.0 1.00 Controlling 88.4 14.0 0.0 1.00 REACTIONS (kips): Left 7.24 4.36 11.60 16.73 ft = 16.73 ft = 16.73 ft = Right 5.25 2.79 8.04 -1.427 -0.683 -1.110 Tension Flange fb Fb 27.61 33.00 27.61 33.00 Page 6/78 02/26/07 11:32:51 Steel Code: ASD 9th Ed. L/D = 290 L/D = 606 L/D = 373 Compr Flange fb Fb 27.61 33.00 RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Gravity Beam Design LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.055 0.044 - NonR 6.000 0.055 0.044 2 6.000 0.090 0.072 - NonR 34.500 0.090 0.072 3 0.000 0.090 0.072 - NonR 34.500 0.090 0.072 4 0.000 0.022 0.000 - NonR 34.500 0.022 0.000 Page 7/78 02/26/07 11:32:51 Steel Code: ASD 9th Ed. RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Gravity Beam Design Floor Type: Roof Beam Number - 118 SPAN INFORMATION (ft): I -End (0.00,57.97) J -End (0.00,89.57) Beam Size (Optimum) = W21X50 Total Beam Length (ft) = 31.60 Fy = 50.0 ksi Page 8/78 02/26/07 11:32:51 Steel Code: ASD 9th Ed. Floor Type: Roof Beam Number - 146 SPAN INFORMATION (ft): I -End (0.00,53.60) J -End (34.50,53.60) Beam Size (Optimum) = W14X22 Fy = 50.0 ksi Total Beam Length (ft) = 34.50 POINT LOADS (kips): POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 6.000 0.15 0.00 0.0 0.08 0.00 0.0 0.00 0.0 2.807 6.40 0.00 0.0 4.15 0.00 0.0 0.00 0.0 22.000 0.40 9.510 6.41 0.00 0.0 4.20 0.00 0.0 0.00 0.0 6.000 1.75 16.177 3.76 0.00 0.0 4.19 0.00 0.0 0.00 0.0 11.000 1.75 22.843 2.76 0.00 0.0 3.80 0.00 0.0 0.00 0.0 5.000 0.00 0.00 0.0 2.21 0.00 0.0 0.00 0.0 27.224 2.50 0.00 0.0 6.27 0.00 0.0 0.00 0.0 LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.000 0.207 - NonR 31.604 0.000 0.207 2 0.000 0.008 0.007 - NonR 31.604 0.008 0.007 3 0.000 0.050 0.000 - NonR 31.604 0.050 0.000 SHEAR: Max V (DL +LL) - 28.24 kips fv - 357 ksi Fv - 20.00 ksi MOMENTS: SHEAR: Max V (DL +LL) -10.47 kips fv - 3.49 ksi Fv -18.96 ksi Span Cond Moment ® Lb Cb Tension Flange Compr Flange MOMENTS: kip-ft ft ft fb Fb fb Fb Span Cond Moment © Lb Cb Tension Flange Compr Flange Center Max + 209.5 16.2 6.7 1.06 26.61 30.00 26.61 29.48 kip-ft ft ft fb Fb fb Fb Controlling 209.5 16.2 6.7 1.06 26.61 29.48 Center Max + 75.9 14.2 0.0 1.00 31.42 33.00 31.42 33.00 REACTIONS (Ides): Controlling 75.9 14.2 0.0 1.00 31.42 33.00 - - Left Right REACTIONS (kips): DL reaction 14.18 9.50 Left Right Max +LL reaction 14.06 15.30 DL reaction 6.19 4.60 Max +total reaction 28.24 24.80 Max +LL reaction 4.28 2.79 DEFLECTIONS: Max +total reaction 10.47 7.39 Dead load (in) at 15.49 ft = -0.588 LID = 645 DEFLECTIONS: (Cambers 1 -1/4) Live load (in) at 15.80 ft = -0.725 L/D = 523 Dead load (in) at 16.73 ft = -1.807 IJD = 229 Net Total load (in) at 15.80 ft = -1.313 UD = 289 Live load (in) at 16.73 ft = -1.032 UD = 401 Net Total load (in) at 16.73 ft = -1.590 L/D = 260 fil RAM RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Floor Type: Roof Beam Number -159 SPAN INFORMATION (ft): I -End (0.00,57.97) J -End (6.00,57.97) Beam Size (Optimum) = W8X10 Total Beam Length (ft) = 6.00 LINE LOADS (k/ft): Load Dist DL LL 1 0.000 0.090 0.072 6.000 0.090 0.072 2 0.000 0.010 0.000 6.000 0.010 0.000 SHEAR: Max V (DL +LL) - 0.51 kips fv = 0.38 ksi Fv - 20.00 ksi MOMENTS: Span Cond Moment @ Lb Cb Tension Flange kip-ft ft ft fb Fb Center Max + 0.8 3.0 0.0 1.00 1.19 32.70 Controlling 0.8 3.0 0.0 1.00 1.19 32.70 REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) at at at Gravity Beam Design Red% Type - NonR - NonR Left Right 0.30 0.30 0.22 0.22 0.51 0.51 3.00 ft = 3.00 ft = 3.00 ft = -0.003 -0.002 -0.006 Fy = 50.0 ksi UD = 22116 UD = 30751 UD - 12864 Page 9/78 02/26/07 11:32:51 Steel Code: ASD 9th Ed. Compr Flange fb Fb 1.19 32.70 RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Floor Type: Roof Beam Number -147 SPAN INFORMATION (ft): I -End (0.00,60.78) J -End (34.50,60.78) Beam Size (Optimum) = W14X22 Total Beam Length (ft) = 34.50 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 6.000 0.22 0.00 0.0 0.13 0.00 0.0 0.00 0.0 6.000 1.75 11.000 1.75 20.000 0.70 24.000 0.70 5.000 0.00 0.00 0.0 2.21 0.00 0.0 0.00 0.0 LINE LOADS (k/ft): Load Dist 1 0.000 34.500 2 0.000 6.000 3 6.000 34.500 4 0.000 34.500 SHEAR: Max V (DL +LL) -10.55 kips fv - 3.52 ksi Fv -18.96 ksi MOMENTS: Span Cond Moment ® Lb Cb kip-ft ft ft Center Max + 79.7 15.2 0.0 1.00 Controlling 79.7 15.2 0.0 1.00 REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction DL 0.084 0.084 0.035 0.035 0.090 0.090 0.022 0.022 LL 0.067 0.067 0.028 0.028 0.072 0.on 0.000 0.000 DEFLECTIONS: (Camber - 1 -1/2) Dead load (in) Live load (in) Net Total load (in) at at at Gravity Beam Design Red% Left 6.40 4.15 10.55 - NonR - NonR - NonR 16.91 ft = 16.91 ft = 16.91 ft = Type NonR Right 5.14 2.71 7.85 -1.999 -1.006 -1.505 02/26/07 11:32:51 Steel Code: ASD 9th Ed. Fy = 50.0 ksi Tension Flange fb Fb 33.00 33.00 33.00 33.00 L/D = L/D = L/D = 207 411 275 Page 10/78 Compr Flange fb Fb 33.00 33.00 Floor Type: Roof Beam Number =136 SPAN INFORMATION (ft): I -End (0.00,67.48) J -End (3450,67.48) Beam Size (Optimum) = W14X22 Total Beam Length (ft) = 34.50 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 6.000 1.75 11.000 20.000 24.000 5.000 RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC 1.75 0.70 0.70 0.00 0.00 0.0 2.21 0.00 0.0 0.00 0.0 LINE LOADS (k/ft): Load Dist DL LL 1 0.000 0.167 0.134 34.500 0.167 0.134 2 0.000 0.022 0.000 34.500 0.022 0.000 DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: (Camber - 1 -1/2) Dead load (in) at Live load (in) at Net Total load (in) at Gravity Beam-Design Red% Type NonR NonR SHEAR: Max V (DL +LL) =10.60 kips fv = 3.54 ksi Fv -18.96 ksi MOMENTS: Span Cond Moment Q Lb Cb kip-ft ft ft Center Max + 77.9 15.1 0.0 1.00 Controlling 77.9 15.1 0.0 1.00 REACTIONS (kips): Left Right 6.41 5.02 4.20 2.63 10.60 7.65 16.91 ft = -1.958 16.91 ft = -0.979 16.91 ft = -1.436 Fy = 50.0 ksi Tension Flange fb Fb 32.23 33.00 32.23 33.00 L/D = IJD = UD = 02/26/07 11:32:51 Steel Code: ASD 9th Ed. 211 423 288 Page 11/78 Compr Flange fb Fb 32.23 33.00 RGM RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Floor Type: Roof Beam Number =142 SPAN INFORMATION (ft): I -End ( -0.00,74.15) J -End (34.50,74.15) Beam Size (Optimum) = W14X22 Fy = 50.0 ksi Total Beam Length (ft) = 34.50 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 20.000 0.70 24.000 0.70 5.000 0.00 0.00 0.0 2.21 0.00 0.0 0.00 0.0 LINE LOADS (k/ft): Load Dist 1 0.000 34.500 2 0.000 34.500 Center Controlling REACTIONS (kips): DL 0.167 0.167 0.022 0.022 LL Red% Type 0.133 - NonR 0.133 0.000 - NonR 0.000 Fv - 18.96 ksi SHEAR: Max V (DL +LL) - 7.95 kips fv = 2.65 ksi MOMENTS: Span Cond Moment kip-ft Max + 62.2 62.2 Gravity Beam Design ft 17.8 17.8 Lb ft 0.0 0.0 Left Right DL reaction 3.76 4.15 Max +LL reaction 4.19 2.62 Max +total reaction 7.95 6.77 DEFLECTIONS: (Camber -1) Dead load (in) at 17.60 ft = Live load (in) at 17.25 ft = Net Total load (in) at 17.25 ft = Cb Tension Flange fb Fb 1.00 25.76 33.00 1.00 25.76 33.00 -1.359 -0.976 -1.335 L/D = L/D = L/D = 305 424 310 Compr Flange fb Fb 25.76 33.00 Page 12/78 02/26/07 11:32:51 Steel Code: ASD 9th Ed. �IID RAM RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Floor Type: Roof Beam Number = 138 SPAN INFORMATION (ft): I -End (0.00,80.81) J -End (34.50,80.81) Beam Size (Optimum) = W14X22 Total Beam Length (ft) = 34.50 POINT LOADS (kips): Dist DL RedLL 5.000 0.00 0.00 LINE LOADS (k/ft): Load Dist DL 1 0.000 0.138 34.500 0.138 2 0.000 0.022 34.500 0.022 DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: (Camber - 1/2) Dead load (in) at Live load (in) at Net Total load (in) at Gravity Beam Design Red% NonRLL StorLL Red% RoofLL Red% 0.0 2.21 0.00 0.0 0.00 0.0 LL Red% Type 0.110 - NonR 0.110 0.000 - NonR 0.000 SHEAR: Max V (DL +LL) - 6.56 kips fv = 2.19 ksi Fv =18.96 ksi MOMENTS: Span Cond Moment Q Lb Cb kip-ft ft ft Center Max + 46.0 16.1 0.0 1.00 Controlling 46.0 16.1 0.0 1.00 REACTIONS (kips): Left 2.76 3.80 6.56 17.25 ft = 16.91 ft - 16.91 ft = Right 2.76 2.23 4.99 -0.885 -0.851 -1.235 Fy = 50.0 ksi Tension Flange fb Fb 19.03 33.00 19.03 33.00 LID - UD = IJD= 468 487 335 Page 13/78 02/26/07 11:32:51 Steel Code: ASD 9th Ed. Compr Flange fb Fb 19.03 33.00 RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Floor Type: Roof Beam Number =140 SPAN INFORMATION (ft): I -End ( -0.00,85.19) J -End (34.50,85.19) Beam Size (User Selected) = W18X35 Total Beam Length (ft) = 34.50 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 19.500 0.02 LINE LOADS (k/ft): Load Dist DL LL 1 0.000 0.000 0.276 34.500 0.000 0.276 2 0.000 0.110 0.088 34.500 0.110 0.088 3 0.000 0.035 0.000 34.500 0.035 0.000 REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) at at at Gravity Beam Design Red% Type NonR SHEAR: Max V (DL +LL) - 8.78 kips fv -1.74 ksi MOMENTS: Span Cond Moment ® Lb kip-ft ft ft Center Max + 75.8 17.3 0.0 Controlling 75.8 17.3 0.0 Left 2.50 6.27 8.78 17.25 ft = 17.25 ft = 17.25 ft = NonR NonR Fv -19.13 ksi Cb Tension Flange tb Fb 1.00 15.79 33.00 1.00 15.79 33.00 Right 2.51 6.27 8.78 -0.314 -0.784 -1.097 Fy = 50.0 ksi L/D = 1320 UD = 528 LID = 377 Page 14/78 02/26/07 11:32:51 Steel Code: ASD 9th Ed. Compr Flange fb Fb 15.79 33.00 VII RAM RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Gravity Beam Detnt Floor Type: Roof Beam Number = 148 SPAN INFORMATION (ft): I -End (6.00,53.60) J -End (6.00,60.78) Beam Size (Optimum) = W8X10 Total Beam Length (ft) = 7.17 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 4.364 0.30 0.00 0.0 0.22 0.00 0.0 0.00 0.0 LINE LOADS (k/ft): Load Dist DL LL 1 0.000 0.010 0.000 7.171 0.010 0.000 SHEAR: Max V (DL +LL) = 0.35 kips MOMENTS: Span Cond Moment kip-ft Center Max + 0.9 Controlling 0.9 REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) at at at Red% Type NonR fv =0.26 ksi Fv =20.00 ksl I@ Lb Cb ft ft 4.4 4.4 1.75 4.4 4.4 1.75 Left 0.15 0.08 0.24 3.77 ft = 3.80 ft = 3.80 ft = Right 0.22 0.13 0.35 -0.005 -0.003 -0.008 Tension Flange fb Fb 1.44 30.00 1.44 30.00 Fy = 50.0 ksi UD = 17762 L/D = 28649 IlD = 10964 Page 15/78 02/26/07 11:32:51 Steel Code: ASD 9th Ed. Compr Flange fb Fb 1.44 30.00 RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Floor Type: Roof Beam Number =161 DL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) Gravity Beam Design SPAN INFORMATION (ft): I -End (19.50,85.19) J -End (19.50,89.57) Beam Size (Optimum) = W8X10 Total Beam Length (ft) = 4.38 LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.010 0.000 - NonR 4.380 0.010 0.000 SHEAR: Max V (DL +LL) = 0.02 kips fv = 0.02 ksi Fv = 20.00 ksi MOMENTS: Span Cond Moment ® Lb Cb kip-ft ft ft Controlling 0.0 2.3 4.4 1.00 REACTIONS (kips): at at at Left Right 0.02 0.02 0.02 0.02 2.19 ft = 2.19 ft = 2.19 ft = -0.000 0.000 -0.000 Tension Flange fb Fb Page 16/78 Fy = 50.0 ksi 02/26/07 11:32:51 Steel Code: ASD 9th Ed. Compr Flange fb Fb 0.04 28.74 RAM 15.000 1.375 15.000 15.000 RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Floor Type: Roof Beam Number - 9 SPAN INFORMATION (ft): I -End (1930,89.57) J -End (36.32,89.57) Beam Size (User Selected) = W30X99 Total Beam Length (ft) = 16.82 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% LINE LOADS (k/ft): Load Dist 1 15.000 16.823 2 0.000 1.375 3 0.000 16.823 4 0.000 16.823 5 0.000 16.823 21.59 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DL 0.000 0.000 0.000 0.000 0.008 0.008 0.055 0.055 0.099 0.099 Gravity Beam Design RoofLL Red% 0.0 21.08 0.00 0.0 0.00 0.0 0.0 0.07 0.00 0.0 0.00 0.0 0.0 0.07 0.00 0.0 0.00 0.0 0.0 0.07 0.00 0.0 0.00 0.0 T pe NonR LL Red% 0.207 - 0.207 0.207 - NonR 0.207 0.007 - NonR 0.007 0.044 - NonR 0.044 0.000 - NonR 0.000 SHEAR: Max V (DL +LL) - 40.33 kips fv - 2.73 ksi Fv -19.70 ksi MOMENTS: Span Cond Moment Qa Lb kip-ft ft ft Center Max + 72.8 15.0 0.0 Controlling 72.8 15.0 0.0 REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) Left Right 3.70 20.61 3.08 19.72 6.78 40.33 at 9.42 ft = at 9.50 ft = at 9.50 ft = Cb Tension Flange tb Fb 1.00 325 33.00 1.00 3.25 33.00 -0.013 -0.011 -0.024 Page 17/78 02/26/07 11:32:51 Steel Code: ASD 9th Ed. Fy = 50.0 ksi UD = 15584 L/D = 17970 L/D = 8347 Compr Flange fb Fb 3.25 33.00 RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Gravity Beam Design Floor Type: Roof Beam Number -153 SPAN INFORMATION (ft): I -End (21.96,11.64) J -End (21.96,17.00) Beam Size (Optimum) = W8X10 Total Beam Length (ft) = 5.36 LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.010 0.000 - NonR 5.364 0.010 0.000 SHEAR: Max V (DL +LL) - 0.03 kips fv - 0.02 ksi Fv - 20.00 ksi MOMENTS: Span Cond Moment ® Lb kip-ft ft ft Controlling 0.0 2.7 5.4 1.00 REACTIONS (kips): DL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) at at at Left 0.03 0.03 2.68 ft = 2.68 ft = 2.68 ft = Right 0.03 0.03 Cb Tension Flange fb Fb -0.000 0.000 -0.000 Fy = 50.0 ksi Page 18/78 02/26/07 11:32:51 Steel Code: ASD 9th Ed. Compr Flange fb Fb 0.06 26.44 VD RAM RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Floor Type: Roof Beam Number - 120 SPAN INFORMATION (ft): Beam Size (Optimum) Total Beam Length (ft) POINT LOADS (kips): Dist DL RedLL 12.542 2.31 0.00 LINE LOADS (k/ft): Load Dist DL 1 0.000 0.000 23.937 0.000 2 0.000 0.067 23.937 0.067 3 0.000 0.008 23.937 0.008 4 0.000 0.022 23.937 0.022 DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) I -End (21.96,11.64) J End (45.90,11.64) = W14X22 = 23.94 Red% NonRLL StorLL Red% RoofLL 0.0 3.73 0.00 0.0 0.00 LL 0.207 0.207 0.054 - NonR 0.054 0.007 - NonR 0.007 0.000 0.000 at at at Gravity Beam Design Red% Type NonR NonR SHEAR: Max V (DL +LL) - 7.53 kips fv - 2.51 ksi Fv -18.96 ksi MOMENTS: Span Cond Moment Q Lb Cb kip-ft ft ft Center Max + 62.1 12.5 0.0 1.00 Controlling 62.1 12.5 0.0 1.00 REACTIONS (kips): Left Right 2.26 2.37 4.97 5.15 7.24 7.53 12.09 ft = 12.09 ft - 12.09 ft = -0.322 -0.660 -0.982 Tension Flange fb Fb 25.69 33.00 25.69 33.00 L/D = L/D = L/D = Page 19/78 02/26/07 11:32:51 Steel Code: ASD 9th Ed. Floor Type: Roof Beam Number - 75 SPAN INFORMATION (ft): I -End (34.50,11.64) J -End (34.50,18.90) Beam Size (User Selected) = W12X14 Total Beam Length (ft) = 7.26 POINT LOADS (kips): Red% Dist DL RedLL 0.0 5.364 3.48 0.00 Fy = 50.0 ksi 893 435 293 Compr Flange fb Fb 25.69 33.00 RAM RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC 5.364 5.15 0.00 LINE LOADS (k/ft): Load Dist DL 1 0.000 0.014 7.260 0.014 DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) at at at Gravity Beam Design Red% NonRLL StorLL Red% RoofLL 0.0 7.22 0.00 0.0 0.00 0.0 7.05 0.00 0.0 0.00 LL Red% 0.000 0.000 4.03 ft = 4.03 ft 4.03 ft = Type NonR SHEAR: Max V (DL +LL) - 16.97 kips fv - 7.41 ksi Fv - 18.76 ksi MOMENTS: Span Cond Moment (a3 Lb kip-ft ft ft Center Max + 32.2 5.4 5.4 Controlling 32.2 5.4 5.4 REACTIONS (kips): Left Right 2.31 6.43 3.73 10.54 6.03 16.97 Cb Tension Flange fb Fb 1.75 25.90 30.00 1.75 - - -0.034 -0.055 -0.089 Page 20/78 02/26/07 11:32:51 Steel Code: ASD 9th Ed. Fy = 50.0 ksi Red% 0.0 0.0 L/D = 2576 LID = 1575 L/D = 977 Compr Flange fb Fb 25.90 29.06 25.90 29.06 RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC LINE LOADS (k/ft): Load Dist 1 0.000 36.188 2 0.000 6.000 3 6.000 36.188 4 0.000 36.188 5 0.000 36.188 DL LL 0.000 0.276 0.000 0.276 0.024 0.019 0.024 0.019 0.099 0.079 0.099 0.079 0.067 0.054 0.067 0.054 0.035 0.000 0.035 0.000 Moment kip-ft 100.2 100.2 Gravity Beam Design Floor Type: Roof Beam Number - 121 SPAN INFORMATION (ft): I -End (34.50,17.00) J -End (70.69,17.00) Beam Size (Optimum) = W18X35 Total Beam Length (ft) = 36.19 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 6.000 0.29 0.00 0.0 0.18 0.00 0.0 0.00 0.0 11.396 0.03 Red% Type - NonR - NonR - NonR NonR - NonR SHEAR: Max V (DL +LL) - 11.05 kips fv - 2.19 ksi Fv - 19.13 ksi MOMENTS: Span Cond @ Lb Cb Tension Flange ft ft fb Fb Center Max + 18.1 0.0 1.00 20.87 33.00 Controlling 18.1 0.0 1.00 20.87 33.00 REACTIONS (kips): Left Right DL reaction 3.48 3.66 Max +LL reaction 7.22 7.40 Max +total reaction 10.70 11.05 DEFLECTIONS: Dead load (in) at 18.09 ft = Live load (in) at 18.09 ft = Net Total load (in) at 18.09 ft = -0.530 -1.066 -1.597 02/26/07 11:32:51 Steel Code: ASD 9th Ed. Fy a 50.0 ksi UD = L/D = L/D = 819 407 272 Page 21/78 Compr Flange fb Fb 20.87 33.00 RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC POINT LOADS (kips): Dist DL RedLL 6.021 4.14 0.00 6.021 5.37 0.00 13.167 4.01 0.00 13.167 5.21 0.00 20.365 4.81 0.00 20.365 5.00 0.00 27.536 4.78 0.00 27.536 5.25 0.00 LINE LOADS (k/ft): Load Dist DL 1 0.000 0.062 33.104 0.062 Red% 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 LL 0.000 0.000 DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: (Camber - 1/2) Dead load (in) at Live load (in) at Net Total load (in) at Gravity Beam Design Floor Type: Roof Beam Number - 74 SPAN INFORMATION (ft): I -End (34.50,18.90) J -End (34.50,52.00) Beam Size (User Selected) = W24X62 Total Beam Length (ft) = 33.10 NonRLL StorLL 2.67 0.00 2.92 0.00 2.60 0.00 2.79 0.00 2.60 0.00 2.80 0.00 2.55 0.00 2.79 0.00 Red% Type NonR SHEAR: Max V (DL +LL) - 31.73 kips fv - 3.11 ksi Fv - 20.00 ksi MOMENTS: Span Cond Moment ® Lb kip-ft ft ft Center Max + 289.9 14.6 7.2 Controlling 289.9 14.7 7.2 REACTIONS (kips): Left Right 19.82 20.81 10.79 10.92 30.62 31.73 16.55 ft = 16.55 ft = 16.55 ft = Fy = 50.0 ksi Red% RoofLL Red% 0.0 0.00 0.0 0.0 0.00 0.0 0.0 0.00 0.0 0.0 0.00 0.0 0.0 0.00 0.0 0.0 0.00 0.0 0.0 0.00 0.0 0.0 0.00 0.0 Cb Tension Flange fb Fb 1.00 26.36 30.00 1.00 - --- -0.834 -0.450 -0.784 UD = UD = UD = 476 883 507 Page 22/78 ' 02/26/07 11:32:51 Steel Code: ASD 9th Ed. Compr Flange fb Fb 26.36 29.18 26.36 29.18 VII RAM RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Floor Type: Roof Beam Number - 157 SPAN INFORMATION (ft): Beam Size (Optimum) Total Beam Length (ft) LINE LOADS (k/ft): Load Dist 1 0.000 6.000 2 0.000 6.000 DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) DL 0.099 0.099 0.010 0.010 Gravity Beam Design I -End (34.50,18.90) J -End (40.50,18.90) = W8X10 = 6.00 SHEAR: Max V (DL +LL) = 0.56 kips Tv - 0.42 ksi MOMENTS: Span Cond Moment @ Lb kip-ft ft ft Center Max + 0.8 3.0 0.0 Controlling 0.8 3.0 0.0 REACTIONS (kips): at at at Red% Left 0.33 0.24 0.56 3.00 ft = 3.00 ft = 3.00 ft = Type NonR LL 0.079 0.079 0.000 - NonR 0.000 Fv = 20.00 ksi Cb 1.00 1.00 Right 0.33 0.24 0.56 -0.004 -0.003 -0.006 Fy = 50.0 ksi Tension Flange fb Fb 1.30 32.70 1.30 32.70 L/D = 20227 L/D = 27857 UD - 11718 Page 23/78 0226/07 11:32:51 Steel Code: ASD 9th Ed. Compr Flange fb Fb 1.30 32.70 RAM RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Floor Type: Roof Beam Number - 123 SPAN INFORMATION (ft): I -End (34.50,24.92) J -End (70.69,24.92) Beam Size (Optimum) = W14X22 Total Beam Length (ft) = 36.19 POINT LOADS (kips): Dist DL RedLL 6.000 0.12 0.00 3.000 0.40 LINE LOADS (k/ft): Load Dist 1 0.000 36.188 2 0.000 6.000 3 6.000 36.188 4 0.000 36.188 DL 0.089 0.089 0.075 0.075 0.099 0.099 0.022 0.022 LL 0.071 0.071 0.060 0.060 0.079 0.079 0.000 0.000 Gravity Beam Design Red% NonRLL StorLL Red% RoofLL Red% 0.0 0.06 0.00 0.0 0.00 0.0 Red% Type NonR NonR NonR NonR SHEAR: Max V (DL +LL) - 6.81 klps fv - 2.27 ksi Fv -18.96 ksi MOMENTS: Span Cond Center Max + Controlling REACTIONS (kips): Moment kip-ft 59.8 59.8 DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: (Camber -1) Dead load (in) Live load (in) Net Total load (in) at at at Lb Cb ft ft 18.0 0.0 1.00 18.0 0.0 1.00 Left Right 4.14 3.85 2.67 2.73 6.81 6.57 18.09 ft = 18.09 ft = 18.09 ft = -1.442 -1.007 -1.449 Fy = 50.0 ksi Tension Flange fb Fb 24.76 33.00 24.76 33.00 L/D = LID = LID = 301 431 300 Page 24/78 02/26/07 11:32:51 Steel Code: ASD 9th Ed. Compr Flange fb Fb 24.76 33.00 RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Gravity Beam Design Floor Type: Roof Beam Number 125 SPAN INFORMATION (ft): I -End (34.50,32.06) J -End (70.69,32.06) Beam Size (Optimum) = W14X22 Fy = 50.0 ksi Total Beam Length (ft) = 36.19 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 3.000 0.40 LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.179 0.143 - NonR 36.188 0.179 0.143 2 0.000 0.022 0.000 - NonR 36.188 0.022 0.000 SHEAR: Max V (DL +LL) - 6.61 kips fv - 2.20 ksi Fv =18.96 ksi Page 25/78 02/26/07 11:32:51 Steel Code: ASD 9th Ed. RAM RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Gravity Beam Design Floor Type: Roof Beam Number =126 SPAN INFORMATION (ft): I -End (34.50,39.26) J -End (70.69,39.26) Beam Size (Optimum) = W14X22 Total Beam Length (ft) = 36.19 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 3.000 0.40 10.000 1.10 LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.180 0.144 - NonR 36.188 0.180 0.144 2 0.000 0.022 0.000 --- NonR 36.188 0.022 0.000 02/26/07 11:32:51 Steel Code: ASD 9th Ed. Fy = 50.0 ksi MOMENTS: SHEAR: Max V (DL +LL) = 7.41 kips fv ■ 2.47 ksi Fv = 18.96 ksi Span Cond Moment ® Lb Cb Tension Flange Compr Flange MOMENTS: kip-ft ft ft lb Fb fb Fb Span Cond Moment ® Lb Cb Tension Flange Compr Flange Center Max + 57.0 18.0 0.0 1.00 23.61 33.00 23.61 33.00 kip-ft ft ft lb Fb lb Fb Controlling 57.0 18.0 0.0 1.00 23.61 33.00 - - Center Max + 62.8 17.1 0.0 1.00 25.99 33.00 25.99 33.00 REACTIONS (kips): Controlling 62.8 17.1 0.0 1.00 25.99 33.00 - - Left Right REACTIONS (kips): DL reaction 4.01 3.68 Left Right Max +LL reaction 2.60 2.60 DL reaction 4.81 3.99 Max +total reaction 6.61 6.27 Max +LL reaction 2.60 2.60 DEFLECTIONS: (Camber =1) Max +total reaction 7.41 6.59 Dead load (in) at 18.09 ft = -1.376 L/D = 316 DEFLECTIONS: (Camber - 1 -1/4) Live load (in) at 18.09 ft = -0.959 LID = 453 Dead load (in) at 17.73 ft = -1.621 L/D = 268 Net Total load (in) at 18.09 ft = -1.335 LSD = 325 live load (in) at 17.91 ft = -0.961 L/D = 452 Net Total load (in) at 17.91 ft = -1.331 L/D = 326 Page 26/78 FR RAM RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Floor Type: Roof Beam Number -127 SPAN INFORMATION (ft): I -End (34.50,46.43) J -End (70.69,46.43) Beam Size (Optimum) = W14X22 Total Beam Length (ft) = 36.19 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL 6.000 0.10 0.00 0.0 0.05 0.00 3.000 0.40 10.000 1.10 LINE LOADS (k/ft): Load Dist 1 0.000 6.000 2 6.000 36.188 3 0.000 36.188 4 0.000 36.188 Center Max + Controlling REACTIONS (kips): DL 0.070 0.070 0.090 0.090 0.090 0.090 0.022 0.022 DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: (Camber - 1-1/4) Dead load (in) at Live load (in) at Net Total load (in) at Gravity Beam Design LL Red% Type 0.056 - NonR 0.056 0.072 - NonR 0.072 0.072 - NonR 0.072 0.000 0.000 NonR Left Right 4.78 3.99 2.55 2.60 7.33 6.58 17.73 ft = 17.91 ft = 17.91 ft = Red% RoofLL 0.0 0.00 SHEAR: Max V (DL +LL) - 7.33 kips fv - 2.45 ksi Fv -18.96 ksi MOMENTS: Span Cond Moment © Lb Cb Tension Flange kip-ft ft ft fb Fb 62.8 17.1 0.0 1.00 26.00 33.00 62.8 17.1 0.0 1.00 26.00 33.00 -1.624 -0.959 -1.333 02/26/07 11:32:51 Steel Code: ASD 9th Ed. Fy = 50.0 ksi LID = IJD = L/D = 267 453 326 Page 27/78 Compr Flange fb Fb 26.00 33.00 RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Floor Type: Roof SPAN INFORMATION (ft): Beam Size (User Selected) Total Beam Length (ft) POINT LOADS (kips): Red% Dist DL RedLL 0.0 1.604 4.92 0.00 1.604 4.60 0.00 8.776 4.97 0.00 8.776 5.14 0.00 15.479 3.42 0.00 15.479 5.02 0.00 22.146 3.51 0.00 22.146 4.15 0.00 28.812 2.99 0.00 28.812 2.76 0.00 33.192 2.64 0.00 33.192 2.51 0.00 LINE LOADS (k/ft): Load Dist DL 1 0.000 0.099 37.573 0.099 Center Max + Controlling REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) Gravity Beam Design Beam Number -162 I -End (34.50,52.00) J -End (34.50,89.57) = W30X99 = 37.57 Red% NonRLL StorLL Red% RoofLL Red% 0.0 2.43 0.00 0.0 0.00 0.0 0.0 2.79 0.00 0.0 0.00 0.0 0.0 2.51 0.00 0.0 0.00 0.0 0.0 2.71 0.00 0.0 0.00 0.0 0.0 2.42 0.00 0.0 0.00 0.0 0.0 2.63 0.00 0.0 0.00 0.0 0.0 2.41 0.00 0.0 0.00 0.0 0.0 2.62 0.00 0.0 0.00 0.0 0.0 2.00 0.00 0.0 0.00 0.0 0.0 2.23 0.00 0.0 0.00 0.0 0.0 6.58 0.00 0.0 0.00 0.0 0.0 6.27 0.00 0.0 0.00 0.0 LL Red% Type 0.000 - NonR 0.000 SHEAR: Max V (DL +LL) - 4530 kips fv - 3.07 ksi Fv -19.70 ksi MOMENTS: Span Cond Moment Q Lb Cb Tension Flange kip-ft ft ft fb Fb 382.1 17.5 6.7 1.00 17.05 33.00 382.1 17.5 6.7 1.00 17.05 33.00 at at at Left 28.78 16.52 45.30 18.60 ft = 18.79 ft = 18.79 ft = Right 21.59 21.08 42.67 -0.512 -0.344 -0.856 Page 28/78 02/26/07 11:32:51 Steel Code: ASD 9th Ed. Fy = 50.0 ksi IJD = 881 L/D = 1311 IJD = 527 Compr Flange fb Fb 17.05 33.00 Fil RAM RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Floor Type: Roof Beam Number =158 SPAN INFORMATION (ft): Beam Size (Optimum) Total Beam Length (ft) I -End (34.50,52.00) J -End (40.50,52.00) = W8X10 = 6.00 LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.090 0.072 - NonR 6.000 0.090 0.072 2 0.000 0.010 0.000 NonR 6.000 0.010 0.000 SHEAR: Max V (DL +LL) = 0.51 kips fv - 038 ksi Fv - 20.00 ksi MOMENTS: Span Cond Moment ® Lb kip-ft ft ft Center Max + 0.8 3.0 0.0 Controlling 0.8 3.0 0.0 REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) at at at Gravity Beam Design Left 0.30 0.22 0.51 3.00 ft = 3.00ft - 3.00 ft = Right 0.30 0.22 0.51 Cb Tension Flange fb Fb 1.00 1.19 32.70 1.00 1.19 32.70 -0.003 -0.002 -0.006 Page 29/78 02/26/07 11 :32:51 Steel Code: ASD 9th Ed. I/D = 22116 UD = 30751 L/D = 12864 Compr Flange fb Fb 1.19 32.70 MOMENTS: Span Cond RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Floor Type: Roof Beam Number -131 SPAN INFORMATION (ft): I -End (34.50,53.60) J -End (70.69,53.60) Fy = 50.0 ksi Beam Size (Optimum) = W14X22 Total Beam Length (ft) = 36.19 POINT LOADS (kips): Dist DL RedLL 6.000 0.27 0.00 3.000 0.40 8.000 0.80 16.000 0.80 LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.090 0.072 - NonR 36.188 0.090 0.072 2 0.000 0.020 0.016 - NonR 6.000 0.020 0.016 3 6.000 0.090 0.072 - NonR 36.188 0.090 0.072 4 0.000 0.022 0.000 - NonR 36.188 0.022 0.000 SHEAR: Max V (DL +LL) - 735 kips fv - 2.45 ksi Fv =18.96 ksi Center Max + Controlling REACTIONS (kips): Moment kip-ft 67.3 67.3 DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: (Camber = 1-1/4) Dead load (in) at Live load (in) at Net Total load (in) at Gravity Beam Design Red% NonRLL StorLL Red% RoofLL Red% 0.0 0.17 0.00 0.0 0.00 0.0 ® Lb ft ft 0.0 0.0 16.4 16.4 Left 4.92 2.43 7.35 17.73 ft = 17.91 ft = 17.91 ft Right 4.22 2.60 6.81 Fy = 50.0 ksi Cb Tension Flange fb Fb 1.00 27.85 33.00 1.00 27.85 33.00 -1.763 -0.958 -1.471 UD = L/D = L/D = 02/26/07 11:32:51 Steel Code: ASD 9th Ed. 246 453 295 Page 30/78 Compr Flange fb Fb 27.85 33.00 RAM RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Floor Type: Roof Beam Number =133 SPAN INFORMATION (ft): I -End (34.50,60.78) J -End (70.69,60.78) Beam Size (Optimum) = W14X22 Total Beam Length (ft) = 36.19 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 3.000 0.40 8.000 0.80 16.000 0.80 LINE LOADS (k/ft): Load Dist 1 0.000 36.188 2 0.000 36.188 SHEAR: Max V (DL +LL) - 7.48 kips MOMENTS: Span Cond Moment kip-ft 65.4 65.4 Center Max + Controlling REACTIONS (kips): DL 0.173 0.173 0.022 0.022 LL 0.139 0.139 0.000 0.000 Left Right DL reaction 4.97 4.10 Max +LL reaction 2.51 2.51 Max +total reaction 7.48 6.61 DEFLECTIONS: (Camber - 1 -1/4) Dead load (in) Live load (in) Net Total load (in) at at at Gravity BealnDesign Type NonR NonR fv = 250 ksi Fv -18.96 ksi Red% Fy = 50.0 ksi @ Lb Cb Tension Flange ft ft fb Fb 16.4 0.0 1.00 27.06 33.00 16.4 0.0 1.00 27.06 33.00 17.73 ft = 17.91 ft = 17.91 ft = -1.716 -0.928 -1.393 UD = IJD = UD = 253 468 312 Page 31/78 02/26/07 11:32:51 Steel Code: ASD 9th Ed. Compr Flange fb Fb 27.06 33.00 RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Floor Type: Roof Beam Number =135 SPAN INFORMATION (ft): I -End (34.50,67.48) J -End (70.69,67.48) Beam Size (Optimum) = W14X22 Total Beam Length (ft) = 36.19 LINE LOADS (k/ft): Load Dist 1 0.000 36.188 2 0.000 36.188 DL 0.167 0.167 0.022 0.022 SHEAR: Max V (DL +LL) - 5.84 kips fv =1.95 ksi Fv =18.96 ksi MOMENTS: Span Cond Moment @ Lb Cb Tension Flange kip-ft ft ft fb Fb Center Max + 52.9 18.1 0.0 1.00 21.87 33.00 Controlling 52.9 18.1 0.0 1.00 21.87 33.00 REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: (Camber =1) Dead load (in) Live load (in) Net Total load (in) LL 0.134 0.134 0.000 0.000 at at at Gravity Beam Design Red% Left 3.42 2.42 5.84 18.09 ft = 18.09 ft = 18.09 ft = Type NonR NonR Right 3.42 2.42 5.84 -1.265 -0.894 -1.159 UD = L/D = IJD = Page 32/78 02/26/07 11:32:51 Steel Code: ASD 9th Ed. Fy = 50.0 ksi 343 486 375 Compr Flange fb Fb 21.87 33.00 RAM RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Floor Type: Roof Beam Number =141 SPAN INFORMATION (ft): I -End (3450,74.15) 3 -End (70.69,74.15) Beam Size (Optimum) = W14X22 Total Beam Length (ft) = 36.19 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 35.188 0.50 30.188 0.50 LINE LOADS (k/ft): Load Dist DL I.L. Red% 1 0.000 0.167 0.133 - 36.188 0.167 0.133 2 0.000 0.022 0.000 - NonR 36.188 0.022 0.000 SHEAR: Max V (DL +LL) = 6.73 kips fv = 2.25 ksi Fv =18.96 ksi MOMENTS: Span Cond Moment kip-ft Center Max + 54.5 Controlling 54.5 REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: (Camber =1) Dead load (in) Live load (in) Net Total load (in) at at at Gravity Beam Design Type NonR Lb Cb Tension Flange ft ft tb Fb 18.4 0.0 1.00 22.55 33.00 18.4 0.0 1.00 22.55 33.00 Left Right 3.51 4.32 2.41 2.41 5.92 6.73 18.27 ft = 18.09 ft = 18.09 ft = -1.345 -0.891 -1.237 02/26/07 11:32:51 Steel Code: ASD 9th Ed. Fy = 50.0 ksi UD = 323 UD = 487 l/D = 351 Page 33/78 Compr Flange fb Fb 22.55 33.00 1 ,2 RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Floor Type: Roof Beam Number -137 SPAN INFORMATION (ft): I -End (34.50,80.81) 3 -End (70.69,80.81) Beam Size (User Selected) = W 14X22 Total Beam Length (ft) = 36.19 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 35.188 0.50 30.188 0.50 LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.138 0.110 - NonR 36.188 0.138 0.110 2 0.000 0.022 0.000 - NonR 36.188 0.022 0.000 SHEAR: Max V (DL +LL) = 5.80 kips fv = 1.94 ksi Fv -18.96 ksi MOMENTS: Span Cond Cb Center Max + Controlling REACTIONS (kips): Moment kip-ft 46.1 46.1 DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: (Camber - 3/4) Dead load (in) at Live load (in) at Net Total load (in) at Gravity Beam Design ft 18.5 18.5 Left 2.99 2.00 4.99 Lb ft 0.0 0.0 18.27 ft = 18.27 ft = 18.27 ft = Right 3.80 2.00 5.80 1.00 1.00 -1.154 -0.739 -1.143 02/26/07 11:32:51 Steel Code: ASD 9th Ed. Fy = 50.0 ksi Tension Flange fb Fb 19.06 33.00 19.06 33.00 L/D = L/D = L/D = 376 588 380 • Page 34/78 Compr Flange fb Fb 19.06 33.00 RAM RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Floor Type: Roof Beam Number =139 LINE LOADS (k/ft): Load Dist 1 0.000 36.188 2 0.000 36.188 3 0.000 36.188 Center Max + Controlling REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) DL 0.000 0.000 0.110 0.110 0.035 0.035 LL 0.276 0.276 0.088 0.088 0.000 0.000 SHEAR: Max V (DL +LL) = 9.22 kips fv =1.82 ksi MOMENTS: Span Cond Moment kip-ft 83.4 83.4 at at at Gravity Beam Design SPAN INFORMATION (ft): I -End (34.50,85.19) J -End (70.69,85.19) Beam Size (Optimum) = W18X35 Total Beam Length (ft) = 36.19 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 1.823 0.02 22.646 0.02 ft 18.1 18.1 Red% Type NonR Left 2.64 6.58 9.22 18.09 ft = 18.09 ft = 18.09 ft = NonR NonR Fv- 19.13ks1 Lb Cb ft 0.0 1.00 0.0 1.00 Right 2.63 6.58 9.21 -0.380 -0.949 -1.329 Fy = 50.0 ksi Tension Flange fb Fb 17.37 33.00 17.37 33.00 L/D = 1143 L/D = 458 L/D = 327 Page 35/78 02/26/07 11 :32:51 Steel Code: ASD 9th Ed. Compr Flange fb Fb 17.37 33.00 RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Floor Type: Roof Beam Number =156 DL reaction Max 4-total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) at at at Gravity Beam Design SPAN INFORMATION (ft): I -End (36.32,85.19) J -End (3632,8957) Beam Size (Optimum) = W8X10 Total Beam Length (ft) = 4.38 LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.010 0.000 - NonR 4.381 0.010 0.000 SHEAR: Max V (DL +LL) = 0.02 kips fv = 0.02 ksi Fv = 20.00 ksi MOMENTS: Span Cond Moment 8 Lb kip-ft ft ft Controlling 0.0 2.3 4.4 1.00 REACTIONS (kips): Left Right 0.02 0.02 0.02 0.02 2.19 ft = 2.19ft - 2.19 ft = Cb Tension Flange fb Fb -0.000 0.000 -0.000 02/26/07 11:32:51 Steel Code: ASD 9th Ed. Fy = 50.0 ksi Page 36/78 Compr Flange fb Fb 0.04 28.74 RAM RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Gravity Beam Design Floor Type: Roof Beam Number -10 SPAN INFORMATION (ft): I -End (36.32,8937) J -End (57.15,89.57) Beam Size (User Selected) = W16X26 Total Beam Length (ft) = 20.82 LINE LOADS (1c/ft): Load Dist 1 0.000 20.823 2 0.000 20.823 3 0.000 20.823 4 0.000 20.823 DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) DL 0.000 0.000 0.008 0.008 0.055 0.055 0.026 0.026 LL 0.207 0.207 0.007 0.007 0.044 0.044 0.000 0.000 at at at Red% Left 0.93 2.68 3.61 Type NonR - NonR - NonR - NonR SHEAR: Max V (DL +LL) - 3.61 kips fv - 0.96 ksi Fv -17.89 ksi MOMENTS: Span Cond Moment @ Lb kip-ft ft ft Center Max + 18.8 10.4 0.0 Controlling 18.8 10.4 0.0 REACTIONS (kips): 10.41 ft = 10.41 ft = 10.41 ft = Right 0.93 2.68 3.61 Cb Tension Flange lb Fb 1.00 5.87 33.00 1.00 5.87 33.00 -0.043 -0.125 -0.168 02/26/07 11:32:51 Steel Code: ASD 9th Ed. Floor Type: Roof Beam Number -150 SPAN INFORMATION (ft): I -End (40.50,17.00) J -End (40.50,24.92) Fy = 50.0 ksi Beam Size (Optimum) = W8X10 Total Beam Length (ft) = 7.92 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 1.896 0.33 0.00 0.0 0.24 0.00 0.0 0.00 0.0 LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.010 0.000 - NonR 7.917 0.010 0.000 L/D = 5779 L/D = 2003 L/D = 1487 Page 37/78 Compr Flange fb Fb 5.87 33.00 RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC SHEAR: Max V (DL +LL) = 0.47 kips fv - 0.35 ksi Fv - 20.00 kat MOMENTS: Span Cond Moment @ Lb Cb kip-ft ft ft Center Max + 0.9 1.9 6.0 1.75 Controlling 0.9 1.9 6.0 1.75 REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) at at at Gravity Beam Design Left 0.29 0.18 0.47 3.56 ft = 3.52 ft = 3.52 ft = Right 0.12 0.06 0.18 -0.005 -0.003 -0.009 Tension Flange fb Fb 1.34 30.00 Page 38/78 02/26/07 11:32:51 Steel Code: ASD 9th Ed. Fy = 50.0 ksi L/D = 17602 1/D = 29642 UD = 11045 Compr Flange fb Fb 1.34 29.75 1.34 29.75 RAM RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Gravity Beam Design Floor Type: Roof Beam Number =149 SPAN INFORMATION (ft): I -End (40.50,46.43) J -End (40.50,53.60) Beam Size (Optimum) = W8X10 Total Beam Length (ft) = 7.17 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 5.567 0.30 0.00 0.0 0.22 0.00 0.0 0.00 0.0 LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.010 0.000 - NonR 7.171 0.010 0.000 SHEAR: Max V (DL +LL) = 0.44 kips fv = 0.32 ksi Fv = 20.00 ksi MOMENTS: Span Cond Moment kip-ft Center Max + 0.7 Controlling 0.7 REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) at at at @ Lb Cb Tension Flange ft ft fb Fb 5.6 5.6 1.75 1.05 30.00 5.6 5.6 1.75 1.05 30.00 Left Right 0.10 0.27 0.05 0.17 0.15 0.44 3.94 ft = 3.98 ft = 3.98 ft = -0.003 -0.002 -0.006 Page 39/78 02/26/07 11:32:51 Steel Code: ASD 9th Ed. Fy - 50.0 ksi L/D = 24608 I/D = 42203 L/D = 15545 Compr Flange fb Fb 1.05 30.00 RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Floor Type: Roof Beam Number =154 SPAN INFORMATION (ft): I -End (45.90,11.64) J -End (45.90,17.00) Beam Size (Optimum) = W8X10 Total Beam Length (ft) = 5.36 LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.010 0.000 - NonR 5.364 0.010 0.000 SHEAR: Max V (DL +LL) = 0.03 kips fv = 0.02 ksi Fv = 20.00 ksi MOMENTS: Span Cond Moment ® Lb kip-ft ft ft Controlling 0.0 2.7 5.4 1.00 REACTIONS (kips): DL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) at at at Gravity Beam Design Left Right 0.03 0.03 0.03 0.03 2.68 ft = 2.68 ft = 2.68 ft = Cb Tension Flange fb Fb -0.000 0.000 -0.000 Page 40/78 02/26/07 11:32:51 Steel Code: ASD 9th Ed. Fy = 50.0 ksi Compr Flange fb Fb 0.06 26.44 RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Floor Type: Roof Beam Number - 28 SPAN INFORMATION (ft): I -End (45.90,11.64) J -End (69.90,11.64) Beam Size (User Selected) = W16X26 Total Beam Length (ft) = 24.00 LINE LOADS (k/ft): Load Dist 1 0.000 24.000 2 0.000 24.000 3 0.000 24.000 4 0.000 24.000 DL 0.280 0.280 0.067 0.067 0.008 0.008 0.026 0.026 SHEAR: Max V (DL +LL) - 7.79 kips fv - 2.07 ksi MOMENTS: Span Cond Moment (Qa Lb kip-ft ft ft Center Max + 46.7 12.0 0.0 Controlling 46.7 12.0 0.0 REACTIONS (kips): Gravity Beam Design Left Right DL reaction 4.58 4.58 Max +LL reaction 3.21 3.21 Max +total reaction 7.79 7.79 DEFLECTIONS: Dead load (in) at 12.00 ft = Live load (in) at 12.00 ft = Net Total load (in) at 12.00 ft = LL Red% Type 0.207 - NonR 0.207 0.054 - NonR 0.054 0.007 - NonR 0.007 0.000 - NonR 0.000 Fv- 17.89kat Cb Tension Flange fb Fb 1.00 14.60 33.00 1.00 14.60 33.00 -0.326 -0.229 -0.555 LID = LD = UD = 02/26/07 11:32:51 Steel Code: ASD 9th Ed. 883 1260 519 Page 41/78 Compr Flange fb Fb 14.60 33.00 MM RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Gravity Beam Design Floor Type: Roof Beam Number -155 SPAN INFORMATION (ft): I -End (57.15,85.19) J -End (57.15,89.57) Fy = 50.0 ksi Beam Size (Optimum) = W8X10 Total Beam Length (ft) = 4.38 LINE LOADS (k/ft): Load Dist DL IL Red% Type 1 0.000 0.010 0.000 - NonR 4.381 0.010 0.000 SHEAR: Max V (DL +LL) - 0.02 kips fv - 0.02 ksi Fv - 20.00 ksi MOMENTS: Span Cond Moment ® Lb kip-ft ft ft Controlling 0.0 2.3 4.4 1.00 REACTIONS (kips): DL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) at at at Left Right 0.02 0.02 0.02 0.02 2.19 ft = 2.19 ft = 2.19 ft = Cb Tension Flange fb Fb -0.000 0.000 -0.000 02/26/07 11:32:51 Steel Code: ASD 9th Ed. Fy = 50.0 ksi Page 42/78 Compr Flange fb Fb 0.04 28.74 RAM RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Center Max + Controlling REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) Gravity Beam Design Floor Type: Roof Beam Number -11 SPAN INFORMATION (ft): I -End (57.15,89.57) J -End (8630,8957) Beam Size (User Selected) = W24X62 Total Beam Length (ft) = 29.16 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 13.542 16.23 0.00 0.0 18.68 0.00 0.0 0.00 0.0 LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.280 0.207 - NonR 29.156 0.280 0.207 2 0.000 0.008 0.007 - NonR 29.156 0.008 0.007 3 0.000 0.055 0.044 - NonR 29.156 0.055 0.044 4 0.000 0.062 0.000 - NonR 29.156 0.062 0.000 SHEAR: Max V (DL +LL) - 2836 kips fv - 2.78 ksi Fv - 20.00 ksi MOMENTS: Span Cond Moment ® Lb Cb Tension Flange kip-ft ft ft fb Fb 323.2 13.5 0.0 1.00 29.39 33.00 323.2 13.5 0.0 1.00 29.39 33.00 Left Right 14.60 13.45 13.76 12.43 28.36 25.88 at 14.29 ft = at 14.29 ft = at 14.29 ft = -0.463 -0.459 -0.922 UD = UD = UD = Page 43/78 02/26/07 11:32:51 Steel Code: ASD 9th Ed. Fy = 50.0 ksi Compr Flange fb Fb 29.39 33.00 RAM RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Floor Type: Roof Beam Number - 27 SPAN INFORMATION (ft): I -End (69.90,11.64) J -End (103.73,11.64) Beam Size (User Selected) = W21X44 Fy = 50.0 ksi Total Beam Length (ft) = 33.83 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 0.792 5.88 0.00 0.0 10.22 0.00 0.0 0.00 0.0 LINE LOADS (k/ft): Load Dist DL 1 0.000 0.280 33.833 0.280 2 0.000 0.067 33.833 0.067 3 0.000 0.008 33.833 0.008 4 0.000 0.044 33.833 0.044 SHEAR: Max V (DL +LL) - 27.00 kips MOMENTS: Span Cond Center Max + Controlling REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: 755 Dead load (in) 763 Live load (in) 379 Net Total load (in) Moment kip-ft 101.9 101.9 LL Red% Type 0.207 - NonR 0.207 0.054 - NonR 0.054 0.007 - NonR 0.007 0.000 - NonR 0.000 at at at Gravity Beam Design ft 16.3 16.3 fv - 3.90 ksl Fv -18.99 ksi Left 12.50 14.50 27.00 Lb Cb ft 0.0 1.00 0.0 1.00 16.75 ft = 16.75 ft = 16.75 ft = Right 6.90 4.76 11.66 -0.505 -0.363 -0.869 Tension Flange fb Fb 14.99 33.00 14.99 33.00 02/26/07 11:32:51 Steel Code: ASD 9th Ed. L/D = 803 UD = 1117 UD = 467 Page 44/78 Compr Flange fb Fb 14.99 33.00 RAM RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) at at at Gravity Beam Design Floor Type: Roof Beam Number = 39 SPAN INFORMATION (ft): I -End (70.69,11.64) J -End (70.69,24.92) Beam Size (User Selected) = W24X55 Total Beam Length (ft) = 13.28 POINT LOADS (kips): Dist DL RedLL 5.364 5.58 0.00 5.364 3.66 0.00 LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.055 0.000 - NonR 13.281 0.055 0.000 Red% NonRLL StorLL Red% RoofLL 0.0 9.75 0.00 0.0 0.00 0.0 7.40 0.00 0.0 0.00 SHEAR: Max V (DL +LL) =16.09 kips fv =1.80 ksi Fv = 18.78 ksi MOMENTS: Span Cond Moment ® Lb kip-ft ft ft Center Max + 85.5 5.4 7.9 1.75 Controlling 85.5 5.4 7.9 1.75 REACTIONS (kips): Left 5.88 10.22 16.09 6.31 ft = 6.24 ft = 6.24 ft = Right 4.10 6.92 11.02 Fy = 50.0 ksi Red% 0.0 0.0 Cb Tension Flange fb Fb 8.92 30.00 8.92 30.00 -0.020 -0.035 -0.055 1/D = 8054 UD = 4567 UD = 2914 Page 45/78 02/26/07 11:32:51 Steel Code: ASD 9th Ed. Compr Flange fb Fb 8.92 30.00 RAM II 4 LNV RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Floor Type: Roof Beam Number = 47 SPAN INFORMATION (ft): I -End (70.69,17.00) J -End (118.36,17.00) Beam Size (User Selected) = W24X55 Total Beam Length (ft) = 47.68 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 33.041 36.676 30.676 0.03 0.50 0.50 Gravity BeamDesign LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.000 0.276 - NonR 47.676 0.000 0.276 2 0.000 0.166 0.133 - NonR 47.676 0.166 0.133 3 0.000 0.055 0.000 - NonR 47.676 0.055 0.000 SHEAR: Max V (DL +LL) =15.75 kips fv =1.77 ksi Fv = 18.78 ksi MOMENTS: Span Cond Moment Lb kip-ft ft ft Center Max + 186.4 24.3 0.0 Controlling 186.4 24.3 0.0 REACTIONS (kips): Left Right DL reaction 5.58 6.00 Max +LL reaction 9.75 9.75 Max +total reaction 15.33 15.75 DEFLECTIONS: (Camber = 1/2) Dead load (in) at 24.08 ft = Live load (in) at 23.84 ft = Net Total load (in) at 23.84 ft = Cb Tension Flange lb Fb 1.00 19.45 33.00 1.00 19.45 33.00 -0.731 -1.205 -1.436 Fy = 50.0 ksi L/D = UD = L/D = 783 475 399 Page 46/78 02/26/07 11:32:51 Steel Code: ASD 9th Ed. Compr Flange fb Fb 19.45 33.00 RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Floor Type: Roof Beam Number - 38 SPAN INFORMATION (ft): I -End (70.69,24.92) 3 -End (70.69,64.47) Beam Size (Optimum) = W24X76 Total Beam Length (ft) = 39.55 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 7.146 5.33 0.00 0.0 3.65 0.00 0.0 0.00 0.0 7.146 3.68 0.00 0.0 2.60 0.00 0.0 0.00 0.0 14.344 7.70 0.00 0.0 3.66 0.00 0.0 0.00 0.0 14.344 3.99 0.00 0.0 2.60 0.00 0.0 0.00 0.0 21.516 7.69 0.00 0.0 3.65 0.00 0.0 0.00 0.0 21.516 3.99 0.00 0.0 2.60 0.00 0.0 0.00 0.0 28.687 5.33 0.00 0.0 3.65 0.00 0.0 0.00 0.0 28.687 4.22 0.00 0.0 2.60 0.00 0.0 0.00 0.0 35.859 5.12 0.00 0.0 3.45 0.00 0.0 0.00 0.0 35.859 4.10 0.00 0.0 2.51 0.00 0.0 0.00 0.0 LINE LOADS (k/ft): Load Dist DL 1 0.000 0.076 39.552 0.076 DL reaction Max +IL reaction Max +total reaction DEFLECTIONS: (Camber -1) Dead load (in) Live load (in) Net Total load (in) LL 0.000 0.000 at at at Gravity Beam Design Red% Type NonR SHEAR: Max V (DL +LL) - 45.73 kips fv - 4.35 ksi Fv - 20.00 ksi MOMENTS: Span Cond Moment Q kip-ft ft Center Max + 481.5 21.5 Controlling 481.5 21.5 REACTIONS (kips): Left 25.14 14.23 39.37 Fy = 50.0 ksi Lb Cb Tension Flange ft fb Fb 7.2 1.03 32.83 33.00 7.2 1.03 32.83 33.00 19.78 ft = 19.78 ft = 19.78 ft = Right 29.01 16.73 45.73 -1.397 -0.779 -1.177 UD = UD = UD = 02/26/07 11:32:51 Steel Code: ASD 9th Ed. 340 609 403 Page 47/78 Compr Flange fb Fb 32.83 33.00 RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Gravity Beam Design Floor Type: Roof Beam Number - 42 SPAN INFORMATION (ft): I -End (70.69,24.92) J -End (118.36,24.92) Beam Size (User Selected) = W21X44 Fy = 50.0 ksi Total Beam Length (ft) = 47.68 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 42.676 0.00 0.00 0.0 2.21 0.00 0.0 0.00 0.0 36.676 0.50 30.676 0.50 LINE LOADS (k/ft): Load Dist 1 0.000 47.676 2 0.000 47.676 SHEAR: Max V (DL +LL) -11.82 kips fv -1.71 ksi Fv -18.99 ksi MOMENTS: Span Cond Center Max + Controlling REACTIONS (kips): DL 0.188 0.188 0.044 0.044 DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: (Camber - 3/4) Dead load (in) Live load (in) Net Total load (in) IL 0.151 0.151 0.000 0.000 Moment Q kip-ft ft 121.7 25.2 121.7 25.2 at at at Red% Type NonR Left 5.84 3.82 9.66 NonR Lb Cb Tension Flange ft fb Fb 0.0 1.00 17.90 33.00 0.0 1.00 17.90 33.00 24.08 ft = 24.08 ft = 24.08 ft = Right 6.25 5.57 11.82 -1.228 -0.826 -1.304 IID UD = L/D = 02/26/07 11:32:51 Steel Code: ASD 9th Ed. 466 693 439 Page 48/78 Compr Flange fb Fb 17.90 33.00 RAM RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Gravity Beam Nan Floor Type: Roof Beam Number -130 SPAN INFORMATION (ft): I -End (70.69,32.06) J -End (118.36,32.06) Beam Size (User Selected) = W21X44 Total Beam Length (ft) = 47.68 02/26/07 11:32:51 Steel Code: ASD 9th Ed. Fy = 50.0 ksi DEFLECTIONS: (Camber .• 3/4) Dead load (in) at 23.84 ft = -1.063 UD = 538 Live load (in) at 24.08 ft - -0.792 UD = 723 Net Total load (in) at 24.08 ft = -1.104 UD = 518 LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.179 0.143 - NonR 47.676 0.179 0.143 2 0.000 0.044 0.000 - NonR 47.676 0.044 0.000 SHEAR: Max V (DL +LL) =10.73 klps fv = 1.55 ksi Fv =18.99 ksi MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Compr Flange kip-ft ft ft fb Fb fb Fb Center Max + 109.9 24.5 0.0 1.00 16.16 33.00 16.16 33.00 Controlling 109.9 24.5 0.0 1.00 16.16 33.00 - - REACTIONS (kips): Left Right DL reaction 5.33 5.33 Max +LL reaction 3.65 5.40 Max +total reaction 8.98 10.73 Page 49/78 RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Gravity Beam Design Floor Type: Roof Beam Number = 129 SPAN INFORMATION (ft): I -End (70.69,39.26) J -End (118.36,39.26) Beam Size (User Selected) = W21X44 Total Beam Length (ft) = 47.68 02/26/07 11:32:51 Steel Code: ASD 9th Ed. Fy = 50.0 ksi Page 50/78 POINT LOADS (kips): POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 42.676 0.00 0.00 0.0 2.21 0.00 0.0 0.00 0.0 42.676 0.00 0.00 0.0 2.21 0.00 0.0 0.00 0.0 1.000 0.80 9.000 0.80 16.000 0.80 24.000 0.80 LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.180 0.144 - NonR 47.676 0.180 0.144 2 0.000 0.044 0.000 - NonR 47.676 0.044 0.000 SHEAR Max V (DL +LL) - 11.58 kips fv =1.67 ksi Fv = 18.99 ksi MOMENTS: Span Cond Moment ® Lb Cb Tension Flange Compr Flange kip-ft ft ft fb Fb fb Fb Center Max + 129.9 24.0 0.0 1.00 19.10 33.00 19.10 33.00 Controlling 129.9 24.0 0.0 1.00 19.10 33.00 - - -- REACTIONS (kips): Left Right DL reaction 7.70 6.18 Max +LL reaction 3.66 5.40 Max +total reaction 11.35 11.58 DEFLECTIONS: (Camber =1) Dead load (in) at 23.60 ft = -1.379 L/D = 415 Live load (in) at 23.84 ft = -0.793 LID = 722 Net Total load (in) at 23.84 ft = -1.171 UD = 489 IR RAM RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Gravity Beam Design Floor Type: Roof Beam Number =128 SPAN INFORMATION (ft): I -End (70.69,46.43) J -End (118.36,46.43) Beam Size (User Selected) = W21X44 Total Beam Length (ft) = 47.68 LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.179 0.143 - NonR 47.676 0.179 0.143 2 0.000 0.044 0.000 - NonR 47.676 0.044 0.000 02/26/07 11:32:51 Steel Code: ASD 9th Ed. Fy = 50.0 ksi Left Right DL reaction 7.69 6.17 Max +LL reaction 3.65 5.40 Max +total reaction 11.34 11.56 DEFLECTIONS: (Camber =1) Dead load (in) at 23.60 ft = -1.377 UD = 415 Live load (in) at 23.84 ft = -0.791 UD = 723 Net Total load (in) at 23.84 ft = -1.168 UD = 490 Page 51/78 RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Gravity Beam Design Floor Type: Roof Beam Number =132 SPAN INFORMATION (ft): I -End (70.69,53.60) J -End (118.36,53.60) Beam Size (User Selected) = W21X44 Total Beam Length (ft) = 47.68 POINT LOADS (kips): POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 42.676 0.00 0.00 0.0 2.21 0.00 0.0 0.00 0.0 42.676 0.00 0.00 0.0 2.21 0.00 0.0 0.00 0.0 Left Right DL reaction 5.33 5.33 Max +LL reaction 3.65 5.40 Max +total reaction 8.98 10.73 DEFLECTIONS: (Camber = 3/4) Dead load (in) at 23.84 ft = -1.063 Live load (in) at 24.08 ft = -0.792 Net Total load (in) at 24.08 ft = -1.104 Fy = 50.0 ksi L/D = 538 UD = 723 UD = 518 Page 52/78 02/26/07 11:32:51 Steel Code: ASD 9th Ed. 1.000 0.80 LINE LOADS (k/ft): 9.000 0.80 Load Dist DL LL Red% Type 16.000 0.80 1 0.000 0.179 0.143 - NonR 24.000 0.80 47.676 0.179 0.143 2 0.000 0.044 0.000 - NonR 47.676 0.044 0.000 SHEAR: Max V (DL +LL) =10.73 kips fv =155 ksi Fe = 18.99 ksi MOMENTS: Span Cond Moment ® Lb Cb Tension Flange Compr Flange kip-ft ft ft fb Fb fb Fb SHEAR: Max V (DL +LL) =11.56 kips fv =1.67 ksi Fe =18.99 ksi Center Max + 109.9 24.5 0.0 1.00 16.16 33.00 16.16 33.00 MOMENTS: Controlling 109.9 24.5 0.0 1.00 16.16 33.00 - -- Span Cond Moment @ Lb Cb Tension Flange Compr Flange REACTIONS (kips): kip-ft ft ft fb Fb fb Fb Center Max + 129.7 24.0 0.0 1.00 19.07 33.00 19.07 33.00 Controlling 129.7 24.0 0.0 1.00 19.07 33.00 - - REACTIONS (kips): RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC LINE LOADS (k/ft): Load Dist 1 0.000 6.000 2 6.000 47.676 3 0.000 47.676 4 0.000 47.676 DL 0.046 0.046 0.084 0.084 0.090 0.090 0.044 0.044 MOMENTS: Span Cond Moment kip-ft Center Max + 107.0 Controlling 107.0 REACTIONS (kips): LL 0.037 0.037 0.067 0.067 0.072 0.072 0.000 0.000 Gravity Beam Design Floor Type: Roof Beam Number =134 SPAN INFORMATION (ft): I -End (70.69,60.78) J -End (118.36,60.78) Beam Size (User Selected) = W21X44 Total Beam Length (ft) = 47.68 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL 6.000 0.16 0.00 0.0 0.09 0.00 0.0 0.00 42.676 0.00 0.00 0.0 2.21 0.00 0.0 0.00 Red% Type NonR NonR NonR NonR SHEAR: Max V (DL +LL) = 10.48 kips fv -151 ksi Fv -18.99 ksi Left Right DL reaction 5.12 5.19 Max +LL reaction 3.45 5.29 Max +total reaction 8.57 10.48 DEFLECTIONS: (Camber = 3/4) Dead load (in) at 23.84 ft = Live load (in) at 24.08 ft = Net Total load (in) at 24.08 ft = Fy = 50.0 ksi Lb Cb Tension Flange ft ft fb Fb 24.5 0.0 1.00 15.74 33.00 24.5 0.0 1.00 15.74 33.00 -1.038 -0.769 -1.057 L/D = L/D = L/D = Page 53/78 02/26/07 11:32:51 Steel Code: ASD 9th Ed. Compr Flange fb Fb 15.74 33.00 DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: 551 Dead load (in) 744 Live load (in) 541 Net Total load (in) RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC POINT LOADS (kips): Red% Dist DL RedLL 0.0 3.010 5.36 0.00 0.0 3.010 3.42 0.00 9.677 5.45 0.00 9.677 4.32 0.00 16.343 4.35 0.00 16.343 3.80 0.00 20.723 3.82 0.00 20.723 2.63 0.00 LINE LOADS (k/ft): Load Dist DL 1 0.000 0.062 25.104 0.062 Red% 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 at at at Gravity Beam Desii'n Floor Type: Roof Beam Number - 37 SPAN INFORMATION (ft): I -End (70.69,64.47) J -End (70.69,8957) Beam Size (User Selected) = W24X62 Total Beam Length (ft) = 25.10 NonRLL 3.31 2.42 3.41 2.41 2.86 2.00 8.67 6.58 LL Red% Type 0.000 - NonR 0.000 SHEAR: Max V (DL +LL) - 34.91 kips fv - 3.43 ksi Fv - 20.00 ksi MOMENTS: Span Cond Moment ® Lb kip-ft ft ft Center Max + 208.4 16.3 6.7 Controlling 208.4 16.3 6.7 REACTIONS (kips): Left 18.48 12.98 31.46 Right 16.23 18.68 34.91 12.55 ft = 12.80 ft = 12.80 ft = Fy = 50.0 ksi StorLL Red% RoofLL Red% 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 Cb Tension Flange fb Fb 1.01 18.95 30.00 1.01 - - -0.296 -0.244 -0.540 L/D = 1018 L/D = 1236 L/D = 558 Page 54/78 02/26/07 11:32:51 Steel Code: ASD 9th Ed. Compr Flange fb Fb 18.95 29.80 18.95 29.80 RAM RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Floor Type: Roof Beam Number = 160 SPAN INFORMATION (ft): I -End (70.69,64.47) J -End (76.69,64.47) Beam Size (Optimum) = W8X10 Total Beam Length (ft) = 6.00 LINE LOADS (k/ft): Load Dist 1 0.000 6.000 2 0.000 6.000 DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) DL 0.084 0.084 0.010 0.010 LL 0.067 0.067 0.000 0.000 Red% Type - NonR SHEAR: Max V (DL +LL) = 0.48 kips fv - 036 ksi MOMENTS: Span Cond Moment @ Lb kip-ft ft ft Center Max + 0.7 3.0 0.0 Controlling 0.7 3.0 0.0 REACTIONS (kips): at at at Gravity Beam Design Left 0.28 0.20 0.48 3.00 ft = 3.00 ft = 3.00 ft = 02/26/07 11:32:51 Steel Code: ASD 9th Ed. Fy = 50.0 ksi NonR Fv = 20.00 ksi Cb Tension Flange Compr Flange fb Fb fb Fb 1.00 1.11 32.70 1.11 32.70 1.00 1.11 32.70 - - Right 0.28 0.20 0.48 -0.003 -0.002 -0.005 UD = 23498 UD = 32903 UD = 13708 Page 55/78 RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Floor Type: Roof SPAN INFORMATION (ft): Beam Size (User Selected) Total Beam Length (ft) POINT LOADS (kips): Dist DL RedLL 6.000 0.19 0.00 42.676 0.00 0.00 37.676 0.80 32.676 0.80 LINE LOADS (k/ft): Load Dist 1 0.000 47.676 2 0.000 6.000 3 6.000 47.676 4 0.000 47.676 DL 0.083 0.083 0.038 0.038 0.084 0.084 0.044 0.044 LL 0.067 0.067 0.030 0.030 0.067 0.067 0.000 0.000 DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: (Camber = 3/4) Dead load (in) at Live load (in) at Net Total load (in) at Gravity Beam Design Beam Number - 41 I -End (70.69,67.48) J -End (118.36,67.48) = W21X44 Fy = 50.0 ksi = 47.68 Red% NonRLL StorLL 0.0 0.11 0.00 0.0 2.21 0.00 Red% Type - NonR SHEAR: Max V (DL +LL) =1139 kips fv =1.64 ksi Fv = 18.99 ksi MOMENTS: Span Cond Moment @ Tension Flange kip-ft ft fb Fb Center Max + 114.3. 25.7 16.81 33.00 Controlling 114.3 25.7 16.81 33.00 REACTIONS (kips): Left 5.36 3.31 8.67 Lb Cb ft 0.0 1.00 0.0 1.00 Right 6.23 5.17 11.39 24.31 ft = 24.31 ft = 24.31 ft = NonR NonR NonR Red% 0.0 0.0 -1.188 -0.745 -1.184 RoofLL 0.00 0.00 Red% 0.0 0.0 UD = UD = UD = 02/26/07 11:32:51 Steel Code: ASD 9th Ed. 481 768 483 Page 56/78 Compr Flange fb Fb 16.81 33.00 RAM RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Center Max + Controlling REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: (Camber - 3/4) Dead load (in) at Live load (in) at Net Total load (in) at Gravity Beam Design Floor Type: Roof Beam Number = 62 SPAN INFORMATION (ft): I -End (70.69,74.15) J -End (118.36,74.15) Beam Size (User Selected) = W21X44 Total Beam Length (ft) = 47.68 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL 42.676 0.00 0.00 0.0 2.21 0.00 0.0 0.00 37.676 0.80 32.676 0.80 LINE LOADS (k/ft): Load Dist DL I.I. Red% Type 1 0.000 0.167 0.133 - NonR 47.676 0.167 0.133 2 0.000 0.044 0.000 - NonR 47.676 0.044 0.000 SHEAR: Max V (DL +LL) =1136 kips fv =1.64 ksi Fv -18.99 ksi MOMENTS: Span Cond Moment ® Lb Cb Tension Flange kip-ft ft ft fb Fb 113.9 25.7 0.0 1.00 16.76 33.00 113.9 25.7 0.0 1.00 16.76 33.00 Left 5.45 3.41 8.86 24.31 ft = 24.31 ft = 24.31 ft = Right 6.21 5.16 11.36 -1.183 -0.744 -1.177 Fy = 50.0 ksi UD = UD = UD = 02/26/07 11:32:51 Steel Code: ASD 9th Ed. Floor Type: Roof Beam Number - 40 SPAN INFORMATION (ft): I -End (70.69,80.81) J -End (118.36,80.81) Beam Size (User Selected) W21X44 Total Beam Length (ft) - 47.68 POINT LOADS (kips): Red% Dist DL RedLL Red% NonRLL StorLL 0.0 42.676 0.00 0.00 0.0 2.21 0.00 483 769 486 Page 57/78 Compr Flange fb Fb 16.76 33.00 RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC LINE LOADS (k/ft): Load Dist DL 1 0.000 0.138 47.676 0.138 2 0.000 0.044 47.676 0.044 SHEAR Max V (DL +LL) - 8.96 kips fv -1.29 ksi Fv -18.99 ksi MOMENTS: Span Cond Moment ® Lb kip-ft ft ft Center Max + 88.8 24.6 0.0 Controlling 88.8 24.6 0.0 REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: (Camber =1/2) Dead load (in) Live load (in) Net Total load (in) LL Red% Type 0.110 - NonR 0.110 0.000 NonR 0.000 at at at Gravity Beam Design Left 4.35 2.86 7.21 23.84 ft = 24.08 ft = 24.08 ft = Right 4.35 4.61 8.96 Red% RoofLL Red% 0.0 0.00 0.0 Cb Tension Flange fb Fb 1.00 13.06 33.00 1.00 13.06 33.00 -0.867 -0.635 -1.002 Fy = 50.0 ksi IJD = L/D = IJD = 660 901 571 lb Compr Flange fb Fb 13.06 33.00 Page 58/78 02/26/07 11:32:51 Steel Code: ASD 9th Ed. RAM RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Floor Type: Roof Beam Number - 111 SPAN INFORMATION (ft): I -End (70.69,85.19) J -End (118.36,85.19) Beam Size (User Selected) = W21X50 Total Beam Length (ft) = 47.68 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 15.614 0.02 LINE LOADS (k/ft): Load Dist 1 0.000 47.676 2 0.000 47.676 3 0.000 47.676 DL 0.000 0.000 0.110 0.110 0.050 0.050 DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: (Camber -1/2) Dead load (in) Live load (in) Net Total load (in) LL 0.276 0276 0.088 0.088 0.000 0.000 at at at Gravity Beam Design Red% 23.84 ft = 23.84 ft = 23.84 ft = Type NonR NonR NonR SHEAR: Max V (DL +LL) -12.49 kips fv -1.58 ksi Fv - 20.00 ksi MOMENTS: Span Cond Moment @ Lb kip-ft ft ft Center Max + 148.8 23.8 0.0 Controlling 148.8 23.8 0.0 REACTIONS (kips): Left Right 3.82 3.81 8.67 8.67 12.49 12.48 Cb Tension Flange fb Fb 1.00 18.90 33.00 1.00 18.90 33.00 -0.652 -1.481 -1.634 Page 59/78 Fy = 50.0 ksi L/D = IJD = UD = 02/26/07 11:32:51 Steel Code: ASD 9th Ed. 877 386 350 Compr Flange fb Fb 18.90 33.00 RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Floor Type: Roof Beam Number - 151 SPAN INFORMATION (ft): I -End (76.69,61178) J -End (76.69,67.48) Beam Size (Optimum) = W8X10 Total Beam Length (ft) = 6.70 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 3.693 0.2$ 0.00 0.0 0.20 0.00 0.0 0.00 0.0 LINE LOADS (k/ft): Load Dist DL IL Red% Type 1 0.000 0.010 0.000 - NonR 6.702 0.010 0.000 SHEAR: Max V (DL +LL) - 0.30 kips fv - 0.22 ksi Fv - 20.00 ksi MOMENTS: Span Cond Moment kip-ft Center Max + 0.9 Controlling 0.9 REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) at at at Gravity Beam Design (a3 Lb Cb Tension Flange ft ft fb Fb 3.7 3.7 1.75 1.32 30.00 3.7 3.7 1.75 1.32 30.00 Left 0.16 0.09 0.25 3.45 ft = 3.45 ft = 3.45 ft = Right 0.19 0.11 0.30 -0.004 -0.002 -0.006 02/26/07 11:32:51 Steel Code: ASD 9th Ed. Fy = 50.0 ksi L/D = 20720 L/D = 33417 L/D = 12790 Page 60/78 Compr Flange fb Fb 1.32 30.00 r12, RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Floor Type: Roof Beam Number -114 Gravity Beam Desjpn SPAN INFORMATION (ft): I -End (86.30,85.19) 3 -End (8630,8957) Beam Size (Optimum) = W8X10 Total Beam Length (ft) = 4.38 LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.010 0.000 - NonR 4.381 0.010 0.000 SHEAR: Max V (DL +LL) - 0.02 kips fv - 0.02 ksi Fv - 20.00 ksi MOMENTS: Span Cond Moment @ Lb Cb kip-ft ft ft Controlling 0.0 2.3 4.4 1.00 REACTIONS (kips): DL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) at at at Left Right 0.02 0.02 0.02 0.02 2.19 ft = 2.19 ft = 2.19 ft = -0.000 0.000 -0.000 Tension Flange tb Fb 02/26/07 11:32:51 Steel Code: ASD 9th Ed. Fy - 50.0 ksi Page 61/78 Compr Flange tb Fb 0.04 28.74 RAM RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC LINE LOADS (k/ft): Load Dist 1 0.000 32.062 2 0.000 32.062 3 0.000 32.062 4 0.000 32.062 DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) DL 0.280 0.280 0.008 0.008 0.055 0.055 0.035 0.035 LL 0.207 0.207 0.007 0.007 0.044 0.044 0.000 0.000 Gravity Beam Design Floor Type: Roof Beam Number -12 SPAN INFORMATION (ft): I -End (86.30,89.57) 3 -End (118.36,89.57) Beam Size (User Selected) = W18X35 Total Beam Length (ft) = 32.06 Red% Type - NonR NonR NonR NonR SHEAR: Max V (DL +LL) -10.19 kips fv - 2.02 ksi Fv -19.13 ksi MOMENTS: Span Cond Moment ® Lb Cb kip-ft ft ft Center Max + 81.7 16.0 0.0 1.00 Controlling 81.7 16.0 0.0 1.00 REACTIONS (kips): Left Right 6.06 6.06 4.13 4.13 10.19 10.19 at 16.03 ft = at 16.03 ft = at 16.03 ft = -0.608 -0.414 -1.022 Tension Flange fb Fb 17.02 33.00 17.02 33.00 02/26/07 11:32:51 Steel Code: ASD 9th Ed. Fy = 50.0 ksi L/D = UD - L/D = 633 930 377 Page 62/78 Compr Flange fb Fb 17.02 33.00 RAM RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Floor Type: Roof SPAN INFORMATION (ft): Beam Size (Optimum) Total Beam Length (ft) LINE LOADS (k/ft): Load Dist DL 1 0.000 0.010 5.364 0.010 DL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) Gravity Beam Design Beam Number = 96 I -End (103.73,11.64) = W8X10 = 5.36 LL 0.000 0.000 Red% Type NonR SHEAR: Max V (DL +LL) = 0.03 kips fv = 0.02 ksi MOMENTS: Span Cond Moment @ Lb kip-ft ft ft Controlling 0.0 2.7 5.4 REACTIONS (kips): at at at Left Right 0.03 0.03 0.03 0.03 2.68 ft = 2.68 ft = 2.68 ft = J -End (103.73,17.00) Fv - 20.00 ksi Cb 1.00 -0.000 0.000 -0.000 Tension Flange fb Fb Page 63/78 02/26/07 11:32:51 Steel Code: ASD 9th Ed. Floor Type: Roof Beam Number - 21 SPAN INFORMATION (ft): I -End (103.73,11.64) .7-End (118.36,11.64) Fy = 50.0 ksi Beam Size (User Selected) = W12X14 Total Beam Length (ft) = 14.64 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL 2.271 0.70 0.00 0.0 0.50 0.00 0.0 0.00 5.000 0.00 0.00 0.0 2.21 0.00 0.0 0.00 Compr Flange fb Fb 0.06 26.44 RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC LINE LOADS (k/ft): Load Dist 1 0.000 2.271 2 2.271 14.635 3 0.000 14.635 4 0.000 2.271 5 2.271 14.635 6 0.000 14.635 Center Max + Controlling REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) DL 0.280 0.280 0.160 0.160 0.067 0.067 0.008 0.008 0.058 0.058 0.014 0.014 LL Red% Type 0.207 - NonR 0.207 0.000 0.0% Red 0.000 0.054 - NonR 0.054 0.007 - NonR 0.007 0.046 - NonR 0.046 0.000 - NonR 0.000 SHEAR: Max V (DL +LL) ■ 5.88 kips fv ■ 257 ksi Fv -18.76 ksi MOMENTS: Span Cond Moment @ Lb Cb Tension Flange kip-ft ft ft fb Fb 19.1 5.0 0.0 1.00 15.37 33.00 19.1 5.0 0.0 1.00 15.37 33.00 at at at Gravity Beam Design Left 2.93 2.96 5.88 7.17 ft = 7.02 ft = 7.02 ft = Right 2.31 1.59 3.90 -0.136 -0.138 -0.274 Fy = 50.0 ksi Red% 0.0 0.0 L/D = 1294 L/D = 1269 IJD = 641 Page 64/78 02/26/07 11:32:51 Steel Code: ASD 9th Ed. Compr Flange fb Fb 15.37 33.00 RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Floor Type: Roof SPAN INFORMATION (ft): Beam Size (User Selected) Total Beam Length (ft) LINE LOADS (k/ft): Load Dist DL 1 0.000 0.280 4.636 0.280 2 0.000 0.008 4.636 0.008 3 0.000 0.014 4.636 0.014 DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) Gravity Beam Design Beam Number = 22 I -End (106.00,7.00) = W12X14 = 4.64 Red% J -End (106.00,11.64) Type NonR LL 0.207 0.207 0.007 - NonR 0.007 0.000 - NonR 0.000 Fv =18.76 ksi ® Lb Cb ft ft SHEAR: Max V (DL +LL) =1.20 kips fv = 032 ksi MOMENTS: Span Cond Moment kip-ft Center Max + 1.4 2.3 4.6 Controlling 1.4 2.3 4.6 REACTIONS (kips): Left Right 0.70 0.70 0.50 0.50 1.20 1.20 at 2.32 ft = at 2.32 ft = at 2.32 ft - 1.00 1.00 -0.001 -0.001 -0.002 Page 65/78 02/26/07 11:32:51 Steel Code: ASD 9th Ed. RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Floor Type: Roof SPAN INFORMATION (ft): Fy = 50.0 ksi Beam Size (User Selected) Total Beam Length (ft) Tension Flange fb Fb 1.12 30.00 L/D = 45466 L/D = 26645 Compr Flange lb Fb 1.12 27.75 1.12 27.75 LINE LOADS (k/ft): Load Dist 1 0.000 9.899 2 0.000 9.899 3 0.000 9.899 4 0.000 9.899 Center Max + Controlling REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) DL 0.280 0.280 0.000 0.062 0.008 0.008 0.014 0.014 Beam Number =18 I -End (106.00,7.00) J -End (113.00,0.00) W12X14 = 9.90 LL 0.207 0.207 0.000 0.049 0.007 0.007 0.000 0.000 at at at Red% 4.95 ft = 4.95 ft = 4.95 ft = SHEAR: Max V (DL +LL) = 2.92 kips fv =1.28 ksi Fv =18.76 ksi MOMENTS: Span Cond Moment Q Lb Cb Tension Flange kip-ft ft ft tb Fb 7.0 5.0 0.0 1.00 5.64 33.00 7.0 5.0 0.0 1.00 5.64 33.00 Left 1.60 1.14 2.74 T ype NonR - NonR - NonR - NonR Right 1.70 1.22 2.92 -0.028 -0.020 -0.048 02/26/07 11:32:51 Steel Code: ASD 9th Ed. Fy = 50.0 ksi L/D = 4236 LID = 5925 L/D = 2470 Page 66/78 Compr Flange fb Fb 5.64 33.00 RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Floor Type: Roof Beam Number = 23 LINE LOADS (k/ft): Load Dist 1 0.000 12.364 2 0.000 7.000 3 7.000 12.364 4 0.000 12.364 Center Max + Controlling REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) DL 0.058 0.058 0.000 0.088 0.088 0.088 0.010 0.010 at at at G ravity Grayitzataninnign SPAN INFORMATION (ft): I -End (106.00,7.00) J -End (11836,7.00) Beam Size (Optimum) = W8X10 Total Beam Length (ft) = 12.36 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL 5.000 0.00 0.00 0.0 2.21 0.00 LL Red% Type 0.046 - NonR 0.046 0.000 - NonR 0.070 0.070 - NonR 0.070 0.000 - NonR 0.000 Red% RoofLL 0.0 0.00 SHEAR: Max V (DL +LL) = 2.55 kips fv =1.90 ksi Fv = 20.00 ksi MOMENTS: Span Cond Moment @ Lb Cb Tension Flange kip-ft ft ft fb Fb 10.9 5.0 0.0 1.00 16.67 32.70 10.9 5.0 0.0 1.00 16.67 32.70 Left Right 0.71 0.90 1.84 1.57 2.55 2.47 624 ft = 6.06 ft = 6.06 ft = -0.080 -0.219 -0.299 Page 67/78 02/26/07 11:32:51 Steel Code: ASD 9th Ed. RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Gravity Beam isairwt Floor Type: Roof Beam Number =14 SPAN INFORMATION (ft): I -End (113.00,0.00) J -End (123.00,0.00) Beam Size (User Selected) = W21X44 Total Beam Length (ft) = 10.00 POINT LOADS (kips): Red% Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 0.0 5.364 6.07 0.00 0.0 9.11 0.00 0.0 0.00 0.0 Fy = 50.0 ksi L/D = 1853 UD = 677 L/D = 496 Compr Flange fb Fb 16.67 32.70 LINE LOADS (k/ft): Load Dist 1 0.000 10.000 2 0.000 10.000 3 0.000 10.000 4 0.000 10.000 Center Max + Controlling REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) DL 0.280 0.280 0.088 0.088 0.008 0.008 0.044 0.044 I.I. 0.207 0.207 0.070 0.070 0.007 0.007 0.000 0.000 Red% Type NonR NonR NonR NonR SHEAR: Max V (DL +LL) =11.66 kips fv =1.68 ksi Fv = 18.99 ksi MOMENTS: Span Cond Moment ® Lb Cb kip-ft ft ft 46.5 5.4 0.0 1.00 46.5 5.4 0.0 1.00 Left Right 4.91 5.35 5.64 6.31 10.56 11.66 at 5.10 ft = at 5.10 ft = at 5.10 ft = -0.013 -0.016 -0.029 Fy = 50.0 ksi Tension Flange fb Fb 6.84 33.00 6.84 33.00 02/26/07 11:32:51 Steel Code: ASD 9th Ed. L/D = 9423 VD = 7530 L/D = 4185 Page 68/78 Compr Flange fb Fb 6.84 33.00 RAM RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Floor Type: Roof Beam Number -19 SPAN INFORMATION (ft): I -End (11836,0.00) J -End (118.36,24.45) Beam Size (User Selected) = W21X44 Fy = 50.0 ksi Total Beam Length (ft) = 24.45 POINT LOADS (kips): Dist DL RedLL Red% 7.000 0.84 0.00 7.000 11.636 11.636 17.000 17.000 24.000 5.000 0.90 0.79 2.31 0.90 6.00 0.90 0.00 LINE LOADS (k/ft): Load Dist 1 24.000 24.448 2 11.636 24.000 3 24.000 24.448 4 0.000 24.448 SHEAR: Max V (DL +LL) - 21.25 kips fv - 3.07 ksi Fv -18.99 MI MOMENTS: Span Cond Moment ® Lb kip-ft ft ft Center Max + 140.6 17.0 5.4 Controlling 140.6 17.0 5.4 REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DL 0.280 0.280 0.160 0.160 0.008 0.008 0.044 0.044 NonRLL StorLL 0.0 1.58 0.00 0.0 1.57 0.00 0.0 1.53 0.00 0.0 1.59 0.00 0.0 1.62 0.00 0.0 9.75 0.00 0.0 0.66 0.00 0.0 2.21 0.00 LL Red% Type 0.207 - NonR 0.207 0.000 0.0% Red 0.000 0.007 - NonR 0.007 0.000 - NonR 0.000 at at at Gravity Beam Design Left 6.07 9.11 15.18 12.71 ft = 12.59 ft = 12.59 ft Right 9.77 11.48 21.25 Red% 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -0.258 -0.343 -0.602 RoofLL 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Red% 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Cb Tension Flange fb Fb 1.01 20.67 30.00 1.01 - - L/D = L/D = L/D = 1135 855 488 Page 69/78 02/26/07 11:32:51 Steel Code: ASD 9th Ed. Compr Flange fb Fb 20.67 26.71 20.67 2671 RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Floor Type: Roof SPAN INFORMATION (ft): Beam Size (Optimum) Total Beam Length (ft) POINT LOADS (kips): Dist DL RedLL 6.636 0.00 0.00 LINE LOADS (k/ft): Load Dist 1 0.000 11.636 2 0.000 4.636 3 4.636 11.636 4 0.000 11.636 DL 0.058 0.058 0.088 0.088 0.088 0.000 0.010 0.010 LL 0.046 0.046 0.070 0.070 0.070 0.000 0.000 0.000 Gravity Beam Design Beam Number - 24 I -End (11836,7.00) J -End (130.00,7.00) = W8X10 = 11.64 Red% NonRLL StorLL Red% RoofLL Red% 0.0 2.21 0.00 0.0 0.00 0.0 Red% Type NonR NonR NonR NonR SHEAR Max V (DL +LL) - 2.42 kips fv -1.80 ksi Fv - 20.00 ksi MOMENTS: Span Cond Moment kip-ft Center Max + 10.1 Controlling 10.1 REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) at at at Left 0.84 1.58 2.42 5.76 ft = 5.93 ft = 5.93 ft = Right 0.66 1.74 2.40 -0.062 -0.182 -0.244 02/26/07 11:32:51 Steel Code: ASD 9th Ed. Fy = 50.0 ksi ® Lb Cb Tension Flange ft ft lb Fb 6.6 0.0 1.00 15.53 32.70 6.6 0.0 1.00 15.53 32.70 L/D = 2259 L/D = 766 IJD = 572 Page 70/78 Compr Flange fb Fb 15.53 32.70 RAM Floor Type: Roof RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Gravity Beam Design Beam Number - 20 SPAN INFORMATION (ft): I -End (118.36,11.64) J -End (130.00,11.64) Beam Size (Optimum) = W8X10 Total Beam Length (ft) = 11.64 Page 71/78 02/26/07 11:32:51 Steel Code: ASD 9th Ed. Fy = 50.0 ksi LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.125 0.100 - NonR 11.636 0.125 0.100 2 0.000 0.010 0.000 - NonR 11.636 0.010 0.000 SHEAR: Max V (DL +LL) = 2.63 kips fv = 1.96 ksi Fv - 20.00 ksi MOMENTS: Span Cond Moment ® Lb Cb Tension Flange Compr Flange kip-ft ft ft fb Fb fb Fb Center Max + 10.2 6.6 0.0 1.00 15.67 32.70 15.67 32.70 Controlling 10.2 6.6 0.0 1.00 15.67 32.70 - - REACTIONS (kips): Left Right DL reaction 0.79 0.79 Max +LL reaction 1.53 1.84 Max +total reaction 2.32 2.63 DEFLECTIONS: Dead load (in) at 5.82 ft = -0.062 L/D = 2239 Live load (in) at 5.99 ft = -0.183 LID = 764 Net Total load (in) at 5.99 ft = -0.245 L/D = 570 RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Gravity Beam Design Floor Type: Roof Beam Number - 25 SPAN INFORMATION (ft): I -End (118.36,17.00) J -End (130.00,17.00) Beam Size (Optimum) = W8X10 Total Beam Length (ft) = 11.64 02/26/07 11:32:51 Steel Code: ASD 9th Ed. Fy = 50.0 ksi POINT LOADS (kips): POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 6.636 0.00 0.00 0.0 2.21 0.00 0.0 0.00 0.0 6.636 0.00 0.00 0.0 2.21 0.00 0.0 0.00 0.0 Page 72/78 LINE LOADS (1c/ft): Load Dist DL LL Red% Type 1 0.000 0.088 0.070 - NonR 4.636 0.088 0.070 2 4.636 0.088 0.070 - NonR 11.636 0.000 0.000 3 0.000 0.067 0.054 - NonR 11.636 0.067 0.054 4 0.000 0.010 0.000 - NonR 11.636 0.010 0.000 SHEAR: Max V (DL +LL) - 2S2 kips fv -1.88 ksi Fv - 20.00 ksi MOMENTS: Span Cond Moment ® Lb Cb Tension Flange Compr Flange kip-ft ft ft lb Fb fb Fb Center Max + 10.4 6.6 0.0 1.00 15.95 32.70 15.95 32.70 Controlling 10.4 6.6 0.0 1.00 15.95 32.70 -- - -- REACTIONS (kips): Left Right DL reaction 0.90 0.71 Max +LL reaction 1.62 1.78 Max +total reaction 2.52 2.50 DEFLECTIONS: Dead load (in) at 5.76 ft = -0.066 UD = 2115 Live load (in) at 5.93 ft = -0.186 L/D = 752 Net Total load (in) at 5.93 ft = -0.252 UD = 555 Fil RAM RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Floor Type: Roof SPAN INFORMATION (ft): Beam Size (User Selected) Total Beam Length (ft) LINE LOADS (k/ft): Load Dist DL 1 0.000 0.280 4.636 0.280 2 0.000 0.008 4.636 0.008 3 0.000 0.088 4.636 0.088 4 0.000 0.014 4.636 0.014 SHEAR: Max V (DL +LL) _ MOMENTS: Span Cond Moment kip-ft Center Max + 1.8 Controlling 1.8 REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) at at at Gravity Beam Design Beam Number = 26 I -End (11836,24.00) = W12X14 = 4.64 LL Red% Type 0.207 - NonR 0.207 0.007 - NonR 0.007 0.070 - NonR 0.070 0.000 - NonR 0.000 1.56 kips fv - 0.68 ksi Fv -18.76 ksi Lb ft ft 2.3 0.0 2.3 0.0 Left Right 0.90 0.90 0.66 0.66 1.56 1.56 2.32 ft = 2.32 ft = 2.32 ft = J -End (123.00,24.00) Cb Tension Flange fb Fb 1.00 1.46 33.00 1.00 1.46 33.00 -0.002 -0.001 -0.003 02/26/07 11:32:51 Steel Code: ASD 9th Ed. Floor Type: Roof Beam Number =13 SPAN INFORMATION (ft): I -End (11836,24.45) J -End (118.36,67.48) Fy = 50.0 ksi Beam Size (Optimum) = W27X84 Total Beam Length (ft) = 43.03 POINT LOADS (kips): Dist DL RedLL 1/D = 35265 L/D = 48483 L/D = 20416 Page 73/78 Compr Flange fb Fb 1.46 33.00 RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Red% NonRLL StorLL 0.469 6.25 0.00 0.0 0.00 7.615 5.33 0.00 0.0 0.00 14.813 6.18 0.00 0.0 0.00 21.985 6.17 0.00 0.0 0.00 29.156 5.33 0.00 0.0 0.00 36.328 5.19 0.00 0.0 0.00 LINE LOADS (k/ft): Load Dist 1 0.000 43.031 2 0.000 43.031 3 0.000 43.031 DL 0.280 0.280 0.008 0.008 0.084 0.084 LL 0.207 0.207 0.007 0.007 0.000 0.000 DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: (Camber = 3/4) Dead load (in) at Live load (in) at Net Total load (in) at Gravity Beam Design 5.57 5.40 5.40 5.40 5.40 5.29 Red% Type - NonR - NonR - NonR SHEAR: Max V (DL +LL) = 51.47 kips fv = 4.40 ksi Fv 19.44101 MOMENTS: Span Cond Moment ® Lb kip-ft ft ft Center Max + 498.5 22.0 7.2 Controlling 498.5 22.0 7.2 REACTIONS (kips): Left Right 28.18 22.30 23.29 18.35 51.47 40.65 21.52 ft = 21.52 ft = 21.52 ft = Red% 0.0 0.0 0.0 0.0 0.0 0.0 RoofLL 0.00 0.00 0.00 0.00 0.00 0.00 Fy = 50.0 ksi Red% 0.0 0.0 0.0 0.0 0.0 0.0 Cb Tension Flange fb Fb 1.05 28.08 33.00 1.05 28.08 33.00 -1.085 -0.890 -1.225 L/D = L/D = L/D = 02/26/07 11:32:51 Steel Code: ASD 9th Ed. 476 580 421 Page 74/78 Compr Flange fb Fb 28.08 33.00 RAM RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Floor Type: Roof Beam Number -15 Gravity Beam Design Page 75/78 02/26/07 11:32:51 Steel Code: ASD 9th Ed. RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Floor Type: Roof Beam Number -17 Gravity Beam Design Page 76/78 02/26/07 11 :32:51 Steel Code: ASD 9th Ed. SPAN INFORMATION (ft): I -End (123.00,0.00) J End (130.00,7.00) SPAN INFORMATION (ft): I -End (123.00,24.00) J -End (130.00,17.00) Beam Size (User Selected) = W12X14 Fy = 50.0 ksi Beam Size (User Selected) = W12X14 Fy = 50.0 ksi Total Beam Length (ft) = 9.90 Total Beam Length (ft) = 9.90 LINE LOADS (k/ft): LINE LOADS (k/ft): Load Dist DL LL Red% Type Load Dist DL LL Red% Type 1 0.000 0.280 0.207 - NonR 1 0.000 0.280 0.207 - NonR 9.899 0.280 0.207 9.899 0.280 0.207 2 0.000 0.062 0.049 - NonR 2 0.000 0.008 0.007 - NonR 9.899 0.000 0.000 9.899 0.008 0.007 3 0.000 0.008 0.007 - NonR 3 0.000 0.062 0.049 - NonR 9.899 0.008 0.007 9.899 0.000 0.000 4 0.000 0.014 0.000 - NonR 4 0.000 0.014 0.000 - NonR 9.899 0.014 0.000 9.899 0.014 0.000 SHEAR: Max V (DL +LL) = 2.92 kips fv = 1.28 ksi Fv =18.76 ksi SHEAR: Max V (DL +LL) - 2.92 kips fv -1.28 ksi Fv =18.76 ksi MOMENTS: MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Compr Flange Span Cond Moment @ Lb Cb Tension Flange Compr Flange kip-ft ft ft fb Fb fb Fb kip-ft ft ft fb Fb fb Fb Center Max + 7.0 4.9 0.0 1.00 5.64 33.00 5.64 33.00 Center Max + 7.0 4.9 0.0 1.00 5.64 33.00 5.64 33.00 Controlling 7.0 4.9 0.0 1.00 5.64 33.00 - - Controlling 7.0 4.9 0.0 1.00 5.64 33.00 - - REACTIONS (kips): REACTIONS (kips): Left Right Left Right DL reaction 1.70 1.60 DL reaction 1.70 1.60 Max +LL reaction 1.22 1.14 Max +LL reaction 1.22 1.14 Max +total reaction 2.92 2.74 Max +total reaction 2.92 2.74 DEFLECTIONS: DEFLECTIONS: Dead load (in) at 4.95 ft = -0.028 UD = 4236 Dead load (in) at 4.95 ft = -0.028 L/D = 4236 Live load (in) at 4.95 ft = -0.020 L/D = 5925 Live load (in) at 4.95 ft = -0.020 UD = 5925 Net Total load (in) at 4.95 ft = -0.048 L/D = 2470 Net Total load (in) at 4.95 ft = -0.048 L/D = 2470 RAM RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Floor Type: Roof SPAN INFORMATION (ft): Beam Size (Optimum) Total Beam Length (ft) LINE LOADS (1c/ft): Load Dist DL 1 0.000 0.164 13.333 0.164 2 0.000 0.010 13.333 0.010 Center Max + Controlling REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) Gravity Beam Design Beam Number - 64 I -End (127.44,67.48) J -End (127.44,80.81) W8X10 = 13.33 IL Red% Type 0.131 - NonR 0.131 0.000 - NonR 0.000 SHEAR: Max V (DL +LL) - 2.03 kips fv - 132 ksi Fv - 20.00 ksi MOMENTS: Span Cond Moment @ Lb kip-ft ft ft 6.8 6.7 0.0 6.8 6.7 0.0 at at at Left 1.16 0.87 2.03 6.67 ft = 6.67 ft = 6.67 ft = Right 1.16 0.87 2.03 Cb Tension Flange fb Fb 1.00 10.41 32.70 1.00 10.41 32.70 -0.138 -0.104 -0.243 02/26/07 11:32:51 Steel Code: ASD 9th Ed. Fy = 50.0 ksi LID = 1156 L/D - 1534 L/D = 659 Page 77/78 Compr Flange lb Fb 10.41 32.70 RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Floor Type: Roof SPAN INFORMATION (ft): Beam Size (User Selected) Total Beam Length (ft) POINT LOADS (kips): Dist DL RedLL 4.636 0.79 0.00 LINE LOADS (1c/ft): Load Dist DL I.L 1 0.000 0.280 0.207 10.000 0.280 0.207 2 0.000 0.008 0.007 10.000 0.008 0.007 3 0.000 0.014 0.000 10.000 0.014 0.000 SHEAR: Max V (DL +LL) - 3.99 kips fv -1.74 ksi Fv -18.76 ksi MOMENTS: Span Cond Moment kip-ft Center Max + 13.0 Controlling 13.0 REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) Gravity Beam Design Beam Number -16 I -End (130.00,7.00) = W12X14 = 10.00 Red% NonRLL StorLL Red% RoofLL Red% 0.0 1.84 0.00 0.0 0.00 0.0 at at at Red% Left 1.93 2.06 3.99 J -End (130.00,17.00) Type NonR - NonR 4.95 ft = 4.95 ft = 4.95 ft = NonR @ Lb Cb ft ft 4.6 4.6 4.6 4.6 Right 1.88 1.92 3.80 Tension Flange fb Fb 1.75 10.43 30.00 1.75 - - -0.037 -0.044 -0.082 02/26/07 11:32:51 Steel Code: ASD 9th Ed. Fy = 50.0 ksi L/D = 3207 L/D = 2707 LD = 1468 Page 78/78 Compr Flange fb Fb 10.43 28.33 10.43 28.33 RAM MC 4* W Column Line 4 - J Level Roof Column Line 4 - F Level Roof Gravity Column Design Summary RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Column Line 4.1- A Level Roof Column Line 43 - L Level Roof Column Line 4.6 - A Level Roof Column Line 4.9 - L Level Roof Column Line 5 - H Level Roof Column Line 5 - D Level Roof Column Line 5.4 - A Level Roof Column Line 5.9 - L Level Roof 02/26/07 10:56:24 Steel Code: ASD 9th Ed. P Mx My LC Interaction Eq. Angle Fy Size 38.1 11.1 0.3 8 0.74 Eq H1-1 90.0 46 HSS6X6X3 /8 P Mx My LC Interaction Eq. Angle Fy Size 67.3 13.3 0.3 8 0.52 Eq H1 -1 90.0 46 HSS8X8X3 /8 P Mx My LC Interaction Eq. Angle Fy Size 44.6 16.8 0.0 1 0.78 Eq H1 -1 0.0 46 HSS6X6X1/2 P Mx My LC Interaction Eq. Angle Fy Size 15.8 0.1 0.0 1 0.29 Eq H1 -1 0.0 46 HSS5X5X3 /8 P Mx My LC Interaction Eq. Angle Fy Size 32.5 11.3 0.0 1 0.65 Eq H1 -1 0.0 46 HSS6X6X3 /8 P Mx My LC Interaction Eq. Angle Fy Size 35.3 8.8 0.0 1 0.62 Eq H1 -1 0.0 46 HSS6X6X3 /8 P Mx My LC Interaction Eq. Angle Fy Size 57.7 3.1 19.1 17 0.57 Eq H1-1 0.0 46 HSS8X8X3 /8 P Mx My LC Interaction Eq. Angle Fy Size 65.4 0.3 14.8 6 0.53 Eq H1-1 0.0 46 HSS8X8X3 /8 P Mx My LC Interaction Eq. Angle Fy Size 32.5 9.1 0.0 12 0.59 Eq Hl -1 0.0 46 HSS6X6X3 /8 P Mx My LC Interaction Eq. Angle Fy Size 18.0 2.4 0.0 1 0.43 Eq H1 -1 0.0 46 HSS5X5X3 /8 Gravity Column Design Summary RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Column Line 6 - M Level P Mx My LC Interaction Eq. Angle Fy Size Roof 6.5 1.8 0.3 6 0.13 Eq H1 -3 0.0 46 HSS6X6X3 /8 Column Line 7 - N Level P Mx My LC Interaction Eq. Angle Fy Size Roof 13.4 4.4 Column Line 8 - H.1 Level P Mx Roof 62.0 0.0 02/26/07 10:56:24 Steel Code: ASD 9th Ed. 0.7 8 0.30 Eq H1-3 0.0 46 HSS6X6X3 /8 My LC Interaction Eq. Angle Fy Size 22.6 10 0.61 Eq H1-1 0.0 46 HSS8X8X3 /8 Column Line 9 - N Level P Mx My LC Interaction Eq. Angle Fy Size Roof 14.5 5.0 0.7 12 0.33 Eq H1-3 0.0 46 HSS6X6X3 /8 Column Line 9 - H.2 Level P Mx My LC Interaction Eq. Angle Fy Size Roof 4.4 0.3 0.7 12 0.08 Eq HI -3 0.0 46 HSS6X6X3 /8 Column Line 10 - M Level P Mx My LC Interaction Eq. Angle Fy Size Roof 9.1 1.7 1.5 10 0.20 Eq H1-3 0.0 46 HSS6X6X3 /8 Column Line 10 - K Level P Mx My LC Interaction Eq. Angle Fy Size Roof 9.0 1.8 1.4 6 0.19 Eq H1 -3 0.0 46 HSS6X6X3 /8 Page 2/2 RAM MEJ�Wk'TW Column Line 4 - J Column Line 4 - F RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Column Line 1- G.5 Column Load Summary 03/23/07 07:11:09 Steel Code: ASD 9th Ed. Units: kips Column Line 1- L Level lb Col# Height Dead Self +Live -Live MinTot MaxTot Roof 22 20.00 9.2 2.6 11.9 0.0 11.8 23.7 Level I 1 Col# Height Dead Self +Live -Live MinTot MaxTot Roof 34 20.00 23.9 2.6 19.9 0.0 26.6 46.5 Column Line 1- ES Level n 0 Col# Height Dead Self +Live -Live MinTot MaxTot Roof !� 33 20.00 26.5 2.6 24.2 0.0 29.2 53.4 Column Line 1- A Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof ;1 20 20.00 10.5 2.6 17.8 0.0 13.2 31.0 Column Line 2 - A Level /fin Col# Height Dead Self +Live -Live MinTot MaxTot Roof 2 21 20.00 4.8 2.6 5.6 0.0 7.4 13.0 Column Line 3.1- L Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof v 32 20.00 3.6 2.6 7.9 0.0 6.2 14.2 Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof 30 20.00 26.6 0.5 21.6 0.0 27.1 48.7 Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof 31 20.00 49.9 0.7 27.7 0.0 50.6 78.2 91n RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Column Line 4.1- A Level Roof Column Line 4.3 - L Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof 10 20.00 7.0 0.4 8.4 0.0 7.4 15.8 Column Line 4.6 - A Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof 14 20.00 15.5 0.5 16.4 0.0 16.1 32.5 Column Line 4.9 - L Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof 9 20.00 17.1 0.5 17.7 0.0 17.6 35.3 Column Line 5 - H Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof 11 20.00 38.9 0.7 27.7 0.0 39.6 67.3 Column Line 5 - D Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof 12 20.00 47.8 0.7 29.9 0.0 48.5 78.4 Column Line 5.4 - A Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof 13 20.00 19.5 0.5 16.6 0.0 20.0 36.6 Column Line 5.9 - L Column Line 6 - M Column Load Summary Page 2/4 03/23/07 07:11:09 Steel Code: ASD 9th Ed. Col# Height Dead Self +Live -Live MinTot MaxTot 15 20.00 21.6 0.7 22.4 0.0 22.2 44.6 Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof 8 20.00 9.9 0.4 7.7 0.0 10.3 18.0 Level Roof Column Line 7 - N Column Line 8 - 11.1 Column Line 8 - C RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Column Line 8 - A Column Line 8.1- B Column Line 9 - N Column Line 9 -11.2 Column Load Summary Page 3/4 03/23/07 07:11:09 Steel Code: ASD 9th Ed. Col# Height Dead Self +Live -Live MinTot MaxTot 3 20.00 3.0 0.5 3.5 0.0 3.5 7.0 Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof 1 20.00 6.6 0.5 6.9 0.0 7.1 14.0 Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof 7 20.00 37.9 0.7 34.8 0.0 38.7 73.4 Level g4 Col# Height Dead Self +Live -Live MinTot MaxTot Roof 11 27 20.00 48.4 2.6 38.9 0.0 51.0 90.0 Roof (/'d' 26 20.00 21.4 2.6 20.3 0.0 24.1 44.4 Column Line 8.1- C Level Col# Height Dead Self +Live -Live MinTot MaxTot HighRoof 4 10.00 5.2 0.4 3.5 0.0 5.5 9.0 Level Col# Height Dead Self +Live -Live MinTot MaxTot HighRoof 3 10.00 5.2 0.4 3.5 0.0 5.5 9.0 Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof 2 20.00 7.1 0.5 7.5 0.0 7.6 15.1 Level Coi# Height Dead Self +Live -Live MinTot MaxTot Roof 6 20.00 2.6 0.5 1.9 0.0 3.1 5.0 RAM MfAW[NV Column Line 10 - M Level Roof RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Column Line 10 - K Column Line 11- C Column Line 11- B Column Load Summary Page 4/4 03/23/07 07:11 :09 Steel Code: ASD 9th Ed. Col# Height Dead Self +Live -Live MinTot MaxTot 4 20.00 4.2 0.5 4.9 0.0 4.7 9.6 Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof 5 20.00 4.2 0.5 4.8 0.0 4.7 9.5 Level Col# Height Dead Self +Live -Live MinTot MaxTot HighRoof 1 10.00 5.1 0.4 3.5 0.0 5.6 9.1 Roof 18 20.00 12.2 1.3 8.2 0.0 13.6 21.8 Level Col# Height Dead Self +Live -Live MinTot MaxTot HighRoof 2 10.00 5.1 0.4 3.5 0.0 5.6 9.1 Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof 19 20.00 12.2 1.3 8.2 0.0 13.6 21.8 JOB ENGINEER DESIGN OF MI.E L() 44 T *,9 Pt met toe 1 1( G 1( w t 1 SHIMAJI & LASCOLA structural engineers (IY SHEET NO. DATE SHIMAJI & LASCOLA structural engineers JOB SHEET NO. ENGINEER DATE DESIGN OF 5rAtk tv U J ' III Jr I v eialp II i (PP = t 7-W = 211c2 -� 16 t a() 1 ico Lr- Description End Center center+ Center2 Center3 Span ft 18.00 18.00 18.00 18.00 18.00 Beam Width in 12.00 12.00 12.00 12.00 12.00 Beam Depth in 9.00 9.00 9.00 9.00 9.00 End Fixity . Pin -Pin Pin -Pin Pin -Pin Pin -Pin Pin -Pin Reinforcing Center Area Bar Depth 0.31in2 7.00in 0.31in2 7.00in 0.31in2 7.00in 0.31in2 7.00in 0.31in2 7.00in Left Area 0.44in2 0.441n2 0.44in2 0.44in2 0.44in2 Bar Depth 2.00in 2.00in 2.00in 2.00in 2.00in Right ArO Bar Depth 0.44in2 2.00in 0.441n2 2.00in 0.441n2 2.00in 0.44in2 2.00in 0.441n2 2.00in Loads Using Uve Load This Span ?? Yes Yes Yes Yes Yes Dead Load k/ft 0.115 0.115 0.115 0.115 0.115 Live Load k/ft 0.100 0.100 0.100 0.100 0.100 Results Beam OK Beam OK Beam OK Beam OK Beam OK Mmax @ Cntr k -ft 8.36 3.56 4.94 3.56 8.36 @ X = ft 7.08 9.48 9.00 8.52 10.92 Mn • Phi k -ft 9.34 9.34 9.34 9.34 9.34 Max @ Left End k -ft 0.00 -11.29 -8.47 -8.47 -11.29 Mn • Phi k -ft 12.97 12.97 12.97 12.97 12.97 Max © Right End k -ft -11.29 -8.47 -8.47 -11.29 0.00 Mn ' Phi k -ft 12.97 12.97 12.97 12.97 12.97 Bending OK Bending OK Bending OK Bending OK Bending OK Shear @ Left k 2.35 3.14 2.98 2.82 3.61 Shear © Right k 3.61 2.82 2.98 3.14 2.35 Reactions & Deflections DL © Left k 0.82 2.34 2.02 2.02 2.34 LL © Left k 0.71 2.04 1.75 1.75 2.04 Total @ Left k 1.53 4.38 3.77 3.77 4.38 DL © Right k 2.34 2.02 2.02 2.34 0.82 LL @ Right k 2.04 1.75 1.75 2.04 0.71 Total © Right k 4.38 3.77 3.77 4.38 1.53 Max. Deflection in -0.220 -0.051 -0.054 -0.051 -0.220 © X = ft 7.92 9.60 9.00 8.40 10.08 Inertia : Effective in4 372.30 372.30 729.00 372.30 372.30 [Shear Stirrups Shlmaji & Lascola, Inc. 23682 Birtcher Drive Lake Forest, CA 92630 (949) 770 -9967 Rev: 560100 User: KW-0602701, Ver 5.6.1, 25-Oct -2002 (e)1983 -2002 ENERCALC Engineering Software Multi -Span Concrete Beam Page 1 Description General Information Fy 60,000.0 psi Pc 3,000.0 psi Concrete Member Information The Cheesecake Factory, Tukwila, WA (Concrete Slab On Grade) Stirrup Rebar Area Spacing @ Left Spacing © .2`L Spacing @ .4'L Spacing @ .61 Spacing @ .8'L Spacing © Right in2 in in in in in in 0.400 Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Title : Dsgnr: Description : Scope: Job# Date: 8:00AM, 23 MAR 07 Calculations are designed to ACI 318 -95 and 1997 UBC Requirements Spans Considered Continuous Over Supports ACI Dead Load Factor 1.40 1.70 Stirrup Fy 40,000.0 psi ACI Uve Load Factor 0.400 Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd 0.400 Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd 0.400 Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd 0.400 Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Shimaji & Lascola, Inc. 23682 Birtcher Drive Lake Forest, CA 92630 (949) 770 -9967 Multi -Span Concrete Beam Page 2 Rev: 560100 User. KW-0602701, Ver 5.8.1, 25-Oct -2002 _ (c) 1983 -2002 ENERCALC Engineering Software The Cheesecake Factory, Tukwila, WA (Concrete Slab On Grade) Description Title : Dsgnr: Description : Scope : Query Values Location ft 0.00 0.00 0.00 0.00 0.00 Moment k -ft 0.0 -11.3 -8.5 -8.5 -11.3 Shear k 2.4 3.1 3.0 2.8 3.6 Deflection in 0.0000 0.0000 0.0000 0.0000 0.0000 Job # Date: 8:00AM, 23 MAR 07 LU Shimaji & Lascola, Inc. 23682 Birtcher Drive Lake Forest, CA 92630 (949) 770 -9967 Rev: 560100 Page 1 Use KW-0602701. Multi -Span Concrete Beam (c 1983-2002 ENERCALC Engineering Software �.. Description The Cheesecake Factory, Tukwila, WA (Concrete Slab On Grade - Skipped LL) General Information Mir Fy 60,000.0 psi Spans Considered Continuous Over Supports ACI Dead Load Factor 1.40 rc 3,000.0 psi Stirrup Fy 40,000.0 psi ACI Uve Load Factor 1.70 Concrete Member Information Description End Center Centerl Center2 Center3 Span ft 18.00 18.00 18.00 18.00 18.00 Beam Width in 12.00 12.00 12.00 12.00 12.00 Beam Depth in 9.00 9.00 9.00 9.00 9.00 End Fixity Pin - Pin Pin - Pin Pin - Pin Pin - Pin Pin - Pin Reinforcing Center Area 0.31in2 0.31in2 0.31in2 0.31in2 0.31in2 Bar Depth 7.00in 7.00in 7.00in 7.00in 7.00in Left Area 0.44in2 0.44in2 0.44in2 0.44in2 0.44in2 Bar Depth 2.00in 2.00in 2.00in 2.00in 2.00in Right Area 0.44in2 0.44in2 0.44in2 0.44in2 0.44in2 Bar Depth 2.00in 2.00in 2.00in 2.00in 2.00in Loads Using Uve Load This Span ?? Dead Load k/ft Live Load k/ft Reactions & Deflections DL @ Left k LL @ Left k Total @ Left k DL @ Right k LL @ Right k Total @ Right k Max. Deflection in @X= ft Inertia : Effective in4 Shear Stirrups Stirrup Rebar Area in2 Spacing @ Left in Spacing @ .2'L in Spacing @ .4'L in Spacing @ .6•L in Spacing @ .8'L In Spacing @ Right in Yes Yes 0.115 0.115 0.100 0.100 Yes 0.115 Title : Dsgnr: Description : Scope : Results Beam OK Beam OK Beam OK Beam OK Beam OK Mmax @ Cntr k -ft 8.07 4.81 0.95 4.81 8.07 @ X = ft 6.96 10.08 9.00 7.92 11.04 Mn • Phi k -ft 9.34 9.34 9.34 9.34 9.34 Max @ Left End k -ft 0.00 -12.01 -5.57 -5.57 -12.01 Mn • Phi k -ft 12.97 12.97 12.97 12.97 12.97 Max @ Right End k -ft -12.01 -5.57 -5.57 -12.01 0.00 Mn • Phi k -ft 12.97 12.97 12.97 12.97 12.97 Bending OK Bending OK Bending OK Bending OK Bending OK Shear @ Left k 2.31 3.34 1.45 2.62 3.65 Shear @ Right k 3.65 2.62 1.45 3.34 2.31 Calculations are designed to ACI 318-95 and 1997 UBC Requirements Yes Yes 0.115 0.115 0.100 0.100 0.82 2.34 2.02 2.02 2.34 0.69 2.18 0.73 0.73 2.18 1.50 4.52 2.75 2.75 4.52 2.34 2.02 2.02 2.34 0.82 2.18 0.73 0.73 2.18 0.69 4.52 2.75 2.75 4.52 1.50 -0.235 -0.103 0.005 -0.103 -0.235 7.80 9.96 15.72 8.04 10.20 329.90 329.90 729.00 329.90 329.90 0.400 0.400 0.400 0.400 0.400 Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Job # Date: 8:02AM, 23 MAR 07 I Shimaji & Lascola, Inc. 23682 Birtcher Drive Lake Forest, CA 92630 (949) 770 -9967 Title : Dsgnr: Description : Scope : ev 8 560100 User: 60100 701. Ver 5.8.1, 25-Oct-2002 ENERCALC Engineering Software Multi -Span Concrete Beam Page 2 Description The Cheesecake Factory, Tukwila, WA (Concrete Slab On Grade - Skipped LL) Query Values Location ft 0.00 0.00 0.00 0.00 0.00 Moment k -ft 0.0 -12.0 -5.6 -5.6 -12.0 Shear k 2.3 3.3 1.4 2.6 3.6 Deflection in 0.0000 0.0000 0.0000 0.0000 0.0000 Job # Date: 8:02AM, 23 MAR 07 L2 Shimaji & Lascola, Inc. 23682 Birtcher Drive Lake Forest, CA 92630 (949) 770 -9967 Rev: 560100 User KW-0602701, Ver 5.6.1.25 -Oct-2002 (e) 1983.2002 ENERCALC Engineering Software Multi -Span Concrete Beam Page 1 Description General Information Fy fc Concrete Member Information Description Span Beam Width Beam Depth End Fixity Reinforcing Center Left Loads Results Right Using Live Load This Span 7? Dead Load k/ft Live Load k/ft Mmax @ Cntr k -ft @x= ft Mn' Phi k -ft Max @ Left End k -ft Mn' Phi k -ft Max @ Right End k -ft Mn * Phi k -ft Shear @ Left k Shear @ Right k Reactions & Deflections DL @ Left k LL @ Left k Total @ Left k DL @ Right k LL @ Right k Total @ Right k Max. Deflection in @X= ft Inertia : Effective in4 Shear Stirrups Title : Dsgnr: Description : Scope: The Cheesecake Factory, Tukwila, WA (Concrete Slab On Grade - Skipped LL) 60,000.0 psi 3,000.0 psi ft in in Area Bar Depth Area Bar Depth Area Bar Depth Calculations are designed to ACI 318 -95 and 1997 UBC Requirements Spans Considered Continuous Over Supports ACI Dead Load Factor 1.40 1.70 Stirrup Fy 40,000.0 psi ACI Live Load Factor End Center Canted Center2 Center3 18.00 18.00 18.00 18.00 18.00 12.00 12.00 12.00 12.00 12.00 9.00 9.00 9.00 9.00 9.00 Pin -Pin Pin -Pin Pin -Pin Pin -Pin Pin -Pin 0.31in2 0.31in2 0.31in2 0.31in2 0.31in2 7.00in 7.00in 7.00in 7.00in 7.00in 0.44in2 0.44in2 0.44in2 0.44in2 0.44in2 2.00in 2.00in 2.00in 2.00in 2.00in 0.44in2 0.44in2 0.44in2 0.44in2 0.44in2 2.00in 2.00in 2.00in 2.00in 2.00in Yes Yes Yes Yes Yes 0.115 0.115 0.115 0.115 0.115 0.100 0.100 0.100 0.100 Beam OK Beam OK Beam OK Beam OK Beam OK 3.27 4.89 4.58 3.67 8.33 6.36 8.64 9.24 8.52 10.92 9.34 9.34 9.34 9.34 9.34 0.00 -7.60 -9.45 -8.20 -11.35 12.97 12.97 12.97 12.97 12.97 -7.60 -9.45 -8.20 -11.35 0.00 12.97 12.97 12.97 12.97 12.97 Bending OK Bending OK Bending OK Bending OK Bending OK 1.03 2.88 3.05 2.80 3.61 1.87 3.08 2.91 3.15 2.35 0.82 2.34 2.02 2.02 2.34 -0.07 0.86 1.95 1.70 2.05 0.75 3.21 3.96 3.72 4.39 2.34 2.02 2.02 2.34 0.82 0.86 1.95 1.70 2.05 0.71 3.21 3.96 3.72 4.39 1.53 -0.043 -0.064 -0.060 -0.055 -0.222 7.32 8.76 9.24 8.40 10.08 729.00 577.21 577.21 368.04 368.04 Stirrup Rebar Area in2 0.400 0.400 0.400 0.400 0.400 Spacing @ Left in Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Spacing @ .2'L in Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Spacing @ .4'L in Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Spacing @ .6'L in Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Spacing @ .81L in Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Spacing @ Right in Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Job # Date: 8:03AM, 23 MAR 07 tOlO Shimaji & Lascola, Inc. 23682 Birtcher Drive Lake Forest, CA 92630 (949) 770 -9967 Rev: 560100 User. KW- 0602701, Ver 5.6.1, 25-Oct -2002 (c) 1983 -2002 ENERCALC Engineering Software Multi -Span Concrete Beam Description Query Values Title : Dsgnr: Description : Scope : The Cheesecake Factory, Tukwila, WA (Concrete Slab On Grade - Skipped LL) Location ft 0.00 0.00 0.00 0.00 0.00 Moment k -ft 0.0 -7.6 -9.5 -8.2 -11.4 Shear k 1.0 2.9 3.0 2.8 3.6 Deflection in 0.0000 0.0000 0.0000 0.0000 0.0000 Job # Date: 8:03AM, 23 MAR 07 ,0-%/ Shimaji & Lascola, Inc. 23682 Birtcher Drive Lake Forest, CA 92630 (949) 770 -9967 Rev. 560100 User. KW-0602701, Ver 5.6.1, 25-00 -2002 J e)1983 -2002 ENERCALC Engineering Software Multi -Span Concrete Beam Page Description General Information Calculations are designed to ACI 318 -95 and 1997 UBC Requirements • Fy Pc Loads Using Uve Load This Span ?? Dead Load k/ft Live Load k/ft Results Mmax @ Cntr k -ft @x= ft Mn • Phi k -ft Max © Left End k -ft Mn • Phi k -ft Max © Right End k -ft Mn • Phi k -ft Shear @ Left Shear @ Right Reactions & Deflections DL @ Left k LL @ Left k Total @ Left k DL @ Right k LL © Right k Total © Right k Max. Deflection in @X= ft Inertia : Effective in4 Shear Stirrups The Cheesecake Factory, Tukwila, WA (Exterior Grade Beam) 60,000.0 psi 3,000.0 psi Concrete Member Information k k Title : Dsgnr: Description : Scope : Description Center center center' center2 cent Span ft 20.00 20.00 20.00 20.00 20.00 Beam Width in 24.00 24.00 24.00 24.00 24.00 Beam Depth In 36.00 36.00 36.00 36.00 36.00 End Fixity Pin -Pin Pin -Pin Pin -Pin Pin -Pin Pin -Pin Reinforcing Center Area 1.20in2 0.88in2 0.88in2 0.881n2 1.20in2 Bar Depth 32.00in 32.00in 32.00in 32.00in 32.00in Left Area 1.58in2 1.58in2 1.58in2 1.581n2 1.58in2 Bar Depth 4.00in 4.00in 4.00in 4.00in 4.00in Right Area 1.58in2 1.58in2 1.58in2 1.58in2 1.58in2 Bar Depth 4.00in 4.00in 4.00in 4.00in 4.00in Yes Yes Yes Yes Yes 1.935 1.935 1.935 1.935 1.935 0.900 0.900 0.900 0.900 0.900 Beam OK Beam OK Beam OK Beam OK Beam OK 132.10 56.36 78.09 56.36 132.10 7.87 10.53 10.00 9.47 12.13 169.36 124.68 124.68 124.68 169.36 0.00 - 178.48 - 133.86 - 133.86 - 178.48 221.86 221.86 221.86 221.86 221.86 - 178.48 - 133.86 - 133.86 - 178.48 0.00 221.86 221.86 221.86 221.86 221.86 Bending OK Bending OK Bending OK Bending OK Bending OK 33.47 44.62 42.39 40.16 51.31 51.31 40.16 42.39 44.62 33.47 15.28 43.79 37.68 37.68 43.79 7.11 20.37 17.53 17.53 20.37 22.38 64.16 55.21 55.21 64.16 43.79 37.68 37.68 43.79 15.28 20.37 17.53 17.53 20.37 7.11 64.16 55.21 55.21 64.16 22.38 -0.018 -0.004 -0.008 -0.004 -0.018 8.80 10.67 10.00 9.33 11.20 93,312.00 93,312.00 93,312.00 93,312.00 93,312.00 Stirrup Rebar Area in2 0.400 0.400 0.400 0.400 0.400 Spacing © Left in Not Req'd Not Req'd Not Req'd Not Req'd 16.00 Spacing @ .21L in Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Spacing © .4•L in Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Spacing © .61. in Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Spacing © .8•L in Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Spacing © Right in 16.00 Not Req'd Not Req'd Not Req'd Not Req'd Job # Date: 8:42AM, 23 MAR 07 Spans Considered Continuous Over Supports ACI Dead Load Factor Stirrup Fy 60,000.0 psi ACI Uve Load Factor 1.40 1.70 Shimaji & Lascola, Inc. 23682 Birtcher Drive Lake Forest, CA 92630 (949) 770 -9967 Multi -Span Concrete Beam Page 2 Rev: 560100 User. KW-0602701, Vet 5.6.1, 25-Oct -2002 (0 1983 -2002 ENERCALC Engineering Software The Cheesecake Factory, Tukwila, WA (Exterior Grade Beam) Description Query Values Title : Dsgnr. Description : Scope : Location ft 0.00 0.00 0.00 0.00 0.00 Moment k -ft -0.0 -178.5 -133.9 -133.9 -178.5 Shear k 33.5 44.6 42.4 40.2 51.3 Deflection in 0.0000 0.0000 0.0000 0.0000 0.0000 Job# Date: 8:42AM, 23 MAR 07 Title : Dsgnr: Description : Scope : Shimaji & Lascola, Inc. 23682 Birtcher Drive Lake Forest, CA 92630 (949) 770 -9967 L R k ev: 560100 User: KW-0602701, Ver 5.6.1, 25-Oct -2002 (01983 -2002 ENERCALC Engineering Software Multi -Span Concrete Beam Page 1 Description General Information Calculations are designed to ACI 318 -95 and 1997 UBC Requirements Fy Pc Concrete Member Information Description Span Beam Width Beam Depth End Fixity Reinforcing Loads Shear Stirrups ft in in Center Area Bar Depth Left Area Bar Depth Right Bar Depth Using Uve Load This Span ?? Dead Load k/ft Uve Load k/ft Mmax @ Cntr k -ft @X= ft Mn • Phi k -ft Max @ Left End k -ft Mn•Phi k -ft Max @ Right End k -ft Mn • Phi k -ft Shear @ Left k Shear @ Right k Reactions & Deflections DL @ Left k LL @ Left k Total @ Left k DL @ Right k LL @ Right k Total @ Right k Max. Deflection in @X= ft Inertia : Effective in4 The Cheesecake Factory, Tukwila, WA (Exterior Grade Beam - Skipped LL) 60,000.0 psi 3,000.0 psi Spans Considered Continuous Over Supports ACI Dead Load Factor Stirrup Fy 60,000.0 psi ACI Uve Load Factor Center Center Centerl Center2 Center3 20.00 20.00 20.00 20.00 20.00 24.00 24.00 24.00 24.00 24.00 36.00 36.00 36.00 36.00 36.00 Pin -Pin Pin -Pin Pin -Pin Pin -Pin Pin -Pin 1.20in2 0.88in2 0.88in2 0.88in2 1.20in2 32.00in 32.00in 32.00in 32.00in 32.00in 1.58in2 1.58in2 1.58in2 1.58in2 1.58in2 4.00in 4.00in 4.00in 4.00in 4.00in 1.581n2 1.58in2 1.58in2 1.58in2 1.58in2 4.00in 4.00in 4.00in 4.00in 4.00in Yes Yes Yes Yes Yes 1.935 1.935 1.935 1.935 1.935 0.900 0.900 0.900 0.900 Results Beam OK Beam OK Beam OK Beam OK Beam OK 75.43 70.79 74.12 57.56 131.81 7.47 9.87 10.13 9.47 12.13 169.36 124.68 124.68 124.68 169.36 0.00 - 137.49 - 144.84 - 130.93 - 179.22 221.86 221.86 221.86 221.86 221.86 - 137.49 - 144.84 - 130.93 - 179.22 0.00 221.86 221.86 221.86 221.86 221.86 Bending OK Bending OK Bending OK Bending OK Bending OK 20.22 42.02 43.09 39.98 51.35 33.96 42.76 41.69 44.80 33.43 15.28 43.79 37.68 37.68 43.79 -0.69 8.63 19.46 17.01 20.50 14.59 52.43 57.15 54.69 64.29 43.79 37.68 37.68 43.79 15.28 8.63 19.46 17.01 20.50 7.08 52.43 57.15 54.69 64.29 22.36 -0.010 -0.007 -0.008 -0.004 -0.018 8.53 10.00 10.13 9.33 11.20 93,312.00 93,312.00 93,312.00 93,312.00 93,312.00 Stirrup Rebar Area in2 0.400 0.400 0.400 0.400 0.400 Spacing @ Left in Not Req'd Not Req'd Not Req'd Not Req'd 16.00 Spacing @ .21L in Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Spacing @ .41L in Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Spacing @ .61L in Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Spacing @ .81L in Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Spacing @ Right in Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Job # Date: 8:44AM, 23 MAR 07 1.40 1.70 Shimaji & Lascola, Inc. 23682 Birtcher Drive Lake Forest, CA 92630 (949) 770 -9967 Title : Dsgnr: Description : Scope : Multi -Span Concrete Beam Page 2 Rev: 560100 User. KW- 0602701, Ver 5.6.1, 25-Oct -2002 _ (c)1983 -2002 ENERCALC Engineering Software The Cheesecake Factory, Tukwila, WA (Exterior Grade Beam - Skipped LL) Description Job # Date: 8:44AM, 23 MAR 07 Location ft 0.00 0.00 0.00 0.00 0.00 Moment k -ft -0.0 -137.5 -144.8 -130.9 -179.2 Shear k 20.2 42.0 43.1 40.0 51.4 Deflection in 0.0000 0.0000 0.0000 0.0000 0.0000 Query Values Shimaji & Lascola, Inc. 23682 Birtcher Drive Lake Forest, CA 92630 (949) 770 -9967 Rev: 560100 User KW-0602701, Ver 5.6.1. 25-Oct-2002 (e)1983 -2002 ENERCALC Engineering Software Multi -Span Concrete Beam Page 1 Description General Information Calculations are designed to ACI 318 -95 and 1997 UBC Requirements Fy Pc Concrete Member Information Description Span ft Beam Width in Beam Depth in End Fixity Reinforcing Center Bar Area Left Area Bar Depth Right Bar Area Loads Using Live Load This Span ?? Dead Load k/ft Live Load k/ft Reactions & Deflections DL @ Left k LL @ Left k Total @ Left k DL @ Right k LL @ Right k Total @ Right k Max. Deflection in @X= ft Inertia : Effective in4 Shear Stirrups Stirrup Rebar Area in2 Spacing @ Left In Spacing @ .2'L in Spacing @ .4'L in Spacing @ .6'L in Spacing @ .8'L in Spacing @ Right in Title : Dsgnr: Description : Scope : The Cheesecake Factory, Tukwila, WA (Exterior Grade Beam - Skipped LL) 60,000.0 psi 3,000.0 psi Yes 1.935 0.900 Job# Date: 8:45AM, 23 MAR 07 Spans Considered Continuous Over Supports ACI Dead Load Factor Stirrup Fy 60,000.0 psi ACI Live Load Factor Center Center Centerl Centel Center3 20.00 20.00 20.00 20.00 20.00 24.00 24.00 24.00 24.00 24.00 36.00 36.00 36.00 36.00 36.00 Pin -Pin Pin -Pin Pin -Pin Pin -Pin Pin -Pin 1.20in2 0.88in2 0.88in2 0.88in2 1.20in2 32.00in 32.00in 32.00in 32.00in 32.00in 1.58in2 1.58in2 1.58in2 1.58in2 1.58in2 4.00in 4.00in 4.00in 4.00in 4.00in 1.58in2 1.5811 1.58in2 1.58in2 1.58in2 4.00in 4.00in 4.00in 4.00in 4.00in Yes Yes Yes Yes 1.935 1.935 1.935 1.935 0.900 0.900 0.900 Results Beam OK Beam OK Beam OK Beam OK Beam OK Mmax @ Cntr k -ft 144.21 11.79 90.68 52.82 132.96 @ X = ft 8.27 10.93 9.47 9.60 12.13 Mn • Phi k -ft 169.36 124.68 124.68 124.68 169.36 Max @ Left End k -ft 0.00 - 148.47 - 100.92 - 142.65 - 176.29 Mn • Phi k -ft 221.86 221.86 221.86 221.86 221.86 Max @ Right End k -ft - 148.47 - 100.92 - 142.65 - 176.29 0.00 Mn' Phi k -ft 221.86 221.86 221.86 221.86 221.86 Bending OK Bending OK Bending OK Bending OK Bending OK Shear @ Left k 34.97 29.47 40.30 40.71 51.20 Shear @ Right k 49.81 24.71 44.48 44.07 33.58 15.28 43.79 37.68 37.68 43.79 7.99 10.57 7.21 19.08 19.98 23.26 54.36 44.89 56.76 63.77 43.79 37.68 37.68 43.79 15.28 10.57 7.21 19.08 19.98 7.17 54.36 44.89 56.76 63.77 22.45 -0.020 0.003 -0.011 -0.004 -0.018 9.07 4.27 9.60 9.47 11.20 93,312.00 93,312.00 93,312.00 93,312.00 93,312.00 0.400 0.400 0.400 0.400 0.400 Not Req'd Not Req'd Not Req'd Not Req'd 16.00 Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd 16.00 Not Req'd Not Req'd Not Req'd Not Req'd 1.40 1.70 ,o44&. Shimaji & Lascola, Inc. 23682 Birtcher Drive Lake Forest, CA 92630 (949) 770 -9967 Description Title : Dsgnr: Description : Scope : The Cheesecake Factory, Tukwila, WA (Exterior Grade Beam - Skipped LL) Query Values Location ft 0.00 0.00 0.00 0.00 0.00 Moment k -ft -0.0 -148.5 -100.9 -142.6 -176.3 Shear k 35.0 29.5 40.3 40.7 51.2 Deflection in 0.0000 0.0000 0.0000 0.0000 0.0000 Job # Date: 8:45AM, 23 MAR 07 Rev: 560100 User. KW-0602701, Ver 5.6.1, 25-Oct -2002 (c) 1983 -20 ENERCALC Engineering Software Multi -Span Concrete Beam Page 2 Description Span Beam Width Beam Depth End Fixity Reinforcing center Left Right ft in in Area Bar Depth Area Bar Depth Area Bar Depth center 20.00 24.00 36.00 Pin - Pin 1.20in2 32.00in 1.58in2 4.00in 1.58in2 4.00in center 20.00 24.00 36.00 Pin - Pin 0.88in2 32.00in 1.58in2 4.00in 1.58in2 4.00in Contort 20.00 24.00 36.00 Pin - Pin 0.88in2 32.00in 1.58in2 4.00in 1.58in2 4.00in Center2 20.00 24.00 36.00 Pin - Pin 0.88in2 32.00in 1.58in2 4.00in 1.58in2 4.00in Center3 20.00 24.00 36.00 Pin - Pin 1.20in2 32.00in 1.58in2 4.00in 1.58in2 4.00in Loads Using Live Load This Span ?? Yes Yes Yes Yes Yes Dead Load k/ft 1.935 1.935 1.935 1.935 1.935 Uve Load k/ft 0.900 0.900 0.900 0.900 Results Beam OK Beam OK Beam OK Beam OK Beam OK Mmax @ Cntr k -ft 128.93 69.97 33.80 69.97 128.93 @ X = ft 7.73 11.07 10.00 8.93 12.27 Mn' Phi k -ft 169.36 124.68 124.68 124.68 169.36 Max @ Left End k -ft 0.00 - 186.54 - 101.65 - 101.65 - 186.54 Mn • Phi k -ft 221.86 221.86 221.86 221.86 221.86 Max @ Right End k -ft - 186.54 - 101.65 - 101.65 - 186.54 0.00 Mn • Phi k -ft 221.86 221.86 221.86 221.86 221.86 Bending OK Bending OK Bending OK Bending OK Bending OK Shear @ Left k 33.06 46.63 27.09 38.15 51.72 Shear @ Right k 51.72 38.15 27.09 46.63 33.06 Reactions & Deflections DL @ Left k 15.28 43.79 37.68 37.68 43.79 LL @ Left k 6.87 21.79 7.34 7.34 21.79 Total @ Left k 22.14 65.58 45.02 45.02 65.58 DL @ Right k 43.79 37.68 37.68 43.79 15.28 LL @ Right k 21.79 7.34 7.34 21.79 6.87 Total @ Right k 65.58 45.02 45.02 65.58 22.14 Max. Deflection in -0.017 -0.006 -0.003 -0.006 -0.017 @ X = ft 8.80 10.93 10.00 9.07 11.20 Inertia : Effective in4 93,312.00 93,312.00 93,312.00 93,312.00 93,312.00 Shear Stirrups / � • Shimaji & Lascola, Inc. 23682 Birtcher Drive Lake Forest, CA 92630 (949) 770 -9967 Rev: 560100 User: KW-0602701, Ver 5.6.1, 25-0et -2002 _ (e) 1983 -2002 ENERCALC Engineering Software marnswarawsszississestar Description The Cheesecake Factory, Tukwila, WA (Exterior Grade Beam - Skipped LL) General Information Calculations are designed to ACI 318 -95 and 1997 UBC Requirements Fy Pc Stirrup Rebar Area Spacing @ Left Spacing @ .2'L Spacing @ .4`L Spacing @ .6`L Spacing @ .8'L Spacing @ Right 60,000.0 psi 3,000.0 psi Concrete Member Information in2 in in in in in in 0.400 Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd 16.00 Title : Dsgnr: Description : Scope : Multi -Span Concrete Beam Job # Date: 8:45AM, 23 MAR 07 Spans Considered Continuous Over Supports ACI Dead Load Factor Stirrup Fy 60,000.0 psi ACI Uve Load Factor 0.400 Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd 0.400 Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd 0.400 Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd 0.400 16.00 Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Page 1 1.40 1.70 Shimaji & Lascola, Inc. 23682 Birtcher Drive Lake Forest, CA 92630 (949) 770 -9967 Title : Dsgnr: Description : Scope: Multi -Span Concrete Beam Page 2 Rev: 560100 User: KW-0602701. Ver 5.6.1. 25-Oct-2002 _4e)1983 -2002 ENERCALC Engineering Software The Cheesecake Factory, Tukwila, WA (Exterior Grade Beam - Skipped LL) Description Query Values Location ft 0.00 0.00 0.00 0.00 0.00 Moment k -ft -0.0 -186.5 -101.7 -101.7 -186.5 Shear k 33.1 46.6 27.1 38.1 51.7 Deflection in 0.0000 0.0000 0.0000 0.0000 0.0000 Job # Date: 8:45AM, 23 MAR 07 Oct Description Span Beam Width Beam Depth End Fixity Reinforcing Center Left Right ft in in Area Bar Depth Area Bar Depth Area Bar Depth Center 20.00 24.00 36.00 Pin - Pin 1.20in2 32.00in 1.58in2 4.00in 1.58in2 4.00in Center 20.00 24.00 36.00 Pin - Pin 0.88in2 32.00in 1.58in2 4.00in 1.58in2 4.00in Cemerl 20.00 24.00 36.00 Pin - Pin 0.881n2 32.00in 1.58in2 4.00in 1.58in2 4.00in Center2 20.00 24.00 36.00 Pin - Pin 0.88in2 32.00in 1.58in2 4.00in 1.58in2 4.00in cen1er3 20.00 24.00 36.00 Pin - Pin 1.20in2 32.00in 1.58in2 4.00in 1.58in2 4.00in Loads Using Live Load This Span ?? Yes Yes Yes Yes Yes Dead Load k/ft 1.935 1.935 1.935 1.935 1.935 Live Load k/ft 0.900 0.900 0.900 0.900 Results Beam OK Beam OK Beam OK Beam OK Beam OK Mmax @ Cntr k -ft 132.96 52.82 90.68 11.79 144.21 @ X = ft 7.87 10.40 10.53 9.07 11.73 Mn * Phi k -ft 169.36 124.68 124.68 124.68 169.36 Max @ Left End k -ft 0.00 - 176.29 - 142.65 - 100.92 - 148.47 Mn • Phi k -ft 221.86 221.86 221.86 221.86 221.86 Max @ Right End k -ft - 176.29 - 142.65 - 100.92 - 148.47 0.00 Mn • Phi k -ft 221.86 221.86 221.86 221.86 221.86 Bending OK Bending OK Bending OK Bending OK Bending OK Shear @ Left k 33.58 44.07 44.48 24.71 49.81 Shear @ Right k 51.20 40.71 40.30 29.47 34.97 Reactions & Deflections DL @ Left k 15.28 43.79 37.68 37.68 43.79 LL @ Left k 7.17 19.98 19.08 7.21 10.57 Total @ Left k 22.45 63.77 56.76 44.89 54.36 DL @ Right k 43.79 37.68 37.68 43.79 15.28 LL @ Right k 19.98 19.08 7.21 10.57 7.99 Total @ Right k 63.77 56.76 44.89 54.36 23.26 Max. Deflection in -0.018 -0.004 -0.011 0.003 -0.020 @ X = ft 8.80 10.53 10.40 15.73 10.93 Inertia : Effective in4 93,312.00 93,312.00 93,312.00 93,312.00 93,312.00 Shear Stirrups Shimaji & Lascola, Inc. 23682 Birtcher Drive Lake Forest, CA 92630 (949) 770 -9967 Rev: 560100 User: KW-0602701, Ver 5.6.1, 25-Oct-2002 _ (e)1983 -2002 ENERCALC Engineering Software Multi -Span Concrete Beam Page 1 Description General Information Calculations are designed to ACI 318 -95 and 1997 UBC Requirements Fy fc 60,000.0 psi 3,000.0 psi Concrete Member Information Stirrup Rebar Area Spacing @ Left Spacing @ .2'L Spacing @ .4`L Spacing @ .6`L Spacing @ .8`L Spacing @ Right The Cheesecake Factory, Tukwila, WA (Exterior Grade Beam - Skipped LL) in2 in in in in in in 0.400 Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd 16.00 Title : Dsgnr: Description : Scope: Job # Date: 8:45AM, 23 MAR 07 Spans Considered Continuous Over Supports ACI Dead Load Factor Stirrup Fy 60,000.0 psi ACI Live Load Factor 0.400 Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd 0.400 Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd 0.400 Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd 0.400 16.00 Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd 1.40 1.70 D2O Shimaji & Lascola, Inc. 23682 Birtcher Drive Lake Forest, CA 92630 (949) 770 -9967 Title : Dsgnr: Description : Scope : Rev: 560100 User: KW- 0602701, Ver 5.6.1, 25-Oct -2002 (c)1983-2002 ENERCALC Engineering Software Multi -Span Concrete Beam Description The Cheesecake Factory, Tukwila, WA (Exterior Grade Beam - Skipped LL) Query Values Location ft 0.00 0.00 0.00 0.00 0.00 Moment k -ft -0.0 -176.3 -142.6 -100.9 -148.5 Shear k 33.6 44.1 44.5 24.7 49.8 Deflection in 0.0000 0.0000 0.0000 0.0000 0.0000 Job# Date: 8:45AM, 23 MAR 07 Da/ • Shimaji & Lascola, Inc. 23682 Birtcher Drive Lake Forest, CA 92630 (949) 770 -9967 Rev. 560100 User: KW- 0602701. Ver 5.6.1, 25-Oct -2002 _(c)1983 -2002 ENERCALC Engineering Software Multi -Span Concrete Beam Page 1 Description General Information Calculations are designed to ACI 318 -95 and 1997 UBC Requirements Fy f'c Concrete Member Information Description Span Beam Width Beam Depth End Fixity Reinforcing Loads Shear Stirrups The Cheesecake Factory, Tukwila, WA (Interior Grade Beam) ft in In Center Afe8 Bar Depth Left Area Bar Depth Right Bar Depth Using Uve Load This Span ?? Dead Load k/ft Uve Load k/ft Mmax @ Cntr k -ft @X= ft Mn • Phi k -ft Max @ Left End k -ft Mn Phi k -ft Max @ Right End k -ft Mn • Phi k -ft Shear @ Left k Shear © Right k Reactions & Deflections DL CO Left k LL @ Left k Total @ Left k DL @ Right k LL © Right k Total © Right k Max. Deflection in @X= ft Inertia : Effective in4 Stirrup Rebar Area in2 Spacing @ Left in Spacing @ .2'L in Spacing © .4`L in Spacing © .6 *L in Spacing © .8`L in Spacing © Right in 60,000.0 psi 3,000.0 psi Title : Dsgnr: Description : Scope : Spans Considered Continuous Over Supports ACI Dead Load Factor 1.40 1.70 Stirrup Fy 60,000.0 psi ACI Uve Load Factor Center Center Centerl Center2 Center3 20.00 20.00 20.00 20.00 20.00 24.00 24.00 24.00 24.00 24.00 36.00 36.00 36.00 36.00 36.00 Pin -Pin Pin -Pin Pin -Pin Pin -Pin Pin -Pin 2.40in2 1.201n2 1.20in2 1.20in2 2.40in2 32.00in 32.00in 32.00in 32.00in 32.00in 2.40in2 2.40in2 2.40in2 2.40in2 2.40in2 4.00in 4.00in 4.00in 4.00in 4.00in 2.40in2 2.40in2 2.40in2 2.40in2 2.40in2 4.00in 4.00in 4.00in 4.00in 4.00in Yes Yes Yes Yes Yes 2.670 2.670 2.670 2.670 2.670 1.800 1.800 1.800 1.800 1.800 Results Beam OK Beam OK Beam OK Beam OK Beam OK 211.85 90.39 125.23 90.39 211.85 7.87 10.53 10.00 9.47 12.13 332.70 169.36 169.36 169.36 332.70 0.00 - 286.23 - 214.67 - 214.67 - 286.23 332.70 332.70 332.70 332.70 332.70 - 286.23 - 214.67 - 214.67 - 286.23 0.00 332.70 332.70 332.70 332.70 332.70 Bending OK Bending OK Bending OK Bending OK Bending OK 53.67 71.56 67.98 64.40 82.29 82.29 64.40 67.98 71.56 53.67 21.08 60.43 51.99 51.99 60.43 14.21 40.74 35.05 35.05 40.74 35.29 101.16 87.05 87.05 101.16 60.43 51.99 51.99 60.43 21.08 40.74 35.05 35.05 40.74 14.21 101.16 87.05 87.05 101.16 35.29 -0.032 -0.008 -0.013 -0.008 -0.032 8.80 10.67 10.00 9.33 11.20 80,917.33 79,696.87 93,312.00 79,696.87 80,917.33 0.400 0.400 0.400 0.400 0.400 Not Req'd 16.00 16.00 16.00 16.00 Not Req'd 16.00 16.00 16.00 16.00 Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd 16.00 16.00 16.00 16.00 Not Req'd 16.00 16.00 16.00 16.00 Not Req'd Job f �� Date: 8:23AM, 23 MAR 07 Shimaji & Lascola, Inc. 23682 Birtcher Drive Lake Forest, CA 92630 (949) 770 -9967 Rev: 560100 User: KW-0602701, Ver 5.6.1, 25-Oct -2002 c)1983 -2002 ENERCALC Engineering Software Multi -Span Concrete Beam Page 2 Description Query Values Title : Dsgnr: Description : Scope : The Cheesecake Factory, Tukwila, WA (Interior Grade Beam) Location ft 0.00 0.00 0.00 0.00 0.00 Moment k -ft -0.0 -286.2 -214.7 -214.7 -286.2 Shear k 53.7 71.6 68.0 64.4 82.3 Deflection in 0.0000 0.0000 0.0000 0.0000 0.0000 Job # Date: 8:23AM, 23 MAR 07 i Shimaji & Lascola, Inc. 23682 Birtcher Drive Lake Forest, CA 92630 (949) 770 -9967 Title : Dsgnr: Description : Rev. 560100 User. KW- 0602701, Ver 5.6.1, 25-Oct -2002 (c) 1983 -2002 ENERCALC Engineering Software Multi -Span Concrete Beam Description Scope : The Cheesecake Factory, Tukwila, WA (Interior Grade Beam - Skipped LL) General Information Calculations are designed to ACI 318 -95 and 1997 UBC Requirements Fy fc [oncrete Member Information Description center center Cen1ers Cent Cent Span ft 20.00 20.00 20.00 20.00 20.00 Beam Width in 24.00 24.00 24.00 24.00 24.00 Beam Depth in 36.00 36.00 36.00 36.00 36.00 End Fixity Pin -Pin Pin -Pin Pin -Pin Pin -Pin Pin -Pin Reinforcing Center Area 2.40in2 1.20in2 1.20in2 1.20in2 2.40in2 Bar Depth 32.00in 32.00in 32.00in 32.00in 32.00in Left Area 2.401n2 2.401n2 2.40in2 2.40in2 2.40in2 Bar Depth 4.00in 4.00in 4.00in 4.00in 4.00in Right Area 2.401n2 2.401n2 2.401n2 2.40in2 2.40in2 Bar Depth 4.00in 4.00in 4.00in 4.00in 4.00in Loads Using Live Load This Span ?? Dead Load k/ft Live Load k/ft Reactions & Deflections DL @ Left k LL @ Left k Total @ Left k DL @ Right k LL @ Right k Total @ Right k Max. Deflection in @X= ft Inertia : Effective in4 Shear Stirrups Stirrup Rebar Area in2 Spacing @ Left in Spacing @ .2'L in Spacing @ .4'L in Spacing @ .6'L in Spacing @ .8'L in Spacing @ Right in 60,000.0 psi 3,000.0 psi Spans Considered Continuous Over Supports ACI Dead Load Factor 1.40 Stirrup Fy 60,000.0 psi ACI Live Load Factor Yes Yes Yes Yes Yes 2.670 2.670 2.670 2.670 2.670 1.800 1.800 1.800 1.800 Results Beam OK Beam OK Beam OK Beam OK Beam OK Mmax @ Cntr k -ft 98.72 119.65 117.30 92.78 211.27 @ X = ft 7.33 9.73 10.27 9.47 12.13 Mn * Phi k -ft 332.70 169.36 169.36 169.36 332.70 Max @ Left End k -ft 0.00 - 204.24 - 236.64 - 208.82 - 287.70 Mn' Phi k -ft 332.70 332.70 332.70 332.70 332.70 Max @ Right End k -ft - 204.24 - 236.64 - 208.82 - 287.70 0.00 Mn • Phi k -ft 332.70 332.70 332.70 332.70 332.70 Bending OK Bending OK Bending OK Bending OK Bending OK Shear © Left k 27.17 66.36 69.37 64.04 82.36 Shear @ Right k 47.59 69.60 66.59 71.92 53.60 21.08 60.43 51.99 51.99 60.43 -1.38 17.27 38.93 34.02 41.00 19.70 77.69 90.92 86.01 101.42 60.43 51.99 51.99 60.43 21.08 17.27 38.93 34.02 41.00 14.17 77.69 90.92 86.01 101.42 35.25 -0.013 -0.012 -0.012 -0.008 -0.032 8.27 9.87 10.13 9.33 11.20 93,312.00 93,312.00 93,312.00 78,736.88 80,043.39 0.400 0.400 0.400 0.400 0.400 Not Req'd 16.00 16.00 16.00 16.00 Not Req'd 16.00 16.00 16.00 16.00 Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd 16.00 16.00 16.00 Not Req'd 16.00 16.00 16.00 16.00 Not Req'd Job # Date: 8:32AM, 23 MAR 07 1.70 • Shimaji & Lascola, Inc. 23682 Birtcher Drive Lake Forest, CA 92630 (949) 770 -9967 Rev. 560100 User. KW-0602701, Ver 5.6.1. 25-Oct-2002 (c)1983 -2002 ENERCALC Engineering Software Multi -Span Concrete Beam Page 2 Description `Query Values Title : Dsgnr: Description : Scope: The Cheesecake Factory, Tukwila, WA (Interior Grade Beam - Skipped LL) Location ft 0.00 0.00 0.00 0.00 0.00 Moment k -ft -0.0 -204.2 -236.6 -208.8 -287.7 Shear k 27.2 66.4 69.4 64.0 82.4 Deflection in 0.0000 0.0000 0.0000 0.0000 0.0000 Job # Date: 8:32AM, 23 MAR 07 I Description Span Beam Width Beam Depth End Fixity Reinforcing Center Left Right ft in in Ar Bar Depth Area Bar Depth Area Bar Depth Center 20.00 24.00 36.00 Pin - Pin 2.40in2 32.00in 2.40in2 4.00in 2.40in2 4.00in Center 20.00 24.00 36.00 Pin - Pin 1.20in2 32.00in 2.40in2 4.00in 2.40in2 4.00in Center? 20.00 24.00 36.00 Pin - Pin 1.201n2 32.00in 2.40in2 4.00in 2.401n2 4.00in Center2 20.00 24.00 36.00 Pin - Pin 1.201n2 32.00in 2.40in2 4.00in 2.40in2 4.00in Center3 20.00 24.00 36.00 Pin - Pin 2.40in2 32.00in 2.40in2 4.00in 2.40in2 4.00in Loads Using Live Load This Span ?? Yes Yes Yes Yes Yes Dead Load k/ft 2.670 2.670 2.670 2.670 2.670 Live Load k/ft 1.800 1.800 1.800 1.800 Results Beam OK Beam OK Beam OK Beam OK Beam OK Mmax @ Cntr k -ft 236.19 1.41 150.66 83.31 213.57 @ X = ft 8.40 11.07 9.33 9.60 12.13 , Mn' Phi k -ft 332.70 169.36 169.36 169.36 332.70 Max @ Left End k -ft 0.00 - 226.20 - 148.79 - 232.24 - 281.84 Mn * Phi k -ft 332.70 332.70 332.70 332.70 332.70 Max @ Right End k -ft - 226.20 - 148.79 - 232.24 - 281.84 0.00 Mn • Phi k -ft 332.70 332.70 332.70 332.70 332.70 Bending OK Bending OK Bending OK Bending OK Bending OK Shear @ Left k 56.67 41.25 63.81 65.50 82.07 Shear @ Right k 79.29 33.51 72.15 70.46 53.89 Reactions & Deflections DL @ Left k 21.08 60.43 51.99 51.99 60.43 LL @ Left k 15.98 21.14 14.43 38.15 39.96 Total @ Left k 37.06 81.57 66.42 90.15 100.39 DL @ Right k 60.43 51.99 51.99 60.43 21.08 LL @ Right k 21.14 14.43 38.15 39.96 14.34 Total @ Right k 81.57 66.42 90.15 100.39 35.42 Max. Deflection in -0.033 0.006 -0.018 -0.006 -0.032 @ X = ft 9.20 5.47 9.60 9.47 11.20 Inertia : Effective in4 93,312.00 93,312.00 93,312.00 82,684.90 83,637.51 Shear Stirrups Shimaji & Lascola, Inc. 23682 Birtcher Drive Lake Forest, CA 92630 (949) 770-9967 Description Fy fc 60,000.0 psi 3,000.0 psi Concrete Member Information Stirrup Rebar Area Spacing @ Left Spacing @ .2'L Spacing @ .4'L Spacing @ .6'L Spacing @ .8'L Spacing @ Right in2 in in in in in in 0.400 16.00 Not Req'd Not Req'd Not Req'd 16.00 16.00 Title : Dsgnr: Description : Scope : Rev: 560100 User. KW-0602701, Ver 5.6.1, 25-Oct-2002 (c 1983 -2002 ENERCALC Engineering Software Multi -Span Concrete Beam Page 1 j The Cheesecake Factory, Tukwila, WA (Interior Grade Beam - Skipped LL) Job # Date: 8:32AM, 23 MAR 07 General Information Calculations are designed to ACI 318 -95 and 1997 UBC Requirements Spans Considered Continuous Over Supports ACI Dead Load Factor Stirrup Fy 60,000.0 psi ACI Live Load Factor 1.40 1.70 0.400 Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd 0.400 16.00 16.00 Not Req'd Not Req'd 16.00 16.00 0.400 16.00 16.00 Not Req'd Not Req'd 16.00 16.00 0.400 16.00 16.00 Not Req'd Not Req'd Not Req'd 16.00 Shimaji & Lascola, Inc. 23682 Birtcher Drive Lake Forest, CA 92630 (949) 770 -9967 Rev. 560100 User. KW- 0602701, Ver 5.6.1, 25-Oct -2002 ( c) 1983.2002 ENERCALC Engineering Software Query Values Title : Dsgnr: Description : Scope : Multi -Span Concrete Beam Description The Cheesecake Factory, Tukwila, WA (Interior Grade Beam - Skipped LL) Location ft 0.00 0.00 0.00 0.00 0.00 Moment k -ft -0.0 -226.2 -148.8 -232.2 -281.8 Shear k 56.7 41.3 63.8 65.5 82.1 Deflection in 0.0000 0.0000 0.0000 0.0000 0.0000 Job # Date: 8:32AM, 23 MAR 07 097 Page 2 Description Center Center Center! Center2 Center3 Span ft 20.00 20.00 20.00 20.00 20.00 Beam Width in 24.00 24.00 24.00 24.00 24.00 Beam Depth in 36.00 36.00 36.00 36.00 36.00 End Fixity Pin - Pin Pin - Pin Pin - Pin Pin - Pin Pin - Pin Reinforcing Center kea Bar Depth 2.40in2 32.00in 1.20in2 32.00in 1.20in2 32.00in 1.20in2 32.00in 2.40in2 32.00in Left Area 2.40in2 2.401n2 2.40in2 2.40in2 2.40in2 Bar Depth 4.00in 4.00in 4.00in 4.00in 4.00in Right Area Bar Depth 2.40in2 4.00in 2.40in2 4.00in 2.40in2 4.00in 2.40in2 4.00in 2.40in2 4.00in _ Loads Using Uve Load This Span ?? Yes Yes Yes Yes Yes Dead Load k/ft 2.670 2.670 2.670 2.670 2.670 Uve Load k/ft 1.800 1.800 1.800 1.800 Results Beam OK Beam OK Beam OK Beam OK Beam OK Mmax @ Cntr k -ft 205.53 117.85 36.65 117.85 205.53 @ X = ft 7.73 11.07 10.00 8.93 12.27 Mn' Phi k -ft 332.70 169.36 169.36 169.36 332.70 Max @ Left End k -ft 0.00 - 302.34 - 150.25 - 150.25 - 302.34 Mn' Phi k -ft 332.70 332.70 332.70 332.70 332.70 Max @ Right End k -ft - 302.34 - 150.25 - 150.25 - 302.34 0.00 Mn * Phi k -ft 332.70 332.70 332.70 332.70 332.70 Bending OK Bending OK Bending OK Bending OK Bending OK Shear @ Left k 52.86 75.58 37.38 60.38 83.10 Shear @ Right k 83.10 60.38 37.38 75.58 52.86 _ Reactions & Deflections DL @ Left k 21.08 60.43 51.99 51.99 60.43 LL @ Left k 13.74 43.58 14.68 14.68 43.58 Total @ Left k 34.82 104.01 66.68 66.68 104.01 DL @ Right k 60.43 51.99 51.99 60.43 21.08 LL @ Right k 43.58 14.68 14.68 43.58 13.74 Total @ Right k 104.01 66.68 66.68 104.01 34.82 Max. Deflection in -0.034 -0.014 -0.002 -0.014 -0.034 @ X = ft 8.67 11.07 10.00 8.93 11.33 Inertia : Effective in4 72,116.40 70,029.34 93,312.00 70,029.34 72,116.40 Shear Stirrups Shimaji & Lascola, Inc. 23682 Birtcher Drive Lake Forest, CA 92630 (949) 770 -9967 Rev: 560100 User: KW- 0602701. Ver 5.6.1, 25-Oct-2002 (c)1983 -2002 ENERCALC Engineering Software Description The Cheesecake Factory, Tukwila, WA (Interior Grade Beam - Skipped LL) Fy Pc- Stirrup Rebar Area Spacing @ Left Spacing @ .2 *L Spacing @ .4 *L Spacing @ .6 *L Spacing @ .8 *L Spacing @ Right 60,000.0 psi 3,000.0 psi Concrete Member Information in2 in in in in in in 0.400 Not Req'd Not Req'd Not Req'd Not Req'd 16.00 16.00 Title : Dsgnr: Description : Scope : Multi -Span Concrete Beam [General Information Calculations are designed to ACI 318 -95 and 1997 UBC Requirements Spans Considered Continuous Over Supports ACI Dead Load Factor Stirrup Fy 60,000.0 psi ACI Uve Load Factor 0.400 16.00 16.00 Not Req'd Not Req'd Not Req'd 16.00 0.400 Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd 0.400 16.00 Not Req'd Not Req'd Not Req'd 16.00 16.00 0.400 16.00 16.00 Not Req'd Not Req'd Not Req'd Not Req'd Job # Date: 8:33AM, 23 MAR 07 Page 1 1.40 1.70 Job # Date: 8:33AM, 23 MAR 07 Shimaji & Lascola, Inc. 23682 Birtcher Drive Lake Forest, CA 92630 (949) 770 -9967 Title : Dsgnr: Description : Scope: Rev: 560100 User. KW- 0602701, Ver 5.6.1, 25-Oct -2002 (c) 1983 -2002 ENERCALC Engineering Software Multi -Span Concrete Beam Page 2 Description Query Values The Cheesecake Factory, Tukwila, WA (Interior Grade Beam - Skipped LL) Location ft 0.00 0.00 0.00 0.00 0.00 Moment k -ft -0.0 -302.3 -150.3 -150.3 -302.3 Shear k 52.9 75.6 37.4 60.4 83.1 Deflection in 0.0000 0.0000 0.0000 0.0000 0.0000 RAM Frame V10.0 - Analysis Mode DataBase: 07017a 02/26/07 11:32:51 PI RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Loads and Applied Forced LOAD CASE: Seismic Seismic ASCE 7-02 / IBC 2003 Equivalent Lateral Force Site Class: E Importance Factor. 125 Ss: 1.424 g Fa: 0.900 Fv: 2.400 SDs: 0.854 g Seismic Use Group: I Seismic Design Category: D Provisions for. Force Ground Level: Base 144.79 0.00 144.79 0.00 0.00 144.79 Si: 0.488 g SD1:0.781 g Dir Eccent R Ta Equation Building Period -T X + And - 3.5 Std,C 3.030,x 0.75 Calculated Y + And - 3.5 Std,Ct Calculated Dir Ta Cu T T -used Eq95521-1 Eq95521-2 Eg95521 -3 k X 0.385 1.400 0.652 0.538 0.305 0.518 0.0470 1.019 Y 0.385 1.400 0.674 0.538 0.305 0.518 0.0470 1.019 02/26/07 11:32:51 Total Building Weight (kips) = 474.51 APPLIED STORY FORCES: Type: EQIBCO3 X +E F Level Ht Fx Fy X Y ft kips kips ft ft HighRoof 30.00 8.73 0.00 127.53 74.85 Roof 20.00 136.06 0.00 59.72 53.37 Type: ECLIBCO3_X_ E F Level Ht Fx Fy X Y ft kips kips ft ft HighRoof 30.00 8.73 0.00 127.53 73.45 Roof 20.00 136.06 0.00 59.72 44.34 Type: EQIBCO3_Y +E F Level Ht Fx Fy X Y ft kips kips ft ft HighRoof 30.00 0.00 8.73 128.22 74.15 Roof 20.00 0.00 136.06 66.46 48.86 Type: EQIBCO3_Y_ E F Level Ht Fx Fy X Y ft kips kips ft ft HighRoof 30.00 0.00 8.73 126.84 74.15 Roof 20.00 0.00 136.06 52.98 48.86 RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Loads and Applied Forces 0.00 144.79 02/26/07 11:32:51 Page 2/5 MM RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Loads and Applied Forces LOAD CASE: Wind Wind ASCE 7 -02/IBC2003 Exposure: B Basic Wind Speed (mph): 90.0 Importance Factor. 1.150 Apply Directionality Factor, Kd = 0.85 Use Topography Factor, Kzt: 1.00 Use Calculated Frequency for X-Dir. Use Calculated Frequency for Y -Dir. Gust Factor for Rigid Structures, G: Use Calculated G for X -Dir. Gust Factor for Rigid Structures, G: Use Calculated G for Y -Dir. Damping Ratio for Flexible Structures= 0.01 Mean Roof Height (ft): Top Story Height + Parapet = 36.00 Ground Level: Base Page 3/5 02/26/07 11:32:51 RAM Type: Wind IBCO3_2_X -E Ht Fx Fy X Y ft kips kips ft ft HighRoof 30.00 3.55 0.00 0.00 72.05 Roof 20.00 23.35 0.00 0.00 29.08 Level RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Loads and Applied Forces 26.90 0.00 26.90 0.00 Page 4/5 02/26/07 11:32:51 Type: Wind 1BCO3 2 Y +E Level Ht Fx Fy X Y ft kips kips ft ft HighRoof 30.00 0.00 3.50 129.62 0.00 Roof 20.00 0.00 36.81 84.53 0.00 WIND PRESSURES: X- Direction: Natural Frequency = 1.533 Structure is Rigid 0.00 40.32 Y- Direction: Natural Frequency = 1.483 Structure is Rigid Type: Wind_IBCO3_2_Y -E CpWindward = 0.80 qLeeward (qh) = 14.96 psf Level Ht Fx Fy X Y GCpn (Parapet): Winward = 1.80 Leeward = -1.10 ft kips kips ft ft Height Kz Kzt qz Gust Factor G CpLeeWard Pressure (psf) HighRoof 30.00 0.00 3.50 125.49 0.00 ft psf X Y X Y X Y Roof 20.00 0.00 36.81 44.10 0.00 36.00 0.738 1.000 14.960 0.874 0.874 - - 43.384 43.384 30.00 0.701 1.000 14.201 0.874 0.874 -0.500 -0.497 16.461 16.419 0.00 40.32 26.00 0.673 1.000 13.632 0.841 0.828 - - 39.532 39.532 Type: Wind IBCO3 3_X +Y 20.00 0.624 1.000 12.647 0.841 0.828 -0.401 -0.500 13.563 14.569 Level Ht Fx Fy X Y 0.00 0.575 1.000 11.649 0.841 0.828 -0.401 -0.500 12.892 13.908 ft kips kips ft ft APPLIED STORY FORCES: HighRoof 30.00 3.55 3.50 127.55 74.15 Type: Wind IBCO3 1_X Roof 20.00 23.35 36.81 64.31 42.61 Level Ht Fx Fy X Y ft kips kips ft ft 26.90 40.32 HighRoof 30.00 4.73 0.00 0.00 74.15 Type: Wind IBCO3 3 X -Y Roof 20.00 31.14 0.00 0.00 42.61 Level Ht Fx Fy X Y ft kips kips ft ft 35.87 0.00 HighRoof 30.00 3.55 -3.50 127.55 74.15 Type: Wind_IBCO3_1_Y Roof 20.00 23.35 - 36.81 64.31 42.61 Level Ht Fx Fy X Y ft kips kips ft ft 26.90 -40.32 HighRoof 30.00 0.00 4.67 127.55 0.00 Type: Wind_IBCO3 4_X +Y_CW Roof 20.00 0.00 49.08 64.31 0.00 Level Ht Fx Fy X Y ft kips kips ft ft 0.00 53.76 HighRoof 30.00 2.66 2.63 125.49 76.25 Type: Wind_IBCO3 2 X +E Roof 20.00 17.52 27.61 44.10 56.15 Level Ht Fx Fy X Y ft kips kips ft ft 20.18 30.24 HighRoof 30.00 3.55 0.00 0.00 76.25 Type: Wind_IBCO3 4_X +Y CCW Roof 20.00 23.35 0.00 0.00 56.15 Level Ht Fx Fy X Y HighRoof Roof RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Loads and Applied Forces 20.18 30.24 20.18 -30.24 20.18 -30.24 Page 5/5 02/26/07 11:32:51 ft kips kips ft ft 30.00 2.66 2.63 129.62 72.05 20.00 17.52 27.61 84.53 29.08 Type: Wind IBCO3 4_X -Y CW Level Ht Fx Fy X Y ft kips kips ft ft HighRoof 30.00 2.66 -2.63 129.62 76.25 Roof 20.00 17.52 -27.61 84.53 56.15 Type: Wind_IBCO3 4_X -Y_CCW Level Ht Fx Fy X Y ft kips kips ft ft HighRoof 30.00 2.66 -2.63 125.49 72.05 Roof 20.00 17.52 - 27.61 44.10 29.08 RAM CRITERIA: Rigid End Zones: Member Force Output: P- Delta: Yes Diaphragm: Rigid Ground Level: Base Wall Mesh Criteria : LOAD CASE DEFINITIONS: D DeadLoad LP El E2 E3 E4 W1 W2 W3 W4 W5 W6 W7 W8 W9 W10 W11 W12 RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC PosLiveLoad Seismic Seismic Seismic Seismic Wind Wind Wind Wind Wind Wind Wind Wind Wind Wind Wind Wind Story Displacements Ignore Effects At Face of Joint Scale Factor. 1.00 Max. Allowed Distance between Nodes (ft) : 8.00 RAMUSER RAMUSER EQIBCO3_X +E F EQIBCO3_X -E_F EQIBCO3_Y +E F EQIBCO3 Y_ E F Wind_IBCO3_1_X Wind IBCO3 1_Y Wind _ IBCO3 _ 2_X +E Wind_IBCO3 -E Wind_IBCO3_2 +E Wind _ IBCO3_2 _ Y -E Wind _ IBCO3 3_X +Y Wind_IBCO3 3_X -Y Wind 4 +Y Wind 4_X +Y Wind 4 -Y Wind IBCO3 4 X -Y CCW Level: HighRoof Center of Mass (ft): (127.53, 74.15) LdC Disp X Disp Y D LP El E2 E3 E4 Wi W2 W3 W4 W5 W6 W7 In in -0.05943 -0.01071 -0.04599 -0.01407 1.31209 -0.04714 1.26165 0.12050 -0.07552 1.65774 - 0.00058 1.40731 0.31950 0.02727 - 0.02714 0.61741 0.25288 - 0.02266 0.22637 0.06357 -0.05092 0.56467 0.01021 0.36145 0.21927 0.48352 Theta Z rad 0.00015 0.00013 -0.00009 0.00012 0.00020 -0.00010 0.00002 0.00005 -0.00005 0.00008 0.00017 -0.00009 0.00005 02/26/07 11:32:51 ma RAM W8 W9 W10 W11 W12 RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC 0.25998 0.19732 0.13158 0.22785 0.16212 Sta Displacements -0.44260 0.25409 0.47118 -0.44050 -0.22341 Level: Roof Center of Mass (ft): (59.72, 48.86) LdC Disp X Disp Y in in D -0.00223 -0.00485 LP -0.00215 -0.00677 El 1.26545 -0.00203 E2 1.27301 0.00865 E3 0.01374 1.34304 E4 0.00247 1.32713 W i 0.31537 0.00217 W2 0.00499 0.49857 W3 0.23456 -0.00114 W4 0.23850 0.00439 W5 0.00833 0.38040 W6 -0.00084 0.36746 W7 0.24027 0.37555 W8 0.23279 -0.37230 W9 0.17529 0.27474 W10 0.18512 0.28859 W11 0.16968 -0.28616 W12 0.17951 -0.27230 -0.00002 -0.00011 0.00019 -0.00016 0.00013 Theta Z rad -0.00000 -0.00000 -0.00006 0.00014 0.00034 0.00005 0.00003 0.00012 -0.00003 0.00007 0.00021 -0.00002 0.00012 -0.00007 -0.00004 0.00021 -0.00018 0.00007 Page 2/2 02/26/07 11:32:51 ma CODE: UBC 97 CRITERIA: Rigid End Zones: Ignore Effects P- Delta: Yes Scale Factor. 1.00 Diaphragm: Rigid Ground Level: Base Wall Mesh Criteria : Max. Allowed Distance between Nodes (ft) : 8.00 Level for Ab: HighRoof Ab (ft = 192.8 Maximum Angle from Parallel between adjacent bays for which Column is considered 'common to two bays': 10.0 deg Load Case: El Level HighRoof Roof rmax = Rho = Load Case: E2 Level HighRoof Roof r max Rho Load Case: E3 Level HighRoof Roof r max Rho Load Case: E4 Level HighRoof Roof r max RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Redundancy Factors Summary Seismic EQIBCO3 X +E F Story V Area Ai ElementV ri Rhoi Element kips R kips 8.73 192.78 6.21 0.711 0.000 Brace 2 147.30 192.78 64.83 0.440 0.000 Cols 20,21 0.711 1.000 Seismic EQIBCO3 X_ E F Story V Area Ai ElementV kips ft kips 8.73 192.78 6.87 147.31 192.78 67.65 0.786 1.000 Seismic EQIBCO3 Y +E F Story V Area Ai ElementV kips ft kips 8.74 192.78 10.95 147.47 192.78 77.38 1.138 ri Rhoi Element 0.786 0.168 Brace 2 0.459 0.000 Cols 22,32 ri Rhoi Element 1.254 0.851 Brace 3 0.525 0.000 Cols 27,26 1.254 1.000 Seismic EQIBCO3 Y_ E F Story V Area Ai ElementV ri Rhoi Element kips ft kips 8.74 192.78 9.94 1.138 0.734 Brace 3 147.42 192.78 66.69 0.452 0.000 Cols 27,26 02/26/07 11:32:51 Rho RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a 1.000 Redundancy Factors Summary Page 2/2 02/26/07 11:32:51 CRITERIA: Rigid End Zones: Ignore Effects Member Force Output: At Face of Joint P- Delta: Yes Scale Factor. 1.00 Diaphragm: Rigid Ground Level: Base Wall Mesh Criteria : Max. Allowed Distance between Nodes (ft) : 8.00 Load Case: D DeadLoad Level HighRoof Roof Load Case: Lp Level HighRoof Roof Load Case: El Level HighRoof Roof Load Case: E2 Level HighRoof Roof Load Case: E3 Level HighRoof Roof Load Case: E4 Level RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a HighRoof Roof RAMUSER Shear -X kips -0.01 0.00 PosLiveLoad RAMUSER Shear -X kips -0.01 0.00 Seismic EQIBCO3_X_ E F Shear -X kips 8.73 147.31 Seismic EQIBCO3 Y_ E F Shear -X kips 0.00 0.00 Building Story Shears Change -X kips -0.01 0.01 Change -X kips -0.01 0.01 Seismic EQIBCO3 X +E F Shear -X Change -X kips kips 8.73 8.73 147.30 138.56 Change -X kips 8.73 138.57 Seismic EQIBCO3 Y +E F Shear -X Change -X kips kips 0.00 0.00 0.02 0.02 Change -X kips 0.00 0.00 Shear -Y kips 0.00 -0.01 Shear -Y kips 0.00 -0.01 Shear -Y kips 0.00 -0.01 Shear -Y kips 0.00 0.03 Shear-Y kips 8.74 147.47 Shear -Y kips 8.74 147.42 02/26/07 11:32:51 Change -Y kips 0.00 -0.01 Change -Y kips 0.00 -0.01 Change -Y kips 0.00 -0.01 Change -Y kips 0.00 0.03 Change -Y kips 8.74 138.73 Change -Y kips 8.74 138.68 RAM MEPWQJY Load Case: W1 Level HighRoof Roof Load Case: W2 Level HighRoof Roof Load Case: W3 Level HighRoof Roof Load Case: W4 Level HighRoof Roof Load Case: W5 Level HighRoof Roof Load Case: W6 Level RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a HighRoof Roof Wind Wind IBCO3_1 X Shear-X kips 4.73 36.49 Wind Wind_IBCO3_1 Y Shear -X kips 0.00 0.01 Building Story Shears Change -X kips 4.73 31.76 Change -X kips 0.00 0.01 Wind Wind_IBCO3_2 +E Shear -X Change -X kips kips 3.55 3.55 27.36 23.82 Wind Wind_IBCO3_2 -E Shear -X kips 3.55 27.37 Wind Wind_IBCO3_2 +E Shear -X kips 0.00 0.01 Wind Wind 1BCO3_2Y -E Shear -X kips 0.00 0.00 Change -X kips 3.55 23.82 Change -X kips 0.00 0.01 Change -X kips 0.00 0.00 Load Case: W7 Wind Wind 1BCO3 3 X +Y Level Shear -X Change -X kips kips HighRoof 3.55 3.55 Roof 27.37 23.82 Shear-Y kips 0.00 0.01 Shear -Y kips 4.68 54.75 Shear -Y kips 0.00 0.00 Shear -Y kips 0.00 0.01 Shear -Y kips 3.51 41.08 Shear -Y kips 3.51 41.04 Shear -Y kips 3.51 41.07 02/26/07 11:32:51 Change -Y kips 0.00 0.01 Change -Y kips 4.68 50.07 Change -Y kips 0.00 0.00 Change -Y kips 0.00 0.01 Change -Y kips 3.51 37.58 Change -Y kips 3.51 37.54 Change -Y kips 3.51 37.56 Page 2/3 RAM Load Case: W8 Wind Wind -Y Level Shear -X Change -X Shear-Y Change -Y HighRoof Roof RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Story Shears kips kips kips kips 3.55 3.55 -3.51 -3.51 27.36 23.81 -41.06 -37.55 Load Case: W9 Wind Wind +Y Level Shear -X Change -X Shear -Y Change -Y kips kips kips kips HighRoof 2.66 2.66 2.63 2.63 Roof 20.52 17.86 30.78 28.15 Load Case: W10 Wind Wind _ IBCO3 _ 4 _ X +Y_CCW Level Shear -X Change -X Shear -Y Change -Y kips kips kips kips HighRoof 2.66 2.66 2.63 2.63 Roof 20.54 17.87 30.82 28.19 Load Case: W11 Wind Wind _ IBCO3_4 _ X -Y Level Shear -X Change -X Shear -Y Change -Y kips kips kips kips HighRoof 2.66 2.66 -2.63 -2.63 Roof 20.51 17.85 -30.82 -28.19 Load Case: W12 Wind Wind _ IBCO3 _ 4_X -Y Level Shear -X Change -X Shear -Y Change -Y kips kips kips kips HighRoof 2.66 2.66 -2.63 -2.63 Roof 20.53 17.87 -30.77 -28.14 Page 3/3 02/26/07 11:32:51 Frame #1 Load Case: D Level Roof Load Case: Lp Level Roof Load Case: El Level Roof Load Case: E2 Level Roof Load Case: E3 Level Roof Load Case: E4 Level Roof RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Frame ory Shears CRITERIA: Rigid End Zones: Ignore Effects Member Force Output: At Face of Joint P- Delta: Yes Scale Factor. 1.00 Diaphragm: Rigid Ground Level: Base Wall Mesh Criteria : Max. Allowed Distance between Nodes (ft) : 8.00 DeadLoad RAMUSER Shear -X Change -X kips kips -0.02 -0.02 PosLiveLoad RAMUSER Shear -X Change -X kips kips -0.02 -0.02 Seismic EQIBCO3 X +E _F Shear -X Change -X kips kips 8.68 8.68 Seismic EQmBCO3 X -E F Shear -X Change -X kips kips 8.80 8.80 Seismic EQIBCO3 Y +E F Shear -X Change -X kips kips 0.20 0.20 Seismic EQIBCO3 Y -E F Shear -X Change -X kips kips 0.03 0.03 Shear -Y Change -Y kips kips -0.04 -0.04 Shear -Y Change -Y kips kips -0.07 -0.07 Shear -Y Change -Y kips kips 1.82 1.82 Shear -Y Change -Y kips kips -4.20 -4.20 Shear -Y Change -Y kips kips 51.72 51.72 Shear -Y Change -Y kips kips 60.68 60.68 02/26/07 11:32:51 Load Case: WI Level Roof Load Case: W2 Level Roof Load Case: W3 Level Roof Load Case: W4 Level Roof Load Case: W5 Level Roof Load Case: W6 Level Roof Load Case: W7 Level Roof Load Case: W8 Level Roof Load Case: W9 Level RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Wind Wind _113CO3_1 X Shear -X Change -X kips kips 2.18 2.18 Wind Wind_IBCO3_1 Y Shear -X Change -X kips kips 0.07 0.07 Wind Wind +E Shear -X Change -X kips kips 1.60 1.60 Wind Wind _ IBCO3 _ 2_X -E Shear -X Change -X kips kips 1.66 1.66 Wind Wlnd_IBCO3_2 +E Shear -X Change -X kips kips 0.12 0.12 Wind Wind _ IBCO3 _ 2_Y -E Shear -X Change -X kips kips -0.01 -0.01 Frame Story Shears Wind Wind_IBCO33X +Y Shear -X Change -X kips kips 1.69 1.69 Wind Wind _ IBCO3 _ 3_X -Y Shear -X Change -X kips kips 1.58 1.58 Wind Wind_I13CO3 +Y_CW Shear -X Change -X kips kips Shear -Y Change -Y kips kips -0.92 -0.92 Shear -Y Change -Y kips kips 19.30 19.30 ShearY Change -Y kips kips 0.88 0.88 Shear -Y Change -Y kips kips -2.26 -2.26 Shear -Y Change -Y kips kips 10.82 10.82 Shear -Y Change -Y kips kips 18.12 18.12 Shear -Y Change -Y kips kips 13.79 13.79 Shear -Y Change -Y kips kips -15.16 -15.16 Shear -Y Change -Y kips kips 4 Page 2/9 02/26/07 11:32:51 RAM Roof Load Case: W10 Wind Wind_IBCO3 +Y_CCW Shear -X Change -X Shear -Y kips kips kips 1.34 1.34 6.42 Level Roof Load Case: Wll Wind Wind_IBCO3_4 -Y Level Shear -X Change -X kips kips Roof 1.11 1.11 Load Case: W12 Wind Wind_IBCO3 -Y Level Shear -X Change -X Shear -Y kips kips kips Roof 1.26 1.26 -15.29 Frame #2 Load Case: D Level Roof Load Case: Lp Level Roof Load Case: El Level Roof Load Case: E2 Level Roof Load Case: E3 Level Roof RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a 1.19 1.19 DeadLoad RAMUSER Shear -X Change -X kips kips -0.01 -0.01 PosLiveLoad RAMUSER Shear -X Change -X kips kips 0.00 0.00 Seismic EQIBCO3 X +E_F Shear -X Change -X kips kips 8.84 8.84 Seismic EQIBCO3_X -E F Shear -X Change -X kips kips 8.42 8.42 Seismic EQIBCO3 Y +E F Shear -X Change -X kips kips -0.74 -0.74 Frame Story Shears 14.25 Shear -Y kips -7.46 14.25 Change -Y kips 6.42 Change -Y kips -7.46 Change -Y kips -15.29 Shear -Y Change -Y kips kips 0.12 0.12 Shear -Y Change -Y kips kips 0.16 0.16 Shear -Y Change -Y kips kips -2.18 -2.18 Shear -Y Change -Y kips kips 5.00 5.00 Shear -Y Change -Y kips kips 77.38 77.38 Page 3/9 02/26/07 11:32:51 RAM Load Case: E4 Level Roof Load Case: W1 Level Roof Load Case: W2 Level Roof Load Case: W3 Level Roof Load Case: W4 Level Roof Load Case: W5 Level Roof Load Case: W6 Level Roof Load Case: W7 Level Roof Load Case: W8 Level RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Seismic EQIBCO3 Y -E F Shear -X Change -X kips kips -0.11 -0.11 Wind Wind_IBCO3_1 X Shear-X Change -X kips kips 2.09 2.09 Wind Wind_1BCO3_l Y Shear -X Change -X kips kips -0.27 -0.27 Wind Wind_IBCO3_2 X +E Shear -X Change -X kips kips 1.68 1.68 Wind Wind IBCO3 2 X -E Shear -X Change -X kips kips 1.46 1.46 Wind Wind_IBCO3 2 Y +E Shear -X Change -X kips kips -0.46 -0.46 Wind Wind IBCO3_2 Y -E Shear -X Change -X kips kips 0.05 0.05 Wind Wind_IBCO3 3 X +Y Shear -X Change -X kips kips 1.37 1.37 Wind Wind_IBCO3 3_X -Y Shear -X Change -X kips kips Frame Story Shears Shear -Y Change -Y kips kips 66.69 66.69 Shear -Y Change -Y kips kips 1.09 1.09 Shear.Y Change -Y kips kips 28.62 28.62 Shear -Y Change -Y kips kips -1.06 -1.06 Shear -Y Change -Y kips kips 2.69 2.69 Shear -Y Change -Y kips kips 25.82 25.82 Shear -Y Change -Y kips kips 17.11 17.11 Shear -Y Change -Y kips kips 22.28 22.28 Shear -Y Change -Y kips kips Page 4/9 02/26/07 11:32:51 Roof Roof Frame #3 RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Frame Story Shears Page 5/9 02/26/07 11:32:51 fil RAM RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Frame Story Shears 1.77 1.77 -20.65 -20.65 Load Case: E3 Seismic EQIBCO3 Y +E _F Level Shear -X Change -X Shear -Y Change -Y Load Case: W9 Wind Wind IBCO3 4 X+Y CW ki ki kips kips Level Shear -X Change -X Shear -Y Change -Y Roof 8.43 8.43 7.86 7.86 kips kips kips kips 1.30 1.30 12.04 12.04 Load Case: E4 Seismic EQIBCO3 Y -E _F Level Shear -X Change -X Shear -Y Change -Y Load Case: W10 Wind Wind_IBCO3 4 X +Y CCW kips kips kips kips Level Shear -X Change -X Shear -Y Change -Y Roof 1.34 1.34 8.91 8.91 kips kips kips kips Roof 0.75 0.75 21.38 21.38 Load Case: W1 Wind Wind IBCO3_1 X Level Shear -X Change -X Shear -Y Change -Y Load Case: Wll Wind Wind_IBCO3 4 X -Y CW kips kips kips kips Level Shear -X Change -X Shear -Y Change -Y Roof 16.68 16.68 -0.11 -0.11 kips kips kips kips Roof 1.60 1.60 -20.15 -20.15 Load Case: W2 Wind Wind IBCO3_1 Y Level Shear -X Change -X Shear -Y Change -Y Load Case: W12 Wind Wind IBCO3 4 X -Y CCW kips kips kips kips Level Shear -X Change -X Shear -Y Change -Y Roof 3.06 3.06 2.93 2.93 kips kips kips kips Roof 1.06 1.06 -10.82 -10.82 Load Case: W3 Wind Wind IBCO3 2 X +E Level Shear -X Change -X Shear -Y Change -Y kips kips kips kips Roof 11.27 11.27 0.10 0.10 Load Case: D DeadLoad RAMUSER Level Shear -X Change -X Shear -Y Change -Y Load Case: W4 Wind Wind_IBCO3 2_X -E kips kips kips kips Level Shear -X Change -X Shear -Y Change -Y Roof -0.14 -0.14 -0.02 -0.02 kips kips kips kips Roof 13.75 13.75 -0.26 -0.26 Load Case: Lp PosLiveLoad RAMUSER Level Shear -X Change -X Shear -Y Change -Y Load Case: W5 Wind Wind IBCO3_2 Y +E kips kips kips kips Level Shear -X Change -X Shear -Y Change -Y Roof -0.19 -0.19 -0.03 -0.03 kips kips kips kips Roof 5.18 5.18 1.77 1.77 Load Case: El Seismic EQIBCO3_X +E F Level Shear -X Change -X Shear -Y Change -Y Load Case: W6 Wind Wind IBCO3_2 Y -E kips kips kips kips Level Shear -X Change -X Shear -Y Change -Y Roof 62.88 62.88 0.21 0.21 kips kips kips kips Roof -0.59 -0.59 2.63 2.63 Load Case: E2 Seismic EQIBCO3_X -E F Level Shear -X Change -X Shear -Y Change -Y Load Case: W7 Wind Wind IBCO3 3 X +Y kips kips kips kips Level Shear -X Change -X Shear -Y Change -Y Roof 67.65 67.65 -0.49 -0.49 kips kips kips kips Page 6/9 02/26/07 11:32:51 Roof Frame #4 RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Frame Story Shears Page 7/9 02/26/07 11:32:51 RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Frame Story Shears 14.80 14.80 2.12 2.12 Load Case: E2 Seismic EQIBCO3 X_ E F Level Shear -X Change -X Shear -Y Change-1/ Load Case: W8 Wind Wind IBCO3 3 X -Y kips kips kips kips Level Shear -X Change -X Shear -Y Change -Y Roof 60.47 60.47 -0.50 -0.50 kips kips kips kips Roof 10.22 10.22 -2.28 -2.28 Load Case: E3 Seismic EQIBCO3 Y +E F Level Shear -X Change -X Shear -Y Change -Y Load Case: W9 Wind Wind_IBCO3 4 X +Y CW kips Ups kips kips Level Shear -X Change -X Shear -Y Change -Y Roof -7.67 -7.67 7.83 7.83 kips kips kips kips Roof 8.00 8.00 2.05 2.05 Load Case: E4 Seismic EQIBCO3 Y_ E F Level Shear -X Change -X Shear -Y Change -Y Load Case: W10 Wind Wind IBCO3 4 X +Y CCW kips kips Ups kips Level Shear -X Change -X Shear -Y Change -Y Roof -1.19 -1.19 8.91 8.91 kips kips kips kips Roof 14.20 14.20 1.13 1.13 Load Case: W1 Wind Wind IBCO3_1_X Level Shear -X Change -X Shear -Y Change -Y Load Case: W11 Wind Wind IBCO3_4 X -Y CW kips kips kips kips Level Shear -X Change -X Shear-Y Change -Y Roof 15.07 15.07 -0.11 -0.11 kips kips kips kips Roof 4.57 4.57 -1.25 -1.25 Load Case: W2 Wind Wind IBCO3_1 Y Level Shear -X Change -X Shear -Y Change -Y Load Case: W12 Wind Wind IBCO3 4 X Y CCW kips kips kips kips Level Shear -X Change -X Shear -Y Change -Y Roof -2.78 -2.78 2.92 2.92 kips kips kips kips Roof 10.76 10.76 -2.17 -2.17 Load Case: W3 Wind Wind IBCO3 2 X +E Level Shear -X Change -X Shear -Y Change -Y kips kips kips kips Roof 12.44 12.44 0.11 0.11 Load Case: D DeadLoad RAMUSER Level Shear -X Change -X Shear -Y Change -Y Load Case: W4 Wind Wind 1BCO3 2 X -E kips kips Ups kips Level Shear -X Change -X Shear -Y Change -Y Roof -0.03 -0.03 -0.02 -0.02 kips kips kips kips Roof 10.16 10.16 -0.27 -0.27 Load Case: Lp PosLiveLoad RAMUSER Level Shear -X Change -X Shear -Y Change -Y Load Case: W5 Wind Wind IBCO3 2 Y +E kips kips kips kips Level Shear -X C hange -X Shear -Y Change -Y Roof 0.06 0.06 -0.03 -0.03 kips kips Ups kips Roof -4.73 -4.73 1.75 1.75 Load Case: El Seismic EQIBCO3 X +E F Level Shear -X Change -X Shear -Y Change -Y Load Case: W6 Wind Wind IBCO3 2 Y -E kips kips Ups Ups Level Shear -X C hange -X Shear -Y Change -Y Roof 64.83 64.83 0.22 0.22 Ups kips kips kips Page 8/9 02/26/07 11:32:51 Fa Roof RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Frame Story Shears Roof 0.55 0.55 2.63 2.63 Load Case: W7 Wind Wind _ 1BCO33_X +Y Level Shear -X Change -X Shear -Y Change -Y kips kips kips kips 9.22 9.22 2.11 2.11 Load Case: W8 Wind Wind _ IBCO3 _ 3_X -Y Level Shear -X Change -X Shear -Y Change -Y kips kips kips kips Roof 13.39 13.39 -2.27 -2.27 Load Case: W9 Wind Wind _ IBCO3 _ 4 _ X +Y Level Shear -X Change -X Shear -Y Change -Y kips kips kips kips Roof 9.74 9.74 2.05 2.05 Load Case: W10 Wind Wind_IBCO3_4 +Y_CCW Level Shear -X Change -X Shear -Y Change -Y kips kips kips kips Roof 4.08 4.08 1.11 1.11 Load Case: W11 Wind Wind_IBCO3 -Y Level Shear -X Change -X Shear -Y Change -Y kips kips kips kips Roof 12.87 12.87 -1.23 -1.23 Load Case: W12 Wind Wind _ IBCO3 _ 4 _ X -Y_CCW Level Shear-X Change -X Shear -Y Change -Y kips kips kips kips Roof 7.21 7.21 -2.17 -2.17 Page 9/9 02/26/07 11:32:51 RAM RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC CRITERIA: Rigid End Zones: Member Force Output: P- Delta: Yes Diaphragm: Rigid Ground Level: Base Wall Mesh Criteria : Max. Allowed Distance between Nodes (ft) : 8.00 LOAD CASE DEFINITIONS: D DeadLoad LP El E2 E3 E4 Wl W2 W3 W4 W5 W6 W7 W8 W9 W10 W11 W12 Frame #1: Node 19 PosLiveLoad Seismic Seismic Seismic Seismic Wind Wind Wind Wind Wind Wind Wind Wind Wind Wind Wind Wind Frame Reactions Ignore Effects At Face of Joint Scale Factor: 1.00 RAMUSER RAMUSER EQIBCO3 X +E F EQIBCO3 X -E F EQIBCO3_Y +E F EQIBCO3 Y -E F Wind_IBCO3_I_X Wind _ IBCO3 1_Y Wind 2 X +E Wind_IBCO3 2_X -E Wind_IBCO3_2 Y +E Wind _ IBCO3_2 Y -E Wind_IBCO3 3X +Y Wind_IBCO3 3 -Y Wind 4_X +Y CW Wind_IBCO3 4 +Y Wind_IBCO3 4 -Y_CW Wind IBCO3 4 X -Y CCW LdC Rx Ry Rz Mxx Myy Tzz kips kips kips kip-ft kip -ft kip-ft D 0.01 2.96 26.58 -19.28 0.19 0.00 Lp 0.01 2.37 19.91 -15.55 0.21 0.00 El -4.31 -0.91 -0.58 10.78 -86.24 0.00 E2 -4.47 2.10 1.32 -24.83 -89.44 -0.01 E3 -0.28 -25.86 -16.31 305.88 -5.68 -0.02 E4 -0.05 -30.34 -19.14 358.89 -0.91 -0.00 WI -1.11 0.46 0.29 -5.43 -22.11 -0.00 W2 -0.10 -9.65 -6.09 114.14 -2.06 -0.01 W3 -0.79 -0.44 -0.28 5.22 -15.75 0.00 W4 -0.87 1.13 0.71 -13.37 -17.42 -0.00 W5 -0.17 -5.41 - 3.41 64.02 -3.48 -0.01 W6 0.02 -9.06 -5.72 107.19 0.40 0.00 W7 -0.91 -6.89 -4.35 81.53 -18.13 -0.01 W8 -0.75 7.58 4.78 -89.68 -15.04 0.00 02/26/07 11:32:51 RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Frame Reactions Node LdC Rx Ry Rz Mix Myy Tzz W9 -0.58 -7.13 -4.50 84.31 -11.51 0.00 W10 -0.78 -3.21 -2.03 37.99 -15.68 -0.01 W11 -0.46 3.73 2.35 -44.10 -9.20 0.01 W12 -0.67 7.64 4.82 -90.42 -13.36 -0.00 20 D 0.01 -2.92 29.18 18.19 0.14 0.00 Lp 0.01 -2.29 24.23 14.16 0.11 0.00 El -4.37 -0.91 0.58 10.78 -87.46 0.00 E2 -4.33 2.10 -1.32 -24.83 -86.52 -0.01 E3 0.08 -25.86 16.31 305.88 1.62 -0.02 E4 0.01 -30.34 19.14 358.89 0.23 -0.00 W1 -1.07 0.46 -0.29 -5.43 -21.46 -0.00 W2 0.03 -9.65 6.09 114.14 0.59 -0.01 W3 -0.82 -0.44 0.28 5.22 -16.34 0.00 W4 -0.79 1.13 -0.71 -13.37 -15.85 -0.00 W5 0.05 -5.41 3.41 64.02 1.01 -0.01 W6 -0.01 -9.06 5.72 107.19 -0.13 0.00 W7 -0.78 -6.89 4.35 81.53 -15.66 -0.01 W8 -0.83 7.58 -4.78 -89.68 -16.54 0.00 W9 -0.62 -7.13 4.50 84.31 -12.35 0.00 W10 -0.56 -3.21 2.03 37.99 -11.13 -0.01 W11 -0.65 3.73 -2.35 -44.10 -13.01 0.01 W12 -0.59 7.64 -4.82 -90.42 -11.80 -0.00 Frame #2: Node LdC Rx Ry Rz Mxx Myy Tzz kips kips kips kip-ft kip-ft kip-ft 24 D 0.01 2.62 52.98 -17.50 0.12 0.00 Lp 0.00 2.38 40.29 -16.44 0.08 0.00 El -4.40 0.62 -5.10 -9.32 -87.90 0.00 E2 -4.27 -2.92 -7.98 32.04 -85.45 0.00 E3 0.21 -38.47 - 30.07 448.53 4.30 0.00 E4 0.03 -33.20 -25.85 386.87 0.65 0.00 Wl -1.06 -0.74 -3.09 7.74 -21.22 0.00 W2 0.08 -14.24 -11.06 165.99 1.56 0.00 W3 -0.83 0.36 -1.52 -4.93 -16.56 0.00 W4 -0.76 -1.47 -3.11 16.54 -15.28 0.00 W5 0.13 -12.82 -10.04 149.56 2.65 0.00 W6 -0.02 -8.54 -6.56 99.42 -0.32 0.00 W7 -0.74 -11.24 -10.61 130.30 -14.75 0.00 W8 -0.85 10.13 5.98 - 118.69 -17.09 0.00 W9 -0.63 -6.14 -6.06 70.87 -12.66 0.00 W10 -0.47 -10.72 -9.86 124.58 -9.47 0.00 Wll -0.72 9.88 6.39 - 115.87 -14.41 0.00 W12 -0.56 5.30 2.58 -62.16 -11.22 0.00 Page 2/5 02/26/07 11:32:51 RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Frame Reactions Node LdC Rx Ry Rz Mxx Myy Tzz 25 D 0.00 -2.73 22.49 16.60 0.08 0.00 Lp -0.00 -2.54 18.79 14.90 -0.00 0.00 El -4.45 1.57 -3.06 -15.39 -88.94 0.00 E2 -4.15 -2.08 -0.08 26.71 -82.96 -0.01 E3 0.53 -38.90 30.32 451.30 10.53 -0.02 E4 0.08 -33.49 25.94 388.73 1.63 -0.00 W1 -1.03 -0.35 -0.51 5.23 -20.67 -0.00 W2 0.19 -14.38 11.16 166.85 3.82 -0.01 W3 -0.85 0.70 -1.21 -7.12 -17.06 0.00 W4 -0.70 -1.22 0.44 14.96 -13.95 -0.00 W5 0.32 -12.99 10.18 150.65 6.49 -0.01 W6 -0.04 -8.57 6.56 99.63 -0.76 0.00 W7 -0.63 -11.04 7.98 129.06 -12.64 -0.01 W8 -0.92 10.52 -8.75 - 121.22 -1837 0.00 W9 -0.67 -5.90 4.01 69.38 -13.37 0.00 W10 -0.28 -10.66 7.96 124.21 -5.60 -0.01 W11 -0.88 10.27 -8.54 - 118.33 -17.66 0.01 W12 -0.49 5.51 -4.59 -63.50 -9.89 -0.00 Frame #3: Node LdC Rx Ry Rz Mxx Myy Tzz kips kips kips klp-ft klp-ft Idp-ft 18 D 0.34 0.01 12.15 -0.22 2.58 0.00 Lp 0.60 0.01 11.96 -0.25 433 0.00 El -31.44 -0.13 -24.52 2.66 - 359.66 0.00 E2 -33.82 0.31 -26.38 -6.13 - 386.90 -0.01 E3 -4.21 -3.78 -3.29 75.54 -48.20 -0.02 E4 -0.67 -4.43 -0.52 88.64 -7.65 -0.00 W1 -8.34 0.07 -6.50 -1.34 -95.38 -0.00 W2 -1.53 -1.41 -1.19 28.19 -17.48 -0.01 W3 -5.63 -0.06 -4.39 1.29 -64.43 0.00 W4 -6.88 0.17 -5.36 -3.30 -78.64 -0.00 W5 -2.59 -0.79 -2.02 15.81 -29.62 -0.01 W6 0.30 -1.32 0.23 26.47 3.40 0.00 W7 -7.40 -1.01 -5.77 20.14 -84.65 -0.01 W8 -5.11 1.11 -3.98 -22.15 -58.43 0.00 W9 -4.00 -1.04 -3.12 20.82 -45.77 0.00 W10 -7.10 -0.47 -5.54 9.38 -81.20 -0.01 WI -2.28 0.54 -1.78 -10.89 -26.11 0.01 W 12 -5.38 1.12 -4.19 -22.33 -61.53 -0.00 23 D -0.20 0.01 6.46 -0.26 -0.84 0.00 Lp -0.40 0.02 7.84 -0.33 -2.04 0.00 El -31.44 -0.08 24.52 1.63 - 359.66 0.00 E2 -33.82 0.18 26.38 -3.66 - 386.90 -0.01 Page 3/5 0226/07 11:32:51 RAM RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Frame Reactions Node LdC Rx Ry Rz Mxx Myy Tzz E3 -4.21 -4.09 3.29 81.73 -48.20 -0.02 E4 -0.67 -4.48 0.52 89.60 -7.65 -0.00 W 1 -8.34 0.04 6.50 -0.79 -95.38 -0.00 W2 -1.53 -1.52 1.19 30.43 -17.48 -0.01 W3 -5.63 -0.04 4.39 0.79 -64.43 0.00 W4 -6.88 0.10 5.36 -1.98 -78.64 -0.00 W5 -2.59 -0.98 2.02 19.62 -29.62 -0.01 W6 0.30 -1.30 -0.23 26.03 3.40 0.00 W7 -7.40 -1.11 5.77 22.23 -84.65 -0.01 W8 -5.11 1.17 3.98 -23.42 -58.43 0.00 W9 -4.00 -1.01 3.12 20.11 -45.77 0.00 W10 -7.10 -0.66 5.54 13.23 -81.20 -0.01 W11 -2.28 0.71 1.78 -14.12 -26.11 0.01 W12 -5.38 1.05 4.19 -21.00 -61.53 -0.00 Frame #4: Node LdC Rx Ry Rz Mxx Myy Tzz kips kips kips klp-ft Idp-ft kip-ft 21 D 0.20 0.01 13.37 -0.22 1.43 0.00 Lp 0.36 0.01 17.77 -0.25 2.26 0.00 El -32.41 -0.13 -28.26 2.66 - 372.67 0.00 E2 -30.23 0.31 -26.37 -6.13 - 347.63 -0.01 E3 3.84 -3.78 3.34 75.54 44.10 -0.02 E4 0.59 -4.43 0.52 88.64 6.82 -0.00 WI -7.53 0.07 -6.57 -1.34 -86.63 -0.00 W2 1.39 -1.41 1.21 28.19 15.99 -0.01 W3 -6.22 -0.06 -5.42 1.29 -71.50 0.00 W4 -5.08 0.17 -4.43 -3.30 -58.43 -0.00 W5 2.36 -0.79 2.06 15.81 27.17 -0.01 W6 -0.28 -1.32 -0.24 26.47 -3.19 0.00 W7 -4.61 -1.01 -4.02 20.14 -52.98 -0.01 W8 -6.69 1.11 -5.84 -22.15 -76.96 0.00 W9 -4.87 -1.04 -4.25 20.82 -56.02 0.00 W10 -2.04 -0.47 -1.78 9.38 -23.45 -0.01 W11 -6.44 0.54 -5.61 -10.89 -74.01 0.01 W12 -3.60 1.12 -3.14 -22.33 -41.44 -0.00 22 D -0.17 0.01 7.58 -0.26 -0.96 0.00 Lp -0.41 0.02 5.63 -0.32 -2.64 0.00 El -32.41 -0.09 28.26 1.75 - 372.67 0.00 E2 -30.23 0.20 26.37 -3.94 - 347.63 -0.01 E3 3.84 -4.05 -3.34 81.04 44.10 -0.02 E4 0.59 -4.47 -0.52 89.50 6.82 -0.00 WI -7.53 0.04 6.57 -0.85 -86.63 -0.00 W2 1.39 -1.51 -1.21 30.18 15.99 -0.01 Page 4/5 0226/07 11:32:51 RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Frame Reactions Node LdC Rz Ry Rz Mzz Myy Tzz W3 -6.22 -0.04 5.42 0.84 -71.50 0.00 W4 -5.08 0.11 4.43 -2.12 -58.43 -0.00 W5 2.36 -0.96 -2.06 19.19 27.17 -0.01 W6 -0.28 -1.30 0.24 26.08 -3.19 0.00 W7 -4.61 -1.10 4.02 22.00 -52.98 -0.01 W8 -6.69 1.16 5.84 -23.28 -76.96 0.00 W9 -4.87 -1.01 4.25 20.19 -56.02 0.00 W10 -2.04 -0.64 1.78 12.80 -23.45 -0.01 W11 -6.44 0.69 5.61 -13.76 -74.01 0.01 W12 -3.60 1.06 3.14 -21.15 -41.44 -0.00 Page 5/5 02/26/07 11:32:51 • JOB ENGINEER DESIGN OF Ir t11011 orAw-?' SHIMAJI & LASCOLA structural engineers II.P } 11.1 fi 2&94f. 1 .r2 SHEET NO. DATE 2U.4" k 11.1 ± MI ± 4,.i OM 11 15. 24 + A 2 t lei.i ± .4 11 I', l, e- I1.b 4 202 = 40-Q 2 -5 (091 A • I 1 .* 1- , GI • 2M, l &, 40 0 v-6 g V + I 0 9z 4 -0 i ± b- - 1 9+ 11. 5''M1 II_ . 14:4 Ee JOB ENGINEER DESIGN OF nit I A'Tt' U 0 boa cotiTNWL0t1 611a I� SHIMAJI & LASCOLA structural engineers _Hof& 1 vo- 1,11*A ¥ ►.: to - 14.4 - (19;s(1 -- x s p l ° 41.* l fr SHEET NO. F j DATE RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC CRITERIA: Rigid End Zones: Ignore Effects Member Force Output: At Face of Joint P- Delta: Yes Scale Factor. 1.00 Diaphragm: Rigid Ground Level: Base Wall Mesh Criteria : Max. Allowed Distance between Nodes (ft) : 8.00 LOAD COMBINATION CRITERIA: Code Check Summary Sds 0.400 LOAD CASE DEFINITIONS: D DeadLoad RAMUSER LP PosLiveLoad RAMUSER El Seismic EQIBCO3_X +E 3 Rho = 1.00 E2 Seismic EQIBCO3 X -E F Rho = 1.00 E3 Seismic EQIBCO3 +E_F Rho = 1.00 E4 Seismic EQIBCO3 Y_ -E F Rho = 1.00 W 1 Wind Wind _ IBCO3_1 _ X W2 Wind Wind IBCO3 1 Y W3 Wind Wind IBCO3 2 X - +E W4 Wind Wind IBCO3 2 X -E W5 Wind Wind IBCO3 2 Y +E W6 Wind Wind IBCO3 2 Y -E W7 Wind WindIBCO3 3_X +Y W8 Wind Wind IBCO3 3 X -Y W9 Wind Wind IBCO34 X +Y CW WI0 Wind Wind IBCO34 X - +YCCW Wll Wind Wind IBCO34_X -Y CW W12 Wind Wind IBCO34X -Y LOAD COMBINATIONS: IBC 2003 ASD 1 * 1.000 D 2 * 1.000 D + 1.000 Lp 3 * 1.000 D + 0.750 Lp + 0.750 W1 4 * 1.000 D + 0.750 Lp + 0.750 W2 5 * 1.000 D + 0.750 Lp + 0.750 W3 6 * 1.000 D + 0.750 Lp + 0.750 W4 7 * 1.000 D + 0.750 Lp + 0.750 W5 8 * 1.000 D +0.750 Lp +0.750 W6 9 * 1.000 D +0.750 Lp +0.750 W7 10 * 1.000 D +0.750 Lp +0.750 W8 11 * 1.000 D + 0.750 Lp + 0.750 W9 12 * 1.000 D + 0.750 Lp + 0.750 W 10 13 * 1.000 D+ 0.750 Lp + 0.750 W l 1 02/26/07 11:32:51 Steel Code: AISC ASD RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC 14 * 1.000 D + 0.750 Lp + 0.750 W12 15 * 1.000 D + 0.750 Lp - 0.750 WI 16 * 1.000 D + 0.750 Lp - 0.750 W2 17 * 1.000 D + 0.750 Lp - 0.750 W3 18 * 1.000 D + 0.750 Lp - 0.750 W4 19 * 1.000 D + 0.750 Lp - 0.750 W5 20 * 1.000 D + 0.750 Lp - 0.750 W6 21 * 1.000 D +0.750 Lp -0.750 W7 22 * 1.000 D + 0.750 Lp - 0.750 W8 23 * 1.000 D + 0.750 Lp - 0.750 W9 24 * 1.000 D + 0.750 Lp - 0.750 W 10 25 * 1.000 D+ 0.750 Lp - 0.750 W11 26 * 1.000 D + 0.750 Lp - 0.750 W12 27 * 1.000 D + 1.000 W1 28 * 1.000 D + 1.000 W2 29 * 1.000 D+ 1.000 W3 30 * 1.000 D + 1.000 W4 31 * 1.000 D+ 1.000 W5 32 * 1.000 D+ 1.000 W6 33 * 1.000 D+ 1.000 W7 34 * 1.000 D+ 1.000 W8 35 * 1.000 D+ 1.000 W9 36 * 1.000 D + 1.000 W 10 37 * 1.000 D+ 1.000 W11 38 * 1.000 D + 1.000 W12 39 * 1.000 D -1.000 WI 40 * 1.000 D -1.000 W2 41 * 1.000D -1.000 W3 42 * 1.000 D - 1.000 W4 43 * 1.000 D -1.000 W5 44 * 1.000 D -1.000 W6 45 * 1.000 D -1.000 W7 46 * 1.000 D - 1.000 W8 47 * 1.000 D -1.000 W9 48 * 1.000 D -1.000 W10 49 * 1.000 D -1.000 W11 50 * 1.000 D - 1.000 W12 51 * 0.600D +1.000 W1 52 * 0.600 D+ 1.000 W2 53 * 0.600 D + 1.000 W3 54 * 0.600 D+ 1.000 W4 55 * 0.600 D+ 1.000 W5 56 * 0.600 D+ 1.000 W6 57 * 0.600 D + 1.000 W7 58 * 0.600 D + 1.000 W8 59 * 0.600 D+ 1.000 W9 Code Check Summary Page 2/6 02/26/07 11:32:51 Steel Code: AISC ASD fil RAM RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC 60 * 0.600 D + 1.000 W 10 61 * 0.600 D + 1.000 W11 62 * 0.600 D + 1.000 W12 63 * 0.600 D -1.000 WI 64 * 0.600 D -1.000 W2 65 * 0.600 D - 1.000 W3 66 * 0.600 D - 1.000 W4 67 * 0.600 D -1.000 W5 68 * 0.600 D -1.000 W6 69 * 0.600 D -1.000 W7 70 * 0.600 D -1.000 W8 71 * 0.600 D -1.000 W9 72 * 0.600 D -1.000 W 10 73 * 0.600 D - 1.000 W11 74 * 0.600 D -1.000 W12 75 * 1.060 D + 0.750 Lp + 0.750E 1 76 * 1.060 D + 0.750 Lp + 0.750 E2 77 * 1.060 D + 0.750 Lp + 0.750 E3 78 * 1.060 D +0.750 Lp +0.750 E4 79 * 1.060 D + 0.750 Lp - 0.750 El 80 * 1.060 D + 0.750 Lp - 0.750 E2 81 * 1.060 D +0.750 Lp -0.750 E3 82 * 1.060 D + 0.750 Lp - 0.750 E4 83 * 1.056 D + 0.700 El 84 * 1.056 D + 0.700 E2 85 * 1.056 D + 0.700 E3 86 * 1.056 D +0.700 E4 87 * 1.056 D - 0.700 E1 88 * 1.056 D - 0.700 E2 89 * 1.056 D - 0.700 E3 90 * 1.056 D - 0.700 E4 91 * 0.544 D + 0.700 E1 92 * 0.544 D + 0.700 E2 93 * 0.544 D + 0.700 E3 94 * 0.544 D + 0.700 E4 95 * 0.544 D - 0.700 El 96 * 0.544 D - 0.700 E2 97 * 0.544 D - 0.700 E3 98 * 0.544 D - 0.700 E4 * = Load combination currently selected to use Frame #1: Level: Roof Code Check Summary Page 3/6 02/26/07 11:32:51 Steel Code: AISC ASD RAM MENV[NY CoL 33 34 Beam 4 RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC P kips 63.46 57.46 Beam P # kips 117 -0.00 Frame #2: Level: Roof CoL P kips 26 60.67 27 108.93 P kips -0.00 Frame #3: Level: Roof CoL P kips 22 41.63 32 32.51 Beam P # kips 116 0.00 Frame #4: Level: Roof CoL P kips 20 48.69 21 33.46 Beam P kips 1 -0.00 Frame #5: Mmajor kip-ft 299.06 - 301.26 Mmajor kip-ft - 232.63 Mmajor kip-ft 367.24 - 367.28 Mmajor kip-ft - 277.09 Mminor kip-ft 0.40 1.04 Mminor kip-ft -0.00 Mminor kip-ft 7.98 -3.04 Mminor kip-ft 0.00 Mmajor Mminor kip-ft kip-ft - 296.16 4.18 292.60 -3.27 Mmajor Mminor kip-ft kip-ft - 212.79 0.00 Mmajor Mminor kip-ft kip-ft - 282.72 -2.42 282.50 0.80 Mmajor Mminor kip-ft kip-ft - 198.19 -0.00 Code Check Summary VmaJor Vminor LC Interact. kips kips 27.57 0.02 78 0.65 Hl -3 27.67 0.05 82 0.65 H1 -3 Vmajor Vminor LC Interact. kips kips 34.46 0.00 82 0.70 Hl -3 Vmajor Vminor LC Interact. kips kips 33.98 0.40 77 0.81 H1 -3 33.41 0.15 81 0.84 H1 -3 Vmajor Vminor LC Interact. kips kips 48.03 0.00 81 0.84 H1 -3 VmaJor Vminor LC Interact. kips kips 26.17 0.21 80 0.63 H1 -3 25.88 0.16 76 0.61 H1-3 VmaJor Vminor LC Interact. kips kips 23.56 0.00 80 0.70 H1 -3 Vmajor Vminor LC Interact. kips kips 24.79 0.12 79 0.61 H1 -3 24.80 0.04 75 0.58 H1 -3 Vmajor Vminor LC Interact. kips kips 24.16 0.00 79 0.87 H1 -3 02/26/07 11:32:51 Steel Code: AISC ASD Fy Size ksi 50 W14X132 50 W14X132 Fy Size ksi 50 W24X62 Fy ksi 50 50 FY ksi 50 FY ksi 50 50 FY ksi 50 Fy ksi 50 50 FY ksi 50 Page 4/6 Size W14X132 W14X132 Size W24X62 Size W14X132 W14X132 Size W24X68 Size W14X132 W14X132 Size W24X62 Fil RAM RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Level: HighRoof Col. P Mmajor # kips kip -ft 3 7.89 -0.00 Code Check Summary Page 5/6 02t26/07 11:32:51 Steel Code: AISC ASD Mminor Vmajor Vminor LC Interact Fy Size kip-ft kips kips ksi 9.17 0.00 0.97 79 0.18 HI -3 46 HSS8X8X3 /8 Beam P Mmajor Mminor Vmajor Vminor LC Interact. Fy Size # kips kip -ft kip-ft kips kips ksi 1 0.00 9.82 0.00 2.95 0.00 2 0.39 H1-3 50 W14X22 Brace P Mmajor Mminor Vmajor Vminor LC Interact. Fy Size # kips kip -ft kip -ft kips kips Jul 1 -8.38 0.00 0.00 0.00 0.00 82 0.05 H1 -3 36 HSS6X6X3 /8 Level: Roof Beam P Mmajor Mminor Vmajor Vminor LC Interact. Fy Size kips kip -ft kip-ft kips kips ksi 33 3.33 5.19 0.00 1.65 0.00 82 0.06 H1 -3 50 W14X43 Frame #6: Level: HighRoof Col. P Mmajor Mminor Vmajor Vminor LC Interact. Fy Size kips kip -ft kip -ft kips kips ksi 4 11.92 -0.00 16.35 0.00 1.73 80 0.31 H1-3 46 HSS8X8X3 /8 Beam P Mmajor Mminor Vmajor Vminor LC Interact. Fy Size # kips kip -ft kip-ft kips kips ksi 2 -0.00 23.23 0.00 4.56 0.00 2 0.32 H1 -3 50 W14X22 Brace P Mmajor Mminor Vmajor Vminor LC Interact. Fy Size # kips kip -ft kip -ft kips kips ksi 2 9.59 0.00 0.00 0.00 0.00 80 0.09 Hl -3 36 HSS6X6X3 /8 Level: Roof Beam P Mmajor Mminor Vmajor Vminor LC Interact. Fy Size # kips kip -ft kip-ft kips kips ksi 32 2.74 49.41 7.22 21.98 1.89 81 0.50 Hl -3 50 W14X43 Frame #7: Level: HighRoof Col. P Mmajor Mminor Vmajor Vminor LC Interact. Fy Size # kips kip -ft kip -ft kips kips ksi 1 7.21 20.84 3.33 2.08 0.33 81 0.27 H1 -3 46 HSS1OX1OX3 /8 Beam P kips 3 0.00 Brace P kips 3 -15.41 Beam P kips 4 0.00 Brace P kips 4 12.42 Level: Roof Col P kips 19 28.72 Beam P kips 5 -0.12 Code Check Summary RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Mmajor kip-ft 9.93 Mmajor kip-ft 0.00 Level: Roof Col. P Mmajor # kips kip-ft 18 22.44 -3.33 Beam P Mmajor kips kip-ft 6 0.00 15.44 Frame #8: Level: HighRoof Col. P Mmajor kips kip-ft 2 17.79 -19.42 Mmajor kip-ft 23.23 Mmajor kip-ft 0.00 Mmajor kip-ft -19.30 Mmajor klp-ft 21.65 Mminor kip-ft 0.00 Mminor kip-ft 0.00 Mminor kip-ft 20.84 Mminor kip-ft 0.00 Mminor kip-ft 1.76 Mminor klp-ft 0.00 Mminor kip-ft 0.00 Mminor kip-ft 1.34 Mminor kip-ft 7.40 Vmajor Vminor kips kips 2.98 0.00 Vmajor Vminor kips kips 0.00 0.00 Vmajor kips 0.17 Vmajor kips 4.63 Vmajor kips 2.08 Vmajor kips 4.56 Vmajor kips 0.00 Vminor kips 1.04 Vminor kips 0.00 Vminor kips 0.60 Vminor kips 0.00 Vminor kips 0.00 Vmajor Vminor kips kips 0.30 1.04 Vmajor Vminor kips kips 10.38 1.96 LC Interact. Fy ksi 2 0.40 H1 -3 50 LC Interact. Fy ksi 77 0.09 H1 -3 36 LC Interact. Fy ksi 81 0.61 H1 -1 46 LC Interact. Fy ksi 2 0.12 H1 -3 50 LC Interact. Fy ksi 77 0.29 Hl -3 46 LC Interact. Fy ksi 2 0.32 Hl -3 50 LC Interact. Fy ksi 75 0.11 Hl -3 36 LC Interact. Fy ksi 75 0.82 HI -1 46 LC Interact. Fy ksi 82 0.34 H1 -3 50 Page 6/6 02/26/07 11:32:51 Steel Code: AISC ASD Size W14X22 Size HSS6X6X3 /8 Size HSSIOXIOX3 /8 Size W14X43 Size HSS 1OX10X3 /8 Size W 14X22 Size HSS6X6X3 /8 Size HSS1OX10X3 /8 Size W 14X43 RAM RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Joint Code Check Summary 02/26!07 11:32:51 Steel Code: AISC ASD RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Joint Code Cheek Summary Frame #1: Frame #2: Sty Jnt# Element Side Loc. Dimensions(in) AISC Provision Sty Jnt# Element Side Loc. Dimensions(in) AISC Provision 1 7 Web Plate Not Required 1 13 Web Plate Not Required Stiffener All Both Not Required Stiffener SideB Top 6.375x 3.250x 0.375 K1.3 1 6 Web Plate Not Required Stiffener Both Bot Not Required Stiffener All Both Not Required 1 11 Web Plate Not Required Stiffener SideA Top 6.375x 3.250x 0.375 K1.3 Stiffener Both Bot Not Required Page 2/4 02!26/07 11:32:51 Steel Code: AISC ASD RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Frame #3: Sty Jnt# Element Side Loc. 1 5 Web Plate Stiffener All Both 1 10 Web Plate Stiffener All Both Joint Code Check Summary Page 3/4 02/26/07 11:32:51 Steel Code: AISC ASD RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Joint Code Check Summary Frame #4: Dimensions(in) RISC Provision Sty Jnt# Element Side Loc. Dimensions(in) AISC Provision Not Required 1 8 Web Plate Not Required Not Required Stiffener All Both Not Required Not Required 1 9 Web Plate Not Required Not Required Stiffener All Both Not Required Page 4/4 02/26/07 11:32:51 Steel Code: AISC ASD J 15 L N 1 9 G 14 13 0, 1 10 1 12 11 v ] 5 Floor Type: Roof RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017- ServiceYard Building Code: UBC1 CO co Floor Map 03/27/07 09:36:37 Steel Code: ASD 9th Ed. nip RAM Floor Type: Roof RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017- ServiceYard- Gravity Building Code: UBC1 c c C Floor Map I 0.9 03/27/07 09:34:05 Steel Code: ASD 9th Ed. W8x10 b W14x22 I 11 W8x10 W8x10 W14x22 I II W8x10 W8x10 I* W14x22 nip RAM Floor Type: Roof RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017- ServiceYard- Gravity Building Code: UBC1 c c C Floor Map I 0.9 03/27/07 09:34:05 Steel Code: ASD 9th Ed. RAM Gravity Beam Design RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017- ServiceYard Building Code: UBC1 Floor Type: Roof Beam Number -11 SPAN INFORMATION (ft): I -End (0.00,6.17) J -End (18.50,6.17) Beam Size (Optimum) = W8X10 Total Beam Length (ft) = 18.50 LINE LOADS (k/ft): Load Dist DL IL Red% Type 1 0.000 0.000 0.000 - NonR 18.500 0.000 0.000 2 0.000 0.074 0.123 - NonR 18.500 0.074 0.123 3 0.000 0.010 0.000 - NonR 18.500 0.010 0.000 SHEAR: Max V (DL +LL) =1.92 kips fv -1.43 ksi Fv - 20.00 ksi MOMENTS: Span Cond Moment @ Lb Cb Tension Flange kip-ft ft ft fb Fb Center Max + 8.9 9.3 0.0 1.00 13.63 32.70 Controlling 8.9 9.3 0.0 1.00 13.63 32.70 REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) at at at Left 0.78 1.14 1.92 9.25 ft = 9.25 ft = 9.25 ft = Right 0.78 1.14 1.92 -0.248 -0.364 -0.612 03/27/07 09:36:37 Steel Code: ASD 9th Ed. Fy = 50.0 ksi UD = L/D = Compr Flange fb Fb 13.63 32.70 9R RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017- ServiceYard Building Code: UBC 1 Floor Type: Roof SPAN INFORMATION (ft): Beam Size (Optimum) Total Beam Length (ft) LINE LOADS (k/ft): Load Dist 1 0.000 18.500 2 0.000 18.500 3 0.000 18.500 DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: 895 Dead load (in) 610 Live load (in) 363 Net Total load (in) DL 0.000 0.000 0.074 0.074 0.010 0.010 Gravity Beam Design Beam Number -12 I -End (0.00,1233) J -End (18.50,1233) = W8X10 = 18.50 LL 0.000 0.000 0.123 0.123 0.000 0.000 Red% Type NonR NonR NonR SHEAR: Max V (DL +LL) -1.92 kips fv -1.43 ksi Fv - 20.00 ksi MOMENTS: Span Cond Moment kip-ft Center Max + 8.9 Controlling 8.9 REACTIONS (kips): at at at Fy = 50.0 ksi Q Lb Cb Tension Flange ft ft fb Fb 9.3 0.0 1.00 13.63 32.70 9.3 0.0 1.00 13.63 32.70 Left Right 0.78 0.78 1.14 1.14 1.92 1.92 9.25ft = 9.25 ft = 9.25 ft = -0.248 -0.364 -0.612 UD - L/D = L/D = 03/27/07 09:36:37 Steel Code: ASD 9th Ed. 895 610 363 Compr Flange fb Fb 13.63 32.70 Page 2/5 RAM RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017- ServiceYard Building Code: UBC1 Floor Type: Roof Beam Number - 13 SPAN INFORMATION (ft): I -End (0.00,26.78) 3-End (18.50,26.78) Beam Size (Optimum) = W8X10 Total Beam Length (ft) = 18.50 LINE LOADS (k/ft): Load Dist 1 0.000 18.500 2 0.000 18.500 3 0.000 18.500 SHEAR: Max V (DL +LL) - 2.54 kips fv -1.90 ksi Fv - 20.00 ksi MOMENTS: Span Cond Moment kip-ft Center Max + 11.8 Controlling 11.8 REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) DL 0.000 0.000 0.099 0.099 0.010 0.010 LL Red% 0.000 - 0.000 0.166 - 0.166 0.000 - 0.000 at at at Gravity Beam Design Type NonR NonR NonR C3a Lb Cb Tension Flange ft ft fb Fb 9.3 0.0 1.00 18.07 32.70 9.3 0.0 1.00 18.07 32.70 Left Right 1.01 1.01 1.53 1.53 2.54 2.54 9.25 ft = 9.25 ft = 9.25 ft = -0.323 -0.488 -0.811 03/27/07 09:36:37 Steel Code: ASD 9th Ed. Fy = 50.0 ksi I/D - L/D = LID = Page 3/5 Compr Flange lb Fb 18.07 32.70 DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: 688 Dead load (in) 454 Live load (in) 274 Net Total load (in) RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017- ServiceYard Building Code: UBC1 LINE LOADS (k/ft): Load Dist 1 0.000 18.500 2 0.000 18.500 3 0.000 18.500 DL 0.000 0.000 0.099 0.099 0.010 0.010 Gravity Beam Design Floor Type: Roof Beam Number -14 SPAN INFORMATION (ft): I -End (0.00,35.06) J -End (18.50,35.06) Beam Size (Optimum) = W8X10 Total Beam Length (ft) = 18.50 LL Red% Type 0.000 - NonR 0.000 0.166 - NonR 0.166 0.000 - 0.000 SHEAR: Max V (DL +LL) - 2.54 kips fv - 1.90 Jul MOMENTS: Span Cond Moment ® Lb kip-ft ft ft Center Max + 11.8 9.3 0.0 Controlling 11.8 9.3 0.0 REACTIONS (kips): at at at Left 1.01 1.53 2.54 9.25 ft = 9.25 ft = 9.25 ft = NonR Fv - 20.00 ksi Cb Right 1.01 1.53 2.54 Tension Flange fb Fb 1.00 18.07 32.70 1.00 18.07 32.70 -0.323 -0.488 -0.811 Fy = 50.0 ksi L/D = L/D = L/D = 688 454 274 Compr Flange fb Fb 18.07 32.70 Page 4/5 03/27/07 09:36:37 Steel Code: ASD 9th Ed. RAM RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017 - ServiceYard Building Code: UBC1 Gravity Beam Design Left Right DL reaction 0.88 0.88 Max +LL reaction 1.31 1.31 Max +total reaction 2.19 2.19 DEFLECTIONS: Dead load (in) at 9.25 ft = -0.281 UD = 791 Live load (in) at 9.25 ft = -0.418 LID = 531 Net Total load (in) at 9.25 ft = -0.699 UD = 318 Page 5/5 03/27/07 09:36:37 Steel Code: ASD 9th Ed. Floor Type: Roof Beam Number =15 SPAN INFORMATION (ft): I -End (0.00,50.42) J -End (18.50,50.42) Beam Size (Optimum) = W8X10 Fy = 50.0 ksi Total Beam Length (ft) = 18.50 LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.000 0.000 — NonR 18.500 0.000 0.000 2 0.000 0.085 0.142 — NonR 18.500 0.085 0.142 3 0.000 0.010 0.000 — NonR 18.500 0.010 0.000 SHEAR: Max V (DL +LL) - 2.19 kips fv -1.63 ksi Fv - 20.00 ksi MOMENTS: Span Cond Moment Lb Cb Tension Flange Compr Flange kip-ft ft ft fb Fb tb Fb Center Max + 10.1 9.3 0.0 1.00 15.56 32.70 15.56 32.70 Controlling 10.1 9.3 0.0 1.00 15.56 32.70 — — REACTIONS (kips): ,RAM Frame V10.0 - Analysis Mode DataBase: 07017- ServiceYard 03/27/07 09:36:37 t(P RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017- ServiceYard Loads and Applied Forces LOAD CASE: Seismic Seismic ASCE 7 -02 / IBC 2003 Equivalent Lateral Force Site Class: E Importance Factor: 1.00 Ss: 1.424 g Fa: 0.900 Fv: 2.400 SDs: 0.854 g Seismic Use Group: I Seismic Design Category: D Provisions for: Force Ground Level: Base 51: 0.488 g SD1: 0.781 g Dir Eccent R Ta Equation Building Period -T X + And - 2.5 Std,Ct= 0.030,x =0.75 Calculated Y + And - 2.5 Std,Ct= 0.030,x =0.75 Calculated Dir Ta Cu T T -used Eq95521-1 Eq95521-2 Eq95521-3 k X 0.169 1.400 0.599 0.236 0.342 1.322 0.0376 1.000 Y 0.169 1.400 0.594 0.236 0.342 1.322 0.0376 1.000 03/27/07 09:36:37 Total Building Weight (kips) = 13.38 APPLIED STORY FORCES: Type: EQIBCO3 X +E Level Ht Fx Fy X Y ft kips kips ft ft Roof 10.00 4.57 0.00 9.25 31.66 4.57 0.00 Type: EQIBCO3_X -E_F Level Ht Fx Fy X Y ft kips kips ft ft Roof 10.00 4.57 0.00 9.25 25.84 4.57 0.00 Type: EQIBCO3 Y_ +E J Level Ht Fx Fy X Y ft kips kips ft ft Roof 10.00 0.00 4.57 10.21 28.75 0.00 4.57 Type: EQIBCO3 -E_F Level Ht Fx Fy X Y ft kips kips ft ft Roof 10.00 0.00 4.57 8.29 28.75 0.00 4.57 R • RAM RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA Data Base: 07017 -S erviceYard Building Code: UBC1 Story Displacements CRITERIA: Rigid End Zones: Ignore Effects Member Force Output: At Face of Joint P- Delta: Yes Scale Factor: 1.00 Diaphragm: Rigid Ground Level: Base Wall Mesh Criteria : Max. Allowed Distance between Nodes (ft) : 8.00 LOAD CASE DEFINITIONS: D DeadLoad RAMUSER Lp PosLiveLoad RAMUSER El Seismic EQIBCO3_X_ +E_F E2 Seismic EQIBCO3 -E_F E3 Seismic EQIBCO3 +E_F E4 Seismic EQIBCO3 Y -E F Level: Roof Center of Mass (ft): (9.25, 28.75) LdC Disp X Disp Y Theta Z in in rad D - 0.00000 0.00577 - 0.00000 Lp - 0.00000 0.00722 0.00000 El 1.18959 - 0.00000 - 0.00029 E2 1.20229 0.00000 0.00066 E3 0.00209 1.17912 0.00016 E4 - 0.00209 1.17912 - 0.00016 03/27/07 09:36:37 RAM CODE: UBC 97 RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017- ServiceYard Redundancy Factors Summary CRITERIA: Rigid End Zones: Ignore Effects P- Delta: Yes Scale Factor: 1.00 Diaphragm: Rigid Ground Level: Base Wall Mesh Criteria : Max. Allowed Distance between Nodes (ft) : 8.00 Level for Ab: Roof Ab (ft = 1114.9 Maximum Angle from Parallel between adjacent bays for which Column is considered 'common to two bays': 10.0 deg Load Case: El Seismic EQ_IBCO3_X +E_F Level Story V Area Ai ElementV ri Rhoi Element kips ft kips Roof 4.70 1114.86 1.27 0.270 0.000 Cols 5,4 r max = 0.270 Rho = 1.000 Load Case: E2 Seismic EQ IBCO3_X -E_F Level Story V Area Ai ElementV ri Rhoi Element kips ft kips Roof 4.71 1114.86 1.41 0.299 0.000 Cols 1,2 r max = 0.299 Rho = 1.000 Load Case: E3 Seismic EQ_IBCO3 Y +E_F Level Story V Area Ai ElementV ri Rhoi Element kips ft kips Roof 4.70 1114.86 1.02 0.216 0.000 Cols 3,4 r max = 0.216 Rho = 1.000 Load Case: E4 Seismic EQ_IBCO3 Y_ -E_F Level Story V Area Ai ElementV ri Rhoi Element kips ft kips Roof 4.70 1114.86 1.02 0.216 0.000 Cols 5,4 r max = 0.216 Rho = 1.000 03/27/07 09:36:37 RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017- ServiceYard Building Story Shears CRITERIA: Rigid End Zones: Ignore Effects Member Force Output: At Face of Joint P- Delta: Yes Scale Factor: 1.00 Diaphragm: Rigid Ground Level: Base Wall Mesh Criteria : Max. Allowed Distance between Nodes (ft) : 8.00 Load Case: D DeadLoad RAMUSER Level Shear -X Change -X Shear -Y Change -Y kips kips kips kips Roof 0.00 0.00 0.00 0.00 Load Case: Lp PosLiveLoad RAMUSER Level Shear -X Change -X Shear -Y Change -Y kips Ups kips kips Roof 0.00 0.00 0.00 0.00 Load Case: El Seismic EQ_IBCO3_X +E_F Level Shear -X Change -X Shear -Y Change -Y kips kips kips kips Roof 4.70 4.70 0.00 0.00 Load Case: E2 Seismic EQ_IBCO3_X_ -E_F Level Shear -X Change -X Shear -Y Change -Y kips Ups kips kips Roof 4.71 4.71 0.00 0.00 Load Case: E3 Seismic EQ_IBCO3 +E_F Level Shear -X Change -X Shear -Y Change -Y kips Ups kips kips Roof 0.00 0.00 4.70 4.70 Load Case: E4 Seismic EQ IBCO3_Y_ -E_F Level Shear -X Change -X Shear -Y Change -Y kips kips kips kips Roof 0.00 0.00 4.70 4.70 'Ho 03/27/07 09:36:37 RRM CRITERIA: Rigid End Zones: Ignore Effects Member Force Output: At Face of Joint P- Delta: Yes Scale Factor. 1.00 Diaphragm: Rigid Ground Level: Base Wall Mesh Criteria : Max. Allowed Distance between Nodes (R) : 8.00 Frame #1 Load Case: D Level Roof Load Case: Lp Level Roof Load Case: El Level Roof Load Case: E2 Level Roof Load Case: E3 Level Roof Load Case: E4 Level Roof RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017 - ServiceYard DeadLoad RAMUSER Shear -X Change -X kips kips -0.13 -0.13 PosLiveLoad RAMUSER Shear -X Change -X kips kips -0.16 -0.16 Seismic EQIBCO3 X +E F Shear -X Change -X kips kips 2.35 2.35 Frame Story Shear Seismic EQIBCO3 X_ E F Shear -X Change -X kips kips 2.35 2.35 Seismic EQIBCO3Y +E F Shear -X Change -X kips kips 0.00 0.00 Seismic EQIBCO3 Y_ E F Shear -X Change -X kips hips 0.00 0.00 Shear-Y Change -Y kips kips 0.00 0.00 Shear -Y Change -Y kips kips 0.00 0.00 Shear-Y Change -Y kips kips 0.06 0.06 Shear -Y Change -Y kips kips -0.15 -0.15 Shear -Y Change -Y kips kips 2.32 2.32 Shear -Y Change -Y kips kips 2.39 2.39 03/27/07 09:36:37 Frame #2 Load Case: D Level Roof Load Case: Lp Level Roof Load Case: El Level Roof Load Case: E2 Level Roof Load Case: E3 Level Roof Load Case: E4 Level Roof RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017- ServiceYard DeadLoad RAMUSER Shear -X Change -X kips kips 0.13 0.13 PosLiveLoad RAMUSER Shear -X Change -X kips kips 0.16 0.16 Seismic EQIBCO3 X +E F Shear -X Change -X kips kips 2.35 2.35 Seismic EQIBCO3 X -E F Shear -X Change -X kips kips 2.35 2.35 Seismic EQIBCO3 Y +E F Shear -X Change -X kips kips 0.00 0.00 Frame Story Shears Seismic EQIBCO3 Y_ E F Shear -X Change -X kips kips 0.00 0.00 Shear -Y Change -Y kips kips 0.00 0.00 Shear -Y Change -Y kips kips 0.00 0.00 Shear -Y Change -Y kips kips -0.06 -0.06 Shear -Y Change -Y kips kips 0.15 0.15 Shear -Y Change -Y kips kips 2.39 2.39 Shear -Y Change -Y kips kips 2.32 2.32 Page 2/2 03/27/07 09:36:37 CRITERIA: Rigid End Zones: Ignore Effects Member Force Output: At Face of Joint P- Delta: Yes Scale Factor: 1.00 Diaphragm: Rigid Ground Level: Base Wall Mesh Criteria : Max. Allowed Distance between Nodes (ft) : 8.00 LOAD COMBINATION CRITERIA: Sds 0.400 LOAD CASE DEFINITIONS: D DeadLoad Lp El E2 E3 E4 RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017- ServiceYard Building Code: UBC1 PosLiveLoad Seismic Seismic Seismic Seismic LOAD COMBINATIONS: IBC 2003 ASD 1 * 1.000 D 2 * 1.000 D + 1.000 Lp 3 * 1.060 D +0.750 Lp +0.750 E1 4 * 1.060 D + 0.750 Lp + 0.750 E2 5 * 1.060 D + 0.750 Lp + 0.750 E3 6 • 1.060 D + 0.750 Lp + 0.750 E4 7 * 1.060 D + 0.750 Lp - 0.750 E1 8 * 1.060 D + 0.750 Lp - 0.750 E2 9 * 1.060 D + 0.750 Lp - 0.750 E3 10 * 1.060 D + 0.750 Lp - 0.750 E4 11 * 1.056 D + 0.700 E1 12 * 1.056 D + 0.700 E2 13 * 1.056 D + 0.700 E3 14 • 1.056 D + 0.700 E4 15 * 1.056 D - 0.700 E1 16 • 1.056 D - 0.700 E2 17 • 1.056 D - 0.700 E3 18 • 1.056 D - 0.700 E4 19 * 0.544 D + 0.700 El 20 • 0.544 D + 0.700 E2 21 • 0.544 D + 0.700 E3 22 * 0.544 D + 0.700 E4 23 * 0.544 D - 0.700 El 24 * 0.544 D - 0.700 E2 25 * 0.544 D - 0.700 E3 Code Check Summary RAMUSER RAMUSER EQIBCO3 X +E F EQIBCO3_X_ E F EQIBCO3 Y +E F EQIBCO3 Y -E F 03/27/07 09:36:37 Steel Code: AISC ASD Rho = 1.00 Rho = 1.00 Rho = 1.00 Rho = 1.00 MM Beam 6 7 8 Beam 2 3 4 RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017- ServiceYard Building Code: UBC1 26 • 0.544 D - 0.700 E4 * = Load combination currently selected to use Frame #1: Level: Roof Cot. P Mmajor klps kip-ft 5 2.33 4.94 6 7.32 5.12 7 8.19 5.23 8 3.08 5.38 Frame #2: Level: Roof Col. 1 2 3 4 P kips 0.00 0.00 -0.00 P kips 3.08 8.19 7.32 2.33 P kips 0.00 0.00 0.00 Frame #3: Level: Roof Beam P kips 5 -0.00 Mmajor kip-ft -16.11 -14.89 -13.45 Mmajor kip-ft -5.38 -5.23 -5.12 -4.94 Mmajor kip-ft -13.45 -14.89 -16.11 Mmajor kip -ft 6.01 Frame #4: Level: Roof Beam P Mmajor # kips kip -ft Mmlnor kip-ft -0.00 -0.30 -0.12 0.13 Mminor kip-ft 0.00 -0.00 0.00 Mminor kip-ft 0.13 -0.12 -0.30 -0.00 Mminor kip-ft -0.00 -0.00 -0.00 Mminor kip-ft -0.00 Mmlnor kip -ft Code Check Summary Vmajor kips 0.52 0.54 0.55 0.57 Vmajor kips 3.09 3.06 2.47 Vmajor kips 0.57 0.55 0.54 0.52 Vmajor kips 2.47 3.06 3.09 Vmajor Vminor kips kips 1.64 0.00 Vminor LC . Interact. Fy kips ksi 0.00 7 0.44 H1 -3 46 0.03 7 0.63 H1 -1 46 0.01 8 0.66 111 -1 46 0.01 8 0.51 Hl -3 46 Vminor LC Interact. Fy kips ksi 0.00 6 0.22 H1 -3 50 0.00 2 0.21 Hl -3 50 0.00 10 0.19 Hl -3 50 Vminor LC Interact. Fy kips ksi 0.01 4 0.51 Hl -3 46 0.01 4 0.66 HI -1 46 0.03 3 0.63 H1 -1 46 0.00 3 0.44 H1 -3 46 Vminor LC Interact. Fy kips ksi 0.00 9 0.19 H1 -3 50 0.00 2 0.21 H1 -3 50 0.00 5 0.22 Hl -3 50 LC Interact. Fy ksi 8 0.38 Hl -3 50 Vmajor Vminor LC Interact. Fy kips kips ksi Size HSS4X4X3 /8 HSS4X4X3 /8 HSS4X4X3 /8 HSS4X4X3 /8 Size W14X22 W14X22 W14X22 Size HSS4X4X3 /8 HSS4X4X3/8 HSS4X4X3 /8 HSS4X4X3/8 Size W14X22 W14X22 W14X22 r Page 2/3 03/27/07 09:36:37 Steel Code: AISC ASD Size W14X22 Size Fil RAM RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017- ServiceYard Building Code: UBC1 Code Check Summary Beam P Mmajor Mminor Vmajor Vminor LC Interact. Fy 10 0.00 9.93 0.00 2.54 0.00 2 0.62 H1 -3 50 Frame #5: Level: Roof Beam P Mmajor Mminor Vmajor Vminor LC Interact. Fy # kips kip-ft kip-ft kips kips ksi 9 0.00 10.50 0.00 2.64 0.00 2 0.66 H1 -3 50 Frame #6: Level: Roof Beam P Mmajor Mminor Vmajor Vminor LC Interact. Fy # kips Idp-ft kip-ft kips kips ksi 1 0.00 6.15 -0.00 1.70 0.00 3 0.38 H1 -3 50 Page 3/3 03/27/07 09:36:37 Steel Code: AISC ASD Size W 14X22 Size W14X22 Size W14X22 cps■GikJf)c____ STRUCTURAL CALCULATIONS for THE CHEESCAKE FACTORY TUKWILLA, WA (07017) ARCHITECT: Architects Design Consortium, Inc. RECEIVED C IY o TuICWU ' APR 0 9 2007 PERMIT CENTER APR 0 2 2001 DESIGN LOADS: Loads07017 ROOF: METAL DECK 1.0 ROOFING 6.0 GYP. BOARD SOFFITS 7.0 INSULATION 2.0 FRAMING 4.0 SPRINKLERS 1.5 M & E 2.0 MISCELLANEOUS: 25.0 psf ROOF AT TOWER: ROOFING: 10.0 DECKING: 3.0 FRAMING: 3.0 MISCELLANEOUS: 20 25.0 SEISMIC: EXTERIOR WALLS (MASS) 17.00' x 20 psf = 340 plf EXTERIOR WALLS (GRAVITY) 14' X 20 PSF= 280 plf Ss = 1.424 S1 =0.488 Soil Type Se WIND: Velocity: 90mph Exposure: B 2003 International Building Code CHEESECAKE FACTORY, TUKWILLA, WA JOB 20 psf ROOF SNOW LOAD (Pg = 25 psf) 20.0 psf ROOF SNOW LOAD (Pg = 25 psf) SHEET hi ; /JOB ENGINEER DESIGN OF Prl•f r rr( �� = vo.eicec+f; - 01(1)(1)(1. b( 1 - O= 0.1 rs 1- h X1.1 1✓U 1` hr =1 ludi 1101 Aru -Io - 1.6 - 2.(91 P mg-4.4,1 ial 2 e f 14. 53. 1 r= Minn Wtz t l Z�z = 11 1111111.,., = + - 30.'. SHIMAJI & LASCOLA structural engineers rr �8 //iT•r [4(or F ) 4*(042 210p4 1. 19°6 C1414 AtN2- PS-)1cap= 2obit- frlittrtlfr r 4(4-5) = X114 SHEET NO. DATE • FIGURE 7-8. Configuration of Snow Drifts on Lower. Roofs To convert lb/ft 2 to kN/m 2 , multiply by 0.0479. To convert feet to meters, multiply by 0.3048. FIGURE 7 Graph and Equation for Determining Drift Height, h., ASCE 7-98 81 cV 1�1 1 , 56) 1 `. DESIGN OF °ICe.:�� -0 ra3- fuJtvi - Ccer6 I_���.C -- 1b1, etc,} 5 -r 1 rr , a [ t A 1. [ I4- 49. c q:1- 0- F 0.1 6,3 al (0,% a 0 14 -44146 0 atrA 0 15.1 r e /€O4. it o �1 x�d..1� ittr 16-101. &1 (z -) 1 Cr' c It4Cibktor- = 1mP riot : 3.0(w) I ve,1 x I,5 LI Z 141) gfir t/ JOB - ENGINEER DESIGN OF FArei'- of o 2 kudit s z geterize z: 69. 00 IAA 2.CoixioeY 53°15 SHIMAJI & LASCOLA structural engineers SHEET NO. DATE rco gaoc) e 1 (0"9. it4rOwit 7'00 INP F�F II II I - c _ II ' I — - — — L - -AL — — u_ II II 1 I II -- -- ;j--- L -�--i_ II N II - — , — — -IT — — I— — 41/41, II II 0 A---I- � ,0 I I I I 0 'l 0 I I I 0 -I I r I I I I EM¢O '800 G514' >, <___141_5T ' _a_24"os_ DT I i I ), - -1 L il I I I I I I 1 I I I I I I 1 1 i I I - -- �__ - ,, ' I 1 -== �= =1= -- II 1 I, I I II I I I u ---1 - _4 — — L - _ 71 - - 1L - Jt- - Jt■ - JI- S = ... II I I I II II _, -= J u 1 I I u n ,r-- 4 1 1 1 I 1 -- I � - - T - - r — -- - �, - -- --h I II II I I I U If II I — ,r — — Ir Ir �r ,r n n �I - � — _l,— = 9 d 11 1 1 I I U I U II I II I I I 1 11 II II 0 tl 1 1 I 1 t u I, tr t1= S 209 1 bto k.1' = I G , 1 co t 4 I I r r I I I I k 1 I I I I I p�10 111-113,)r- _ ���° �' C1 C) -4"02f4f I L L I I I I I fi i- I ,_L_L__ 1 Shiniaji & Lascola, Inc. structural engineers 23682 birtcher drive lake forest, ca 92630 (949) 770 -9967 Rev: 560100 User KW-0602701, Vet 5.6.1. 25-Oct-2002 (c)1983 -2002 ENERCALC Engineering Software Steel Beam Design Page Description General Information Steel Section : TS6X4X1 /4 Center Span Left Cant. Right Cant Lu : Unbraced Length #1 DL @ Left DL @ Right Summary Using: TS6X4X1 /4 section, Span = 10.00ft, Fy = 46.0ksi, End Fixity = Pinned - Pinned, Lu = 0.00ft, LDF = 1.000 Actual Moment 3.240 k -ft fb : Bending Stress 5.278 ksi fb /Fb 0.174:1 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 Defl ...Query Deft @ Reaction © Left Reaction @ Rt Fa calc'd per Eq. E2 -1, Section Properties Depth Width Thickness Area The Cheesecake Factory, Tower Roof Hip Beam 0.200 Maximum 3.24 k -ft 1.55 k 1.07 k -0.090 in 0.000 in 0.082 in 0.000 ft 1.55 1.26 K*Ur < Cc TS6X4X1 /4 6.000 In 4.000in 0.250 in 4.59 in2 10.00 ft 0.00 ft 3.00 ft 0.00 ft LL @ Left LL @ Right 1.551 k 0.517 ksi 0.028 :1 Calculations are designed to RISC 9th Edition ASD and 1997 UBC Requirements Pinned - Pinned Bm Wt. Added to Loads LL & ST Act Together Trapezoidal Loads Weight I -)x I -yy S -xx S -yy 0.200 DL Only 1.69 3.24 -0.14 -0.14 -0.14 -0.14 0.81 1.55 0.58 1.07 -0.046 -0.090 0.000 0.000 0.041 0.082 0.000 0.000 0.81 1.55 0.70 1.18 Title : Dsgnr: Description : Scope : ST @ Left ST @ Right Left Cant. = 0.00ft, Right Cant. = 3.00ft Allowable 18.638 k -ft 30.360 ksi 27.600 k 18.400 ksi 'Force & Stress Summary cc- These columns are Dead + Live Load placed as noted -» LL LL+ST LL LL +ST Center t Center @ Cants di Cants -0.090 0.000 0.082 0.000 1.55 1.18 15.59 #/ft 22.10 In4 11.70 in4 7.367 in3 5.850 in3 Fy Load Duration Factor Elastic Modulus k/ft k/ft Beam OK Static Load Case Governs Stress Max. Deflection Length/DL Dell Length/(DL +LL Defl) 1.65 -0.21 -0.21 0.80 0.59 -0.045 0.000 0.039 0.000 0.80 0.77 r -xx r -yy Job # Date: 9:53AM, 8 APR 05 46.00 ksi 1.00 29,000.0 ksi Start End k -ft k -ft k -ft k -ft k k -0.045 in 0.000 in 0.039 in 0.000 in 0.80 k 0.77 k ft 13.000 ft -0.090 in 1,755.8 : 1 882.6 : 1 2.194 in 1.597 in &I/ RAM Floor Type: HighRoof RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC - 1 - 1y -I- t r r Y Y 1 1 1 -1 -I-1 1 1 1 1 111 L 4 -I - 4 1- r r L 4 Floor Map r l 4 I- r 1L 4 I- L C -1 Y 7 1 T 02/26/07 11:32:51 " Steel Code: ASD 9th Ed. J _a l 7 + L J. 4 _ _ -1 1' I 1 1 L J . I 1 Fil RAM Floor Type: HighRoof RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC H ti 1 I I -1 i • 1 '1 1 1- J J L a -1 -I -4 -4 r r- I- F H r r r L H r L r Floor Map Y 4 4- 1 L 4 - r L L II 1 I L ! I 5 - 1 Y 1 4 02/26/07 11:32:51 Steel Code: ASD 9th Ed. ti r 1 RAM Floor Type: HighRoof RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC - 1- r r L. ✓ r Yr • F 4 I- I 1 1 H r 1 ✓ 7r it L 1 L F 4 F rr Floor Map - Y 4 T 02/26/07 11:32:51 Steel Code: ASD 9th Ed. l r i 1• RAM Decks: RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Floor Map Deck Type Orientation Noncomposite 0.00 degrees Page 2/2 4 02/26/07 11:32:51 " Steel Code: ASD 9th Ed. RAM RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Floor Type: HighRoof a -4 � ti i -1 ✓ r 7 I 1 L L L 1 -a- F H L L r C I I I I 1 I 1 4 4- r Floor Map L Y1- 4 - 4 I 1 1 3 02/26/07 11:32:51 " Steel Code: ASD 9th Ed. - r t -y RAM Surface Loads Line Loads Label DL CDL LL Reduction CLL Mass DL k/ft k/ft k/ft Type k/ft k/ft L5 TowerWall 0.160 0.100 0.100 Unreducible 0.000 0.160 Point Loads RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Floor Map Page 2/2 • 02/26/07 11:32:51 Steel Code: ASD 9th Ed. Label DL CDL LL Reduction CLL Mass DL psf psf psf Type psf psf Roof 25.0 18.0 20.0 Unreducible 5.0 25.0 Label DL CDL LL Reduction CLL Mass DL kips kips kips Type kips kips P8 TowerHipCtr 3.240 3.000 2.960 Unreducible 0.000 3.240 P9 TowerHipEnd 0.700 0.500 0.480 Unreducible 0.000 0.700 nia RAM RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Floor Type: HighRoof SPAN INFORMATION (ft): Beam Size (Optimum) Total Beam Length (ft) POINT LOADS (kips): Dist DL RedLL 6.667 3.24 0.00 LINE LOADS (k/ft): Load Dist 1 0.000 13.333 2 0.000 13.333 SHEAR: Max V (DL +LL) = 5.15 kips fv = 2.74 ksi Fv = 20.00 ksi MOMENTS: Span Cond Moment kip -ft Center Max + 27.5 Controlling 27.5 REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) Gravity Beam Design Beam Number = 5 I -End (127.44,67.48) J -End (127.44,80.81) = W 10X12 Fy = 50.0 ksi = 13.33 DL LL 0.164 0.131 0.164 0.131 0.012 0.000 0.012 0.000 Red% NonRLL StorLL Red% RoofLL Red% 0.0 2.96 0.00 0.0 0.00 0.0 at at at Red% Type NonR Lb Cb Tension Flange ft ft fb Fb 6.7 0.0 1.00 30.26 32.83 6.7 0.0 1.00 30.26 32.83 Left Right 2.79 2.79 2.35 2.35 5.15 5.15 6.67 ft = 6.67 ft = 6.67 ft = NonR -0.257 -0.222 -0.479 L/D = L/D = L/D = 02/26/07 11:32:51 Steel Code: ASD 9th Ed. 622 722 334 Compr Flange fb Fb 30.26 32.83 RNM Floor Type: Roof RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC N CD L L L 4 H F 133 131 r v 10 r, 11 to 139 137 141 135 127 126 r 125 Floor Map F- M 0, to 111 40 62 41 134 132 128 129 130 12 02/26/07 11:32:51 " Steel Code: ASD 9th Ed. —r -t to so 32 -4 7 Fil RAM Floor Type: Roof RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC I I I i l I , I VV14x22 -'I'1 � 1 1 1 W14>22 JJJ 1-1 W14,Q2 1 -12" I I I I I I I I 1 I I 1 W14>22 c1 -1/4" I W16,Q6 c1 1 1 , W16)26 X•1 � Cl , , N W16,26 1I 3 W16)26 c1 a I , I I I I , I W18 35 c 12 -I 11 I 1 I 1 I I I X grt W. t3 L I- I h 0 co W161D6 L W18):15 W14)22 m3/4" W14,Q2 c1" W144Q2 L. W14>22 1 -1/4" W14x22 (71 -1/4" VV14>Q2 cp1 -1 r W14x22c=1 -1/4" W1 cF1" Floor Map W24)099 V121>50 12" VV21744 c12" W21x44c 4 V121x44 cc3/4" V121 x44 m,3/4" V121 x14 m,3/4" 1A21 x44 c1" V121x44c=1" 11121x44 m3/4" WIQii5 02/26/07 11:32:51 - Steel Code: ASD 9th Ed. J 1 1 1 0 co 1 • Floor Type: Roof RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Floor Map t I.7,.1 I I , T 02/26/07 11:32:51 Steel Code: ASD 9th Ed. -I 'I'! RAM Decks: RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Floor Map Deck Type Orientation Noncomposite 0.00 degrees Noncomposite 90.00 degrees Page 2/2 02/26/07 11:32:51 r Steel Code: ASD 9th Ed. RAM Floor Type: Roof RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC 4 1 4 Floor Map 02/26/07 11:32:51 Steel Code: ASD 9th Ed. RAM Surface Loads Line Loads L1 L2 L3 L4 Point Loads P1 P2 P3 P4 P5 P6 P7 P10 RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Label Roof Label ExtWallGravity ExtWallMass SnowParallel Parapet Label W/H refRack AC- 1- 2 -4 -7 -8 AC -3 -5 -6 MUA EF Snowperp IceCond Floor Map DL CDL psf psf 25.0 18.0 DL CDL k/ft k/ft 0.280 0.100 0.000 0.000 0.000 0.000 0.160 0.000 DL CDL kips kips 2.500 0.000 1.750 0.000 0.800 0.000 0.500 0.000 1.100 0.000 0.400 0.000 0.000 0.000 0.700 0.000 LL Reduction psf Type 20.0 Unreducible LL Reduction k/ft Type 0.207 Unreducible 0.207 Unreducible 0.276 Unreducible 0.000 Reducible LL Reduction kips Type 0.000 Reducible 0.000 Reducible 0.000 Reducible 0.000 Reducible 0.000 Reducible 0.000 Reducible 2.210 Unreducible 0.000 Reducible 02/26/07 11:32:51 - Steel Code: ASD 9th Ed. CLL Mass DL psf psf 5.0 25.0 CLL Mass DL k/ft k/ft 0.000 0.280 0.000 0.340 0.000 0.000 0.000 0.160 CLL Mass DL kips kips 0.000 2.500 0.000 1.750 0.000 0.800 0.000 0.500 0.000 1.100 0.000 0.400 0.000 0.000 0.000 0.700 Page 2/2 111 RAM RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Gravity graxiladleamiksign LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.000 0.207 - NonR 20.427 0.000 0.207 2 0.000 0.008 0.007 - NonR 20.427 0.008 0.007 3 0.000 0.031 0.000 - NonR 20.427 0.031 0.000 SHEAR: Max V (DL +LL) =16.84 kips fv = 4.08 ksl Fv = 19.67 ksi 02/26/07 11:32:51 Steel Code: ASD 9th Ed. RA RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Gravity Beam Design Floor Type: Roof Beam Number = 122 SPAN INFORMATION (ft): I -End (0.00,17.00) J -End (3430,17.00) Beam Size (Optimum) = W18X35 Total Beam Length (ft) = 34.50 Floor Type: Roof Beam Number =119 SPAN INFORMATION (ft): I -End (0.00,11.64) J -End (0.00,32.06) Beam Size (Optimum) = W16X31 Fy = 50.0 ksi Total Beam Length (ft) = 20.43 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 5.364 6.81 0.00 0.0 7.05 0.00 0.0 0.00 0.0 21.958 0.03 13.281 7.03 0.00 0.0 4.49 0.00 0.0 0.00 0.0 7.000 2.50 16.000 2.50 LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.000 0.276 - NonR 34.500 0.000 0.276 2 0.000 0.166 0.133 - NonR 34.500 0.166 0.133 3 0.000 0.035 0.000 - NonR 34.500 0.035 0.000 SHEAR: Max V (DL +LL) =13.86 kips fv = 2.74 ksi Fv =19.13 ksi POINT LOADS (kips): 02/26/07 11:32:51 Steel Code: ASD 9th Ed. Fy = 50.0 ksi Page . 2/78 MOMENTS: Span Cond Moment Q Lb Cb Tension Flange Compr Flange MOMENTS: kip-ft ft ft fb Fb fb Fb Span Cond Moment @ Lb Cb Tension Flange Compr Flange Center Max + 91.8 11.7 7.9 1.00 23.35 30.00 23.35 25.72 kip-ft ft ft fb Fb fb Fb Controlling 91.8 11.7 7.9 1.00 - - 23.35 25.72 Center Max + 121.3 16.0 0.0 1.00 25.26 33.00 25.26 33.00 REACTIONS (kips): Controlling 121.3 16.0 0.0 1.00 25.26 33.00 - --- Left Right REACTIONS (kips): DL reaction 7.89 6.76 Left Right Max +LL reaction 8.95 6.95 DL reaction 6.81 5.15 Max +total reaction 16.84 13.71 Max +LL reaction 7.05 7.05 DEFLECTIONS: Max +total reaction 13.86 12.20 Dead load (in) at 10.21 ft = -0.326 L/D = 752 DEFLECTIONS: (Camber =1/2) Live load (in) at 10.11 ft = -0.331 L/D = 741 Dead load (in) at 16.73 ft = -0.828 L/D = 500 Net Total load (in) at 10.11 ft = -0.657 UD = 373 Live load (in) at 17.08 ft = -0.881 L/D = 470 Net Total load (in) at 17.08 ft = -1.209 L/D = 342 RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Gravity Beam Design Floor Type: Roof Beam Number =124 SPAN INFORMATION (ft): I -End (0.00,24.92) J -End (34.50,24.92) Beam Size (Optimum) = W16X26 Fy = 50.0 ksi Total Beam Length (ft) = 34.50 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 7.000 2.50 16.000 2.50 5.000 0.00 0.00 0.0 2.21 0.00 0.0 0.00 0.0 LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.188 0.151 - NonR 34.500 0.188 0.151 2 0.000 0.026 0.000 - NonR 34.500 0.026 0.000 Page 3/78 02/26/07 11:32:51 Steel Code: ASD 9th Ed. MM RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Gravity Beam Design Floor Type: Roof Beam Number = 143 SPAN INFORMATION (ft): I -End (0.00,32.06) J -End (3430,32.06) Beam Size (Optimum) = W16X26 Fy = 50.0 ksi Total Beam Length (ft) = 34.50 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 7.000 2.50 16.000 2.50 5.000 0.00 0.00 0.0 2.21 0.00 0.0 0.00 0.0 LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.179 0.143 - NonR 34.500 0.179 0.143 2 0.000 0.026 0.000 - NonR 34.500 0.026 0.000 SHEAR: Max V (DL +LL) =11.52 kips fv = 3.07 ksi Fv =17.89 ksi SHEAR: Max V (DL +LL) =11.24 kips fv - 3.00 ksi Fv =17.89 ksi MOMENTS: MOMENTS: Span Cond Moment © Lb Cb Tension Flange Compr Flange Span Cond Moment @ Lb Cb Tension Flange Compr Flange kip-ft ft ft fb Fb fb Fb kip-ft ft ft fb Fb fb Fb Center Max + 90.8 16.0 0.0 1.00 28.37 33.00 28.37 33.00 Center Max + 88.4 16.0 0.0 1.00 27.62 33.00 27.62 33.00 Controlling 90.8 16.0 0.0 1.00 28.37 33.00 - - Controlling 88.4 16.0 0.0 1.00 27.62 33.00 - - REACTIONS (kips): REACTIONS (kips): Left Right Left Right DL reaction 7.03 5.37 DL reaction 6.88 5.21 Max +LL reaction 4.49 2.92 Max +LL reaction 4.36 2.79 Max +total reaction 11.52 8.28 Max +total reaction 11.24 8.00 DEFLECTIONS: (Camber = i) DEFLECTIONS: (Camber =1) Dead load (in) at 16.73 ft = -1.448 L/D = 286 Dead load (in) at 16.73 ft = -1.415 L/D = 293 Live load (in) at 16.73 ft = -0.709 I/D = 584 Live load (in) at 16.73 ft = -0.683 L/D = 606 Net Total load (in) at 16.73 ft = -1.157 L/D = 358 Net Total load (in) at 16.73 ft = -1.098 L/D = 377 Page - 4/78 02/26/07 11:32:51 Steel Code: ASD 9th Ed. RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Floor Type: Roof Beam Number = 144 SPAN INFORMATION (ft): I -End (0.00,39.26) J -End (34.50,39.26) Beam Size (Optimum) = W16X26 Total Beam Length (ft) = 34.50 POINT LOADS (kips): Dist DL RedLL 6.000 2.50 14.000 2.50 5.000 0.00 0.00 0.0 LINE LOADS (k/ft): Load Dist 1 0.000 34.500 2 0.000 34.500 DL 0.180 0.180 0.026 0.026 DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: (Camber =1) Dead load (in) Live load (in) Net Total load (in) Gravity Beam Design Fy = 50.0 ksi Red% NonRLL StorLL Red% RoofLL Red% 2.21 0.00 0.0 0.00 0.0 IL Red% Type 0.144 - NonR 0.144 0.000 - NonR 0.000 SHEAR: Max V (DL +LL) =11.47 kips fv = 3.06 ksl Fv =17.89 ksl MOMENTS: Span Cond Moment ® Lb kip-ft ft ft Center Max + 86.4 14.0 0.0 Controlling 86.4 14.0 0.0 REACTIONS (kips): at at at Left Right 7.10 5.00 4.37 2.80 11.47 7.80 16.56 ft = 16.56 ft = 16.56 it = Cb Tension Flange fb Fb 1.00 27.01 33.00 1.00 27.01 33.00 -1.368 .0.684 -1.052 L/D = L/D = IUD = Page 5/78 02 /26/07 11:32:51 Steel Code: ASD 9th Ed. Compr Flange fb Fb 27.01 33.00 MM Floor Type: Roof Beam Number =145 SPAN INFORMATION (ft): I -End (0.00,46.43) J -End (34.50,46.43) Beam Size (Optimum) = W16X26 Fy = 50.0 ksi Total Beam Length (ft) = 34.50 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 6.000 14.000 22.000 5.000 RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC LINE LOADS (k/ft): Load Dist 1 0.000 34.500 2 0.000 34.500 SHEAR: Max V (DL +LL) = 11.60 kips fv = 3.09 ksi Fv =17.89 ksi MOMENTS: Span Cond Moment @ Lb Center Max + Controlling REACTIONS (kips): DL 0.179 0.179 0.026 0.026 DL reaction Max +LL reaction Max +total reaction 303 DEFLECTIONS: (Camber =1) 606 Dead load (in) 394 Live load (in) Net Total load (in) 2.50 2.50 0.40 0.00 0.00 0.0 2.21 0.00 0.0 0.00 0.0 LL Red% Type 0.143 - NonR 0.143 0.000 - NonR 0.000 Gravity Beam Design kip-ft ft ft 88.4 14.0 0.0 88.4 14.0 0.0 at at at Left 7.24 4.36 11.60 16.73 ft = 16.73 ft = 16.73 ft = Right 5.25 2.79 8.04 Cb Tension Flange fb Fb 1.00 27.61 33.00 1.00 27.61 33.00 -1.427 -0.683 -1.110 L/D = IJD = L/D = 290 606 373 • • • Page6 /78 02/26/07 11:32:51 Steel Code: ASD 9th Ed. Compr Flange fb Fb 27.61 33.00 RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Floor Type: Roof Beam Number = 146 SPAN INFORMATION (ft): I -End (0.00,53.60) J -End (34.50,53.60) Beam Size (Optimum) = W14X22 Total Beam Length (ft) = 34.50 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 6.000 0.15 0.00 0.0 0.08 0.00 0.0 0.00 0.0 22.000 0.40 6.000 1.75 11.000 1.75 5.000 0.00 0.00 0.0 2.21 0.00 0.0 0.00 0.0 LINE LOADS (k/ft): Load Dist 1 0.000 6.000 2 6.000 34.500 3 0.000 34.500 4 0.000 34.500 DL reaction Max +LL reaction Max +total reaction Dead load (in) Live load (in) Net Total load (in) DL 0.055 0.055 0.090 0.090 0.090 0.090 0.022 0.022 SHEAR: Max V (DL +LL) =10.47 kips fv = 3.49 ksi Fv -18.96 ksi MOMENTS: Span Cond Moment ® Ib Cb kip-ft ft ft Center Max + 75.9 14.2 0.0 1.00 Controlling 75.9 14.2 0.0 1.00 REACTIONS (kips): DEFLECTIONS: (Camber = 1-1/4) LL Red% Type 0.044 - NonR 0.044 0.072 0.072 0.072 0.072 0.000 0.000 at at at Gravity Beam Design NonR NonR NonR Left Right 6.19 4.60 4.28 2.79 10.47 7.39 16.73 ft = 16.73 ft = 16.73 ft = -1.807 -1.032 -1.590 Fy = 50.0 ksi Tension Flange fb Fb 31.42 33.00 31.42 33.00 IlD = UD = L/D 229 401 260 Page 7/78 02/26/07 11:32:51 Steel Code: ASD 9th Ed. Compr Flange fb Fb 31.42 33.00 RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Floor Type: Roof SPAN INFORMATION (ft): Beam Size (Optimum) Total Beam Length (ft) POINT LOADS (kips): Dist DL RedLL 2.807 6.40 0.00 9.510 6.41 0.00 16.177 3.76 0.00 22.843 2.76 0.00 27.224 2.50 0.00 LINE LOADS (k/ft): Load Dist 1 0.000 31.604 2 0.000 31.604 3 0.000 31.604 Center Max + Controlling REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) DL 0.000 0.000 0.008 0.008 0.050 0.050 Gravity Beam Design Beam Number =118 I -End (0.00,57.97) J -End (0.00,89.57) = W21X50 = 31.60 Red% NonRLL StorLL Red% RoofLL Red% 0.0 4.15 0.00 0.0 0.00 0.0 0.0 4.20 0.00 0.0 0.00 0.0 0.0 4.19 0.00 0.0 0.00 0.0 0.0 3.80 0.00 0.0 0.00 0.0 0.0 6.27 0.00 0.0 0.00 0.0 LL Red% Type 0207 - NonR 0.207 0.007 - NonR 0.007 0.000 - NonR 0.000 SHEAR: Max V (DL +LL) = 28.24 klps fv = 357 ksi Fv - 20.00 ksi MOMENTS: Span Cond Moment ® Lb Cb Tension Flange kip-ft ft ft fb Fb 209.5 16.2 6.7 1.06 26.61 30.00 209.5 16.2 6.7 1.06 - - at at at Left 14.18 14.06 28.24 15.49 ft = 15.80 ft = 15.80 ft = Right 9.50 15.30 24.80 -0.588 -0.725 -1.313 L/D = L/D = L/D - 02/26/07 11:32:51 Steel Code: ASD 9th Ed. Fy = 50.0 ksi 645 523 289 Page - 8/78 Compr Flange fb Fb 26.61 29.48 26.61 29.48 RAM RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Floor Type: Roof Beam Number =159 SPAN INFORMATION (ft): I -End (0.00,57.97) J -End (6.00,57.97) Beam Size (Optimum) = W8X10 Total Beam Length (ft) = 6.00 LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.090 0.072 - NonR 6.000 0.090 0.072 2 0.000 0.010 0.000 - NonR 6.000 0.010 0.000 SHEAR: Max V (DL +LL) - 0.51 kips fv - 0.38 ksi Fv - 20.00 ksi MOMENTS: Span Cond Moment ® Lb Cb kip-ft ft ft Center Max + 0.8 3.0 0.0 1.00 Controlling 0.8 3.0 0.0 1.00 REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) at at at Gravity Beam Design Left 0.30 0.22 0.51 3.00 ft = 3.00 ft = 3.00 ft = Right 0.30 0.22 0.51 -0.003 -0.002 -0.006 Tension Flange fb Fb 1.19 32.70 1.19 32.70 Fy = 50.0 ksi LID = 22116 UD = 30751 UD = 12864 Page 9/78 02/26/07 11:32:51 Steel Code: ASD 9th Ed. Compr Flange fb Fb 1.19 32.70 RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Floor Type: Roof Beam Number =147 SPAN INFORMATION (ft): I -End (0.00,60.78) J -End (34.50,60.78) Beam Size (Optimum) = W14X22 Total Beam Length (ft) - 34.50 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 6.000 0.22 0.00 0.0 0.13 0.00 0.0 0.00 0.0 6.000 1.75 11.000 1.75 20.000 0.70 24.000 0.70 5.000 0.00 0.00 0.0 2.21 0.00 0.0 0.00 0.0 LINE LOADS (k/ft): Load Dist 1 0.000 34.500 2 0.000 6.000 3 6.000 34.500 4 0.000 34.500 SHEAR: Max V (DL +LL) =1055 kips fv = 3.52 ksi Fv -18.96 ksi MOMENTS: Span Cond Moment ® Lb Cb Center Max + Controlling REACTIONS (kips): DL 0.084 0.084 0.035 0.035 0.090 0.090 0.022 0.022 DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: (Camber = 1-1/2) Dead load (in) at Live load (in) at Net Total load (in) at Gravity Beam Design LL Red% Type 0.067 - NonR 0.067 0.028 - NonR 0.028 0.072 - NonR 0.072 0.000 - NonR 0.000 kip-ft ft ft 79.7 15.2 0.0 1.00 79.7 15.2 0.0 1.00 Left 6.40 4.15 10.55 16.91 ft = 16.91 ft = 16.91 ft = Right 5.14 2.71 7.85 -1.999 -1.006 -1.505 Tension Flange fb Fb 33.00 33.00 33.00 33.00 Fy = 50.0 ksi LID = IUD = L/D = 207 411 275 Page 10/78 02/26/07 11:32:51 Steel Code: ASD 9th Ed. Compr Flange fb Fb 33.00 33.00 RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: (Camber =1 -1/2) Dead load (in) at Live load (in) at Net Total load (in) at Gravity Beam Design Floor Type: Roof Beam Number =136 SPAN INFORMATION (ft): I -End (0.00,67.48) J -End (34.50,67.48) Beam Size (Optimum) = W14X22 Total Beam Length (ft) = 34.50 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 6.000 1.75 11.000 1.75 20.000 0.70 24.000 0.70 5.000 0.00 0.00 0.0 2.21 0.00 0.0 0.00 0.0 LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.167 0.134 --- NonR 34.500 0.167 0.134 2 0.000 0.022 0.000 - NonR 34.500 0.022 0.000 SHEAR: Max V (DL +LL) = 10.60 kips fv = 3.54 ksi Fv =18.96 ksi MOMENTS: Span Cond Moment @ Lb Cb Tension Flange kip-ft ft ft fb Fb Center Max + 77.9 15.1 0.0 1.00 32.23 33.00 Controlling 77.9 15.1 0.0 1.00 32.23 33.00 REACTIONS (kips): Left 6.41 4.20 10.60 16.91 ft = 16.91 ft = 16.91 ft = Right 5.02 2.63 7.65 -1.958 -0.979 -1.436 02/26/07 11:32:51 Steel Code: ASD 9th Ed. Fy = 50.0 ksi UD = L/D UD = 211 423 288 Page 11/78 Compr Flange fb Fb 32.23 33.00 RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Floor Type: Roof Beam Number = 142 SPAN INFORMATION (ft): I -End ( -0.00,74.15) J -End (34.50,74.15) Beam Size (Optimum) = W14X22 Total Beam Length (ft) = 34.50 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 20.000 0.70 24.000 0.70 5.000 0.00 0.00 0.0 2.21 0.00 0.0 0.00 0.0 LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.167 0.133 - NonR 34.500 0.167 0.133 2 0.000 0.022 0.000 - NonR 34.500 0.022 0.000 SHEAR: Max V (DL +LL) = 7.95 kips fv = 2.65 ksi Fv =18.96 ksi MOMENTS: Span Cond Moment @ Lb kip-ft ft ft Center Max + 62.2 17.8 0.0 Controlling 62.2 17.8 0.0 REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: (Camber =1) Dead load (in) Live load (in) Net Total load (in) at at at Gravity Beam Design Left 3.76 4.19 7.95 17.60 ft = 17.25 ft = 17.25 ft = Right 4.15 2.62 6.77 Cb Tension Flange fb Fb 1.00 25.76 33.00 1.00 25.76 33.00 -1.359 -0.976 -1.335 02/26/07 11:32:51 Steel Code: ASD 9th Ed. Fy = 50.0 ksi L/D = L/D = L/1) = 305 424 310 Page 12/78 Compr Flange fb Fb 25.76 33.00 Fil RAM RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Floor Type: Roof Beam Number =138 SPAN INFORMATION (ft): I -End (0.00,80.81) J -End (3450,80.81) Beam Size (Optimum) = W14X22 Total Beam Length (ft) = 34.50 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL 5.000 0.00 0.00 0.0 2.21 0.00 0.0 0.00 0.0 LINE LOADS (k/ft): Load Dist DL 1 0.000 0.138 34.500 0.138 2 0.000 0.022 34.500 0.022 LL 0.110 0.110 0.000 - NonR 0.000 SHEAR: Max V (DL +LL) = 6.56 kips fv - 2.19 ksi Fv =18.96 ksi MOMENTS: Span Cond Moment ® Lb Cb kip-ft ft ft Center Max + 46.0 16.1 0.0 1.00 Controlling 46.0 16.1 0.0 1.00 REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: (Camber =1/2) Dead load (in) Live load (in) Net Total load (in) at at at Gravity Beam Design Red% Type - NonR Left 2.76 3.80 6.56 17.25 ft = 16.91 ft = 16.91 ft = Right 2.76 223 4.99 -0.885 -0.851 -1.235 02/26/07 11:32:51 Steel Code: ASD 9th Ed. Fy = 50.0 ksi Tension Flange fb Fb 19.03 33.00 19.03 33.00 I'D = 468 IJD = 487 I/D = 335 Page 13/78 Compr Flange fb Fb 19.03 33.00 RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Floor Type: Roof SPAN INFORMATION (ft): Beam Size (User Selected) Total Beam Length (ft) POINT LOADS (kips): Red% Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 19.500 0.02 LINE LOADS (k/ft): Load Dist 1 0.000 34.500 2 0.000 34.500 3 0.000 34.500 DL 0.000 0.000 0.110 0.110 0.035 0.035 LL 0.276 0.276 0.088 0.088 0.000 0.000 SHEAR: Max V (DL +LL) - 8.78 kips MOMENTS: Span Cond Moment kip-ft 75.8 75.8 Center Max + Controlling REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) Gravity Beam Design Beam Number -140 I -End ( -0.00,85.19) = W18X35 = 34.50 at at at Red% Type NonR NonR - NonR fv =1.74 ks1 Fv -19.13 ksi Lb Cb ft ft 17.3 0.0 1.00 17.3 0.0 1.00 Left Right 2.50 2.51 6.27 6.27 8.78 8.78 17.25 ft = 17.25 ft = 17.25 ft = J -End (34.50,85.19) -0.314 -0.784 -1.097 Fy = 50.0 ksi Tension Flange fb Fb 15.79 33.00 15.79 33.00 02/26/07 11:32:51 Steel Code: ASD 9th Ed. L/D = 1320 L/D = 528 UD = 377 Page 14/78 Compr Flange fb Fb 15.79 33.00 RAM RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Gravity Beam Design Page 15/78 02/26/07 11:32:51 Steel Code: ASD 9th Ed. �AM RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Gravity Beam Design Floor Type: Roof Beam Number -148 SPAN INFORMATION (ft): I -End (6.00,53.60) J -End (6.00,60.78) Beam Size (Optimum) = W8X10 Fy - 50.0 ksi Fy _ 50.0 ,__ Total Beam Length (ft) = 7.17 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 4.364 0.30 0.00 0.0 0.22 0.00 0.0 0.00 0.0 LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.010 0.000 - NonR MOMENTS: 7.171 0.010 0.000 Span Cond Moment ® Lb Cb Tension Flange Compr Flange SHEAR: Max V (DL +LL) = 0.35 kips fv = 0.26 ksi Fv - 20.00 ksi kip-ft ft ft fb Fb fb Fb MOMENTS: Controlling 0.0 2.3 4.4 1.00 - - 0.04 28.74 Span Cond Moment ® Lb Cb Tension Flange Compr Flange REACTIONS (ldps): kip-ft ft ft fb Fb fb Fb Left Right Center Max + 0.9 4.4 4.4 1.75 1.44 30.00 1.44 30.00 DL reaction 0.02 0.02 Controlling 0.9 4.4 4.4 1.75 1.44 30.00 - - Max +total reaction 0.02 0.02 REACTIONS (kips): DEFLECTIONS: Left Right Dead load (in) at 2.19 ft = -0.000 DL reaction 0.15 0.22 Live load (in) at 2.19 ft = 0.000 Max +LL reaction 0.08 0.13 Net Total load (in) at 2.19 ft = -0.000 Max +total reaction 0.24 0.35 DEFLECTIONS: Dead load (in) at 3.77 ft = -0.005 L/D = 17762 Live load (in) at 3.80 ft = -0.003 L/D = 28649 Net Total load (in) at 3.80 ft = -0.008 LD = 10964 Floor Type: Roof Beam Number -161 SPAN INFORMATION (ft): I -End (19.50,85.19) J -End (19.50,89.57) Beam Size (Optimum) = W8X10 Total Beam Length (ft) = 4.38 LINE LOADS (k/ft): Load Dist DL IL Red% Type 1 0.000 0.010 0.000 - NonR 4.380 0.010 0.000 SHEAR: Max V (DL +LL) = 0.02 kips fv - 0.02 ksi Fv - 20.00 ksi Page I6/78 02/26/07 11 :32:51 Steel Code: ASD 9th Ed. RRM RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Floor Type: Roof SPAN INFORMATION (ft): Beam Size (User Selected) Total Beam Length (ft) POINT LOADS (kips): Dist DL RedLL 15.000 21.59 0.00 1.375 0.00 0.00 15.000 0.00 0.00 15.000 0.00 0.00 LINE LOADS (k/ft): Load Dist DL LL 1 15.000 0.000 0.207 16.823 0.000 0.207 2 0.000 0.000 0.207 1.375 0.000 0.207 3 0.000 0.008 0.007 16.823 0.008 0.007 4 0.000 0.055 0.044 16.823 0.055 0.044 5 0.000 0.099 0.000 16.823 0.099 0.000 MOMENTS: Span Cond Moment kip-ft Center Max + 72.8 Controlling 72.8 REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) Gravity Beam Design Beam Number - 9 I -End (19.50,89.57) = W30X99 = 16.82 Red% NonRLL StorLL Red% 0.0 21.08 0.00 0.0 0.0 0.07 0.00 0.0 0.0 0.07 0.00 0.0 0.0 0.07 0.00 0.0 Red% @ Lb ft ft 15.0 0.0 15.0 0.0 - NonR - NonR - NonR SHEAR: Max V (DL +LL) - 40.33 kips fv - 2.73 ksi Fv -19.70 kai Left Right 3.70 20.61 3.08 19.72 6.78 40.33 at 9.42 ft = at 9.50 ft - at 9.50 ft = J -End (36.32,89.57) Type NonR NonR Cb 1.00 1.00 -0.013 -0.011 -0.024 Fy = 50.0 ksi RoofLL Red% 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 Tension Flange fb Fb 325 33.00 3.25 33.00 Page 17/78 02/26/07 11:32:51 Steel Code: ASD 9th Ed. UD = 15584 UD = 17970 LID = 8347 Compr Flange fb Fb 3.25 33.00 RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Gravity Beam Design Floor Type: Roof Beam Number -153 SPAN INFORMATION (ft): I -End (21.96,11.64) J -End (21.96,17.00) Beam Size (Optimum) = W8X10 Total Beam Length (ft) = 5.36 LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.010 0.000 --- NonR 5.364 0.010 0.000 SHEAR: Max V (DL +LL) - 0.03 kips fv - 0.02 kal Fv - 20.00 ksi MOMENTS: Span Cond Moment @ Lb Cb kip-ft ft ft Controlling 0.0 2.7 5.4 1.00 REACTIONS (kips): DL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) at at at Left Right 0.03 0.03 0.03 0.03 2.68 ft = 2.68 ft = 2.68ft - -0.000 0.000 -0.000 Tension Flange fb Fb 02/26/07 11:32:51 Steel Code: ASD 9th Ed. Fy = 50.0 ksi Compr Flange fb Fb 0.06 26.44 Page 18/78 RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Floor Type: Roof Beam Number = 120 SPAN INFORMATION (ft): I -End (21.96,11.64) J -End (45.90,11.64) Beam Size (Optimum) W14X22 Total Beam Length (ft) = 23.94 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL 12.542 2.31 0.00 0.0 3.73 0.00 0.0 0.00 LINE LOADS (k/ft): Load Dist DL 1 0.000 0.000 23.937 0.000 2 0.000 0.067 23.937 0.067 3 0.000 0.008 23.937 0.008 4 0.000 0.022 23.937 0.022 DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) LL 0.207 0.207 0.054 0.054 0.007 0.007 0.000 0.000 Gravity Beam Design Red% at 12.09 ft = at 12.09 ft = at 12.09 ft = Left Right 2.26 2.37 4.97 5.15 7.24 7.53 Type NonR NonR NonR NonR SHEAR: Max V (DL +LL) - 7.53 kips fv - 251 ksi Fv =18.96 ksi MOMENTS: Span Cond Moment ® Lb Cb Tension Flange kip-ft ft ft fb Fb Center Max + 62.1 12.5 0.0 1.00 25.69 33.00 Controlling 62.1 12.5 0.0 1.00 25.69 33.00 REACTIONS (kips): -0.322 -0.660 -0.982 Fy = 50.0 ksi UD = IJD = UD = 02/26/07 11:32:51 Steel Code: ASD 9th Ed. Floor Type: Roof Beam Number = 75 SPAN INFORMATION (ft): I -End (34.50,11.64) J -End (34.50,18.90) Beam Size (User Selected) = W 12X14 Total Beam Length (ft) = 7.26 POINT LOADS (kips): Red% Dist DL RedLL Red% NonRLL StorLL Red% RoofLL 0.0 5.364 3.48 0.00 0.0 7.22 0.00 0.0 0.00 5.364 5.15 0.00 0.0 7.05 0.00 0.0 0.00 LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.014 0.000 - NonR 7.260 0.014 0.000 893 435 293 Page 19/78 Compr Flange fb Fb 25.69 33.00 �ro RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC SHEAR: Max V (DL +LL) = 16.97 kips fv = 7.41 ksi Fv -18.76 ksi MOMENTS: Span Cond Moment kip-ft Center Max + 32.2 Controlling 32.2 REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) at at at Gravity Beam Design Left Right 2.31 6.43 3.73 10.54 6.03 16.97 4.03 ft = 4.03 ft = 4.03 ft = -0.034 -0.055 -0.089 Fy = 50.0 ksi Red% 0.0 0.0 Q Lb Cb Tension Flange ft ft fb Fb 5.4 5.4 1.75 25.90 30.00 5.4 5.4 1.75 UD = 2576 L/D = 1575 L/D = 977 Compr Flange fb Fb 25.90 29.06 25.90 29.06 Page /0/78 02/26/07 11:32:51 Steel Code: ASD 9th Ed. RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Floor Type: Roof SPAN INFORMATION (ft): Beam Size (Optimum) Total Beam Length (ft) POINT LOADS (kips): Dist DL RedLL 6.000 0.29 0.00 11.396 0.03 LINE LOADS (k/ft): Load Dist 1 0.000 36.188 2 0.000 6.000 3 6.000 36.188 4 0.000 36.188 5 0.000 36.188 Center Max + Controlling REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) DL 0.000 0.000 0.024 0.024 0.099 0.099 0.067 0.067 0.035 0.035 Gravity Beam Design Beam Number =121 I -End (34.50,17.00) J -End (70.69,17.00) = WI8X35 = 36.19 Red% NonRLL StorLL Red% RoofLL 0.0 0.18 0.00 0.0 0.00 0.0 LL Red% 0.276 0.276 0.019 0.019 0.079 0.079 0.054 0.054 0.000 0.000 at at at Left 3.48 7.22 10.70 Type NonR NonR NonR NonR NonR SHEAR: Max V (DL +LL) =11.05 kips fv = 2.19 ksi Fv =19.13 ksi MOMENTS: Span Cond Moment ® Lb Cb Tension Flange kip-ft ft ft fb Fb 100.2 18.1 0.0 1.00 20.87 33.00 100.2 18.1 0.0 1.00 20.87 33.00 18.09 ft = 18.09 ft = 18.09 ft = Right 3.66 7.40 11.05 -0.530 -1.066 -1.597 L/D = L/D = L/D = Page 21/78 02/26/07 11:32:51 Steel Code: ASD 9th Ed. Floor Type: Roof SPAN INFORMATION (ft): Beam Size (User Selected) Total Beam Length (ft) POINT LOADS (kips): Red% Dist DL RedLL Fy = 50.0 ksi 819 407 272 Compr Flange fb Fb 20.87 33.00 RA I MkTWE1W% RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC 6.021 4.14 0.00 6.021 5.37 0.00 13.167 4.01 0.00 13.167 5.21 0.00 20.365 4.81 0.00 20.365 5.00 0.00 27.536 4.78 0.00 27.536 5.25 0.00 LINE LOADS (k/ft): Load Dist DL 1 0.000 0.062 33.104 0.062 SHEAR: Max V (DL +LL) = 31.73 kips MOMENTS: Span Cond Center Max + Controlling REACTIONS (kips): Moment kip-ft 289.9 289.9 DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: (Camber 1/2) Dead load (in) Live load (in) Net Total load (in) Gravity Beam Design Beam Number - 74 I -End (34.50,18.90) J -End (34.50,52.00) = W24X62 = 33.10 Red% NonRLL StorLL Red% RoofLL Red% 0.0 2.67 0.00 0.0 0.00 0.0 0.0 2.92 0.00 0.0 0.00 0.0 0.0 2.60 0.00 0.0 0.00 0.0 0.0 2.79 0.00 0.0 0.00 0.0 0.0 2.60 0.00 0.0 0.00 0.0 0.0 2.80 0.00 0.0 0.00 0.0 0.0 2.55 0.00 0.0 0.00 0.0 0.0 2.79 0.00 0.0 0.00 0.0 LL Red% Type 0.000 - NonR 0.000 at at at fv =3.11 ksi Fv 20.00 ksi Q Lb Cb ft ft 14.6 7.2 1.00 14.7 7.2 1.00 Left Right 19.82 20.81 10.79 10.92 30.62 31.73 16.55 ft = 16.55 ft = 16.55 ft = -0.834 -0.450 -0.784 Tension Flange fb Fb 26.36 30.00 Fy = 50.0 ksi L/D = UD = LID = 476 883 507 Page 22/78 02/26/07 11:32:51 Steel Code: ASD 9th Ed. Compr Flange fb Fb 26.36 29.18 26.36 29.18 RA Mt NW CTW RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Floor Type: Roof Beam Number =157 Gravity Beam Design SPAN INFORMATION (ft): I -End (34.50,18.90) J -End (40.50,18.90) Beam Size (Optimum) = W8X10 Total Beam Length (ft) = 6.00 LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.099 0.079 - NonR 6.000 0.099 0.079 2 0.000 0.010 0.000 - NonR 6.000 0.010 0.000 SHEAR: Max V (DL +LL) = 0.56 kips fv = 0.42 ksi Fv = 20.00 ksl MOMENTS: Span Cond Moment ® Lb Cb kip-ft ft ft Center Max + 0.8 3.0 0.0 1.00 Controlling 0.8 3.0 0.0 1.00 REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) Left Right 0.33 0.33 0.24 0.24 0.56 0.56 at 3.00 ft = at 3.00 ft = at 3.00 ft = -0.004 -0.003 -0.006 Tension Flange fb Fb 1.30 32.70 1.30 32.70 L/D = 20227 UD = 27857 L/D = 11718 Page 23/78 02/26/07 11:32:51 Steel Code: ASD 9th Ed. RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Compr Flange fb Fb 1.30 32.70 Floor Type: Roof Beam Number -123 SPAN INFORMATION (ft): I -End (3430,24.92) J -End (70.69,24.92) Fy = 50.0 ksi Beam Size (Optimum) = W14X22 Total Beam Length (ft) = 36.19 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 6.000 0.12 0.00 0.0 0.06 0.00 0.0 0.00 0.0 3.000 0.40 LINE LOADS (k/ft): Load Dist 1 0.000 36.188 2 0.000 6.000 3 6.000 36.188 4 0.000 36.188 DL 0.089 0.089 0.075 0.075 0.099 0.099 0.022 0.022 SHEAR: Max V (DL +LL) - 6.81 kips fv = 2.27 ksi Fv -18.96 ksl MOMENTS: Span Cond Moment ® Lb Cb kip-ft ft ft Center Max + 59.8 18.0 0.0 1.00 Controlling 59.8 18.0 0.0 1.00 REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: (Camber =1) Dead load (in) Live load (in) Net Total load (in) Gravity Beam Design LL Red% Type 0.071 - NonR 0.071 0.060 - NonR 0.060 0.079 - NonR 0.079 0.000 - NonR 0.000 at at at Left 4.14 2.67 6.81 18.09 ft = 18.09 It = 18.09 ft = Right 3.85 2.73 6.57 -1.442 -1.007 -1.449 02/26/07 11:32:51 Steel Code: ASD 9th Ed. Fy = 50.0 ksi Tension Flange fb Fb 24.76 33.00 24.76 33.00 L/D = L/D = L/D = 301 431 300 Page 24/78 Compr Flange fb Fb 24.76 33.00 RAM RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Floor Type: Roof Beam Number =125 SPAN INFORMATION (ft): I -End (34.50,32.06) J -End (70.69,32.06) Beam Size (Optimum) = W14X22 Total Beam Length (ft) = 36.19 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 3.000 0.40 LINE LOADS (k/ft): Load Dist DL LL Rod% 1 0.000 0.179 0.143 36.188 0.179 0.143 2 0.000 0.022 0.000 36.188 0.022 0.000 SHEAR: Max V (DL +LL) = 6.61 kips fv = 2.20 ksi MOMENTS: Span Cond Moment kip-ft Center Max + 57.0 Controlling 57.0 REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: (Camber =1) Dead load (in) Live load (in) Net Total load (in) at at at Gravity Beam Design ft 18.0 18.0 Lb ft 0.0 0.0 Left Right 4.01 3.68 2.60 2.60 6.61 6.27 18.09 ft = 18.09 ft = 18.09 ft = Type NonR NonR Fv -18.96 ksi Cb Tension Flange fb Fb 1.00 23.61 33.00 1.00 23.61 33.00 -1.376 -0.959 -1.335 Fy = 50.0 ksi IJD = IJD = L/D = Page 25/78 02/26/07 11:32:51 Steel Code: ASD 9th Ed. Compr Flange fb Fb 23.61 33.00 RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Floor Type: Roof SPAN INFORMATION (ft): Beam Size (Optimum) Total Beam Length (ft) POINT LOADS (kips): Dist DL RedLL 3.000 0.40 10.000 1.10 LINE LOADS (k/ft): Load Dist DL 1 0.000 0.180 36.188 0.180 2 0.000 0.022 36.188 0.022 Gravity Beam Design Beam Number =126 I -End (34.50,39.26) J -End (70.69,39.26) = W14X22 = 36.19 Left Right DL reaction 4.81 3.99 Max +LL reaction 2.60 2.60 Max +total reaction 7.41 6.59 316 DEFLECTIONS: (Camber - 1-1/4) 453 Dead load (in) at 17.73 ft = 325 Live load (in) at 17.91 ft = Net Total load (in) at 17.91 ft = Red% NonRLL StorLL Red% RoofLL Red% LL Red% Type 0.144 - NonR 0.144 0.000 - NonR 0.000 SHEAR: Max V (DL +LL) = 7.41 kips fv = 2.47 ksi Fv =18.96 ksi MOMENTS: Span Cond Moment ® Lb kip-ft ft ft Center Max + 62.8 17.1 0.0 Controlling 62.8 17.1 0.0 REACTIONS (kips): Co Tension Flange fb Fb 1.00 25.99 33.00 1.00 25.99 33.00 -1.621 -0.961 -1.331 Fy = 50.0 ksi L/D = IJD = L/D = 268 452 326 Compr Flange fb Fb 25.99 33.00 Page 26/78 02/26/07 11:32:51 Steel Code: ASD 9th Ed. RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Floor Type: Roof Beam Number -127 SPAN INFORMATION (ft): I -End (3430,46.43) J -End (70.69,46.43) Beam Size (Optimum) = W14X22 Total Beam Length (ft) = 36.19 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL 6.000 0.10 0.00 0.0 0.05 0.00 3.000 0.40 10.000 1.10 LINE LOADS (k/ft): Load Dist 1 0.000 6.000 2 6.000 36.188 3 0.000 36.188 4 0.000 36.188 DL 0.070 0.070 0.090 0.090 0.090 0.090 0.022 0.022 LL 0.056 0.056 0.072 0.072 0.072 0.072 0.000 0.000 SHEAR: Max V (DL +LL) = 7.33 kips MOMENTS: Span Cond Moment kip-ft Center Max + 62.8 Controlling 62.8 REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: (Camber - 1 -1/4) Dead load (in) at Live load (in) at Net Total load (in) at Gravity Beam Design ft 17.1 17.1 Red% Type NonR NonR NonR NonR fv = 2.45 ksi Fv =18.96 ksi Left 4.78 2.55 7.33 17.73 ft = 17.91 ft = 17.91 ft = Lb Cb ft 0.0 1.00 0.0 1.00 Right 3.99 2.60 6.58 Red% RoofLL Red% 0.0 0.00 0.0 -1.624 -0.959 -1.333 Tension Flange fb Fb 26.00 33.00 26.00 33.00 Fy = 50.0 Jul I/D = UD - L/D = 267 453 326 Page 27/78 02/26/07 11:32:51 Steel Code: ASD 9th Ed. Compr Flange tb Fb 26.00 33.00 RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Floor Type: Roof SPAN INFORMATION (ft): Beam Size (User Selected) Total Beam Length (ft) POINT LOADS (kips): Dist DL RedLL 1.604 4.92, 0.00 1.604 4.60 0.00 8.776 4.97 0.00 8.776 5.14 0.00 15.479 3.42 0.00 15.479 5.02 0.00 22.146 3.51 0.00 22.146 4.15 0.00 28.812 2.99 0.00 28.812 2.76 0.00 33.192 2.64 0.00 33.192 2.51 0.00 LINE LOADS (k/ft): Load Dist DL 1 0.000 0.099 37.573 0.099 SHEAR: Max V (DL +LL) = 45.30 kips fv - 3.07 ksi Fv =19.70 ksi MOMENTS: Span Cond Moment Cb Tension Flange kip-ft tb Fb 382.1 1.00 17.05 33.00 382.1 1.00 17.05 33.00 Center Max + Controlling REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) Gravity Beam Design Beam Number = 162 I -End (34.50,52.00) J -End (34.50,89.57) = W30X99 = 37.57 Red% NonRLL StorLL Red% RoofLL Red% 0.0 2.43 0.00 0.0 0.00 0.0 0.0 2.79 0.00 0.0 0.00 0.0 0.0 2.51 0.00 0.0 0.00 0.0 0.0 2.71 0.00 0.0 0.00 0.0 0.0 2.42 0.00 0.0 0.00 0.0 0.0 2.63 0.00 0.0 0.00 0.0 0.0 2.41 0.00 0.0 0.00 0.0 0.0 2.62 0.00 0.0 0.00 0.0 0.0 2.00 0.00 0.0 0.00 0.0 0.0 2.23 0.00 0.0 0.00 0.0 0.0 6.58 0.00 0.0 0.00 0.0 0.0 6.27 0.00 0.0 0.00 0.0 LL Red% Type 0.000 - NonR 0.000 Lb ft ft 17.5 6.7 17.5 6.7 Left Right 28.78 21.59 16.52 21.08 45.30 42.67 at 18.60 ft = at 18.79 ft = at 18.79 ft = -0.512 -0.344 -0.856 Fy = 50.0 ksi L/D = 881 L/D = 1311 L/D = 527 Page 28/78 02/26/07 11:32:51 Steel Code: ASD 9th Ed. Compr Flange fb Fb 17.05 33.00 RAM RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Floor Type: Roof SPAN INFORMATION (ft): Beam Size (Optimum) Total Beam Length (ft) LINE LOADS (k/ft): Load Dist DL 1 0.000 0.090 6.000 0.090 2 0.000 0.010 6.000 0.010 SHEAR: Max V (DL +LL) - 0.51 kips MOMENTS: Span Cond Moment kip-ft Center Max + 0.8 Controlling 0.8 REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) Gravity Beam Design Beam Number - 158 I -End (34.50,52.00) J -End (40.50,52.00) = W8X10 = 6.00 LL 0.072 0.072 0.000 0.000 at at at Red% Type NonR NonR fv .• 0.38 ksi Fv - 20.00 ksi Q Lb Cb Tension Flange ft ft fb Fb 3.0 0.0 1.00 1.19 32.70 3.0 0.0 1.00 1.19 32.70 Left 0.30 0.22 0.51 3.00 ft = 3.00ft - 3.00ft = Right 0.30 0.22 0.51 -0.003 -0.002 -0.006 02/26/07 11:32:51 Steel Code: ASD 9th Ed. Fy = 50.0 ksi 1./D = 22116 UD = 30751 UD = 12864 Page 29/78 Compr Flange fb Fb 1.19 32.70 pia RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Floor Type: Roof Beam Number - 131 SPAN INFORMATION (ft): I -End (34.50,53.60) J -End (70.69,53.60) Beam Size (Optimum) = W14X22 Total Beam Length (ft) = 36.19 POINT LOADS (kips): Dist DL RedLL 6.000 0.27 0.00 3.000 0.40 8.000 0.80 16.000 0.80 LINE LOADS Qs/ft): Load Dist DL LL Red% Type 1 0.000 0.090 0.072 - NonR 36.188 0.090 0.072 2 0.000 0.020 0.016 - NonR 6.000 0.020 0.016 3 6.000 0.090 0.072 - NonR 36.188 0.090 0.072 4 0.000 0.022 0.000 - NonR 36.188 0.022 0.000 SHEAR: Max V (DL +LL) - 7.35 kips fv - 2.45 ksi Fv - 18.96 ksl MOMENTS: Span Cond Moment kip-ft Center Max + 67.3 Controlling 67.3 REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: (Camber -1 -1/4) Dead load (in) at Live load (in) at Net Total load (in) at Gravity Beam Design Red% NonRLL StorLL Red% RoofLL Red% 0.0 0.17 0.00 0.0 0.00 0.0 Q Lb Cb Tension Flange ft ft fb Fb 16.4 0.0 1.00 27.85 33.00 16.4 0.0 1.00 27.85 33.00 Left Right 4.92 4.22 2.43 2.60 7.35 6.81 17.73 ft = 17.91 ft = 17.91 ft = -1.763 -0.958 -1.471 02/26/07 11:32:51 Steel Code: ASD 9th Ed. Fy = 50.0 ksi LID = UD= L/D = 246 453 295 Page 30/78 Compr Flange fb Fb 27.85 33.00 RAM RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Floor Type: Roof Beam Number =133 SPAN INFORMATION (ft): I -End (34.50,60.78) J -End (70.69,60.78) Beam Size (Optimum) = W 14X22 Total Beam Length (ft) = 36.19 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 3.000 0.40 8.000 0.80 16.000 0.80 LINE LOADS (k/ft): Load Dist 1 0.000 36.188 2 0.000 36.188 DL 0.173 0.173 0.022 0.022 LL 0.139 0.139 0.000 0.000 DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: (Camber - 1 -1/4) Dead load (in) Live load (in) Net Total load (in) at at at Gravity Beam Design Red% SHEAR: Max V (DL +LL) - 7.48 kips fv - 2.50 ksi MOMENTS: Span Cond Moment ® Lb kip-ft ft Center Max + 65.4 16.4 Controlling 65.4 16.4 REACTIONS (kips): Left 4.97 2.51 7.48 ft 0.0 0.0 17.73 ft = 17.91 ft = 17.91 ft = Type NonR NonR Fv -18.96 ksi Right 4.10 2.51 6.61 Fy = 50.0 ksi Cb Tension Flange lb Fb 1.00 27.06 33.00 1.00 27.06 33.00 -1.716 -0.928 -1.393 L/D = L/D = L/D = 02/26/07 11:32:51 Steel Code: ASD 9th Ed. 253 468 312 Page 31/78 Compr Flange lb Fb 27.06 33.00 RAM MUJVCNV RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Floor Type: Roof Beam Number -135 Gravity Beam Design SPAN INFORMATION (ft): I -End (3450,67.48) J -End (70.69,67.48) Beam Size (Optimum) = W14X22 Total Beam Length (ft) = 36.19 LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.167 0.134 - NonR 36.188 0.167 0.134 2 0.000 0.022 0.000 - NonR 36.188 0.022 0.000 SHEAR: Max V (DL +LL) - 5.84 kips fv =1.95 ksi Fv -18.96 ksi MOMENTS: Span Cond Moment Qa Lb kip-ft ft ft Center Max + 52.9 18.1 0.0 Controlling 52.9 18.1 0.0 REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: (Camber =1) Dead load (in) Live load (in) Net Total load (in) at at at Left Right 3.42 3.42 2.42 2.42 5.84 5.84 18.09 ft = 18.09 ft = 18.09 ft = -1.265 -0.894 -1.159 02/26/07 11:32:51 Steel Code: ASD 9th Ed. Fy = 50.0 ksi Cb Tension Flange lb Fb 1.00 21.87 33.00 1.00 21.87 33.00 L/D - L/D = L/D = 343 486 375 Page 32/78 Compr Flange lb Fb 21.87 33.00 RAM RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC MOMENTS: Span Cond Moment kip-ft Center Max + 54.5 Controlling 54.5 REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: (Camber -1) Dead load (in) Live load (in) Net Total load (in) at at at Gravity Beam Design Floor Type: Roof Beam Number =141 SPAN INFORMATION (ft): I -End (34.50,74.15) 3-End (70.69,74.15) Beam Size (Optimum) = W14X22 Total Beam Length (ft) = 36.19 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 35.188 0.50 30.188 0.50 LINE LOADS (idft): Load Dist DL LL 1 0.000 0.167 0.133 36.188 0.167 0.133 2 0.000 0.022 0.000 - NonR 36.188 0.022 0.000 Red% SHEAR: Max V (DL +LL) - 6.73 kips fv - 2.25 ksi Fv -18.96 ksi (4) Lb Cb Tension Flange ft ft fb Fb 18.4 0.0 1.00 22.55 33.00 18.4 0.0 1.00 22.55 33.00 Left Right 3.51 4.32 2.41 2.41 5.92 6.73 18.27 ft = 18.09 ft = 18.09 ft = Type NonR -1.345 -0.891 -1.237 Fy = 50.0 ksi IJD = UD = UD = Page 33/78 02/26/07 11:32:51 Steel Code: ASD 9th Ed. Compr Flange fb Fb 22.55 33.00 RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Gravity Beam Design Floor Type: Roof Beam Number =137 SPAN INFORMATION (ft): I -End (34.50,80.81) J -End (70.69,80.81) Beam Size (User Selected) - W14X22 Total Beam Length (ft) = 36.19 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL 35.188 0.50 30.188 0.50 LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.138 0.110 - NonR 36.188 0.138 0.110 2 0.000 0.022 0.000 - NonR 36.188 0.022 0.000 SHEAR: Max V (DL +LL) = 5.80 kips fv = 1.94 ksi Fv =18.96 ksi MOMENTS: Span Cond Moment Qa Lb Cb Tension Flange kip-ft ft ft fb Fb Center Max + 46.1 18.5 0.0 1.00 19.06 33.00 Controlling 46.1 18.5 0.0 1.00 19.06 33.00 REACTIONS (kips): Left Right DL reaction 2.99 3.80 Max +LL reaction 2.00 2.00 Max +total reaction 4.99 5.80 DEFLECTIONS: (Camber = 3/4) 323 Dead load (in) at 18.27 ft = 487 Live load (in) at 18.27 ft = 351 Net Total load (in) at 18.27 ft = -1.154 -0.739 -1.143 02/26/07 11:32:51 Steel Code: ASD 9th Ed. Fy = 50.0 ksi UD = UD - UD = Red% 376 588 380 Page 3 4/78 Compr Flange fb Fb 19.06 33.00 Fil RAM RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Gravity Beam Design Floor Type: Roof Beam Number =139 SPAN INFORMATION (ft): I -End (34.50,85.19) J -End (70.69,85.19) Beam Size (Optimum) = W18X35 Total Beam Length (ft) = 36.19 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 1.823 0.02 22.646 0.02 Fy = 50.0 ksi LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.000 0.276 - NonR 36.188 0.000 0.276 2 0.000 0.110 0.088 - NonR 36.188 0.110 0.088 3 0.000 0.035 0.000 - NonR 36.188 0.035 0.000 SHEAR: Max V (DL +LL) = 9.22 kips fv =1.82 ksi Fv =19.13 ksi MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Compr Flange kip-ft ft ft fb Fb fb Fb Center Max + 83.4 18.1 0.0 1.00 17.37 33.00 17.37 33.00 Controlling 83.4 18.1 0.0 1.00 17.37 33.00 - - REACTIONS (kips): Left Right DL reaction 2.64 2.63 Max +LL reaction 6.58 6.58 Max +total reaction 9.22 9.21 DEFLECTIONS: Dead load (in) at 18.09 ft = -0.380 LID = 1143 Live load (in) at 18.09 ft = -0.949 UD = 458 Net Total load (in) at 18.09 ft = -1.329 LID = 327 Page 35/78 02/26/07 11:32:51 Steel Code: ASD 9th Ed. RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Gravity Beam Design Left Right DL reaction 0.02 0.02 Max +total reaction 0.02 0.02 DEFLECTIONS: Dead load (in) at 2.19 ft = -0.000 Live load (in) at 2.19 ft = 0.000 Net Total load (in) at 2.19 ft = -0.000 Page 36/78 02/26/07 11:32:51 Steel Code: ASD 9th Ed. Floor Type: Roof Beam Number =156 SPAN INFORMATION (ft): I -End (36.32,85.19) J -End (36.32,89.57) Beam Size (Optimum) = W8X10 Fy = 50.0 ksi Total Beam Length (ft) = 4.38 LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.010 0.000 - NonR 4.381 0.010 0.000 SHEAR: Max V (DL +LL) = 0.02 kips fv = 0.02 ksi Fv = 20.00 ksi MOMENTS: Span Cond Moment Q Lb Cb Tension Flange Compr Flange kip-ft ft ft fb Fb fb Fb Controlling 0.0 2.3 4.4 L00 - - 0.04 28.74 REACTIONS (kips): fil RAM RAM Steel v10.0 The Cheesecake Factory, Tu kwila, WA DataBase: 07017a Building Code: IBC Floor Type: Roof SPAN INFORMATION (ft): Beam Size (User Selected) Total Beam Length (ft) LINE LOADS (k/ft): Load Dist 1 0.000 20.823 2 0.000 20.823 3 0.000 20.823 4 0.000 20.823 SHEAR: Max V (DL +LL) - 3 MOMENTS: Span Cond Moment kip-ft Center Max + 18.8 Controlling 18.8 REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) DL 0.000 0.000 0.008 0.008 0.055 0.055 0.026 0.026 Beam Number -10 I -End (3632,89.57) J -End (57.15,89.57) = W16X26 = 20.82 LL 0.207 0.207 0.007 0.007 0.044 0.044 0.000 0.000 at at at Gravity Beam Design Red% Type NonR .61 kips fv - 0.96 ksi Fv =17.89 ksi @ Lb Cb ft ft 10.4 0.0 1.00 10.4 0.0 1.00 Left 0.93 2.68 3.61 10.41 ft = 10.41 ft = 10.41 ft = NonR NonR NonR Right 0.93 2.68 3.61 -0.043 -0.125 -0.168 Tension Flange fb Fb 5.87 33.00 5.87 33.00 Page 37/78 02/26/07 11:32:51 Steel Code: ASD 9th Ed. Fy = 50.0 ksi VD = 5779 IJD = 2003 I/D = 1487 Compr Flange fb Fb 5.87 33.00 RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Gravity Beam Design Floor Type: Roof Beam Number =150 SPAN INFORMATION (ft): I -End (40.50,17.00) .1-End (40.50,24.92) Beam Size (Optimum) = W8X10 Total Beam Length (ft) = 7.92 POINT LOADS (kips): Dist DL RedLL Red% NonRLL 1.896 0.33 0.00 0.0 0.24 LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.010 0.000 - NonR 7.917 0.010 0.000 SHEAR: Max V (DL +LL) - 0.47 kips fv - 035 ksi Fv - 20.00 ksi MOMENTS: Span Cond Moment @ Lb kip-ft ft ft Center Max + 0.9 1.9 6.0 Controlling 0.9 1.9 6.0 REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) at at at Left 0.29 0.18 0.47 3.56 ft = 3.52 ft = 3.52 ft = Right 0.12 0.06 0.18 Cb Tension Flange fb Fb 1.75 1.34 30.00 1.75 - - -0.005 -0.003 -0.009 02/26/07 11:32:51 Steel Code: ASD 9th Ed. Fy = 50.0 ksi StorLL Red% RoofLL Red% 0.00 0.0 0.00 0.0 L/D = 17602 L/D = 29642 L!D = 11045 Compr Flange fb Fb 1.34 29.75 1.34 29.75 Page 38/78 RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Gravity Beam Design Floor Type: Roof Beam Number = 149 SPAN INFORMATION (ft): I -End (40.50,46.43) J -End (40.50,53.60) Beam Size (Optimum) = W8X10 Total Beam Length (ft) = 7.17 POINT LOADS (kips): Dist DL RedLL 5.567 0.30 0.00 LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.010 0.000 - NonR 7.171 0.010 0.000 Left DL reaction 0.10 Max +LL reaction 0.05 Max +total reaction 0.15 DEFLECTIONS: Dead load (in) at Live load (in) at Net Total load (in) at Red% NonRLL StorLL Red% RoofLL Red% 0.0 0.22 0.00 0.0 0.00 0.0 SHEAR: Max V (DL +LL) = 0.44 kips fv = 0.32 ksl Fv = 20.00 ksl MOMENTS: Span Cond Moment Q Lb Cb kip-ft ft ft Center Max + 0.7 5.6 5.6 1.75 Controlling 0.7 5.6 5.6 1.75 REACTIONS (kips): 3.94 ft = 3.98 ft = 3.98 ft = Right 0.27 0.17 0.44 -0.003 -0.002 -0.006 Tension Flange fb Fb 1.05 30.00 1.05 30.00 UD = 24608 1JD = 42203 I/D = 15545 Page 39/78 02/26/07 11:32:51 Steel Code: ASD 9th Ed. Floor Type: Roof Beam Number = 154 SPAN INFORMATION (ft): I -End (45.90,11.64) J -End (45.90,17.00) Fy = 50.0 ksi Beam Size (Optimum) = W8X10 Total Beam Length (ft) = 5.36 LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.010 0.000 - NonR 5.364 0.010 0.000 Compr Flange fb Fb 1.05 30.00 RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC SHEAR: Max V (DL +LL) = 0.03 kips fv = 0.02 ksi MOMENTS: Span Cond Moment ® Lb kip-ft ft ft Controlling 0.0 2.7 5.4 REACTIONS (kips): DL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) at at at Gravity Beam Design Left 0.03 0.03 2.68 ft = 2.68ft - 2.68 ft = Fv = 20.00 ksi Cb 1.00 Right 0.03 0.03 -0.000 0.000 -0.000 Tension Flange fb Fb 02/26/07 11:32:51 Steel Code: ASD 9th Ed. Fy = 50.0 ksi Compr Flange fb Fb 0.06 26.44 Page 40/78 RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Floor Type: Roof SPAN INFORMATION (ft): Beam Size (User Selected) Total Beam Length (ft) LINE LOADS (1c/ft): Load Dist 1 0.000 24.000 2 0.000 24.000 3 0.000 24.000 4 0.000 24.000 DL 0.280 0.280 0.067 0.067 0.008 0.008 0.026 0.026 Gravity Beam Design Beam Number - 28 I -End (45.90,11.64) J -End (69.90,11.64) = W16X26 = 24.00 Red% Type NonR LL 0.207 0.207 0.054 - NonR 0.054 0.007 - NonR 0.007 0.000 - NonR 0.000 SHEAR: Max V (DL +LL) - 7.79 kips fv - 2.071(51 Fv =17.89 ksi MOMENTS: Span Cond Moment @ Lb Center Max + Controlling REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) kip-ft ft ft 46.7 12.0 0.0 46.7 12.0 0.0 at at at Left 4.58 3.21 7.79 12.00 ft = 12.00 ft = 12.00 ft = Right 4.58 3.21 7.79 -0.326 -0229 -0.555 02/26/07 11:32:51 Steel Code: ASD 9th Ed. Fy = 50.0 ksi Cb Tension Flange fb Fb 1.00 14.60 33.00 1.00 14.60 33.00 UD = 883 UD = 1260 UD = 519 Page 41/78 Compr Flange fb Fb 14.60 33.00 RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Floor Type: Roof Beam Number - 155 SPAN INFORMATION (ft): I -End (57.15,85.19) J -End (57.15,89.57) Beam Size (Optimum) = W8X10 Total Beam Length (ft) = 4.38 LINE LOADS (Wft): Load Dist DL I.L. Red% 1 0.000 0.010 0.000 - 4.381 0.010 0.000 SHEAR: Max V (DL +LL) - 0.02 kips fv - 0.02 ksi MOMENTS: Span Cond Moment @ Lb kip-ft ft ft Controlling 0.0 2.3 4.4 REACTIONS (kips): DL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) at at at Type NonR Left Right 0.02 0.02 0.02 0.02 2.19ft - 2.19 ft = 2.19 ft = Fv - 20.00 ksi Cb 1.00 -0.000 0.000 -0.000 Tension Flange fb Fb 02/26/07 11:32:51 Steel Code: ASD 9th Ed. Fy = 50.0 ksi Page 42/78 Compr Flange fb Fb 0.04 28.74 MM RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Floor Type: Roof Beam Number - 11 SPAN INFORMATION (ft): I -End (57.15,89.57) J -End (86.30,89.57) Beam Size (User Selected) = W24X62 Total Beam Length (ft) = 29.16 POINT LOADS (kips): POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% Dist DL RedLL 13.542 16.23 0.00 0.0 18.68 0.00 0.0 0.00 0.0 0.792 5.88 0.00 LINE LOADS (k/ft): Load Dist DL 1 0.000 29.156 2 0.000 29.156 3 0.000 29.156 4 0.000 29.156 DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) 0.280 0.280 0.008 0.008 0.055 0.055 0.062 0.062 LL Red% Type 0.207 - NonR 0.207 0.007 - NonR 0.007 0.044 - NonR 0.044 0.000 - NonR 0.000 SHEAR: Max V (DL +LL) - 2836 kips fv - 2.78 ksl Fv - 20.00 ksi MOMENTS: Span Cond Moment @ Lb Cb Tension Flange kip-ft ft ft fb Fb Center Max + 323.2 13.5 0.0 1.00 29.39 33.00 Controlling 323.2 13.5 0.0 1.00 29.39 33.00 REACTIONS (kips): at at at Gravity Beam Design Left 14.60 13.76 28.36 14.29 ft = 14.29 ft = 14.29 ft = Right 13.45 12.43 25.88 -0.463 -0.459 -0.922 02/26/07 11:32:51 Steel Code: ASD 9th Ed. Fy = 50.0 ksi L/D = IJD = L/D = Page 43/78 Compr Flange lb Fb 29.39 33.00 oin MOMENTS: Span Coed DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: 755 Dead load (in) 763 Live load (in) 379 Net Total load (in) RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Floor Type: Roof SPAN INFORMATION (ft): Beam Size (User Selected) Total Beam Length (ft) Center Max + Controlling REACTIONS (kips): Moment kip-ft 101.9 101.9 Beam Number - 27 I -End (69.90,11.64) = W21X44 = 33.83 J -End (103.73,11.64) Red% NonRLL StorLL Red% RoofLL Red% 0.0 10.22 0.00 0.0 0.00 0.0 LINE LOADS (k/ft): Load Dist DL LL Type 1 0.000 0.280 0.207 NonR 33.833 0.280 0.207 2 0.000 0.067 0.054 - NonR 33.833 0.067 0.054 3 0.000 0.008 0.007 - NonR 33.833 0.008 0.007 4 0.000 0.044 0.000 - NonR 33.833 0.044 0.000 SHEAR: Max V (DL +LL) - 27.00 kips fv - 3.90 ksi Fv - 18.99 ksi at at at ft 16.3 16.3 Red% Left 12.50 14.50 27.00 Lb Cb ft 0.0 1.00 0.0 1.00 16.75 ft = 16.75 ft = 16.75 ft = Right 6.90 4.76 11.66 -0.505 -0.363 -0.869 Tension Flange fb Fb 14.99 33.00 14.99 33.00 Page 44/78 02/26/07 11:32:51 Steel Code: ASD 9th Ed. Fy = 50.0 ksi L/D = 803 1/D = 1117 L/D = 467 Compr Flange fb Fb 14.99 33.00 pia RAM RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Floor Type: Roof Beam Number = 39 SPAN INFORMATION (ft): I- End (70.69,11.64) .J -End (70.69,24.92) Beam Size (User Selected) = W24X55 Total Beam Length (ft) = 13.28 POINT LOADS (kips): Dist DL RedLL 5.364 5.58 0.00 5.364 3.66 0.00 LINE LOADS (1c/ft): Load Dist DL LL Red% Type 1 0.000 0.055 0.000 - NonR 13.281 0.055 0.000 MOMENTS: Span Cond Moment kip-ft Center Max + 85.5 Controlling 85.5 REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) Gravity Beam Deems Red% NonRLL StorLL Red% RoofLL 0.0 9.75 0.00 0.0 0.00 0.0 7.40 0.00 0.0 0.00 SHEAR: Max V (DL +LL) -16.09 kips fv = 1.80 ksi Fv = 18.78 ksi at at at Q Lb Cb Tension Flange ft ft fb Fb 5.4 7.9 1.75 8.92 30.00 5.4 7.9 1.75 8.92 30.00 Left 5.88 10.22 16.09 6.31 ft = 6.24 ft = 624 ft = Right 4.10 6.92 11.02 -0.020 -0.035 -0.055 Fy = 50.0 ksi Red% 0.0 0.0 L/D = 8054 L/D = 4567 UD = 2914 Page 45/78 02/26/07 11:32:51 Steel Code: ASD 9th Ed. Compr Flange fb Fb 8.92 30.00 RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Gravity Beam Design Floor Type: Roof Beam Number - 47 SPAN INFORMATION (ft): I -End (70.69,17.00) J -End (11836,17.00) Beam Size (User Selected) = W24X55 Total Beam Length (ft) = 47.68 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 33.041 0.03 36.676 0.50 30.676 0.50 LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.000 0276 - NonR 47.676 0.000 0.276 2 0.000 0.166 0.133 - NonR 47.676 0.166 0.133 3 0.000 0.055 0.000 NonR 47.676 0.055 0.000 SHEAR: Max V (DL +LL) =15.75 kips fv -1.77 ksi Fv =18.78 ksi MOMENTS: Span Cond Center Max + Controlling REACTIONS (kips): Moment kip-ft 186.4 186.4 DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: (Camber =1/2) Dead load (in) at Live load (in) at Net Total load (in) at Q Lb Cb ft ft 24.3 0.0 1.00 24.3 0.0 1.00 Left Right 5.58 6.00 9.75 9.75 15.33 15.75 24.08 ft = 23.84 ft = 23.84 ft = -0.731 -1.205 -1.436 Tension Flange fb Fb 19.45 33.00 19.45 33.00 Fy = 50.0 ksi UD = 783 UD = 475 UD = 399 Compr Flange fb Fb 19.45 33.00 Page 46/78 02/26/07 11:32:51 Steel Code: ASD 9th Ed. RAM RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Floor Type: Roof SPAN INFORMATION (ft): Beam Size (Optimum) Total Beam Length (ft) POINT LOADS (kips): Dist DL RedLL 7.146 5.33 0.00 7.146 3.68 0.00 14.344 7.70 0.00 14.344 3.99 0.00 21.516 7.69 0.00 21.516 3.99 0.00 28.687 5.33 0.00 28.687 4.22 0.00 35.859 5.12 0.00 35.859 4.10 0.00 LINE LOADS (k/ft): Load Dist DL 1 0.000 0.076 39.552 0.076 SHEAR: Max V (DL +LL) - 45.73 kips MOMENTS: Span Cond Center Max + Controlling REACTIONS (kips): Moment kip-ft 481.5 481.5 DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: (Camber -1) Dead load (in) Live load (in) Net Total load (in) Gravity Beam Design Beam Number - 38 I -End (70.69,24.92) .1-End (70.69,64.47) W24X76 = 39.55 Fy = 50.0 ksi Red% NonRLL StorLL Red% RoofLL Red% 0.0 3.65 0.00 0.0 0.00 0.0 0.0 2.60 0.00 0.0 0.00 0.0 0.0 3.66 0.00 0.0 0.00 0.0 0.0 2.60 0.00 0.0 0.00 0.0 0.0 3.65 0.00 0.0 0.00 0.0 0.0 2.60 0.00 0.0 0.00 0.0 0.0 3.65 0.00 0.0 0.00 0.0 0.0 2.60 0.00 0.0 0.00 0.0 0.0 3.45 0.00 0.0 0.00 0.0 0.0 2.51 0.00 0.0 0.00 0.0 LL Red% Type 0.000 - NonR 0.000 at at at ft 21.5 21.5 fv - 435 ksi Fv - 20.00 ksi Left 25.14 14.23 39.37 19.78 ft = 19.78 ft = 19.78 ft = Lb Cb Tension Flange ft fb Fb 7.2 1.03 32.83 33.00 7.2 1.03 32.83 33.00 Right 29.01 16.73 45.73 -1.397 -0.779 -1.177 L/D = L/D = L/D = 02/26/07 11:32:51 Steel Code: ASD 9th Ed. 340 609 403 Page 47/78 Compr Flange fb Fb 32.83 33.00 RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Center Max + Controlling REACTIONS (kips): Moment kip-ft 121.7 121.7 Gravity Beam Design Floor Type: Roof Beam Number - 42 SPAN INFORMATION (ft): I -End (10.69,24.92) J -End (11836,24.92) Beam Size (User Selected) = W21X44 Fy = 50.0 ksi Total Beam Length (ft) = 47.68 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 42.676 0.00 0.00 0.0 2.21 0.00 0.0 0.00 0.0 36.676 0.50 30.676 0.50 LINE LOADS (k/ft): Load Dist DL IL Red% Type 1 0.000 0.188 0.151 - NonR 47.676 0.188 0.151 2 0.000 0.044 0.000 - NonR 47.676 0.044 0.000 SHEAR: Max V (DL +LL) -11.82 kips fv -1.71 ksi Fv -18.99 ksi MOMENTS: Span Cond ® Lb Cb Tension Flange Compr Flange ft ft fb Fb fb Fb 25.2 0.0 1.00 17.90 33.00 17.90 33.00 25.2 0.0 1.00 17.90 33.00 - - Left Right DL reaction 5.84 6.25 Max +LL reaction 3.82 5.57 Max +total reaction 9.66 11.82 DEFLECTIONS: (Camber - 3/4) Dead load (in) at 24.08 ft = Live load (in) at 24.08 ft = Net Total load (in) at 24.08 ft = -1.228 -0.826 -1.304 L/D = L/D = L/D = 02/26/07 11:32:51 Steel Code: ASD 9th Ed. 466 693 439 Page 48/78 Fil RAM POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 42.676 0.00 0.00 0.0 2.21 0.00 0.0 0.00 0.0 LINE LOADS (k/ft): RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Floor Type: Roof Beam Number =130 SPAN INFORMATION (ft): I -End (70.69,32.06) J -End (118.36,32.06) Beam Size (User Selected) = W21X44 Total Beam Length (ft) = 47.68 Load 1 2 Dist DL 0.000 0.179 47.676 0.179 0.000 0.044 47.676 0.044 Center Max + Controlling REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: (Camber = 3/4) Dead load (in) Live load (in) Net Total load (in) Gravity Beam Design LL Red% Type 0.143 - NonR 0.143 0.000 - NonR 0.000 SHEAR: Max V (DL +LL) =10.73 kips fv =155 ksi Fv =18.99 ksi MOMENTS: Span Cond Moment © Lb Cb Tension Flange kip-ft ft ft lb Fb 109.9 24.5 0.0 1.00 16.16 33.00 109.9 24.5 0.0 1.00 16.16 33.00 at at at Left 5.33 3.65 8.98 23.84 ft = 24.08 ft = 24.08 ft = Right 5.33 5.40 10.73 -1.063 -0.792 -1.104 L/D = L/D = I/D = 02/26/07 11:32:51 Steel Code: ASD 9th Ed. 538 723 518 Page 49/78 Compr Flange fb Fb 16.16 33.00 RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Floor Type: Roof Beam Number -129 SPAN INFORMATION (ft): I -End (70.69,39.26) J -End (11836,39.26) Fy = 50.0 ksi Beam Size (User Selected) = W21X44 Total Beam Length (ft) = 47.68 POINT LOADS (kips): Dist DL RedLL 42.676 0.00 0.00 1.000 0.80 9.000 0.80 16.000 0.80 24.000 0.80 LINE LOADS (k/ft): Load Dist DL 1 0.000 0.180 47.676 0.180 2 0.000 0.044 47.676 0.044 DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: (Camber =1) Dead load (in) Live load (in) Net Total load (in) Red% NonRLL StorLL Red% RoofLL Red% 0.0 2.21 0.00 0.0 0.00 0.0 LL 0.144 0.144 0.000 0.000 at at at Gravity Beam Design Red% Left 7.70 3.66 11.35 NonR SHEAR: Max V (DL +LL) =11.58 kips fv = 1.67 ksi Fv = 18.99 ksi MOMENTS: Span Cond Moment Q Lb kip-ft ft ft Center Max + 129.9 24.0 0.0 Controlling 129.9 24.0 0.0 REACTIONS (kips): 23.60 ft = 23.84 ft = 23.84 ft = Right 6.18 5.40 11.58 TYPe NonR Cb Tension Flange fb Fb 1.00 19.10 33.00 1.00 19.10 33.00 -1.379 -0.793 -1.171 Fy = 50.0 ksi L/D = L/D = UD= Page 50/78 02/26/07 11:32:51 Steel Code: ASD 9th Ed. 415 722 489 Compr Flange fb Fb 19.10 33.00 RAM RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Gravity Beam Design Floor Type: Roof Beam Number =128 SPAN INFORMATION (ft): I -End (70.69,46.43) J -End (118.36,46.43) Beam Size (User Selected) = W21X44 Fy = 50.0 ksi Total Beam Length (ft) = 47.68 Left Right DL reaction 7.69 6.17 Max +LL reaction 3.65 5.40 Max +total reaction 11.34 11.56 DEFLECTIONS: (Camber =1) Dead load (in) at 23.60 ft = -1.377 UD = 415 Live load (in) at 23.84 ft = -0.791 L/D = 723 Net Total load (in) at 23.84 ft = -1.168 LD = 490 Page 51/78 02/26/07 11:32:51 Steel Code: ASD 9th Ed. RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Gravity Beam Design Floor Type: Roof Beam Number -132 SPAN INFORMATION (ft): I -End (70.69,53.60) J -End (118.36,53.60) Beam Size (User Selected) - W21X44 Total Beam Length (ft) = 47.68 DEFLECTIONS: (Camber - 3/4) Dead load (in) at 23.84 ft = -1.063 Live load (in) at 24.08 ft = -0.792 Net Total load (in) at 24.08 ft = -1.104 Fy = 50.0 ksi L/D = 538 UD = 723 L/D = 518 Page 52/78 02/26/07 11:32:51 Steel Code: ASD 9th Ed. POINT LOADS (kips): POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 42.676 0.00 0.00 0.0 2.21 0.00 0.0 0.00 0.0 42.676 0.00 0.00 0.0 2.21 0.00 0.0 0.00 0.0 1.000 0.80 LINE LOADS (k/ft): 9.000 0.80 Load Dist DL LL Red% Type 16.000 0.80 1 0.000 0.179 0.143 - NonR 24.000 0.80 47.676 0.179 0.143 LINE LOADS (k/ft): 2 0.000 0.044 0.000 - NonR Load Dist DL LL Red% Type 47.676 0.044 0.000 1 0.000 0.179 0.143 - NonR SHEAR: Max V (DL +LL) =10.73 kips fv -155 ksi Fv -18.99 ksi 47.676 0.179 0.143 2 0.000 0.044 0.000 - NonR MOMENTS: 47.676 0.044 0.000 Span Cond Moment @ Lb Cb Tension Flange Compr Flange kip-ft ft ft fb Fb fb Fb SHEAR: Max V (DL +LL) =11.56 kips fv =1.67 ksi Fv =18.99 ksi Center Max + 109.9 24.5 0.0 1.00 16.16 33.00 16.16 33.00 MOMENTS: Controlling 109.9 24.5 0.0 1.00 16.16 33.00 - - Span Cond Moment @ Lb Cb Tension Flange Compr Flange REACTIONS (kips): kip-ft ft ft fb Fb fb Fb Left Right Center Max + 129.7 24.0 0.0 1.00 19.07 33.00 19.07 33.00 DL reaction 5.33 5.33 Controlling 129.7 24.0 0.0 1.00 19.07 33.00 - -- Max +LL reaction 3.65 5.40 REACTIONS (kips): Max +total reaction 8.98 10.73 RAM RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Floor Type: Roof SPAN INFORMATION (ft): Beam Size (User Selected) Total Beam Length (ft) POINT LOADS (kips): Dist DL RedLL 6.000 0.16 0.00 42.676 0.00 0.00 LINE LOADS (k/ft): Load Dist 1 0.000 6.000 2 6.000 47.676 3 0.000 47.676 4 0.000 47.676 DL 0.046 0.046 0.084 0.084 0.090 0.090 0.044 0.044 SHEAR: Max V (DL +LL) -10.48 kips MOMENTS: Span Cond Moment kip-ft Center Max + 107.0 Controlling 107.0 REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: (Camber - 3/4) Dead load (in) at Live load (in) at Net Total load (in) at Beam Number - 134 I -End (70.69,60.78) J -End (118.36,60.78) = W21X44 = 47.68 Red% NonRLL StorLL 0.0 0.09 0.00 0.0 2.21 0.00 LL Red% Type 0.037 - NonR 0.037 0.067 - NonR 0.067 0.072 - NonR 0.072 0.000 - NonR 0.000 Red% 0.0 0.0 fv -151 ksi Fv =18.99 ksi Lb ft ft 24.5 0.0 24.5 0.0 Left Right 5.12 5.19 3.45 5.29 8.57 10.48 23.84 ft = 24.08 ft = 24.08 ft = RootLL 0.00 0.00 Cb Tension Flange fb Fb 1.00 15.74 33.00 1.00 15.74 33.00 -1.038 -0.769 -1.057 Fy = 50.0 ksi 1/D = I'D = I/D = Red% 0.0 0.0 Page 53/78 02/26/07 11:32:51 Steel Code: ASD 9th Ed. Compr Flange fb Fb 15.74 33.00 RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Floor Type: Roof SPAN INFORMATION (ft): Beam Size (User Selected) Total Beam Length (ft) POINT LOADS (kips): Dist DL RedLL 3.010 5.36 0.00 3.010 3.42 0.00 9.677 5.45 0.00 9.677 4.32 0.00 16.343 4.35 0.00 16.343 3.80 0.00 20.723 3.82 0.00 20.723 2.63 0.00 LINE LOADS (k/ft): Load Dist DL 1 0.000 0.062 25.104 0.062 LL 0.000 0.000 SHEAR: Max V (DL +LL) - 34.91 kips MOMENTS: Span Cond Moment kip-ft Center Max + 208.4 Controlling 208.4 REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: 551 Dead load (in) 744 Live load (in) 541 Net Total load (in) Beam Number - 37 I -End (70.69,64.47) J End (70.69,89.57) = W24X62 = 25.10 Red% NonRLL StorLL Red% RoofLL Red% 0.0 3.31 0.00 0.0 0.00 0.0 0.0 2.42 0.00 0.0 0.00 0.0 0.0 3.41 0.00 0.0 0.00 0.0 0.0 2.41 0.00 0.0 0.00 0.0 0.0 2.86 0.00 0.0 0.00 0.0 0.0 2.00 0.00 0.0 0.00 0.0 0.0 8.67 0.00 0.0 0.00 0.0 0.0 6.58 0.00 0.0 0.00 0.0 at at at Gravity Beam Design ft 16.3 16.3 Red% Type NonR fv - 3.43 ksi Fv - 20.00 ksi Left 18.48 12.98 31.46 Lb Cb ft 6.7 1.01 6.7 1.01 Right 16.23 18.68 34.91 12.55 ft - 12.80 ft = 12.80 ft = -0.296 -0.244 -0.540 Tension Flange fb Fb 18.95 30.00 Fy = 50.0 ksi L/D = 1018 UD = 1236 L/D = 558 Page 54/78 02/26/07 11:32 :51 Steel Code: ASD 9th Ed. Compr Flange fb Fb 18.95 29.80 18.95 29.80 Fil RAM RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Floor Type: Roof Beam Number = 160 SPAN INFORMATION (ft): I -End (70.69,64.47) J End (76.69,64.47) Beam Size (Optimum) = W8X10 Total Beam Length (ft) = 6.00 LINE LOADS (k/ft): Load Dist 1 0.000 6.000 2 0.000 6.000 NonR SHEAR Max V (DL +LL) - 0.48 kips fv = 036 ksi Fv - 20.00 ksi MOMENTS: Span Cond Center Max + Controlling REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) DL 0.084 0.084 0.010 0.010 LL 0.067 0.067 0.000 0.000 Moment @ Lb Cb Tension Flange kip-ft ft ft fb Fb 0.7 3.0 0.0 1.00 1.11 32.70 0.7 3.0 0.0 1.00 1.11 32.70 at at at Gravity Beam Design Red% Type NonR Left Right 0.28 0.28 0.20 0.20 0.48 0.48 3.00 ft = 3.00 ft = 3.00 ft = -0.003 -0.002 -0.005 Fy = 50.0 ksi I/D = 23498 L/D = 32903 UD = 13708 Page 55/78 02/26/07 11:32:51 Steel Code: ASD 9th Ed. Compr Flange fb Fb 1.11 32.70 RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Center Controlling REACTIONS (kips): Gravity Beam Design Floor Type: Roof Beam Number - 41 SPAN INFORMATION (ft): I -End (70.69,67.48) J -End (11836,67.48) Beam Size (User Selected) = W21X44 Total Beam Length (ft) a 47.68 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% 6.000 0.19 0.00 0.0 0.11 0.00 0.0 42.676 0.00 0.00 0.0 2.21 0.00 0.0 37.676 0.80 32.676 0.80 LINE LOADS (k/ft): Load Dist DL LL 1 0.000 0.083 0.067 47.676 0.083 0.067 2 0.000 0.038 0.030 6.000 0.038 0.030 3 6.000 0.084 0.067 47.676 0.084 0.067 4 0.000 0.044 0.000 47.676 0.044 0.000 SHEAR: Max V (DL +LL) -1139 kips fv =1.64 ksi Fv -18.99 ksi MOMENTS: Span Cond Moment kip-ft ft Max + 114.3 25.7 114.3 25.7 Red% Type - NonR NonR NonR NonR Left Right DL reaction 5.36 6.23 Max +LL reaction 3.31 5.17 Max +total reaction 8.67 11.39 DEFLECTIONS: (Camber - 3/4) Dead load (in) at 24.31 ft = Live load (in) at 24.31 ft = Net Total load (in) at 24.31 ft = RoofLL 0.00 0.00 Red% 0.0 0.0 Lb Cb Tension Flange ft fb Fb 0.0 1.00 16.81 33.00 0.0 1.00 16.81 33.00 -1.188 -0.745 -1.184 Fy = 50.0 ksi L/D = LSD = L/D = 02/26/07 11:32:51 Steel Code: ASD 9th Ed. 481 768 483 Page 56/78 Compr Flange fb Fb 16.81 33.00 RAM RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Gravity Beam Design Floor Type: Roof Beam Number = 62 SPAN INFORMATION (ft): I -End (70.69,74.15) J -End (118.36,74.15) Beam Size (User Selected) = W21X44 Total Beam Length (ft) = 47.68 Page 57/78 02/26/07 11:32:51 Steel Code: ASD 9th Ed. Fy = 50.0 ksi RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Gravity Beam Design Floor Type: Roof Beam Number = 40 SPAN INFORMATION (ft): I -End (70.69,80.81) J -End (118.36,80.81) Beam Size (User Selected) = W21X44 Total Beam Length (ft) = 47.68 LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.138 0.110 - NonR 47.676 0.138 0.110 2 0.000 0.044 0.000 - NonR 47.676 0.044 0.000 Fy = 50.0 ksi POINT LOADS (kips): POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% Dist D RedLL Red% NonRLL StorLL Red% RoofLL Red% 42.676 0.00 0.00 0.0 2.21 0.00 0.0 0.00 0.0 42.676 0.00 0.00 0.0 2.21 0.00 0.0 0.00 0.0 37.676 0.80 32.676 0.80 LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.167 0.133 - NonR 47.676 0.167 0.133 2 0.000 0.044 0.000 - NonR SHEAR: Max V (DL +LL) = 8.96 kips fv = 1.29 ksi Fv =18.99 ksf 47.676 0.044 0.000 SHEAR: Max V (DL +LL) =11.36 kips fv 1.64 ksi Fv =18.99 ;cal MOMENTS: = Span Cond Moment @ Lb Cb Tension Flange Compr Flange MOMENTS: kip-ft ft ft fb Fb fb Fb Span Cond Moment @ Lb Cb Tension Flange Compr Flange Center Max + 88.8 24.6 0.0 1.00 13.06 33.00 13.06 33.00 kip-ft ft ft fb Fb fb Fb Controlling 88.8 24.6 0.0 1.00 13.06 33.00 -- - Center Max 4 113.9 25.7 0.0 1.00 16.76 33.00 16.76 33.00 REACTIONS (kips): Controlling 113.9 25.7 0.0 1.00 16.76 33.00 - - Left Right REACTIONS (kips): DL reaction 4.35 4.35 Left Right Max +LL reaction 2.86 4.61 DL reaction 5.45 6.21 Max +total reaction 7.21 8.96 Max +LL reaction 3.41 5.16 DEFLECTIONS: (Camber -1/2) Max +total reaction 8.86 11.36 Dead load (in) at 23.84 ft = -0.867 L/D = 660 DEFLECTIONS: (Camber = 3/4) Live load (in) at 24.08 ft = -0.635 UD = 901 Dead load (in) at 24.31 ft = -1.183 UD = 483 Net Total load (in) at 24.08 ft = -1.002 L/D = 571 Live load (in) at 24.31 ft - -0.744 UD = 769 Net Total load (in) at 24.31 ft = -1.177 UD = 486 Page 58/78 02/26/07 11:32:51 Steel Code: ASD 9th Ed. RAM RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Gravity Beam Design Floor Type: Roof Beam Number =111 SPAN INFORMATION (ft): I -End (70.69,85.19) J -End (118.36,85.19) Beam Size (User Selected) = W21X50 Fy = 50.0 ksi Total Beam Length (ft) = 47.68 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 15.614 0.02 Left Right DL reaction 3.82 3.81 Max +LL reaction 8.67 8.67 Max +total reaction 12.49 12.48 DEFLECTIONS: (Camber - 1/2) Dead load (in) at 23.84 ft = -0.652 L/D = 877 Live load (in) at 23.84 ft = -1.481 UD = 386 Net Total load (in) at 23.84 ft = -1.634 L/D = 350 Page 59/78 02/26/07 11:32:51 Steel Code: ASD 9th Ed. RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Gravity Beam Design Floor Type: Roof Beam Number -151 SPAN INFORMATION (ft): I -End (76.69,60.78) J -End (76.69,67.48) Beam Size (Optimum) = W8X10 Total Beam Length (ft) = 6.70 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 3.693 0.28 0.00 0.0 0.20 0.00 0.0 0.00 0.0 LINE LOADS (k/ft): LINE LOADS (Wft): Load Dist DL LL Red% Type Load Dist DL I.I. Red% Type 1 0.000 0.000 0.276 - NonR 1 0.000 0.010 0.000 - NonR 47.676 0.000 0.276 6.702 0.010 0.000 2 0.000 0.110 0.088 - NonR 47.676 0.110 0.088 3 0.000 0.050 0.000 - NonR 47.676 0.050 0.000 SHEAR: Max V (DL +LL) =12.49 kips fv -158 ksi Fv - 20.00 ksi MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Compr Flange kip-ft ft ft fb Fb fb Fb Center Max + 148.8 23.8 0.0 1.00 18.90 33.00 18.90 33.00 Controlling 148.8 23.8 0.0 1.00 18.90 33.00 - - REACTIONS (kips): 02/26/07 11:32:51 Steel Code: ASD 9th Ed. Fy = 50.0 ksi SHEAR: Max V (DL +LL) - 0.30 kips fv - 0.22 ksi Fv - 20.00 ksi MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Compr Flange kip-ft ft ft fb Fb fb Fb Center Max + 0.9 3.7 3.7 1.75 1.32 30.00 1.32 30.00 Controlling 0.9 3.7 3.7 1.75 1.32 30.00 - - REACTIONS (kips): Left Right DL reaction 0.16 0.19 Max +LL reaction 0.09 0.11 Max +total reaction 0.25 0.30 DEFLECTIONS: Dead load (in) at 3.45 ft = -0.004 LID = 20720 Live load (in) at 3.45 ft = -0.002 UD = 33417 Net Total load (in) at 3.45 ft = -0.006 UD = 12790 Page 60/78 RAM RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Floor Type: Roof SPAN INFORMATION (ft): Beam Size (Optimum) Total Beam Length (ft) LINE LOADS (k/ft): Load Dist DL 1 0.000 0.010 4.381 0.010 DL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) Gravity Beam Desigq Beam Number =114 I -End (86.30,85.19) J -End (86.30,89.57) = W8X10 = 4.38 LL 0.000 0.000 Red% Type NonR SHEAR: Max V (DL +LL) = 0.02 kips fv = 0.02 ksi MOMENTS: Span Cond Moment @ Lb kip-ft ft ft Controlling 0.0 2.3 4.4 REACTIONS (kips): at at at Left 0.02 0.02 2.19 ft = 2.19 ft = 2.19 ft = Fv = 20.00 ksi Cb 1.00 Right 0.02 0.02 -0.000 0.000 -0.000 Tension Flange fb Fb Fy = 50.0 ksi Page 61/78 02/26/07 11:32:51 Steel Code: ASD 9th Ed. Compr Flange fb Fb 0.04 28.74 RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Floor Type: Roof SPAN INFORMATION (ft): Beam Size (User Selected) Total Beam Length (ft) LINE LOADS (k/ft): Load Dist 1 0.000 32.062 2 0.000 32.062 3 0.000 32.062 4 0.000 32.062 DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) DL 0.280 0.280 0.008 0.008 0.055 0.055 0.035 0.035 Beam Number =12 I -End (8630,8957) = WI8X35 = 32.06 LL Red% Type 0.207 - NonR 0.207 0.007 - NonR 0.007 0.044 - NonR 0.044 0.000 - NonR 0.000 at at at Gravity Beam Desire Left 6.06 4.13 10.19 16.03 ft = 16.03 ft = 16.03 11 = J -End (11836,89.57) SHEAR: Max V (DL +LL) =10.19 kips fv = 2.02 ksl Fv =19.13 ksi MOMENTS: Span Cond Moment @ Lb kip-ft ft ft Center Max + 81.7 16.0 0.0 Controlling 81.7 16.0 0.0 REACTIONS (kips): Right 6.06 4.13 10.19 Cb Tension Flange fb Fb 1.00 17.02 33.00 1.00 17.02 33.00 -0.608 -0.414 -1.022 Fy = 50.0 ksi IJD = 633 L/D = 930 L/D = 377 Compr Flange fb Fb 17.02 33.00 Page 62/78 02/26/07 11:32:51 Steel Code: ASD 9th Ed. RAM RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Floor Type: Roof SPAN INFORMATION (ft): Beam Size (Optimum) Total Beam Length (ft) LINE LOADS (k/ft): Load Dist DL 1 0.000 0.010 5.364 0.010 DL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) Beam Number - 96 I -End (103.73,11.64) J -End (103.73,17.00) = W8X10 = 5.36 LL 0.000 0.000 at at at Red% Type NonR SHEAR: Max V (DL +LL) - 0.03 kips fv - 0.02 ksl Fv 20.00 101 MOMENTS: Span Cond Moment @ Lb Cb kip-ft ft ft Controlling 0.0 2.7 5.4 1.00 REACTIONS (kips): Left 0.03 0.03 2.68 ft = 2.68ft - 2.68 ft = Right 0.03 0.03 -0.000 0.000 -0.000 Tension Flange fb Fb Page 63/78 02/26/07 11:32:51 Steel Code: ASD 9th Ed. Floor Type: Roof Beam Number - 21 SPAN INFORMATION (ft): I -End (103.73,11.64) J -End (118.36,11.64) Fy = 50.0 ksi Beam Size (User Selected) = W 12X14 Total Beam Length (ft) = 14.64 POINT LOADS (kips): Dist DL Redid. Red% NonRLL StorLL Red% RoofLL 2.271 0.70 0.00 0.0 0.50 0.00 0.0 0.00 5.000 0.00 0.00 0.0 2.21 0.00 0.0 0.00 Compr Flange fb Fb 0.06 26.44 RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC LINE LOADS (k/ft): Load Dist 1 0.000 2.271 2 2.271 14.635 3 0.000 14.635 4 0.000 2.271 5 2.271 14.635 6 0.000 14.635 DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) DL 0.280 0.280 0.160 0.160 0.067 0.067 0.008 0.008 0.058 0.058 0.014 0.014 LL 0.207 0.207 0.000 0.000 0.054 0.054 0.007 0.007 0.046 0.046 0.000 0.000 at at at Gravity Beam Design Red% Left 2.93 2.96 5.88 Type NonR 0.0% Red NonR NonR NonR 7.17 ft = 7.02 ft = 7.02 ft = NonR SHEAR: Max V (DL +LL) - 5.88 kips fv - 2.57 ksi Fv -18.76 ksi MOMENTS: Span Cond Moment @ Lb Cb kip-ft ft ft Center Max + 19.1 5.0 0.0 Controlling 19.1 5.0 0.0 REACTIONS (kips): 1.00 1.00 Right 2.31 1.59 3.90 -0.136 -0.138 -0.274 Fy = 50.0 ksi Red% 0.0 0.0 Tension Flange fb Fb 15.37 33.00 15.37 33.00 UD = 1294 L/D = 1269 UD = 641 Compr Flange fb Fb 15.37 33.00 Page 64/78 02/26/07 11:32:51 Steel Code: ASD 9th Ed. RAM RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Floor Type: Roof Beam Number = 22 SPAN INFORMATION (ft): I -End (106.00,7.00) .1-End (106.00,11.64) Beam Size (User Selected) = W12X14 Total Beam Length (ft) = 4.64 LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.280 0.207 - NonR 4.636 0.280 0.207 2 0.000 0.008 0.007 - NonR 4.636 0.008 0.007 3 0.000 0.014 0.000 - NonR 4.636 0.014 0.000 SHEAR: Max V (DL +LL) =1.20 kips fv = 0.52 ksi Fv 18.76 ksi MOMENTS: Span Cond Moment Lb Cb kip-ft ft ft Center Max + 1.4 2.3 4.6 1.00 Controlling 1.4 2.3 4.6 1.00 REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) at at at Gravity Beam Design Left Right 0.70 0.70 0.50 0.50 1.20 1.20 2.32 ft = 2.32 ft = 2.32 ft = -0.001 -0.001 -0.002 Tension Flange fb Fb 1.12 30.00 L/D = 45466 L/D = 26645 Page 65/78 02/26/07 11:32:51 Steel Code: ASD 9th Ed. Compr Flange fb Fb 1.12 27.75 1.12 27.75 RGM RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC LINE LOADS (1c/ft): Load Dist 1 0.000 9.899 2 0.000 9.899 3 0.000 9.899 4 0.000 9.899 DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) DL 0.280 0.280 0.000 0.062 0.008 0.008 0.014 0.014 at at at Gravity Beam Design Floor Type: Roof Beam Number =18 SPAN INFORMATION (ft): I -End (106.00,7.00) J -End (113.00,0.00) Fy = 50.0 ksi Beam Size (User Selected) = W12X14 Total Beam Length (ft) = 9.90 LL Red% Type 0.207 - NonR 0.207 0.000 --- NonR 0.049 0.007 - NonR 0.007 0.000 - NonR 0.000 SHEAR: Max V (DL +LL) = 2.92 kips fv =1.28 ksl Fv -18.76 ksi MOMENTS: Span Cond Moment Q Lb Cb kip-ft ft ft Center Max + 7.0 5.0 0.0 1.00 Controlling 7.0 5.0 0.0 1.00 REACTIONS (kips): Left 1.60 1.14 2.74 4.95 ft = 4.95 11 = 4.95 ft = Right 1.70 1.22 2.92 -0.028 -0.020 -0.048 Tension Flange fb Fb 5.64 33.00 5.64 33.00 Page 56/78 02/26/07 11:32:51 Steel Code: ASD 9th Ed. Fy = 50.0 ksi L/D = 4236 L/D = 5925 I'D = 2470 Compr Flange fb Fb 5.64 33.00 Fil RAM RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Gravity Beam Design Floor Type: Roof Beam Number = 23 SPAN INFORMATION (ft): I -End (106.00,7.00) J -End (118.36,7.00) Beam Size (Optimum) = W8X10 Total Beam Length (ft) = 12.36 LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.058 0.046 - NonR 12.364 0.058 0.046 2 0.000 0.000 0.000 - NonR 7.000 0.088 0.070 3 7.000 0.088 0.070 - NonR 12.364 0.088 0.070 4 0.000 0.010 0.000 - NonR 12.364 0.010 0.000 02/26/07 11:32:51 Steel Code: ASD 9th Ed. Fy = 50.0 ksi Page 67/78 RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Gravity Beam Design Floor Type: Roof Beam Number =14 SPAN INFORMATION (ft): I -End (113.00,0.00) J -End (123.00,0.00) Beam Size (User Selected) = W21X44 Total Beam Length (ft) = 10.00 LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.280 0.207 - NonR 10.000 0.280 0207 2 0.000 0.088 0.070 - NonR 10.000 0.088 0.070 3 0.000 0.008 0.007 - NonR 10.000 0.008 0.007 4 0.000 0.044 0.000 - NonR 10.000 0.044 0.000 Fy = 50.0 ksi POINT LOADS (kips): POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 5.000 0.00 0.00 0.0 2.21 0.00 0.0 0.00 0.0 5.364 6.07 0.00 0.0 9.11 0.00 0.0 0.00 0.0 SHEAR: Max V (DL +LL) = 2.55 kips fv =1.90 ksi Fv = 20.00 ksi SHEAR: Max V (DL +LL) = 11.66 kips fv = 1.68 ksi Fv = 18.99 ksi MOMENTS: MOMENTS: Span Cond Moment © Lb Cb Tension Flange Compr Flange Span Cond Moment Q Lb Cb Tension Flange Compr Flange kip-ft ft ft fb Fb fb Fb kip-ft ft ft fb Fb fb Fb Center Max + 10.9 5.0 0.0 1.00 16.67 32.70 16.67 32.70 Center Max + 46.5 5.4 0.0 1.00 6.84 33.00 6.84 33.00 Controlling 10.9 5.0 0.0 1.00 16.67 32.70 - - Controlling 46.5 5.4 0.0 1.00 6.84 33.00 - - REACTIONS (kips): REACTIONS (kips): Left Right Left Right DL reaction 0.71 0.90 DL reaction 4.91 5.35 Max +LL reaction 1.84 1.57 Max +LL reaction 5.64 6.31 Max +total reaction 2.55 2.47 Max +total reaction 10.56 11.66 DEFLECTIONS: DEFLECTIONS: Dead load (in) at 624 ft = -0.080 L/D = 1853 Dead load (in) at 5.10 ft = -0.013 L/D = 9423 Live load (in) at 6.06 ft = -0.219 IJD = 677 Live load (in) at 5.10 ft = -0.016 L/D = 7530 Net Total load (in) at 6.06 ft = -0.299 UD = 496 Net Total load (in) at 5.10 ft = -0.029 L/D = 4185 Page ;8/78 02/26/07 11:32:51 Steel Code: ASD 9th Ed. RAM RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Floor Type: Roof SPAN INFORMATION (ft): Beam Size (User Selected) Total Beam Length (ft) POINT LOADS (kips): Dist DL RedLL 7.000 0.84 0.00 7.000 0.90 0.00 11.636 0.79 0.00 11.636 2.31 0.00 17.000 0.90 0.00 17.000 6.00 0.00 24.000 0.90 0.00 5.000 0.00 0.00 LINE LOADS (k/ft): Load Dist 1 24.000 24.448 2 11.636 24.000 3 24.000 24.448 4 0.000 24.448 Center Max + Controlling REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) DL 0.280 0.280 0.160 0.160 0.008 0.008 0.044 0.044 Gravity Beam Design Beam Number =19 I -End (118.36,0.00) J -End (118.36,24.45) = W21X44 = 24.45 Red% NonRLL StorLL 0.0 1.58 0.00 0.0 1.57 0.00 0.0 1.53 0.00 0.0 1.59 0.00 0.0 1.62 0.00 0.0 9.75 0.00 0.0 0.66 0.00 0.0 2.21 0.00 LL 0.207 0.207 0.000 0.0% 0.000 0.007 0.007 0.000 0.000 at at at ft 17.0 17.0 Red% Left 6.07 9.11 15.18 12.71 . ft = 12.59 ft = 12.59 ft = Right 9.77 11.48 21.25 Type NonR Red NonR NonR Lb Cb ft 5.4 1.01 5.4 1.01 Red% 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -0.258 -0.343 -0.602 RoofLL 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Red% 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 SHEAR: Max V (DL +LL) = 21.25 kips fv = 3.07 ksi Fv = 18.99 ksi MOMENTS: Span Cond Moment Tension Flange kip-ft fb Fb 140.6 20.67 30.00 140.6 - - UD = 1135 1/D = 855 L/D = 488 Page 69/78 02/26/07 11:32:51 Steel Code: ASD 9th Ed. Fy = 50.0 ksi Compr Flange fb Fb 20.67 26.71 20.67 26.71 RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Floor Type: Roof SPAN INFORMATION (ft): Beam Size (Optimum) Total Beam Length (ft) POINT LOADS (kips): Dist DL RedLL 6.636 0.00 0.00 LINE LOADS (k/ft): Load Dist DL 1 0.000 11.636 2 0.000 4.636 3 4.636 1 1.636 4 0.000 11.636 DL reaction Max +11.. reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) 0.058 0.058 0.088 0.088 0.088 0.000 0.010 0.010 Gravity Beam Design Beam Number - 24 I -End (11836,7.00) J -End (130.00,7.00) = W8X10 = 11.64 Red% NonRLL StorLL Red% RoofLL Red% 0.0 2.21 0.00 0.0 0.00 0.0 LL 0.046 0.046 0.070 0.070 0.070 0.000 0.000 0.000 at at at Red% Type NonR SHEAR: Max V (DL +LL) - 2.42 kips fv = 1.80 101 MOMENTS: Span Cond Moment @ Lb kip-ft ft ft Center Max + 10.1 6.6 0.0 Controlling 10.1 6.6 0.0 REACTIONS (kips): Left Right 0.84 0.66 1.58 1.74 2.42 2.40 5.76 ft = 5.93 ft = 5.93 ft = NonR NonR NonR Fv = 20.00 ksk Cb Tension Flange fb Fb 1.00 15.53 32.70 1.00 15.53 32.70 -0.062 -0.182 -0.244 Fy = 50.0 ksi L/D = 2259 L/D = 766 L/D = 572 Page 70/78 02/26/07 11:32:51 Steel Code: ASD 9th Ed. Compr Flange fb Fb 15.53 32.70 R Fil AM MF iWCTW RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Floor Type: Roof Beam Number - 20 SPAN INFORMATION (ft): I -End (118.36,11.64) J -End (130.00,11.64) Beam Size (Optimum) = W8X10 Total Beam Length (ft) = 11.64 POINT LOADS (kips): Dist DL RedLL 6.636 0.00 0.00 LINE LOADS (Wft): Load Dist DL 1 0.000 0.125 11.636 0.125 2 0.000 0.010 11.636 0.010 REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) Gravity Beam Design Red% NonRLL StorLL Red% RoofLL Red% 0.0 2.21 0.00 0.0 0.00 0.0 LL Red% Type 0.100 - NonR 0.100 0.000 - NonR 0.000 SHEAR: Max V (DL +LL) = 2.63 kips fv -1.96 ksi Fv - 20.00 ksi MOMENTS: Span Cond Moment ® Lb Cb Tension Flange kip-ft ft ft fb Fb Center Max + 10.2 6.6 0.0 1.00 15.67 32.70 Controlling 10.2 6.6 0.0 1.00 15.67 32.70 at at at Left Right 0.79 0.79 1.53 1.84 2.32 2.63 5.82 ft = 5.99 ft = 5.99 ft = -0.062 -0.183 -0.245 Page 71/78 02/26/07 11:32 :51 Steel Code: ASD 9th Ed. RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Gravity Beam Design Floor Type: Roof Beam Number - 25 SPAN INFORMATION (ft): I -End (11836,17.00) J -End (130.00,17.00) Fy = 50.0 ksi Beam Size (Optimum) = W8X10 Total Beam Length (ft) = 11.64 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 6.636 0.00 0.00 0.0 2.21 0.00 0.0 0.00 0.0 UD = 2239 UD = 764 UD = 570 Compr Flange fb Fb 15.67 32.70 LINE LOADS (k/ft): Load Dist 1 0.000 4.636 2 4.636 11.636 3 0.000 11.636 4 0.000 11.636 Center Max + Controlling REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) DL 0.088 0.088 0.088 0.000 0.067 0.067 0.010 0.010 LL Red% Type 0.070 - NonR 0.070 0.070 - NonR 0.000 0.054 - NonR 0.054 0.000 - NonR 0.000 SHEAR: Max V (DL +LL) - 2.52 kips fv - L88 ksi Fv ■ 20.00 ksi MOMENTS: Span Cond Moment ® Lb Co Tension Flange kip-ft ft ft lb Fb 10.4 6.6 0.0 1.00 15.95 32.70 10.4 6.6 0.0 1.00 15.95 32.70 at at at Left Right 0.90 0.71 1.62 1.78 2.52 2.50 5.76 ft = 5.93 ft = 5.93 ft = -0.066 -0.186 -0.252 Fy = 50.0 ksi L/D = 2115 L/D = 752 L/D = 555 Compr Flange lb Fb 15.95 32.70 Page '72/78 02/26/07 11:32:51 Steel Code: ASD 9th Ed. RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Floor Type: Roof Beam Number = 26 SPAN INFORMATION (ft): I -End (118.36,24.00) J -End (123.00,24.00) Beam Size (User Selected) = W12X14 Total Beam Length (ft) = 4.64 LINE LOADS (k/ft): Load Dist 1 0.000 4.636 2 0.000 4.636 3 0.000 4.636 4 0.000 4.636 DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) DL 0.280 0.280 0.008 0.008 0.088 0.088 0.014 0.014 LL 0.207 0.207 0.007 0.007 0.070 0.070 0.000 0.000 at at at Gravity Beam Design Red% Type NonR - NonR - NonR - NonR SHEAR: Max V (DL +LL) =1.56 kips fv = 0.68 ksi Fv 18.761[31 MOMENTS: Span Cond Moment (a3 Lb Cb kip-ft ft ft Center Max + 1.8 2.3 0.0 1.00 Controlling 1.8 2.3 0.0 1.00 REACTIONS (kips): Left Right 0.90 0.90 0.66 0.66 1.56 1.56 2.32 ft = 2.32 ft = 2.32 ft = -0.002 -0.001 -0.003 Tension Flange fb Fb 1.46 33.00 1.46 33.00 Fy = 50.0 ksi UD = 35265 LID = 48483 UD = 20416 Page 73/78 0226/7 11:32:51 Steel Code: ASD 9th Ed. Compr Flange fb Fb 1.46 33.00 Gravity Beam Design RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Floor Type: Roof SPAN INFORMATION (ft): Beam Size (Optimum) Total Beam Length (ft) POINT LOADS (kips): Dist DL RedLL 0.469 6.25 0.00 7.615 5.33 0.00 14.813 6.18 0.00 21.985 6.17 0.00 29.156 5.33 0.00 36.328 5.19 0.00 LINE LOADS (1c/ft): Load Dist DL 1 0.000 0.280 43.031 0.280 2 0.000 0.008 43.031 0.008 3 0.000 0.084 43.031 0.084 SHEAR: Max V (DL +LL) = 51.47 kips MOMENTS: Span Cond Moment kip-ft Center Max + 498.5 Controlling 498.5 REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: (Camber = 3/4) Dead load (in) Live load (in) Net Total load (in) Beam Number =13 I -End (11836,24.45) = W27X84 = 43.03 LL Red% Type 0.207 - NonR 0.207 0.007 - NonR 0.007 0.000 - NonR 0.000 at at at ft 22.0 22.0 fv =4.40 ksi Fv -19.44 ksi Left 28.18 23.29 51.47 21.52 ft = 21.52 ft - 21.52 ft = J -End (118.36,67.48) Lb Cb Tension Flange ft fb Fb 7.2 1.05 28.08 33.00 7.2 1.05 28.08 33.00 Right 22.30 18.35 40.65 -1.085 -0.890 -1.225 02/26/07 11:32:51 Steel Code: ASD 9th Ed. Fy = 50.0 ksi Red% NonRLL StorLL Red% RoofLL Red% 0.0 5.57 0.00 0.0 0.00 0.0 0.0 5.40 0.00 0.0 0.00 0.0 0.0 5.40 0.00 0.0 0.00 0.0 0.0 5.40 0.00 0.0 0.00 0.0 0.0 5.40 0.00 0.0 0.00 0.0 0.0 5.29 0.00 0.0 0.00 0.0 UD = L/D = UD = 476 580 421 Page 74/78 Compr Flange fb Fb 28.08 33.00 Fil RAM RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Floor Type: Roof Beam Number =15 SPAN INFORMATION (ft): I -End (123.00,0.00) .1-End (130.00,7.00) Beam Size (User Selected) = W12X14 Total Beam Length (ft) = 9.90 LINE LOADS (k/ft): Load Dist 1 0.000 9.899 2 0.000 9.899 3 0.000 9.899 4 0.000 9.899 Center Max + Controlling REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) DL 0.280 0.280 0.062 0.000 0.008 0.008 0.014 0.014 Gravity Beam Design LL Red% Type 0.207 - NonR 0.207 0.049 - NonR 0.000 0.007 - NonR 0.007 0.000 - NonR 0.000 SHEAR: Max V (DL +LL) - 2.92 kips fv = 1.28 ksi Fv =18.76 kit MOMENTS: Span Cond Moment Q, kip-ft ft 7.0 4.9 7.0 4.9 at at at Left 1.70 1.22 2.92 Lb Cb ft 0.0 1.00 0.0 1.00 4.95 ft = 4.95 ft = 4.95 ft = Right 1.60 1.14 2.74 -0.028 -0.020 -0.048 Tension Flange fb Fb 5.64 33.00 5.64 33.00 02/26/07 11:32:51 Steel Code: ASD 9th Ed. Fy = 50.0 ksi L/D = 4236 UD - 5925 LID = 2470 Page 75/78 Compr Flange fb Fb 5.64 33.00 YR RAM RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Floor Type: Roof SPAN INFORMATION (ft): Beam Size (User Selected) Total Beam Length (ft) LINE LOADS (k/ft): Load Dist 1 0.000 9.899 2 0.000 9.899 3 0.000 9.899 4 0.000 9.899 Center Max + Controlling REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) DL 0.280 0.280 0.008 0.008 0.062 0.000 0.014 0.014 Gravity Beam Design Beam Number =17 I -End (123.00,24.00) J -End (130.00,17.00) = W12X14 = 9.90 LL 0.207 0.207 0.007 0.007 0.049 0.000 0.000 0.000 at at at Red% SHEAR: Max V (DL +LL) = 2.92 kips fv = 1.28 ksi MOMENTS: Span Cond Moment ® Lb kip-ft ft ft 7.0 4.9 0.0 7.0 4.9 0.0 Left Right 1.70 1.60 1.22 1.14 2.92 2.74 4.95 ft = 4.95 ft = 4.95 ft = Type NonR NonR NonR NonR Fv -18.76 ksi Cb Tension Flange fb Fb 1.00 5.64 33.00 1.00 5.64 33.00 -0.028 -0.020 -0.048 02/26/07 11:32:51 Steel Code: ASD 9th Ed. Fy = 50.0 ksi L/D = 4236 L/D = 5925 L/D = 2470 Page 16/78 Compr Flange fb Fb 5.64 33.00 RAM RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Floor Type: Roof Beam Number - 64 DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) at at at Gravity Beam Design SPAN INFORMATION (ft): I -End (127.44,67.48) J -End (127.44,80.81) Beam Size (Optimum) = W8X10 Total Beam Length (ft) = 13.33 LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.164 0.131 - NonR 13.333 0.164 0.131 2 0.000 0.010 0.000 - NonR 13.333 0.010 0.000 SHEAR: Max V (DL +LL) = 2.03 kips fv =152 ksi Fv - 20.00 ksl MOMENTS: Span Cond Moment @ Lb kip-ft ft ft Center Max + 6.8 6.7 0.0 Controlling 6.8 6.7 0.0 REACTIONS (kips): Left 1.16 0.87 2.03 6.67 ft = 6.67 ft = 6.67 ft = Right 1.16 0.87 2.03 Cb Tension Flange fb Fb 1.00 10.41 32.70 1.00 10.41 32.70 -0.138 -0.104 -0.243 Fy = 50.0 ksi UD = 1156 UD = 1534 UD = 659 Page 77/78 02/26/07 11:32:51 Steel Code: ASD 9th Ed. Compr Flange fb Fb 10.41 32.70 RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Floor Type: Roof Beam Number =16 SPAN INFORMATION (ft): I -End (130.00,7.00) J -End (130.00,17.00) Beam Size (User Selected) = W12X14 Total Beam Length (ft) = 10.00 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 4.636 0.79 0.00 0.0 1.84 0.00 0.0 0.00 0.0 LINE LOADS (k/ft): Load Dist 1 0.000 10.000 2 0.000 10.000 3 0.000 10.000 DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) DL 0.280 0.280 0.008 0.008 0.014 0.014 MOMENTS: Span Cond Moment kip-ft Center Max + 13.0 Controlling 13.0 REACTIONS (kips): LL 0.207 0.207 0.007 0.007 0.000 0.000 at at at Gravity Beam Desigq Red% Type NonR Left Right 1.93 1.88 2.06 1.92 3.99 3.80 4.95 ft = 4.95 ft = 4.95 ft = NonR NonR SHEAR: Max V (DL +LL) = 3.99 kips fv =1.74 ksi Fv =18.76 ksi @ Lb Cb Tension Flange ft ft fb Fb 4.6 4.6 1.75 10.43 30.00 4.6 4.6 1.75 - - -0.037 -0.044 -0.082 Fy = 50.0 ksi L/D = 3207 L/D = 2707 L/D = 1468 Page 78/78 02/26/07 11:32:51 Steel Code: ASD 9th Ed. Compr Flange fb Fb 10.43 28.33 10.43 28.33 RGM Column Line 4 - J Level Roof Column Line 4 - F Level Roof Gravity Column Desism Summary RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Column Line 4.1- A Level Roof Column Line 43 - L Level Roof Column Line 4.6 - A Level Roof Column Line 4.9 - L Level Roof Column Line 5 - H Level Roof Column Line 5 - D Level Roof Column Line 5.4 - A Level Roof Column Line 5.9 - L Level Roof P Mx My LC Interaction Eq. Angle Fy Size 38.1 11.1 0.3 8 0.74 Eq H1 -1 90.0 46 HSS6X6X3 /8 02/26/07 10:56 :24 Steel Code: ASD 9th Ed. Mx My LC Interaction Eq. Angle Fy Size 13.3 0.3 8 0.52 Eq H1-1 90.0 46 HSS8X8X3 /8 P Mx My LC Interaction Eq. Angle Fy Size 44.6 16.8 0.0 1 0.78 Eq H1-1 0.0 46 HSS6X6X1/2 P Mx My LC Interaction Eq. Angle Fy Size 15.8 0.1 0.0 1 0.29 Eq H1 -1 0.0 46 HSS5X5X3 /8 P Mx My LC Interaction Eq. Angle Fy Size 32.5 11.3 0.0 1 0.65 Eq H1 -1 0.0 46 HSS6X6X3 /8 P Mx My LC Interaction Eq. Angle Fy Size 35.3 8.8 0.0 1 0.62 Eq H1 -1 0.0 46 HSS6X6X3 /8 P Mx My LC Interaction Eq. Angle Fy Size 57.7 3.1 19.1 17 0.57 Eq H1 -1 0.0 46 HSS8X8X3 /8 P Mx My LC Interaction Eq. Angle Fy Size 65.4 0.3 14.8 6 0.53 Eq HI -1 0.0 46 HSS8X8X3 /8 P Mx My LC Interaction Eq. Angle Fy Size 32.5 9.1 0.0 12 0.59 Eq H1 -1 0.0 46 HSS6X6X3 /8 P Mx My LC Interaction Eq. Angle Fy Size 18.0 2.4 0.0 1 0.43 Eq H1 -1 0.0 46 HSS5X5X3 /8 Gravity Column Design Summary RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Column Line 6 - M Level P Mx My LC Interaction Eq. Angle Fy Size Roof 6.5 1.8 Column Line 7 - N Level P Mx My LC Interaction Eq. Angle Fy Size Roof 13.4 4.4 Column Line 8 - 11.1 Level P Mx Roof 62.0 0.0 Column Line 9 - N Level P Mx My LC Interaction Eq. Angle Fy Size Roof 14.5 5.0 Column Line 9 - 11.2 Level P Mx My LC Interaction Eq. Angle Fy Size Roof 4.4 0.3 Column Line 10 - M Level P Mx My LC Interaction Eq. Angle Fy Size Roof 9.1 1.7 Column Line 10 - K Level P Mx My LC Interaction Eq. Angle Fy Size Roof 9.0 1.8 0.3 6 0.13 Eq H1 -3 0.0 46 HSS6X6X3 /8 0.7 8 0.30 Eq H1 -3 0.0 46 HSS6X6X3 /8 My LC Interaction Eq. Angle Fy Size 22.6 10 0.61 Eq Hl -1 0.0 46 HSS8X8X3 /8 0.7 12 0.33 Eq 111 -3 0.0 46 HSS6X6X3 /8 0.7 12 0.08 Eq Hl -3 0.0 46 HSS6X6X3 /8 1.5 10 0.20 Eq H1 -3 0.0 46 HSS6X6X3 /8 1.4 6 0.19 Eq H1 -3 0.0 46 HSS6X6X3 /8 Page 2/2 02/26/07 10:56:24 Steel Code: ASD 9th Ed. Fil RAM RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Column Load Summary 0323/07 07:11:09 Steel Code: ASD 9th Ed. Units: kips Column Line 1 - L Level 4■ Col# Height Dead Self +Live -Live MinTot MaxTot Roof 22 20.00 9.2 2.6 11.9 0.0 11.8 23.7 Column Line 1- G.5 Level I 1 Col# Height Dead Self +Live -Live MinTot MaxTot Roof 34 20.00 23.9 2.6 19.9 0.0 26.6 46.5 Column Line 1- E.5 Level n ! � p Col# Height Dead Self +Live -Live MinTot MaxTot Roof 33 20.00 26.5 2.6 24.2 0.0 29.2 53.4 Column Line 1- A Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof ;1 20 20.00 10.5 2.6 17.8 0.0 13.2 31.0 Column Line 2 - A Level 2 Col# Height Dead Self +Live -Live MinTot MaxTot Roof 21 20.00 4.8 2.6 5.6 0.0 7.4 13.0 Column Line 3.1- L Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof ; 32 20.00 3.6 2.6 7.9 0.0 6.2 14.2 Column Line 4 - J Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof 30 20.00 26.6 0.5 21.6 0.0 27.1 48.7 Column Line 4 - F Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof 31 20.00 49.9 0.7 27.7 0.0 50.6 78.2 RAM Column Line 4.1- A Level Roof RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Column Line 43 - L Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof 10 20.00 7.0 0.4 8.4 0.0 7.4 15.8 Column Line 4.6 - A Column Line 4.9 - L Column Line 5 - H Column Line 5 - D Column Load Summary Page 2/4 0323/07 07:11:09 Steel Code: ASD 9th Ed. Col# Height Dead Self +Live -Live MinTot MaxTot 15 20.00 21.6 0.7 22.4 0.0 22.2 44.6 Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof 14 20.00 15.5 0.5 16.4 0.0 16.1 32.5 Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof 9 20.00 17.1 0.5 17.7 0.0 17.6 35.3 Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof 11 20.00 38.9 0.7 27.7 0.0 39.6 67.3 Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof 12 20.00 47.8 0.7 29.9 0.0 48.5 78.4 Column Line 5.4 - A Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof 13 20.00 19.5 0.5 16.6 0.0 20.0 36.6 Column Line 5.9 - L Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof 8 20.00 9.9 0.4 7.7 0.0 10.3 18.0 Column Line 6 - M Fil RAM Level Roof Column Line 7 - N Level Roof Column Line 8 - H.1 Level Roof Column Line 8 - C Level 2� Roof Column Line 8 - A Level Roof Column Line 8.1- C Level HighRoof Column Line 8.1- B Level HighRoof Column Line 9 - N Level Roof RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Col# Height Dead Self +Live -Live MinTot MaxTot 26 20.00 21.4 2.6 20.3 0.0 24.1 44.4 Column Line 9 - H.2 Level Roof Col# Height Dead 3 20.00 3.0 Col# Height 1 20.00 Col# Height 7 20.00 Column Load Summary Dead Self 6.6 0.5 Dead Self 37.9 0.7 Page 3/4 03/23/07 07:11:09 Steel Code: ASD 9th Ed. Self +Live -Live MinTot MaxTot 0.5 3.5 0.0 3.5 7.0 +Live -Live MinTot MaxTot 6.9 0.0 7.1 14.0 +Live -Live MinTot MaxTot 34.8 0.0 38.7 73.4 Col# Height Dead Self +Live -Live MinTot MaxTot 27 20.00 48.4 2.6 38.9 0.0 51.0 90.0 Col# Height Dead Self +Live -Live MinTot MaxTot 4 10.00 5.2 0.4 3.5 0.0 0.4 3.5 0.0 5.5 9.0 Col# Height Dead Self +Live -Live MinTot MaxTot 3 10.00 5.2 5.5 9.0 Col# Height Dead Self +Live -Live MinTot MaxTot 2 20.00 7.1 0.5 7.5 0.0 0.5 1.9 0.0 7.6 15.1 Col# Height Dead Self +Live -Live MinTot MaxTot 6 20.00 2.6 3.1 5.0 RAM Column Line 10 - M Level Roof RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Column Line 10 - K Level Roof Column Line 11- C Level HighRoof Roof Column Line 11- B Level HighRoof Roof Col# Height Dead 4 20.00 4.2 Col# Height Dead 5 20.00 4.2 Col# Height 1 10.00 18 20.00 Col# Height 2 10.00 19 20.00 Column Load Summary Dead 5.1 12.2 Dead 5.1 12.2 Self +Live -Live MinTot MaxTot 0.5 4.9 0.0 4.7 9.6 Self +Live -Live MinTot MaxTot 0.5 4.8 0.0 4.7 9.5 Self 0.4 1.3 Self 0.4 1.3 +Live 3.5 8.2 +Live 3.5 8.2 -Live 0.0 0.0 -Live 0.0 0.0 Page 4/4 03/23/07 07:11 :09 Steel Code: ASD 9th Ed. MinTot MaxTot 5.6 9.1 13.6 21.8 • MinTot MaxTot 5.6 9.1 13.6 21.8 JOB ENGINEER DESIGN OF rt[t. Lo 14ADTift *-9 SHIMAJI & LASCOLA structural engineers ewiti 1 11 SHEET NO. DATE • JOB ENGINEER DESIGN OF SHIMAJI & LASCOLA structural engineers 5'At- : w T ij 0 +kV Spi(: 3 g eui0R- = W = IClnt I«>> fi 2C9 = Wt l f:?c0Fa'' U- 7- 1619 t la AvY19)). 1 1a9 SHEET NO. DATE Shimaji & Lascola, Inc. 23682 Birtcher Drive Lake Forest, CA 92630 (949) 770 -9967 l_k Rev: 560100 User. KW-0602701. Ver 5.6.1. 25-Oct-2002 (c) 1983 -2002 ENERCALC Engineering Software Multi -Span Concrete Beam Page 1 Description General Information Calculations are designed to ACI 318 -95 and 1997 UBC Requirements Fy Pc Description Span Beam Width Beam Depth End Fixity Reinforcing Loads Center Area Bar Depth Left Area Bar Depth Right Area Bar Depth Using Live Load This Span ?? Dead Load k/ft Live Load k/ft Mmax @ Cntr k -ft @X= ft Mn • Phi k -ft Max @ Left End k -ft Mn • Phi k -ft Max © Right End k -ft Mn • Phi k -ft Shear © Left Shear @ Right Reactions & Deflections DL @ Left k LL @ Left k Total @ Left k DL © Right k LL @ Right k Total © Right k Max. Deflection in @X= ft Inertia : Effective in4 Shear Stirrups The Cheesecake Factory, Tukwila, WA (Concrete Slab On Grade) 60,000.0 psi 3,000.0 psi Concrete Member Information ft in in k k Title : Dsgnr: Description : Scope : Spans Considered Continuous Over Supports ACI Dead Load Factor 1.40 Stirrup Fy 40,000.0 psi ACI Live Load Factor 1.70 End Center Centert Center2 Center3 18.00 18.00 18.00 18.00 18.00 12.00 12.00 12.00 12.00 12.00 9.00 9.00 9.00 9.00 9.00 Pin -Pin Pin -Pin Pin -Pin Pin -Pin Pin -Pin 0.31in2 0.311n2 0.31in2 0.31in2 0.31in2 7.00in 7.00in 7.00in 7.00in 7.00in 0.44in2 0.441n2 0.44in2 0.44in2 0.44in2 2.00in 2.00in 2.00in 2.00in 2.00in 0.441n2 0.4411 0.441n2 0.441n2 0.44in2 2.00in 2.00in 2.00in 2.00in 2.00in Yes Yes Yes Yes Yes 0.115 0.115 0.115 0.115 0.115 0.100 0.100 0.100 0.100 0.100 Results Beam OK Beam OK Beam OK Beam OK Beam OK 8.36 3.56 4.94 3.56 8.36 7.08 9.48 9.00 8.52 10.92 9.34 9.34 9.34 9.34 9.34 0.00 -11.29 -8.47 -8.47 -11.29 12.97 12.97 12.97 12.97 12.97 -11.29 -8.47 4.47 -11.29 0.00 12.97 12.97 12.97 12.97 12.97 Bending OK Bending OK Bending OK Bending OK Bending OK 2.35 3.14 2.98 2.82 3.61 3.61 2.82 2.98 3.14 2.35 0.82 2.34 2.02 2.02 2.34 0.71 2.04 1.75 1.75 2.04 1.53 4.38 3.77 3.77 4.38 2.34 2.02 2.02 2.34 0.82 2.04 1.75 1.75 2.04 0.71 4.38 3.77 3.77 4.38 1.53 -0.220 -0.051 -0.054 -0.051 -0.220 7.92 9.60 9.00 8.40 10.08 372.30 372.30 729.00 372.30 372.30 Stirrup Rebar Area in2 0.400 0.400 0.400 0.400 0.400 Spacing @ Left in Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Spacing © .21. in Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Spacing © Al_ in Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Spacing © .6'L in Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Spacing © .81L in Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Spacing © Right in Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Job# Date: 8:00AM, 23 MAR 07 4.20 Shimaji & Lascola, Inc. 23682 Birtcher Drive Lake Forest, CA 92630 (949) 770 -9967 R. 560100 KW-0602701, Ver 5.6.1, 25-Oct -2002 983 -2002 ENERCALC Engineering Software Multi -Span Concrete Beam Page 2 Description Q uery Values Title : Dsgnr: Description : Scope : The Cheesecake Factory, Tukwila, WA (Concrete Slab On Grade) Location ft 0.00 0.00 0.00 0.00 0.00 Moment k -ft 0.0 -11.3 -8.5 -8.5 -11.3 Shear k 2.4 3.1 3.0 2.8 3.6 Deflection in 0.0000 0.0000 0.0000 0.0000 0.0000 Job # Date: 8:00AM, 23 MAR 07 I Description End Center Centerl Centex Center3 Span ft 18.00 18.00 18.00 18.00 18.00 Beam Width in 12.00 12.00 12.00 12.00 12.00 Beam Depth in 9.00 9.00 9.00 9.00 9.00 End Fixity Pin -Pin Pin-Pin Pin -Pin Pin -Pin Pin -Pin Reinforcing Center Area Bar Depth 0.311n2 7.00in 0.311n2 7.00in 0.31in2 7.00in 0.311n2 7.00in 0.31in2 7.00in Left Area 0.44in2 0.44in2 0.44in2 0.441n2 0.44in2 Bar Depth 2.00in 2.00in 2.00in 2.00in 2.00in Right Area Bar Depth 0.441n2 2.00in 0.441n2 2.00in 0.441n2 2.00in 0.44in2 2.00in 0.44in2 2.00in Loads Using Uve Load This Span ?? Yes Yes Yes Yes Yes Dead Load k/ft 0.115 0.115 0.115 0.115 0.115 Uve Load k/ft 0.100 0.100 0.100 0.100 Results Beam OK Beam OK Beam OK Beam OK Beam OK Mmax @ Cntr k -ft 8.07 4.81 0.95 4.81 8.07 @ X = ft 6.96 10.08 9.00 7.92 11.04 Mn' Phi k -ft 9.34 9.34 9.34 9.34 9.34 Max @ Left End k -ft 0.00 -12.01 -5.57 -5.57 -12.01 Mn * Phi k -ft 12.97 12.97 12.97 12.97 12.97 Max @ Right End k -ft -12.01 -5.57 -5.57 -12.01 0.00 Mn • Phi k -ft 12.97 12.97 12.97 12.97 12.97 Bending OK Bending OK Bending OK Bending OK Bending OK Shear © Left k 2.31 3.34 1.45 2.62 3.65 Shear @ Right k 3.65 2.62 1.45 3.34 2.31 Reactions & Deflections DL @ Left k 0.82 2.34 2.02 2.02 2.34 LL @ Left k 0.69 2.18 0.73 0.73 2.18 Total @ Left k 1.50 4.52 2.75 2.75 4.52 DL © Right k 2.34 2.02 2.02 2.34 0.82 LL @ Right k 2.18 0.73 0.73 2.18 0.69 Total @ Right k 4.52 2.75 2.75 4.52 1.50 Max. Deflection in -0.235 -0.103 0.005 -0.103 -0.235 @ X = ft 7.80 9.96 15.72 8.04 10.20 Inertia : Effective 1n4 329.90 329.90 729.00 329.90 329.90 Shear Stirrups Job # Date: 8:02AM, 23 MAR 07 Shimaji & Lascola, Inc. 23682 Birtcher Drive Lake Forest, CA 92630 (949) 770 -9967 Liy 560100 r KW-0602701. Ver 5.6.1, 25-Oct -2002 983 -2002 ENERCALC Engineering Software Multi -Span Concrete Beam Page 1 Description General Information Fy Pc Concrete Member Information Stirrup Rebar Area Spacing @ Left Spacing © .2'L Spacing @ .4'L Spacing @ .6'L Spacing @ .8'L Spacing @ Right The Cheesecake Factory, Tukwila, WA (Concrete Slab On Grade - Skipped LL) 60,000.0 psi 3,000.0 psi in2 in in in in in in 0.400 Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Calculations are designed to ACI 318-95 and 1997 UBC Requirements Spans Considered Continuous Over Supports ACI Dead Load Factor 1.40 1.70 Stirrup Fy 40,000.0 psi ACI Uve Load Factor 0.400 Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd 0.400 Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Title : Dsgnr: Description : Scope : 0.400 Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd 0.400 Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Sh)maji & Lascola, Inc. 23682 Birtcher Drive Lake Forest, CA 92630 (949) 770 -9967 Rev: 560100 User. KW-0602701, Ver 5.6.1, 25-Oct -2002 c) 1983 -2002 ENERCALC Engineering Software Multi -Span Concrete Beam Page 2 Description [Query Values Title : Dsgnr: Description : Scope : The Cheesecake Factory, Tukwila, WA (Concrete Slab On Grade - Skipped LL) Location ft 0.00 0.00 0.00 0.00 0.00 Moment k -ft 0.0 -12.0 -5.6 -5.6 -12.0 Shear k 2.3 3.3 1.4 2.6 3.6 Deflection in 0.0000 0.0000 0.0000 0.0000 0.0000 Job # Date: 8:02AM, 23 MAR 07 Rev: 560100 User KW-0602701. Ver 5.6.1.25-Oct -2002 (e)1983 -20 rin 02 ENERCALC Engineering Software Multi -Span Concrete Beam Page 1 Shimaji & Lascola, Inc. 23682 Blrtcher Drive Lake Forest, CA 92630 (949) 770 -9967 Description General Information Fy f'c Concrete Member Information Loads Using Uve Load This Span ?? Dead Load k/ft Uve Load k/ft Mmax @ Cntr k -ft @X= ft Mn • Phi k -ft Max @ Left End k -ft Mn • Phi k -ft Max @ Right End k -ft Mn • Phi k -ft Shear @ Left Shear @ Right Reactions & Deflections DL Left k LL @ Left k Total @ Left k DL @ Right k LL @ Right k Total © Right k Max. Deflection in @X= ft Inertia : Effective in4 Shear Stirrups Stirrup Rebar Area in2 Spacing @ Left in Spacing © .2•L in Spacing @ .41L in Spacing @ .6•L in Spacing © .8•L in Spacing © Right in Title : Dsgnr: Description : Scope : The Cheesecake Factory, Tukwila, WA (Concrete Slab On Grade - Skipped LL) 60,000.0 psi 3,000.0 psi Spans Considered Continuous Over Supports ACI Dead Load Factor 1.40 Stirrup Fy 40,000.0 psi ACI Uve Load Factor 1.70 Description End Center Centerl center2 Ce `er3 Span ft 18.00 18.00 18.00 18.00 18.00 Beam Width in 12.00 12.00 12.00 12.00 12.00 Beam Depth in 9.00 9.00 9.00 9.00 9.00 End Fixity Pin - Pin Pin - Pin Pin - Pin Pin - Pin Pin - Pin Reinforcing Center Area 0.31in2 0.311n2 0.311n2 0.31in2 0.31in2 Bar Depth 7.00in 7.00in 7.00in 7.00in 7.00in Left Area 0.44in2 0.441n2 0.441n2 0.44in2 0.441n2 Bar Depth 2.00in 2.00in 2.00in 2.00in 2.00in Right Area 0.44in2 0.441n2 0.44in2 0.44in2 0.44in2 Bar Depth 2.00in 2.00in 2.00in 2.00in 2.00in Yes Yes Yes Yes Yes 0.115 0.115 0.115 0.115 0.115 0.100 0.100 0.100 0.100 Results Beam OK Beam OK Beam OK Beam OK Beam OK k k 3.27 4.89 4.58 3.67 8.33 6.36 8.64 9.24 8.52 10.92 9.34 9.34 9.34 9.34 9.34 0.00 -7.60 -9.45 -8.20 -11.35 12.97 12.97 12.97 12.97 12.97 -7.60 -9.45 -8.20 -11.35 0.00 12.97 12.97 12.97 12.97 12.97 Bending OK Bending OK Bending OK Bending OK Bending OK 1.03 2.88 3.05 2.80 3.61 1.87 3.08 2.91 3.15 2.35 0.82 2.34 2.02 2.02 2.34 -0.07 0.86 1.95 1.70 2.05 0.75 3.21 3.96 3.72 4.39 2.34 2.02 2.02 2.34 0.82 0.86 1.95 1.70 2.05 0.71 3.21 3.96 3.72 4.39 1.53 -0.043 -0.064 -0.060 -0.055 -0.222 7.32 8.76 9.24 8.40 10.08 729.00 577.21 577.21 368.04 368.04 0.400 0.400 0.400 0.400 0.400 Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Job # Date: 8:03AM, 23 MAR 07 rQ 6 Calculations are designed to ACI 318 -95 and 1997 UBC Requirements Shimaji & Lascola, Inc. 23682 Birtcher Drive Lake Forest, CA 92630 (949) 770 -9967 Rev: 560100 User. KW-0602701, Ver 5.6.1. 25-0et-2002 (c)1983 -2002 ENERCALC Engineering Software Multi -Span Concrete Beam Page 2 Description Query Values Title : Dsgnr: Description : Scope : The Cheesecake Factory, Tukwila, WA (Concrete Slab On Grade - Skipped LL) Location ft 0.00 0.00 0.00 0.00 0.00 Moment k -ft 0.0 -7.6 -9.5 -8.2 -11.4 Shear k 1.0 2.9 3.0 2.8 3.6 Deflection in 0.0000 0.0000 0.0000 0.0000 0.0000 Job # Date: 8:03AM, 23 MAR 07 Description center Center Centert Center2 Center3 Span ft 20.00 20.00 20.00 20.00 20.00 Beam Width in 24.00 24.00 24.00 24.00 24.00 Beam Depth in 36.00 36.00 36.00 36.00 36.00 End Fixity Pin - Pin Pin - Pin Pin - Pin Pin - Pin Pin - Pin Reinforcing Center Area 1.20in2 0.88in2 0.88in2 0.88in2 1.20in2 Bar Depth 32.00in 32.00in 32.00in 32.00in 32.00in Left Area 1.58in2 1.58in2 1.58in2 1.58in2 1.58in2 Bar Depth 4.00in 4.00in 4.00in 4.00in 4.00in Right Area Bar Depth 1.58in2 4.00in 1.58in2 4.00in 1.581n2 4.00in 1.58in2 4.00in 1.58in2 4.00in _Loads Using Uve Load This Span ?? Yes Yes Yes Yes Yes Dead Load k/ft 1.935 1.935 1.935 1.935 1.935 Uve Load k/ft 0.900 0.900 0.900 0.900 0.900 [Results Beam OK Beam OK Beam OK Beam OK Beam OK Mmax @ Cntr k -ft 132.10 56.36 78.09 56.36 132.10 @ X = ft 7.87 10.53 10.00 9.47 12.13 Mn • Phi k -ft 169.36 124.68 124.68 124.68 169.36 Max @ Left End k -ft 0.00 - 178.48 - 133.86 - 133.86 - 178.48 Mn' Phi k -ft 221.86 221.86 221.86 221.86 221.86 Max @ Right End k -ft - 178.48 - 133.86 - 133.86 - 178.48 0.00 Mn' Phi k -ft 221.86 221.86 221.86 221.86 221.86 Bending OK Bending OK Bending OK Bending OK Bending OK Shear @ Left k 33.47 44.62 42.39 40.16 51.31 Shear @ Right k 51.31 40.16 42.39 44.62 33.47 Reactions & Deflections DL @ Left k 15.28 43.79 37.68 37.68 43.79 LL @ Left k 7.11 20.37 17.53 17.53 20.37 Total @ Left k 22.38 64.16 55.21 55.21 64.16 DL @ Right k 43.79 37.68 37.68 43.79 15.28 LL @ Right k 20.37 17.53 17.53 20.37 7.11 Total @ Right k 64.16 55.21 55.21 64.16 22.38 Max. Deflection in -0.018 -0.004 -0.008 -0.004 -0.018 @ X = ft 8.80 10.67 10.00 9.33 11.20 Inertia : Effective in4 93,312.00 93,312.00 93,312.00 93,312.00 93,312.00 Shear Stirrups ,Dig Job# Date: 8:42AM, 23 MAR 07 Shfmaji & Lascola, Inc. 23682 Birtcher Drive Lake Forest, CA 92630 (949) 770 -9967 Rev: 560100 User: KW- 0602701, Ver 5.6.1, 25-Oct-2002 _ (c)1983 -2002 ENERCALC Engineering Software Multi -Span Concrete Beam Page 1 Description General Information Fy fc Stirrup Rebar Area Spacing @ Left Spacing @ .2'L Spacing @ .4`L Spacing @ .6'L Spacing @ .8'L Spacing @ Right The Cheesecake Factory, Tukwila, WA (Exterior Grade Beam) 60,000.0 psi 3,000.0 psi Concrete Member Information in2 in in in in in in 0.400 Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd 16.00 0.400 Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd 0.400 Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Title : Dsgnr: Description : Scope : Calculations are designed to ACI 318-95 and 1997 UBC Requirements Spans Considered Continuous Over Supports ACI Dead Load Factor Stirrup Fy 60,000.0 psi ACI Uve Load Factor 0.400 Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd 0.400 16.00 Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd 1.40 1.70 Shimaji & Lascola, Inc. 23682 Birtcher Drive Lake Forest, CA 92630 (949) 770 -9967 Title : Dsgnr: Description : Scope : Rev. 560100 User. KW-0602701, Ver 5.6.1, 25-Oct -2002 (c) 1983 -2002 ENERCALC Engineering Software Multi -Span Concrete Beam Page 2 Description The Cheesecake Factory, Tukwila, WA (Exterior Grade Beam) Query Values Location ft 0.00 0.00 0.00 0.00 0.00 Moment k -ft -0.0 -178.5 -133.9 -133.9 -178.5 Shear k 33.5 44.6 42.4 40.2 51.3 Deflection in 0.0000 0.0000 0.0000 0.0000 0.0000 Job# Z Date: 8:42AM, 23 MAR 07 Description center center center+ Center2 Center3 Span ft 20.00 20.00 20.00 20.00 20.00 Beam Width in 24.00 24.00 24.00 24.00 24.00 Beam Depth in 36.00 36.00 36.00 36.00 36.00 End Fixity Pin - Pin Pin - Pin Pin - Pin Pin - Pin Pin - Pin Reinforcing Center Area 1.20in2 0.88in2 0.88in2 0.88in2 1.201112 Bar Depth 32.00in 32.00in 32.00in 32.00in 32.00in Left Area 1.58in2 1.58in2 1.58in2 1.581n2 1.58in2 Bar Depth 4.00in 4.00in 4.00in 4.00in 4.00in Right Ar 1.58in2 1.58in2 1.58in2 1.58in2 1.58in2 Bar Depth 4.00in 4.00in 4.00in 4.00in 4.00in Loads Using Live Load This Span ?? Yes Yes Yes Yes Yes Dead Load k/ft 1.935 1.935 1.935 1.935 1.935 Uve Load k/ft 0.900 0.900 0.900 0.900 _ Results Beam OK Beam OK Beam OK Beam OK Beam OK Mmax @ Cntr k -ft 75.43 70.79 74.12 57.56 131.81 @X= ft 7.47 9.87 10.13 9.47 12.13 Mn ` Phi k -ft 169.36 124.68 124.68 124.68 169.36 Max @ Left End k -ft 0.00 - 137.49 - 144.84 - 130.93 - 179.22 Mn • Phi k -ft 221.86 221.86 221.86 221.86 221.86 Max @ Right End k -ft - 137.49 - 144.84 - 130.93 - 179.22 0.00 Mn • Phi k -ft 221.86 221.86 221.86 221.86 221.86 Bending OK Bending OK Bending OK Bending OK Bending OK Shear @ Left k 20.22 42.02 43.09 39.98 51.35 Shear @ Right k 33.96 42.76 41.69 44.80 33.43 Reactions & Deflections DL @ Left k 15.28 43.79 37.68 37.68 43.79 LL @ Left k -0.69 8.63 19.46 17.01 20.50 Total @ Left k 14.59 52.43 57.15 54.69 64.29 DL @ Right k 43.79 37.68 37.68 43.79 15.28 LL @ Right k 8.63 19.46 17.01 20.50 7.08 Total @ Right k 52.43 57.15 54.69 64.29 22.36 Max. Deflection in -0.010 -0.007 -0.008 -0.004 -0.018 @ X = ft 8.53 10.00 10.13 9.33 11.20 Inertia : Effective in4 93,312.00 93,312.00 93,312.00 93,312.00 93,312.00 Shear Stirrups sOfq Job # Date: 8:44AM, 23 MAR 07 Shimaji & Lascola, Inc. 23682 Birtcher Drive Lake Forest, CA 92630 (949) 770 -9967 Rev: 560100 User: KW- 0602701, Ver 5.6.1, 25-Oct -2002 (c)1983-2002 ENERCALC Engineering Software Multi -Span Concrete Beam Page 1 Description The Cheesecake Factory, Tukwila, WA (Exterior Grade Beam - Skipped LL) General Information Calculations are designed to ACI 318 -95 and 1997 UBC Requirements Fy fc Stirrup Rebar Area Spacing @ Left Spacing @ .2`L Spacing @ .4•L Spacing @ .6`L Spacing @ .8•L Spacing @ Right 60,000.0 psi 3,000.0 psi Concrete Member Information in2 in in in in in in 0.400 Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd 0.400 Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd 0.400 Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Title : Dsgnr: Description : Scope : Spans Considered Continuous Over Supports ACI Dead Load Factor Stirrup Fy 60,000.0 psi ACI Uve Load Factor 0.400 Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd 0.400 16.00 Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd 1.40 1.70 Shimaji & Lascola, Inc. 23682 Birtcher Drive Lake Forest, CA 92630 (949) 770 -9967 Title : Dsgnr: Description : Scope : Rev: 560100 User: KW-0602701, Ver 5.6.1, 25-Oct -2002 (e)1983 -2002 ENERCALC Engineering Software Multi -Span Concrete Beam Description [Query Values The Cheesecake Factory, Tukwila, WA (Exterior Grade Beam - Skipped LL) Location ft 0.00 0.00 0.00 0.00 0.00 Moment k -ft -0.0 -137.5 -144.8 -130.9 -179.2 Shear k 20.2 42.0 43.1 40.0 51.4 Deflection in 0.0000 0.0000 0.0000 0.0000 0.0000 Job # Date: 8:44AM, 23 MAR 07 L Description center Center centers Center2 Center3 Span ft 20.00 20.00 20.00 20.00 20.00 Beam Width in 24.00 24.00 24.00 24.00 24.00 Beam Depth in 36.00 36.00 36.00 36.00 36.00 End Fixity Pin - Pin Pin - Pin Pin - Pin Pin - Pin Pin Reinforcing Center Area Bar Depth 1.20in2 32.00in 0.88in2 32.00in 0.88in2 32.00in 0.88in2 32.00in 1.20in2 32.00in Left Area 1.58in2 1.58in2 1.581112 1.58in2 1.58in2 Bar Depth 4.00in 4.00in 4.00in 4.00in 4.00in Right Area Bar Depth 1.58in2 4.00in 1.581n2 4.00in 1.581n2 4.00in 1.58in2 4.00in 1.58in2 4.00in Loads Using Uve Load This Span ?? Yes Yes Yes Yes Yes Dead Load k/ft 1.935 1.935 1.935 1.935 1.935 Uve Load k/ft 0.900 0.900 0.900 0.900 Beam OK Beam OK Beam OK Beam OK Beam OK _ Results Mmax @ Cntr k -ft 144.21 11.79 90.68 52.82 132.96 @ X = ft 8.27 10.93 9.47 9.60 12.13 Mn' Phi k -ft 169.36 124.68 124.68 124.68 169.36 Max @ Left End k -ft 0.00 - 148.47 - 100.92 - 142.65 - 176.29 Mn • Phi k -ft 221.86 221.86 221.86 221.86 221.86 Max @ Right End k -ft - 148.47 - 100.92 - 142.65 - 176.29 0.00 Mn' Phi k -ft 221.86 221.86 221.86 221.86 221.86 Bending OK Bending OK Bending OK Bending OK Bending OK Shear @ Left k 34.97 29.47 40.30 40.71 51.20 Shear @ Right k 49.81 24.71 44.48 44.07 33.58 Reactions & Deflections DL @ Left k 15.28 43.79 37.68 37.68 43.79 LL @ Left k 7.99 10.57 7.21 19.08 19.98 Total @ Left k 23.26 54.36 44.89 56.76 63.77 DL @ Right k 43.79 37.68 37.68 43.79 15.28 LL @ Right k 10.57 7.21 19.08 19.98 7.17 Total @ Right k 54.36 44.89 56.76 63.77 22.45 Max. Deflection in -0.020 0.003 -0.011 -0.004 -0.018 @ X = ft 9.07 4.27 9.60 9.47 11.20 Inertia : Effective in4 93,312.00 93,312.00 93,312.00 93,312.00 93,312.00 Shear Stirrups alea Shimaji & Lascola, Inc. 23682 Birtcher Drive Lake Forest, CA 92630 (949) 770 -9967 Rev 560100 User: KW-0602701, Ver 5.6.1.25-0d -2002 (c) 1983 -2002 ENERCALC Engineering Software Multi -Span Concrete Beam Page 1 Description General Information Calculations are designed to ACI 318 -95 and 1997 UBC Requirements Fy Pc 60,000.0 psi 3,000.0 psi Concrete Member Information Stirrup Rebar Area Spacing @ Left Spacing @ .2'L Spacing @ .4'L Spacing @ .6'L Spacing @ .8'L Spacing @ Right The Cheesecake Factory, Tukwila, WA (Exterior Grade Beam - Skipped LL) in2 in in in in in in 0.400 Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd 16.00 Spans Considered Continuous Over Supports ACI Dead Load Factor Stirrup Fy 60,000.0 psi ACI Live Load Factor 0.400 Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd 0.400 Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Title : Dsgnr: Description : Scope : 0.400 Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd 0.400 16.00 Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Job # Date: 8:45AM, 23 MAR 07 1.40 1.70 /j/ Shimaji & Lascola, Inc. 23682 Birtcher Drive Lake Forest, CA 92630 (949) 770 -9967 Title : Dsgnr: Description : Scope : Job # Date: 8:45AM, 23 MAR 07 Multi-Span Concrete Beam Page 2 Rev: 560100 User: KW-0602701, Ver 5.6.1, 25-Oct -2002 (c) 1983 -2002 ENERCALC Engineering Software The Cheesecake Factory, Tukwila, WA (Exterior Grade Beam - Skipped LL) Description Query Values Location ft 0.00 0.00 0.00 0.00 0.00 Moment k -ft -0.0 -148.5 -100.9 -142.6 -176.3 Shear k 35.0 29.5 40.3 40.7 51.2 Deflection in 0.0000 0.0000 0.0000 0.0000 0.0000 Sh(maji & Lascola, Inc. 23682 Birtcher Drive Lake Forest, CA 92630 (949) 770 -9967 Rev: 560100 Us er KW Ver 5.6.1.25-Oct -2002 (e) 1983 -20 E NERCALC Engineering Software Multi -Span Concrete Beam Page 1 General Information Calculations are designed to ACI 318 and 1997 UBC Requirem Description Fy fc Concrete Member Information Description Span Beam Width Beam Depth End Fixity Reinforcing Loads ft in in Center Area Bar Depth Left Area Bar Depth 9 Ri ht Area Bar Depth Using Uve Load This Span ?? Dead Load k/ft Uve Load k/ft Reactions & Deflections DL @ Left k LL @ Left k Total @ Left k DL @ Right k LL @ Right k Total @ Right k Max. Deflection in @X= ft Inertia : Effective In4 hear Stirrups The Cheesecake Factory, Tukwila, WA (Exterior Grade Beam - Skipped LL) 60,000.0 psi 3,000.0 psi Center Center Centerl Center2 Center3 20.00 20.00 20.00 20.00 20.00 24.00 24.00 24.00 24.00 24.00 36.00 36.00 36.00 36.00 36.00 Pin -Pin Pin -Pin Pin -Pin Pin -Pin Pin -Pin 1.20in2 0.88in2 0.881n2 0.88in2 1.20in2 32.00in 32.00in 32.00in 32.00in 32.00in 1.58in2 1.581112 1.58in2 1.58in2 1.58in2 4.00in 4.00in 4.00in 4.00in 4.00in 1.58in2 1.58in2 1.58in2 1.58in2 1.58in2 4.00in 4.00in 4.00in 4.00in 4.00in Yes Yes 1.935 1.935 0.900 0.900 Title : Dsgnr: Description : Scope : Spans Considered Continuous Over Supports ACI Dead Load Factor Stirrup Fy 60,000.0 psi ACI Uve Load Factor Yes 1.935 Yes Yes 1.935 1.935 0.900 0.900 Results Beam OK Beam OK Beam OK Beam OK Beam OK Mmax @ Cntr k -ft 128.93 69.97 33.80 69.97 128.93 @ X = ft 7.73 11.07 10.00 8.93 12.27 Mn • Phi k -ft 169.36 124.68 124.68 124.68 169.36 Max @ Left End k -ft 0.00 - 186.54 - 101.65 - 101.65 - 186.54 Mn • Phi k -ft 221.86 221.86 221.86 221.86 221.86 Max @ Right End k -ft - 186.54 - 101.65 - 101.65 - 186.54 0.00 Mn • Phi k -ft 221.86 221.86 221.86 221.86 221.86 Bending OK Bending OK Bending OK Bending OK Bending OK Shear @ Left k 33.06 46.63 27.09 38.15 51.72 Shear @ Right k 51.72 38.15 27.09 46.63 33.06 15.28 43.79 37.68 37.68 43.79 6.87 21.79 7.34 7.34 21.79 22.14 65.58 45.02 45.02 65.58 43.79 37.68 37.68 43.79 15.28 21.79 7.34 7.34 21.79 6.87 65.58 45.02 45.02 65.58 22.14 -0.017 -0.006 -0.003 -0.006 -0.017 8.80 10.93 10.00 9.07 11.20 93,312.00 93,312.00 93,312.00 93,312.00 93,312.00 Stirrup Rebar Area in2 0.400 0.400 0.400 0.400 0.400 Spacing @ Left in Not Req'd Not Req'd Not Req'd Not Req'd 16.00 Spacing @ .21L in Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Spacing @ .4`L in Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Spacing @ .61. in Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Spacing @ .8'L in Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Spacing @ Right in 16.00 Not Req'd Not Req'd Not Req'd Not Req'd Job # Date: 8:45AM, 23 MAR 07 1.40 1.70 0/ cf Job # Date: 8:45AM, 23 MAR 07 Shi`maji & Lascola, Inc. 23682 Birtcher Drive Lake Forest, CA 92630 (949) 770 -9967 Title : Dsgnr: Description : Scope : Rev: 560100 User KW-0602701. Ver 5.6.1, 25-0d -2002 Multi -Span Concrete Beam e)1983 -2002 ENERCALC Engineering Software Description The Cheesecake Factory, Tukwila, WA (Exterior Grade Beam - Skipped LL) Query Values Location ft 0.00 0.00 0.00 0.00 0.00 Moment k -ft -0.0 -186.5 -101.7 -101.7 -186.5 Shear k 33.1 46.6 27.1 38.1 51.7 Deflection in 0.0000 0.0000 0.0000 0.0000 0.0000 Page 2 Using Uve Load This Span 77 Dead Load k/ft Uve Load k/ft Yes 1.935 0.900 Yes Yes 1.935 1.935 0.900 0.900 Yes 1.935 Yes 1.935 0.900 Results Beam OK Beam OK Beam OK Beam OK Beam OK Mmax @ Cntr k -ft 132.96 52.82 90.68 11.79 144.21 @ X = ft 7.87 10.40 10.53 9.07 11.73 Mn • Phi k -ft 169.36 124.68 124.68 124.68 169.36 Max @ Left End k -ft 0.00 - 176.29 - 142.65 - 100.92 - 148.47 Mn • Phi k -ft 221.86 221.86 221.86 221.86 221.86 Max @ Right End k -ft - 176.29 - 142.65 - 100.92 - 148.47 0.00 Mn • Phi k -ft 221.86 221.86 221.86 221.86 221.86 Bending OK Bending OK Bending OK Bending OK Bending OK Shear @ Left k 33.58 44.07 44.48 24.71 49.81 Shear @ Right k 51.20 40.71 40.30 29.47 34.97 Reactions & Deflections DL @ Left k 15.28 43.79 37.68 37.68 43.79 LL @ Left k 7.17 19.98 19.08 7.21 10.57 Total @ Left k 22.45 63.77 56.76 44.89 54.36 DL @ Right k 43.79 37.68 37.68 43.79 15.28 LL @ Right k 19.98 19.08 7.21 10.57 7.99 Total @ Right k 63.77 56.76 44.89 54.36 23.26 Max. Deflection in -0.018 -0.004 -0.011 0.003 -0.020 @ X = ft 8.80 10.53 10.40 15.73 10.93 Inertia : Effective in4 93,312.00 93,312.00 93,312.00 93,312.00 93,312.00 L • /Jbv Shimaji & Lascola, Inc. 23682 Birtcher Drive Lake Forest, CA 92630 (949) 770-9967 Rev: 560100 User: KW- 0602701, Ver 5.6.1.25-0d -2002 (4)1983 -2002 ENERCALC Engineering Software Multi -Span Concrete Beam Page 1 Description General Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements te Fy Pc Concrete Member Information Description Span ft Beam Width in Beam Depth in End Fixity Reinforcing Center Af88 Bar Depth Left Area Bar Depth Right Bar Depth Loads Shear Stirrups Stirrup Rebar Area in2 Spacing @ Left in Spacing @ .2'L in Spacing @ .4 "L in Spacing @ .6'L in Spacing @ .8 "L in Spacing @ Right in Title : Dsgnr: Description : Scope : The Cheesecake Factory, Tukwila, WA (Exterior Grade Beam - Skipped LL) 60,000.0 psi 3,000.0 psi 0.400 Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd 16.00 Job # Date: 8:45AM, 23 MAR 07 Spans Considered Continuous Over Supports ACI Dead Load Factor Stirrup Fy 60,000.0 psi ACI Live Load Factor Center Center Center, Cenler2 Center3 20.00 20.00 20.00 20.00 20.00 24.00 24.00 24.00 24.00 24.00 36.00 36.00 36.00 36.00 36.00 Pin - Pin Pin - Pin Pin - Pin Pin - Pin Pin - Pin 1.20in2 0.88in2 0.88in2 0.88in2 1.20in2 32.00in 32.00in 32.00in 32.00in 32.00in 1.581n2 1.58in2 1.58in2 1.58in2 1.581n2 4.00in 4.00in 4.00in 4.00in 4.00in 1.58in2 1.58in2 1.58in2 1.58in2 1.58in2 4.00in 4.00in 4.00in 4.00in 4.00in 0.400 Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd 0.400 Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd 0.400 Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd 0.400 16.00 Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd 1.40 1.70 D-9/ Job # Date: 8:45AM, 23 MAR 07 Shimaji & Lascola, Inc. 23682 Birtcher Drive Lake Forest, CA 92630 (949) 770 -9967 Query Values Rev: 560100 User: K W - 0602701. Ve r 5.6.1.25. Oct -2002 ( c)1983 2002 ENERCA Engineering Software Multi -Span Concrete Beam Page 2 Description Title : Dsgnr. Description : Scope : The Cheesecake Factory, Tukwila, WA (Exterior Grade Beam - Skipped LL) Location ft 0.00 0.00 0.00 0.00 0.00 Moment k -ft -0.0 -176.3 -142.6 -100.9 -148.5 Shear k 33.6 44.1 44.5 24.7 49.8 Deflection in 0.0000 0.0000 0.0000 0.0000 0.0000 1 Shimaji & Lascola, Inc. 23682 Birtcher Drive Lake Forest, CA 92630 (949) 770 -9967 Rev. 560100 User: KW-0602701. Ver 5.6.1, 25-Oct -2002 (c)1983-2002 ENERCALC Engineering Software Description The Cheesecake Factory, Tukwila, WA (Interior Grade Beam) General Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements Fy Pc Concrete Member Information Description Span Beam Width Beam Depth End Fixity Reinforcing Loads ft in in Center Area Bar Depth Left Area Bar Depth Right Area Bar Depth Using Live Load This Span ?? Dead Load k/ft Live Load k/ft Results Beam OK Beam OK Beam OK Beam OK Beam OK Mmax @ Cntr k -ft @X= ft Mn ` Phi k -ft Max © Left End k -ft Mn • Phi k -ft Max @ Right End k -ft Mn`Phi k -ft Shear @ Left Shear @ Right k k Reactions & Deflections DL @ Left k LL @ Left k Total @ Left k DL @ Right k LL @ Right k Total @ Right k Max. Deflection in @X= ft Inertia : Effective in4 Shear Stirrups 60,000.0 psi 3,000.0 psi Title : Dsgnr: Description : Scope : Multi -Span Concrete Beam Spans Considered Continuous Over Supports ACI Dead Load Factor Stirrup Fy 60,000.0 psi ACI Live Load Factor Center Center Center' Center2 Center3 20.00 20.00 20.00 20.00 20.00 24.00 24.00 24.00 24.00 24.00 36.00 36.00 36.00 36.00 36.00 Pin - Pin Pin - Pin Pin - Pin Pin - Pin Pin - Pin 2.40in2 1.20in2 1.20in2 1.20in2 2.40in2 32.00in 32.00in 32.00in 32.00in 32.00in 2.40in2 2.40in2 2.40in2 2.40in2 2.40in2 4.00in 4.00in 4.00in 4.00in 4.00in 2.40in2 2.40in2 2.40in2 2.40in2 2.40in2 4.00in 4.00in 4.00in 4.00in 4.00in Yes Yes Yes Yes Yes 2.670 2.670 2.670 2.670 2.670 1.800 1.800 1.800 1.800 1.800 211.85 90.39 125.23 90.39 211.85 7.87 10.53 10.00 9.47 12.13 332.70 169.36 169.36 169.36 332.70 0.00 - 286.23 - 214.67 - 214.67 - 286.23 332.70 332.70 332.70 332.70 332.70 - 286.23 - 214.67 - 214.67 - 286.23 0.00 332.70 332.70 332.70 332.70 332.70 Bending OK Bending OK Bending OK Bending OK Bending OK 53.67 71.56 67.98 64.40 82.29 82.29 64.40 67.98 71.56 53.67 21.08 60.43 51.99 51.99 60.43 14.21 40.74 35.05 35.05 40.74 35.29 101.16 87.05 87.05 101.16 60.43 51.99 51.99 60.43 21.08 40.74 35.05 35.05 40.74 14.21 101.16 87.05 87.05 101.16 35.29 -0.032 -0.008 -0.013 -0.008 -0.032 8.80 10.67 10.00 9.33 11.20 80,917.33 79,696.87 93,312.00 79,696.87 80,917.33 Stirrup Rebar Area in2 0.400 0.400 0.400 0.400 0.400 Spacing @ Left in Not Req'd 16.00 16.00 16.00 16.00 Spacing @ .2`L in Not Req'd 16.00 16.00 16.00 16.00 Spacing @ Al. in Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Spacing @ .6`L in Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Spacing © .8`L in 16.00 16.00 16.00 16.00 Not Req'd Spacing © Right in 16.00 16.00 16.00 16.00 Not Req'd Job Date: 8:23AM, 23 MAR 07 Page 1 1.40 1.70 i Sh(maji & Lascola, Inc. 23682 Birtcher Drive Lake Forest, CA 92630 (949) 770 -9967 Rev: 560100 User. KW- 0602701, Ver 5.6.1, 25-Oct -2002 (c) 1983 -2002 ENERCALC Engineering Software Multi -Span Concrete Beam Page 2 Description Query Values Title : Dsgnr: Description : Scope : The Cheesecake Factory, Tukwila, WA (Interior Grade Beam) Location ft 0.00 0.00 0.00 0.00 0.00 Moment k -ft -0.0 -286.2 -214.7 -214.7 -286.2 Shear k 53.7 71.6 68.0 64.4 82.3 Deflection in 0.0000 0.0000 0.0000 0.0000 0.0000 Job # Date: 8:23AM, 23 MAR 07 Description Span Beam Width Beam Depth End Fixity Reinforcing Center Left Right ft in in Area Bar Depth ArB Bar Depth Afe Bar Depth center 20.00 24.00 36.00 Pin - Pin 2.40in2 32.00in 2.40in2 4.00in 2.401n2 4.00in center 20.00 24.00 36.00 Pin - Pin 1.20in2 32.00in 2.40in2 4.00in 2.401n2 4.00in center, 20.00 24.00 36.00 Pin - Pin 1.20in2 32.00in 2.40in2 4.O0in 2.40in2 4.00in Center2 20.00 24.00 36.00 Pin - Pin 1.20in2 32.00in 2.40in2 4.00in 2.40in2 4.00in Center3 20.00 24.00 36.00 Pin - Pin 2.40in2 32.00in 2.40in2 4.00in 2.40in2 4.00in _ Loads Using Live Load This Span ?? Yes Yes Yes Yes Yes Dead Load k/ft 2.670 2.670 2.670 2.670 2.670 Live Load k/ft 1.800 1.800 1.800 1.800 Results Beam OK Beam OK Beam OK Beam OK Beam OK Mmax @ Cntr k -ft 98.72 119.65 117.30 92.78 211.27 @ X = ft 7.33 9.73 10.27 9.47 12.13 Mn • Phi k -ft 332.70 169.36 169.36 169.36 332.70 Max @ Left End k -ft 0.00 - 204.24 - 236.64 - 208.82 - 287.70 Mn • Phi k -ft 332.70 332.70 332.70 332.70 332.70 Max @ Right End k -ft - 204.24 - 236.64 - 208.82 - 287.70 0.00 Mn * Phi k -ft 332.70 332.70 332.70 332.70 332.70 Bending OK Bending OK Bending OK Bending OK Bending OK Shear @ Left k 27.17 66.36 69.37 64.04 82.36 Shear @ Right k 47.59 69.60 66.59 71.92 53.60 Reactions & Deflections DL @ Left k 21.08 60.43 51.99 51.99 60.43 LL @ Left k -1.38 17.27 38.93 34.02 41.00 Total @ Left k 19.70 77.69 90.92 86.01 101.42 DL © Right k 60.43 51.99 51.99 60.43 21.08 LL @ Right k 17.27 38.93 34.02 41.00 14.17 Total © Right k 77.69 90.92 86.01 101.42 35.25 Max. Deflection in -0.013 -0.012 -0.012 -0.008 -0.032 @ X = ft 8.27 9.87 10.13 9.33 11.20 Inertia : Effective in4 93,312.00 93,312.00 93,312.00 78,736.88 80,043.39 Shear Stirrups Sh(maji & Lascola, Inc. 23682 Birtcher Drive Lake Forest, CA 92630 (949) 770 -9967 Rev: 560100 User. KW- 0602701, Ver 5.6.1, 25-Oct-2002 (c)1983 -2002 ENERCALC Engineering Software Multi -Span Concrete Beam Page 1 Description General Information Calculations are designed to ACI 318 -95 and 1997 UBC Requirements Fy fc Concrete Member Information Stirrup Rebar Area Spacing @ Left Spacing Spacing Spacing @ .6`L Spacing @ .8•L Spacing @ Right The Cheesecake Factory, Tukwila, WA (Interior Grade Beam - Skipped LL) 60,000.0 psi 3,000.0 psi in2 in in in in in in 0.400 Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd 16.00 Title : Dsgnr: Description : Scope : Spans Considered Continuous Over Supports ACI Dead Load Factor Stirrup Fy 60,000.0 psi ACI Live Load Factor 0.400 16.00 16.00 Not Req'd Not Req'd 16.00 16.00 0.400 16.00 16.00 Not Req'd Not Req'd 16.00 16.00 0.400 16.00 16.00 Not Req'd Not Req'd 16.00 16.00 0.400 16.00 16.00 Not Req'd Not Req'd Not Req'd Not Req'd Job # Date: 8:32AM, 23 MAR 07 1.40 1.70 Shimaji & Lascola, Inc. 23682 Birtcher Drive Lake Forest, CA 92630 (949) 770 -9967 Rev: 560100 User: KW- 0602701, Ver 5.6.1, 25-Oct -2002 c) 1983.2002 ENERCALC Engineering Software Multi -Span Concrete Beam Page 2 Description Query Values Title : Dsgnr: Description : Scope : The Cheesecake Factory, Tukwila, WA (Interior Grade Beam - Skipped LL) Location ft 0.00 0.00 0.00 0.00 0.00 Moment k -ft -0.0 -204.2 -236.6 -208.8 -287.7 Shear k 27.2 66.4 69.4 64.0 82.4 Deflection in 0.0000 0.0000 0.0000 0.0000 0.0000 Job # Date: 8:32AM, 23 MAR 07 Description Span ft Beam Width in Beam Depth in End Fixity Reinforcing Center Area Bar Depth Left Area Bar Depth Right Area Bar Depth Center 20.00 24.00 36.00 Pin - Pin 2.40in2 32.00in 2.40in2 4.00in 2.40in2 4.00in Center 20.00 24.00 36.00 Pin - Pin 1.20in2 32.00in 2.40in2 4.00in 2.40in2 4.00in Center 20.00 24.00 36.00 Pin - Pin 1.20in2 32.00in 2.40in2 4.00in 2.401n2 4.00in Center2 20.00 24.00 36.00 Pin - Pin 1.20in2 32.00in 2.40in2 4.00in 2.40in2 4.00in Center3 20.00 24.00 36.00 Pin - Pin 2.40in2 32.00in 2.40in2 4.00in 2.40in2 4.00in Loads Using Live Load This Span ?? Yes Yes Yes Yes Yes Dead Load k/ft 2.670 2.670 2.670 2.670 2.670 Live Load k/ft 1.800 1.800 1.800 1.800 Results Beam OK Beam OK Beam OK Beam OK Beam OK Mmax @ Cntr k -ft 236.19 1.41 150.66 83.31 213.57 @ X = ft 8.40 11.07 9.33 9.60 12.13 Mn • Phi k -ft 332.70 169.36 169.36 169.36 332.70 Max @ Left End k -ft 0.00 - 226.20 - 148.79 - 232.24 - 281.84 Mn • Phi k -ft 332.70 332.70 332.70 332.70 332.70 Max @ Right End k -ft - 226.20 - 148.79 - 232.24 - 281.84 0.00 Mn • Phi k -ft 332.70 332.70 332.70 332.70 332.70 Bending OK Bending OK Bending OK Bending OK Bending OK Shear @ Left k 56.67 41.25 63.81 65.50 82.07 Shear @ Right k 79.29 33.51 72.15 70.46 53.89 Reactions & Deflections DL @ Left k 21.08 60.43 51.99 51.99 60.43 LL @ Left k 15.98 21.14 14.43 38.15 39.96 Total @ Left k 37.06 81.57 66.42 90.15 100.39 DL @ Right k 60.43 51.99 51.99 60.43 21.08 LL @ Right k 21.14 14.43 38.15 39.96 14.34 Total @ Right k 81.57 66.42 90.15 100.39 35.42 Max. Deflection in -0.033 0.006 -0.018 -0.006 -0.032 @ X = ft 9.20 5.47 9.60 9.47 11.20 Inertia : Effective in4 93,312.00 93,312.00 93,312.00 82,684.90 83,637.51 Shear Stirrups Shimaji & Lascola, Inc. 23682 Birtcher Drive Lake Forest, CA 92630 (949) 770 -9967 Rev: 560100 User: KW- 0602701, Ver 5.6.1, 25-Oct-2002 e) 1983 -2002 ENERCALC Engineering Software Description The Cheesecake Factory, Tukwila, WA (Interior Grade Beam - Skipped LL) General Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements Fy Pc Concrete Member Information Stirrup Rebar Area Spacing @ Left Spacing @ .2•L Spacing @ .4•L Spacing @ .6'L Spacing @ .8 "L Spacing @ Right 60,000.0 psi 3,000.0 psi in2 in in in in in in 0.400 16.00 Not Req'd Not Req'd Not Req'd 16.00 16.00 Title : Dsgnr: Description : Scope : Multi -Span Concrete Beam Job # Date: 8:32AM, 23 MAR 07 Spans Considered Continuous Over Supports ACI Dead Load Factor Stirrup Fy 60,000.0 psi ACI Live Load Factor Page 1 1.40 1.70 0.400 Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd 0.400 16.00 16.00 Not Req'd Not Req'd 16.00 16.00 0.400 16.00 16.00 Not Req'd Not Req'd 16.00 16.00 0.400 16.00 16.00 Not Req'd Not Req'd Not Req'd 16.00 Shimaji & Lascola, Inc. 23682 Birtcher Drive Lake Forest, CA 92630 (949) 770 -9967 Rev: 560100 User: KW-0602701, Ver 5.6.1, 25-Oct-2002 _ (c) 1983 -2002 ENERCALC Engineering Software Multi -Span Concrete Beam Page 2 Description Query Values Title : Dsgnr: Description : Scope : The Cheesecake Factory, Tukwila, WA (Interior Grade Beam - Skipped LL) Location ft 0.00 0.00 0.00 0.00 0.00 Moment k -ft -0.0 -226.2 -148.8 -232.2 -281.8 Shear k 56.7 41.3 63.8 65.5 82.1 Deflection in 0.0000 0.0000 0.0000 0.0000 0.0000 Job # Date: 8:32AM, 23 MAR 07 Description Center Center Centert Center2 Center3 Span ft 20.00 20.00 20.00 20.00 20.00 Beam Width in 24.00 24.00 24.00 24.00 24.00 Beam Depth In 36.00 36.00 36.00 36.00 36.00 End Fixity Pin -Pin Pin -Pin Pin -Pin Pin -Pin Pin -Pin Reinforcing Center Area Bar Depth 2.40in2 32.00in 1.20in2 32.00in 1.20in2 32.00in 1.20in2 32.00in 2.40in2 32.00in Left Area 2.40in2 2.40in2 2.40in2 2.40in2 2.40in2 Bar Depth 4.00in 4.00in 4.00in 4.00in 4.00in Right Area Bar Depth 2.40in2 4.00in 2.40in2 4.00in 2.40in2 4.00in 2.40in2 4.00in 2.40in2 4.00in _Loads Using Uve Load This Span ?? Yes Yes Yes Yes Yes Dead Load k/ft 2.670 2.670 2.670 2.670 2.670 Uve Load k/ft 1.800 1.800 1.800 1.800 Results Beam OK Beam OK Beam OK Beam OK Beam OK Mmax @ Cntr k -ft 205.53 117.85 36.65 117.85 205.53 © X = ft 7.73 11.07 10.00 8.93 12.27 Mn • Phi k -ft 332.70 169.36 169.36 169.36 332.70 Max © Left End k -ft 0.00 - 302.34 - 150.25 - 150.25 - 302.34 M Phi k -ft 332.70 332.70 332.70 332.70 332.70 Max © Right End k -ft 302.34 - 150.25 - 150.25 - 302.34 0.00 Mn • Phi k -ft 332.70 332.70 332.70 332.70 332.70 Bending OK Bending OK Bending OK Bending OK Bending OK Shear @ Left k 52.86 75.58 37.38 60.38 83.10 Shear © Right k 83.10 60.38 37.38 75.58 52.86 Reactions & Deflections DL © Left k 21.08 60.43 51.99 51.99 60.43 LL © Left k 13.74 43.58 14.68 14.68 43.58 Total © Left k 34.82 104.01 66.68 66.68 104.01 DL @ Right k 60.43 51.99 51.99 60.43 21.08 LL © Right k 43.58 14.68 14.68 43.58 13.74 Total © Right k 104.01 66.68 66.68 104.01 34.82 . Max. Deflection in -0.034 -0.014 -0.002 -0.014 -0.034 © X = ft 8.67 11.07 10.00 8.93 11.33 Inertia : Effective in4 72,116.40 70,029.34 93,312.00 70,029.34 72,116.40 Shear Stirrups Shimaji & Lascola, Inc. 23682 Birtcher Drive Lake Forest, CA 92630 (949) 770 -9967 Fy fc Concrete Member Information Stirrup Rebar Area Spacing © Left Spacing © .2'L Spacing © .4'L Spacing @ .6'L Spacing © .8'L Spacing © Right 60,000.0 psi 3,000.0 psi in2 in in in in in in 0.400 Not Req'd Not Req'd Not Req'd Not Req'd 16.00 16.00 0.400 16.00 16.00 Not Req'd Not Req'd Not Req'd 16.00 0.400 Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Title : Dsgnr: Description : Scope : Rev: 560100 User. KW-0602701, Ver 5.6.1, 25-Oct -2002 (e)1983 -2002 ENERCALC Engineering Software Description The Cheesecake Factory, Tukwila, WA (Interior Grade Beam - Skipped LL) Multi -Span Concrete Beam General Information Calculations are designed to ACI 318 -95 and 1997 UBC Requirements 0.400 16.00 Not Req'd Not Req'd Not Req'd 16.00 16.00 0.400 16.00 16.00 Not Req'd Not Req'd Not Req'd Not Req'd Job # Date: 8:33AM, 23 MAR 07 Page 1 1.40 Spans Considered Continuous Over Supports ACI Dead Load Factor Stirrup Fy 60,000.0 psi ACI Uve Load Factor 1.70 Sh1maji & Lascola, Inc. 23682 Birtcher Drive Lake Forest, CA 92630 (949) 770 -9967 Rev: 560100 User: KW-0602701, Ver 5.6.1, 25- Oct -2002 _(c) 1983 -2002 ENERCALC Engineering Software Multi -Span Concrete Beam Page 2 Description Query Values Title : Dsgnr: Description : Scope : The Cheesecake Factory, Tukwila, WA (Interior Grade Beam - Skipped LL) Location ft 0.00 0.00 0.00 0.00 0.00 Moment k -ft -0.0 -302.3 -150.3 -150.3 -302.3 Shear k 52.9 75.6 37.4 60.4 83.1 Deflection in 0.0000 0.0000 0.0000 0.0000 0.0000 Job # Date: 8:33AM, 23 MAR 07 RAM.Frame V10.0 - Analysis Mode DataBas ?: 07017a 02/26/07 11:32:51 PI RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a LOAD CASE: Seismic Seismic ASCE 7-02 / IBC 2003 Equivalent Lateral Force Site Class: E Importance Factor. 1.25 Ss: 1.424 g Fa: 0.900 Fv: 2.400 SDs: 0.854 g Seismic Use Group: I Seismic Design Category: D Provisions for. Force Ground Level: Base Dir X Y Dir X Y HighRoof Roof HighRoof Roof Ta Cu T T -used Eg95521 -1 0.385 1.400 0.652 0.538 0.305 0.385 1.400 0.674 0.538 0.305 Total Building Weight (kips) APPLIED STORY FORCES: Type: EQIBCO3 X +E_F Level Type: EQIBCO3_X_ -E F Level Type: EQIBCO3_Y_ +E_F Level HighRoof Roof Type: EQIBCO3_Y_ -E F Level HighRoof Roof Eccent + And - . +And - Loads and Applied Forces R Ta Equation 3.5 Std,C 0 . 3.5 Std,Ct=0.030,x 0. = 474.51 Ht ft 30.00 20.00 Ht ft 30.00 20.00 Ht ft 30.00 20.00 Ht ft 30.00 20.00 Fx kips 8.73 136.06 144.79 Fx kips 8.73 136.06 144.79 Fx kips 0.00 0.00 0.00 Fx kips 0.00 0.00 Building Period -T 75 Calculated 75 Calculated Eq95521-2 0.518 0.518 FY kips 0.00 0.00 0.00 Fy kips 0.00 0.00 0.00 Fy kips 8.73 136.06 144.79 FY kips 8.73 136.06 Sl: 0.488 g SDI: 0.781 g Eq95521-3 0.0470 0.0470 X ft 127.53 59.72 X ft 127.53 59.72 X ft 128.22 66.46 X ft 126.84 52.98 02/26/07 11:32:51 k 1.019 1.019 Y ft 74.85 53.37 Y ft 73.45 44.34 Y ft 74.15 48.86 Y ft 74.15 48.86 RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Loads and Applied Forces 0.00 144.79 Page 2/5 02/26/07 11:32:51 RAM RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a WIND PRESSURES: X- Direction: Y- Direction: CpWindward = 0.80 GCpn (Parapet): Height Kz Kzt ft 36.00 0.738 1.000 30.00 0.701 1.000 26.00 0.673 1.000 20.00 0.624 1.000 0.00 0.575 1.000 Loads and Applied Forces LOAD CASE: Wind Wind ASCE 7 -02/IBC2003 Exposure: B Basic Wind Speed (mph): 90.0 Importance Factor. 1.150 Apply Directionality Factor, Kd = 0.85 Use Topography Factor, Kzt: 1.00 Use Calculated Frequency for X -Dir. Use Calculated Frequency for Y -Dir. Gust Factor for Rigid Structures, G: Use Calculated G for X -Dir. Gust Factor for Rigid Structures, G: Use Calculated G for Y -Dir. Damping Ratio for Flexible Structures= 0.01 Mean Roof Height (ft): Top Story Height + Parapet = 36.00 Ground Level: Base Natural Frequency =1.533 Natural Frequency = 1.483 gLeeward (qh) = 14.96 psf Winward= 1.80 Stricture is Rigid Structure is Rigid Leeward = -1.10 CpLeeWard X Y 35.87 0.00 0.00 53.76 Page 3/5 02/26/07 11:32:51 qz Gust Factor G Pressure (psf) psf X Y X Y 14.960 0.874 0.874 - --- 43.384 43.384 14.201 0.874 0.874 -0.500 -0.497 16.461 16.419 13.632 0.841 0.828 - - 39.532 39.532 12.647 0.841 0.828 -0.401 -0.500 13.563 14.569 11.649 0.841 0.828 -0.401 -0.500 12.892 13.908 APPLIED STORY FORCES: Type: Wind_IBCO3_1_X Level Ht Fx Fy X Y ft kips kips ft ft HighRoof 30.00 4.73 0.00 0.00 74.15 Roof 20.00 31.14 0.00 0.00 42.61 Type: Wind_IBCO3_1 Y Level Ht Fx Fy X Y ft kips kips ft ft HighRoof 30.00 0.00 4.67 127.55 0.00 Roof 20.00 0.00 49.08 64.31 0.00 Type: Wind_IBCO3_2 X +E Level Ht Fx Fy X Y ft kips kips ft ft HighRoof 30.00 3.55 0.00 0.00 76.25 Roof 20.00 23.35 0.00 0.00 56.15 RAM RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Loads and Applied Forces 26.90 0.00 Page 4/5 02/26/07 11:32 :51 Type: Wind_IBCO3 2_X -E Level Ht Fx Fy X Y ft kips kips ft ft HighRoof 30.00 3.55 0.00 0.00 72.05 Roof 20.00 23.35 0.00 0.00 29.08 26.90 0.00 Type: Wind_IBCO3 2_Y +E Level Ht Fx Fy X Y ft kips kips ft ft HighRoof 30.00 0.00 3.50 129.62 0.00 Roof 20.00 0.00 36.81 84.53 0.00 Type: Wind_IBCO3 2 Y -E Level Ht Fx Fy X Y ft kips kips ft ft HighRoof 30.00 0.00 3.50 125.49 0.00 Roof 20.00 0.00 36.81 44.10 0.00 Type: Wind IBCO3 3 X +Y Level Ht Fx Fy X Y ft kips kips ft ft HighRoof 30.00 3.55 3.50 127.55 74.15 Roof 20.00 23.35 36.81 64.31 42.61 Type: Wind_ BCO3_3_X -Y Level Ht Fx Fy X Y ft kips kips ft ft HighRoof 30.00 3.55 -3.50 127.55 74.15 Roof 20.00 23.35 - 36.81 64.31 42.61 Type: Wind IBCO3 4 X +Y_CW Level Ht ft HighRoof 30.00 Roof 20.00 Type: Wind_IBCO3 4_X +Y_CCW Level Ht 0.00 40.32 0.00 40.32 26.90 40.32 26.90 -40.32 Fx Fy X Y kips kips ft ft 2.66 2.63 125.49 76.25 17.52 27.61 44.10 56.15 20.18 30.24 Fx Fy X Y RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Loads and Applied Forces 02!26/07 11:32:51 ft kips kips ft ft HighRoof 30.00 2.66 2.63 129.62 72.05 Roof 20.00 17.52 27.61 84.53 29.08 Page 5/5 20.18 30.24 Type: Wind IBCO3 4_X -Y CW Level Ht Fx Fy X Y ft kips kips ft ft HighRoof 30.00 2.66 -2.63 129.62 76.25 Roof 20.00 17.52 -27.61 84.53 56.15 20.18 -3024 Type: Wind_IBCO3 4_X -Y_CCW Level Ht Fx Fy X Y ft kips kips ft ft HighRoof 30.00 2.66 -2.63 125.49 72.05 Roof 20.00 17.52 - 27.61 44.10 29.08 20.18 -30.24 ru' RAM Mt2WTh CRITERIA: Rigid End Zones: Member Force Output: P- Delta: Yes Diaphragm: Rigid Ground Level: Base Wall Mesh Criteria : LOAD CASE DEFINITIONS: D DeadLoad LP El E2 E3 E4 W1 W2 W3 W4 W5 W6 W7 W8 W9 W10 W11 W12 Level: HighRoof Center of Mass LdC D LP - El E2 E3 E4 W1 W2 W3 W4 W5 W6 W7 Story Displacements RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC PosLiveLoad Seismic Seismic Seismic Seismic Wind Wind Wind Wind Wind Wind Wind Wind Wind Wind Wind Wind (ft): Ignore Effects At Face of Joint Scale Factor: 1.00 Max. Allowed Distance between Nodes (ft) : 8.00 RAMUSER RAMUSER EQIBCO3_X +E F EQIBCO3_X -E F EQIBCO3 Y +E F EQIBCO3 Y -E F Wind_IBCO3_1 Wind _ IBCO3 1 Wind 2_X +E Wind _ IBCO3 _ 2_X -E Wind _ 1BCO3_2 _ Y +E Wind 1BCO3 2 Y -E Wind _ 1BCO3 3_X +Y Wind_IBCO3 X -Y Wind IBCO34 X +Y CW Wind IBCO3.4 X +YCCW Wind_1BCO3 X -Y Wind IBCO3 4 X -Y CCW (127.53,74.15) Disp X Disp Y In In -0.05943 -0.01071 -0.04599 -0.01407 • 1.31209 -0.04714 1.26165 0.12050 -0.07552 1.4� - 0.00058 ( 1.40731 0.31950 0.02727 -0.02714 0.61741 0.25288 -0.02266 0.22637 0.06357 - 0.05092 0.56467 0.01021 0.36145 0.21927 0.48352 Theta Z rad 0.00015 0.00013 -0.00009 0.00012 0.00020 -0.00010 0.00002 0.00005 -0.00005 0.00008 0.00017 -0.00009 0.00005 02/26/07 11:32:51 W8 W9 W10 W11 W12 Level: Roof Center of Mass LdC D ...LP El E2 E3 E4 - WI W2 W3 W4 W5 W6 W7 W8 W9 W10 W11 W12 RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC (ft): 0.25998 0.19732 0.13158 0.22785 0.16212 (59.72, 48.86) Dlsp X Disp Y Theta Z In in rad -0.00223 -0.00485 -0.00000 -0.00215 -0.00677 -0.00000 1.2654 -0.00203 -0.00006 1.27301 0.00865 0.00014 0.01374 1.34304 0.00034 0.00247 1.32713 0.00005 0.31537 0.00217 0.00003 0.00499 0.49857 0.00012 0.23456 -0.00114 -0.00003 0.23850 0.00439 0.00007 0.00833 0.38040 0.00021 -0.00084 0.36746 -0.00002 0.24027 0.37555 0.00012 0.23279 -0.37230 -0.00007 0.17529 0.27474 -0.00004 0.18512 0.28859 0.00021 0.16968 -0.28616 -0.00018 0.17951 -0.27230 0.00007 Story Displacements -0.44260 0.25409 0.47118 -0.44050 -0.22341 -0.00002 -0.00011 0.00019 -0.00016 0.00013 • • Page "2 /2 02/26/07 11:32:51 Vil RAM RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Redundancy Factors Summary CODE: UBC 97 CRITERIA: Rigid End Zones: Ignore Effects P- Delta: Yes Scale Factor. 1.00 Diaphragm: Rigid Ground Level: Base Wall Mesh Criteria : Max. Allowed Distance between Nodes (ft) : 8.00 Level for Ab: HighRoof Ab (ft') = 192.8 Maximum Angle from Parallel between adjacent bays for which Column is considered 'common to two bays': 10.0 deg Load Case: El Seismic -EQIBCO3 X +E _F Level Story V Area Ai ElementV ri Rhoi Element kips ft' kips HighRoof 8.73 192.78 6.21 0.711 0.000 Brace 2 Roof 147.30 192.78 64.83 0.440 0.000 Cols 20,21 rmax = 0.711 Rho = 1.000 Load Case: E2 Seismic EQIBCO3_X -E F Level Story V Area Ai ElementV ri Rhoi Element kips ft' kips HighRoof 8.73 192.78 6.87 0.786 0.168 Brace 2 Roof 147.31 192.78 67.65 0.459 0.000 Cols 22,32 r max = 0.786 Rho = 1.000 Load Case: E3 Seismic EQIBCO3 Y +E F Level Story V Area Ai ElementV ri Rhoi Element kips ft' kips HighRoof 8.74 192.78 10.95 1.254 0.851 Brace 3 Roof 147.47 192.78 77.38 0.525 0.000 Cols 27,26 r max = 1.254 Rho = 1.000 Load Case: E4 Seismic EQIBCO3 Y_ E F Level Story V Area Ai ElementV ri Rhoi Element kips ft' laps HighRoof 8.74 192.78 9.94 1.138 0.734 Brace 3 Roof 147.42 192.78 66.69 0.452 0.000 Cols 27,26 r max = 1.138 02/26/07 11:32:51 RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Rho = 1.000 Redundancy Factors Summary • Page 2/2 02/26/07 11:32:51 RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a CRITERIA: Rigid End Zones: Member Force Output: P- Delta: Yes Diaphragm: Rigid Ground Level: Base Wall Mesh Criteria : Building Story Shears 02/26/07 11:32:51 RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Store Shears Load Case: W1 Wind Wind_IBCO3_1 Ignore Effects Level Shear -X Change -X Shear -Y Change -Y At Face of Joint kips kips kips kips Scale Factor. 1.00 HighRoof 4.73 4.73 0.00 0.00 Roof 36.49 31.76 0.01 0.01 Max. Allowed Distance between Nodes ft 8.00 Load Case: W2 Wind Wind_13CO3_I Y �� ' Level Shear -X Change -X Shear -Y Change -Y kips kips kips kips Load Case: D DeadLoad RAMUSER HighRoof 0.00 0.00 4.68 4.68 Level Shear -X Change -X Shear -Y Change -Y Roof 0.01 0.01 54.75 50.07 kips kips kips kips HighRoof -0.01 -0.01 0.00 0.00 Load Case: W3 Wind Wind_IBCO3 +E Roof 0.00 0.01 -0.01 -0.01 Level Shear -X Change -X Shear -Y Change -Y kips kips kips kips Load Case: Lp PosLiveLoad RAMUSER HighRoof 3.55 3.55 0.00 0.00 Level Shear -X Change -X Shear -Y Change -Y Roof 27.36 23.82 0.00 0.00 kips kips kips kips HighRoof -0.01 -0.01 0.00 0.00 Load Case: W4 Wind Wind_IBCO3_2 -E Roof 0.00 0.01 -0.01 -0.01 Level Shear -X Change -X Shear -Y Change -Y kips kips kips kips Load Case: El Seismic EQIBCO3 X +E F HighRoof 3.55 3.55 0.00 0.00 Level Shear -X Change -X Shear -Y Change -Y Roof 27.37 23.82 0.01 0.01 kips kips kips kips HighRoof 8.73 8.73 0.00 0.00 Load Case: W5 Wind Wind_IBCO3 +E Roof 147.30 138.56 -0.01 -0.01 Level Shear -X Change -X Shear -Y Change -Y kips kips kips kips Load Case: E2 Seismic EQIBCO3 X -E F HighRoof 0.00 0.00 3.51 3.51 Level Shear -X Change -X Shear -Y Change -Y Roof 0.01 0.01 41.08 37.58 kips kips kips kips HighRoof 8.73 8.73 0.00 0.00 Load Case: W6 Wind Wind_IBCO3_2 -E Roof 147.31 138.57 0.03 0.03 Level Shear -X Change -X Shear -Y Change -Y kips kips kips kips Load Case: E3 Seismic EQIBCO3 Y +E F HighRoof 0.00 0.00 3.51 3.51 Level Shear -X Change -X Shear -Y Change -Y Roof 0.00 0.00 41.04 37.54 kips kips kips kips HighRoof 0.00 0.00 8.74 8.74 Load Case: W7 Wind Wind_IBCO3 +Y Roof 0.02 0.02 147.47 138.73 Level Shear -X Change -X Shear -Y Change -Y kips kips kips kips Load Case: E4 Seismic EQIBCO3 Y -E F HighRoof 3.55 3.55 3.51 3.51 Level Shear -X Change -X Shear -Y Change -Y Roof 27.37 23.82 41.07 37.56 kips kips kips kips HighRoof 0.00 0.00 8.74 8.74 Roof 0.00 0.00 147.42 138.68 Page 2/3 02/26/07 11:32:51 YR RAM Load Case: W8 Wind Wind_1BCO3 -Y Level Shear -X Change -X Shear -Y Change -Y HighRoof Roof RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Story Shears kips kips kips kips 3.55 3.55 -3.51 -3.51 27.36 23.81 -41.06 -37.55 Load Case: W9 Wind Wind _ IBCO3 _ 4_X +YCW Level Shear -X Change -X Shear -Y Change -Y kips kips kips kips HighRoof 2.66 2.66 2.63 2.63 Roof 20.52 17.86 30.78 28.15 Load Case: W10 Wind Wind _ IBCO3 _ 4 _ X +Y_CCW Level Shear -X Change -X Shear -Y Change -Y kips kips kips kips HighRoof 2.66 2.66 2.63 2.63 Roof 20.54 17.87 30.82 28.19 Load Case: W11 Wind Wind_IBCO3 -Y Level Shear -X Change -X Shear -Y Change -Y kips kips kips kips HighRoof 2.66 2.66 -2.63 -2.63 Roof 20.51 17.85 -30.82 -28.19 Load Case: W12 Wind Wind -Y_CCW Level Shear -X Change -X Shear -Y Change -Y kips kips kips kips HighRoof 2.66 2.66 -2.63 -2.63 Roof 20.53 17.87 -30.77 -28.14 Page 3/3 02/26/07 11:32:51 Frame Story Sheara Frame #1 RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a CRITERIA: Rigid End Zones: Ignore Effects Member Force Output: At Face of Joint P- Delta: Yes Scale Factor. 1.00 Diaphragm: Rigid Ground Level: Base Wall Mesh Criteria : Max. Allowed Distance between Nodes (ft) : 8.00 02/26/07 11:32:51 Load Case: WI Wind Wind_IBCO3_1_X Level Shear -X Change -X Shear -Y Change -Y kips kips kips kips 2.18 2.18 -0.92 -0.92 Roof RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Frame Story ,hears Load Case: W2 Wind Wind_IBCO3_1 Level Shear -X Change -X Shear -Y Change -Y kips kips kips kips Roof 0.07 0.07 19.30 19.30 Load Case: W3 Wind Wind IBCO3 2 X +E Load Case: D DeadLoad RAMUSER Level Shear -X Change -X Shear -Y Change -Y Level Shear -X Change -X Shear -Y Change -Y Ups kips kips kips kips kips kips kips Roof 1.60 1.60 0.88 0.88 Roof -0.02 -0.02 -0.04 -0.04 Load Case: W4 Wind Wind IBCO3_2X -E Load Case: Lp PosLiveLoad RAMUSER Level Shear -X Change -X Shear -Y Change -Y Level Shear -X Change -X Shear -Y Change -Y kips kips kips kips kips kips kips kips Roof 1.66 1.66 -2.26 -2.26 Roof -0.02 -0.02 -0.07 -0.07 Load Case: W5 Wind Wind_IBCO3 +E Load Case: El Seismic EQIBCO3 X +E F Level Shear -X Change -X Shear -Y Change -Y Level Shear -X Change -X Shear -Y Change -Y kips kips kips kips kips kips kips kips Roof 0.12 0.12 10.82 10.82 Roof 8.68 8.68 1.82 1.82 Load Case: W6 Wind Wind_IBCO3_2 -E Load Case: E2 Seismic EQIBCO3 X -E F Level Shear -X Change -X Shear -Y Change -Y Level Shear -X Change -X Shear -Y Change -Y kips kips kips kips kips kips kips kips Roof -0.01 -0.01 18.12 18.12 Roof 8.80 8.80 - 4.20 -4.20 Load Case: W7 Wind Wind +Y Load Case: E3 Seismic EQIBCO3 Y +E F Level Shear -X Change -X Shear -Y Change -Y Level Shear -X Change -X Shear -Y Change -Y kips kips kips kips kips kips kips kips Roof 1.69 1.69 13.79 13.79 Roof 0.20 0.20 51.72 51.72 Load Case: W8 Wind Wind _ IBCO3 _ 3 _ X -Y Load Case: E4 Seismic EQIBCO3 Y -E F Level Shear -X Change -X Shear -Y Change -Y Level Shear -X Change -X Shear -Y Change-IF kips kips kips kips kips kips kips kips Roof 1.58 1.58 -15.16 -15.16 Roof 0.03 0.03 60.68 60.68 Load Case: W9 Wind Wind_IBCO3 +Y Level Shear -X Change -X Shear -Y Change -Y kips kips kips kips Page 2/9 02/26/07 11:32:51 Roof Load Case: W10 Level Roof Load Case: W11 Level Roof Load Case: W12 Level Roof Frame #2 Load Case: D Level Roof Load Case: Lp Level Roof Load Case: El Level Roof Load Case: E2 Level Roof Load Case: E3 Level Roof RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a 1.19 1.19 Wind Wind_IBCO3_4 +Y Shear -X Change -X Shear -Y kips kips kips 1.34 1.34 6.42 Wind Wind_IBCO3_4 -Y Shear -X Change -X kips kips 1.11 1.11 Wind Wind_IBCO3 -Y_CCW Shear -X Change -X Shear -Y kips kips kips 1.26 1.26 -15.29 DeadLoad RAMUSER Shear -X Change -X kips kips -0.01 -0.01 Frame Story Shears PosLiveLoad RAMUSER Shear -X Change -X kips kips 0.00 0.00 Seismic EQ X +E F Shear -X Change -X kips kips 8.84 8.84 Seismic EQ_IBCO3_X_ E F Shear -X Change -X kips kips 8.42 8.42 Seismic EQ Y +E _F Shear -X Change -X kips kips -0.74 -0.74 14.25 Shear -Y kips -7.46 14.25 Change-Y kips 6.42 Change -Y kips -7.46 Change -Y kips -15.29 Shear -Y Change -Y kips kips 0.12 0.12 Shear -Y Change -Y kips kips 0.16 0.16 Shear -Y Change -Y kips kips -2.18 -2.18 Shear -Y Change -Y kips kips 5.00 5.00 Shear -Y Change -Y kips kips 77.38 77.38 Page 3/9 02/26/07 11:32:51 Load Case: E4 Level Roof Load Case: W1 Level Roof Load Case: W2 Level Roof Load Case: W3 Level Roof Load Case: W4 Level Roof Load Case: W5 Level Roof Load Case: W6 Level Roof Load Case: W7 Level Roof Load Case: W8 Level RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Seismic EQ_IBCO3 Y_ E F Shear -X Change -X kips kips -0.11 -0.11 Wind Wind 1BCO3_1 X Shear -X Change -X kips kips 2.09 2.09 Wind Wind IBCO3_1 Y Shear-X Change -X kips kips -0.27 -0.27 Wind Wind +E Shear -X Change -X kips Ups 1.68 1.68 Wind Wind_IBCO3_2 -E Shear -X Change -X kips kips 1.46 1.46 Frame Story Shears Wind Wind_IBCO3_2 +E Shear -X Change -X kips kips -0.46 -0.46 Wind Wind IBCO3_2 Y -E Shear -X Change -X kips kips 0.05 0.05 Wind Wind IBCO3 3_X +Y Shear -X Change -X kips kips 1.37 1.37 Wind Wind IBCO3 3 X -Y Shear -X Change -X kips kips Shear -Y Change -Y Ups kips 66.69 66.69 Shear -Y Change -Y kips kips 1.09 1.09 Shear -Y Change -Y kips kips 28.62 28.62 Shear -Y Change -Y kips Ups -1.06 -1.06 Shear -Y Change -Y Ups kips 2.69 2.69 Shear -Y Change -Y Ups kips 25.82 25.82 Shear -Y Change -Y kips Ups 17.11 17.11 Shear -Y Change -Y kips kips 22.28 22.28 Shear -Y Change -Y kips kips Page 4/9 02/26/07 11:32:51 RAM Roof Load Case: W9 Level Roof Load Case: W10 Wind Wind IBCO3 4 X +Y_CCW Level Shear -X Change-X Shear -Y kips kips kips Roof 0.75 0.75 21.38 Load Case: W11 Wind Wind IBCO3 4 X -Y CW Level Shear -X Change -X kips kips Roof 1.60 1.60 Load Case: W12 Level Roof Frame #3 Load Case: D Level Roof Load Case: Lp Level Roof Load Case: El Level Roof Load Case: E2 Level Roof RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a 1.77 1.77 Wind Wind 1BCO3 4 X+Y CW Shear -X Change -X kips kips 1.30 1.30 Wind Wind IBCO3 4 X -Y CC VV W Change -X Shear -Y kips kips kips 1.06 1.06 -10.82 DeadLoad RAMUSER Shear -X Change -X kips kips -0.14 -0.14 PosLiveLoad RAMUSER Shear -X Change -X kips kips -0.19 -0.19 Seismic EQIBCO3_X +E F Shear -X Change -X kips kips 62.88 62.88 Seismic EQ,IBCO3 X -E _F Shear -X Change -X kips kips 67.65 67.65 Frame Story Shears -20.65 Shear -Y kips 12.04 Shear -Y kips -20.15 Shear -Y kips -0.02 Shear -Y kips -0.03 Shear -Y kips 0.21 Shear -Y kips -0.49 -20.65 Change -Y kips 12.04 Change -Y kips 21.38 Change -Y kips -20.15 Change -Y kips -10.82 Change -Y kips -0.02 Change -Y kips -0.03 Change -Y kips 0.21 Change -Y kips -0.49 Page 5/9 02/26/07 11:32:51 RAM Load Case: E3 Level Roof Load Case: E4 Level Roof Load Case: W1 Level Roof Load Case: W2 Level Roof Load Case: W3 Level Roof Load Case: W4 Level Roof Load Case: W5 Level Roof Load Case: W6 Level Roof Load Case: W7 Level RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Seismic EQIBCO3 Y +E F Shear -X Change -X kips kips 8.43 8.43 Seismic EQIBCO3 Y -E F Shear -X Change -X kips kips 1.34 1.34 Wind Wind IBCO3_1 X Shear -X Change -X kips kips 16.68 16.68 Wind Wind IBCO3_1 Y Shear -X Change -X kips kips 3.06 3.06 Wind Wind_IBCO3_2 X +E Shear -X Change -X kips kips 11.27 11.27 Wind Wind_1BCO3_2_X -E Shear -X Change -X kips kips 13.75 13.75 Wind Wind_IBCO3_2Y +E Shear -X Change -X kips kips 5.18 5.18 Wind Wind IBCO3_2 Y -E Shear -X Change -X kips kips -0.59 -0.59 Wind Wind IBCO3 3_X +Y Shear -X Change -X kips kips Shear -Y Change -Y kips kips 7.86 7.86 Shear -Y Change -Y kips kips 8.91 8.91 Shear -Y Change -Y kips kips -0.11 -0.11 Shear -Y Change -Y kips kips 2.93 2.93 Shear -Y Change -Y kips kips 0.10 0.10 Shear -Y Change -Y kips kips -0.26 -0.26 Shear -Y Change -Y kips kips 1.77 1.77 Shear -Y Change -Y kips kips 2.63 2.63 Shear -Y Change -Y kips kips Page 6/9 02/26/07 11:32:51 Roof Load Case: W8 Level Roof Load Case: W9 Level Roof Frame #4 Load Case: D Level Roof Load Case: Lp Level Roof Load Case: El Level Roof RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Frame Story Shears 14.80 14.80 Wind Wind_IBCO3 -Y Shear -X Change -X kips kips 10.22 1022 Wind Wind_IBCO3_4 +Y Shear -X Change -X kips kips 8.00 8.00 Load Case: W10 Wind Wind _ IBCO3_4_X +Y Level Shear -X Change -X Shear -Y kips kips kips Roof 14.20 14.20 1.13 Load Case: W11 Wind Wind_IBCO3 -Y Level Shear -X Change -X kips kips Roof 4.57 4.57 Load Case: W12 Wind Wind_IBCO3 -Y Level Shear -X Change -X Shear -Y kips kips kips Roof 10.76 10.76 -2.17 DeadLoad RAMUSER Shear -X Change -X kips kips -0.03 -0.03 PosLiveLoad RAMUSER Shear -X Change -X kips kips 0.06 0.06 Seismic EQIBCO3_X +E F Shear -X Change -X kips kips 64.83 64.83 2.12 Shear -Y kips -2.28 Shear -Y kips 2.05 Shear -Y kips -1.25 2.12 Change -Y kips -2.28 Change -Y kips 2.05 Change -Y kips 1.13 Change -Y kips -1.25 Change -Y kips -2.17 Shear -Y Change -Y kips kips -0.02 -0.02 Shear -Y Change -Y kips kips -0.03 -0.03 Shear -Y Change -Y kips kips 0.22 0.22 Page 7/9 02/26/07 11:32:51 Fil RAM Load Case: E2 Level Roof Load Case: E3 Level Roof Load Case: E4 Level Roof Load Case: W1 Level Roof Load Case: W2 Level Roof Load Case: W3 Level Roof Load Case: W4 Level Roof Load Case: W5 Level Roof Load Case: W6 Level RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Seismic EQIBCO3 X_ E F Shear -X Change -X kips kips 60.47 60.47 Seismic EQIBCO3_Y +E F Shear -X Change -X kips kips -7.67 -7.67 Seismic EQIBCO3 Y_ E F Shear -X Change -X kips kips -1.19 -1.19 Wind Wind IBCO3_1_X Shear -X Change -X kips kips 15.07 15.07 Wind Wind_IBCO3_1 Y Shear -X Change -X kips kips -2.78 -2.78 Wind Wind IBCO3_2_X +E Shear -X Change -X kips kips 12.44 12.44 Wind Wind IBCO3_2 X -E Shear -X Change -X kips kips 10.16 10.16 Wind Wind _ IBCO3 2 Y +E Shear -X Change -X kips kips - 4.73 -4.73 Wind Wind 1BCO3_2 Y -E Shear -X Change -X kips kips Frame Story Shears Shear -Y Change -Y kips kips -0.50 -0.50 Shear -Y Change -Y kips kips 7.83 7.83 Shear -Y Change -Y kips kips 8.91 8.91 Shear -Y Change -Y kips kips -0.11 -0.11 Shear -Y Change -Y kips kips 2.92 2.92 Shear -Y Change -Y kips kips 0.11 0.11 Shear -Y Change -Y kips kips -0.27 -0.27 Shear -Y Change -Y kips kips 1.75 1.75 Shear -Y Change -Y kips kips Page 8/9 02/26/07 11:32:51 RAM MEA.WXTW Roof RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Frame Story Shears 0.55 0.55 2.63 2.63 Load Case: W7 Wind Wind_IBCO3 +Y Level Shear -X Change -X Shear -Y Change -Y kips kips kips kips Roof 9.22 9.22 2.11 2.11 Load Case: W8 Wind Wind_IBCO3 -Y Level Shear -X Change -X Shear -Y Change -Y kips kips kips kips Roof 13.39 13.39 -2.27 -2.27 Load Case: W9 Wind Wind_1BCO3 +Y Level Shear -X Change -X Shear -Y Change -Y kips kips kips kips Roof 9.74 9.74 2.05 2.05 Load Case: W10 Wind Wind_IBCO3 +Y_CCW Level Shear -X Change -X Shear -Y Change -Y kips kips kips kips Roof 4.08 4.08 1.11 1.11 Load Case: W11 Wind Wind _ IBCO3_4 _ X -Y Level Shear -X Change -X Shear -Y Change -Y kips kips kips kips Roof 12.87 12.87 -1.23 -1.23 Load Case: W12 Wind Wind_IBCO3 -Y_CCW Level Shear -X Change -X Shear -Y Change -Y kips kips kips kips Roof 7.21 7.21 -2.17 -2.17 Page 9/9 02/26/07 11:32:51 D El E2 E3 E4 WI W2 W3 W4 W5 W6 W7 W8 W9 W10 W11 W12 RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC DeadLoad PosLiveLoad Seismic Seismic Seismic Seismic Wind Wind Wind Wind Wind Wind Wind Wind Wind Wind Wind Wind Framelteactions CRITERIA: Rigid End Zones: Ignore Effects Member Force Output: At Face of Joint P- Delta: Yes Scale Factor. 1.00 Diaphragm: Rigid Ground Level: Base Wall Mesh Criteria : Max. Allowed Distance between Nodes (ft) : 8.00 LOAD CASE DEFINITIONS: RAMUSER RAMUSER EQIBCO3 X +E F EQIBCO3_X -E F EQIBCO3 Y +E _ F EQIBCO3_Y_ -E F Wind_IBCO3_1_X Wind IBCO3 1_Y Wind IBCO3 2_X +E Wind_IBCO3 -E Wind IBCO3 2_Y +E Wind _ IBCO3 2_Y -E Wind _ IBCO3 3 +Y Wind_IBCO3_3_X -Y Wind IBCO3 4_X +Y CW Wind 4 +Y Wind_IBCO3 4_X -Y Wind IBCO3 4 X -Y CCW Frame #1: Node LdC Rx Ry Rz Mxx Myy Tzz kips kips kips kip-ft kip-ft klp-ft 19 D 0.01 2.96 26.58 -19.28 0.19 0.00 Lp 0.01 2.37 19.91 -15.55 0.21 0.00 El -4.31 -0.91 -0.58 10.78 -86.24 0.00 E2 -4.47 2.10 1.32 -24.83 -89.44 -0.01 E3 -0.28 -25.86, -16.3 305.88 -5.68 -0.02 E4 -0.05 c.-30.34) -19.14 O 358.89 -0.91 -0.00 W1 -1.11 0.46 r. ' -5. -22.11 -0.00 W2 -0.10 -9.65 -6.09 114.14 -2.06 -0.01 W3 -0.79 -0.44 -0.28 5.22 -15.75 0.00 W4 -0.87 1.13 0.71 -13.37 -17.42 -0.00 W5 -0.17 -5.41 - 3.41 64.02 -3.48 -0.01 W6 0.02 -9.06 -5.72 107.19 0.40 0.00 W7 -0.91 -6.89 -4.35 81.53 -18.13 -0.01 W8 -0.75 7.58 4.78 -89.68 -15.04 0.00 02/26/07 11:32:51 RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Node LdC W9 W10 W11 W12 20 D Lp El E2 E3 E4 WI W2 W3 W4 W5 W6 W7 W8 W9 W10 W11 W12 Rx -0.58 -0.78 -0.46 -0.67 0.01 0.01 -4.37 -4.33 0.08 0.01 -1.07 0.03 -0.82 -0.79 0.05 -0.01 -0.78 -0.83 -0.62 -0.56 -0.65 -0.59 Frame #2: Node LdC Rx kips 24 D 0.01 Lp 0.00 El -4.40 E2 -4.27 E3 0.21 E4 0.03 WI -1.06 W2 0.08 W3 -0.83 W4 -0.76 W5 0.13 W6 -0.02 W7 -0.74 W8 -0.85 W9 -0.63 W10 -0.47 W11 -0.72 W12 -0.56 Ry -7.13 -3.21 3.73 7.64 -2.92 29.18 18.19 -2.29 24.23 14.16 -0.91 0.58 10.78 2.10 -1.32 -24.83 -25.: • 16.31 305 -30.34 19.14 358.89 0.46 -0.29 -5.43 -9.65 6.09 114.14 -0.44 0.28 5.22 1.13 -0.71 -13.37 -5.41 3.41 64.02 -9.06 5.72 107.19 -6.89 4.35 81.53 7.58 -4.78 -89.68 -7.13 4.50 84.31 -3.21 2.03 37.99 3.73 -2.35 -44.10 7.64 -4.82 -90.42 Ry kips 2.62 2.38 0.62 - .20 -0.74 -14.24 0.36 -1.47 -12.82 -8.54 -11.24 10.13 -6.14 -10.72 9.88 5.30 Frame Reactions Rz -4.50 -2.03 2.35 4.82 Rz kips 52.98 40.29 -5.10 -7.98 -30.07 -25.85 -3.09 -11.06 -1.52 -3.11 -10.04 -6.56 -10.61 5.98 -6.06 -9.86 6.39 2.58 Mxx 84.31 37.99 -44.10 -90.42 Mxx ldp-ft -17.50 -16.44 -9.32 38.87 7.74 165.99 -4.93 16.54 149.56 99.42 130.30 - 118.69 70.87 124.58 - 115.87 -62.16 Myy -11.51 -15.68 -9.20 -13.36 0.14 0.11 -87.46 -86.52 1.62 0.23 -21.46 0.59 -16.34 -15.85 1.01 -0.13 -15.66 -16.54 -12.35 -11.13 -13.01 -11.80 Myy kip-ft 0.12 0.08 -87.90 -85.45 4.30 0.65 -21.22 1.56 -16.56 -15.28 2.65 -032 -14.75 -17.09 -12.66 -9.47 -14.41 -11.22 Tzz 0.00 -0.01 0.01 -0.00 0.00 0.00 0.00 -0.01 -0.02 -0.00 -0.00 -0.01 0.00 -0.00 -0.01 0.00 -0.01 0.00 0.00 -0.01 0.01 -0.00 Tzz klp-ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Page 2/5 02/26/07 11:32:51 RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Node LdC 25 D LP El E2 E3 E4 WI W2 W3 W4 W5 W6 W7 W8 W9 W10 W11 W12 23 D LP El E2 Rx 0.00 -0.00 -4.45 -4.15 0.53 0.08 -1.03 0.19 -0.85 -0.70 0.32 -0.04 -0.63 -0.92 -0.67 -0.28 -0.88 -0.49 Frame #3: Node LdC R: kips 18 D 0.34 Lp 0.60 El E2 33.82 E3 -4.21 E4 -0.67 WI -8.34 W2 -1.53 W3 -5.63 W4 -6.88 W5 -2.59 W6 0.30 W7 -7.40 W8 -5.11 W9 -4.00 W10 -7.10 W11 -2.28 W12 -5.38 -0.20 -0.40 -31.44 Ry -2.73 -2.54 1.57 .49 -0.35 -14.38 0.70 -1.22 -12.99 -8.57 -11.04 10.52 -5.90 -10.66 10.27 5.51 RY kips 0.01 0.01 -0.13 0.31 -3.78 -4.43 0.07 -1.41 -0.06 0.17 -0.79 -1.32 -1.01 1.11 -1.04 -0.47 0.54 1.12 0.01 0.02 -0.08 0.18 Frame Reactions Rz 22.49 18.79 -3.06 -0.51 11.16 -1.21 0.44 10.18 6.56 7.98 -8.75 4.01 7.96 -8.54 -4.59 Mxx kip-ft -0.22 -0.25 -24 2.66 -6.13 9 75.54 -0.52 88.64 -6.50 -1.34 -1.19 28.19 -4.39 1.29 -5.36 -3.30 -2.02 15.81 0.23 26.47 -5.77 20.14 -3.98 -22.15 -3.12 20.82 -5.54 9.38 -1.78 -10.89 -4.19 -22.33 Rz kips 12.15 11.96 6.46 7.84 24.5 Mx: 16.60 14.90 -15.39 5.23 166.85 -7.12 14.96 150.65 99.63 129.06 - 121.22 69.38 124.21 - 118.33 -63.50 Myy 0.08 -0.00 -88.94 2. -82.96 10.53 1.63 -20.67 3.82 -17.06 -13.95 6.49 -0.76 -12.64 -18.37 -13.37 -5.60 -17.66 -9.89 -0.26 -0.33 1.63 -3.66 Tzz 0.00 0.00 0.00 -0.01 -0.02 -0.00 -0.00 -0.01 0.00 -0.00 -0.01 0.00 -0.01 0.00 0.00 -0.01 0.01 -0.00 Myy Tzz kip-ft kip-ft 2.58 0.00 4.33 0.00 -3 . . 0.00 -0.01 0 -0.02 -0.00 -0.00 -0.01 0.00 -0.00 -0.01 0.00 -0.01 0.00 0.00 -0.01 0.01 -0.00 -7.65 -95.38 -17.48 -64.43 -78.64 -29.62 3.40 -84.65 -58.43 -45.77 -81.20 -26.11 -61.53 -0.84 0.00 -2.04 0.00 -359 6 0.00 - 386.90 -0.01 Page 3/5 02/26/07 11:32:51 RAM RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Node LdC Rx Ry Rz Mix Myy Tzz E3 -4.21 -4.09 3.29 81.73 -48.20 -0.02 E4 -0.67 -4.48 0.52 89.60 -7.65 -0.00 WI -8.34 0.04 6.50 -0.79 -95.38 -0.00 W2 -1.53 -1.52 1.19 30.43 -17.48 -0.01 W3 -5.63 -0.04 4.39 0.79 -64.43 0.00 W4 -6.88 0.10 5.36 -1.98 -78.64 -0.00 W5 -2.59 -0.98 2.02 19.62 -29.62 -0.01 W6 030 -1.30 -0.23 26.03 3.40 0.00 W7 -7.40 -1.11 5.77 22.23 -84.65 -0.01 W8 -5.11 1.17 3.98 -23.42 -58.43 0.00 W9 -4.00 -1.01 3.12 20.11 -45.77 0.00 W10 -7.10 -0.66 5.54 13.23 -81.20 -0.01 W11 -2.28 0.71 1.78 -14.12 -26.11 0.01 W12 -5.38 1.05 4.19 -21.00 -61.53 -0.00 Frame #4: Node LdC Rx Ry Rz Mxx Myy Tzz kips kips kips kip-ft kip-ft kip-ft 21 D 0.20 0.01 13.37 -0.22 1.43 0.00 Lp + 0.01 -0.25 0.00 El -0.13 2.66 - 372.67 0.00 E2 ' 0.31 -26.37 -6.13 - .63 -0.01 E3 3.84 -3.78 3.34 75.54 44.10 -0.02 E4 0.59 -4.43 0.52 88.64 6.82 -0.00 WI -7.53 0.07 -6.57 -1.34 -86.63 -0.00 W2 1.39 -1.41 1.21 28.19 15.99 -0.01 W3 -6.22 -0.06 -5.42 1.29 -71.50 0.00 W4 -5.08 0.17 -4.43 -3.30 -58.43 -0.00 W5 2.36 -0.79 2.06 15.81 27.17 -0.01 W6 -0.28 -1.32 -0.24 26.47 -3.19 0.00 W7 -4.61 -1.01 -4.02 20.14 -52.98 -0.01 W8 -6.69 1.11 -5.84 -22.15 -76.96 0.00 W9 -4.87 -1.04 -4.25 20.82 -56.02 0.00 W10 -2.04 -0.47 -1.78 9.38 -23.45 -0.01 W11 -6.44 0.54 -5.61 -10.89 -74.01 0.01 W12 -3.60 1.12 -3.14 -22.33 -41.44 -0.00 22 Frame Reactions -0.17 0.01 7.58 -0.26 -0.96 0.00 0.02 -0.32 - 0.00 -0.09 1.75 -372.6 0.00 .23 0.20 26.37 -3.94 - 347.63 -0.01 3.84 -4.05 -3.34 81.04 44.10 -0.02 0.59 -4.47 -0.52 89.50 6.82 -0.00 -7.53 0.04 6.57 -0.85 -86.63 -0.00 1.39 -1.51 -1.21 30.18 15.99 -0.01 Page 4/5 02/26/07 11:32:51 RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Frame Reactions Node LdC Rz Ry Rz Mix Myy Tzz W3 -6.22 -0.04 5.42 0.84 -71.50 0.00 W4 -5.08 0.11 4.43 -2.12 -58.43 -0.00 W5 2.36 -0.96 -2.06 19.19 27.17 -0.01 W6 -0.28 -1.30 0.24 26.08 -3.19 0.00 W7 -4.61 -1.10 4.02 22.00 -52.98 -0.01 W8 -6.69 1.16 5.84 -23.28 -76.96 0.00 W9 -4.87 -1.01 4.25 20.19 -56.02 0.00 W10 -2.04 -0.64 1.78 12.80 -23.45 -0.01 W11 -6.44 0.69 5.61 -13.76 -74.01 0.01 W12 -3.60 1.06 3.14 -21.15 -41.44 -0.00 Page 5/5 02/26/07 11:32:51 JOBafrWR-12ge ENGINEER DESIGN OF 4.- 110r1. 01 *Ili k4t42 Dt u- II.e II •� fi Z * -Y -i- 11 -1 ± VL! ± 6.1 214 + SHIMAJI & LASCOLA structural engineers PrAtiv) w 2(0-4' fi (v.'; ± ± &.1 33-P A- w. 1-1 SHEET NO. DATE f Vpt JOB ENGINEER DESIGN OF m,. l Ari cols! c of is co 1 P ►i �` �G 4� 0-rW- Pi SHIMAJI & LASCOLA structural engineers PO I kb 31i4o. ) - 00 d 114 - x b 41, 1 •tJ J'c y- *P lr sad " -01- F SHEET NO. DATE RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Code Check Summary CRITERIA: Rigid End Zones: Ignore Effects Member Force Output: At Face of Joint P- Delta: Yes Scale Factor. 1.00 Diaphragm: Rigid Ground Level: Base Wall Mesh Criteria : Max. Allowed Distance between Nodes (ft) : 8.00 LOAD COMBINATION CRITERIA: Sds 0.400 LOAD CASE DEFINITIONS: D DeadLoad Lp PosLiveLoad El Seismic E2 Seismic E3 Seismic E4 Seismic W1 Wind W2 Wind W3 Wind W4 Wind W5 Wind W6 Wind W7 Wind W8 Wind W9 Wind W 10 Wind Wll Wind W12 Wind LOAD COMBINATIONS: IBC 2003 ASD 1 * 1.000 D 2 * 1.000 D + 1.000 Lp 3 * 1,.000 D + 0.750 Lp + 0.750 W1 4 * 1.000 D + 0.750 Lp + 0.750 W2 5 * 1.000 D + 0.750 Lp + 0.750 W3 6 * 1.000 D + 0.750 Lp + 0.750 W4 7 * 1.000 D + 0.750 Lp + 0.750 W5 8 * 1.000 D +0.750 Lp +0.750 W6 9 * 1.000 D + 0.750 Lp + 0.750 W7 10 * 1.000 D + 0.750 Lp + 0.750 W8 11 * 1.000 D + 0.750 Lp + 0.750 W9 12 * 1.000 D + 0.750 Lp + 0.750 W 10 13 * 1.000 D + 0.750 Lp + 0.750 W11 RAMUSER RAMUSER EQIBCO3 X +E F EQIBCO3_X -E F EQIBCO3 Y +E_F EQIBCO3 -E F Wind Wind _ IBCO3 1_Y Wind _ IBCO3 _ 2_X +E Wind 2_X -E Wind 2 +E Wind _ IBCO3 2_Y -E Wind_IBCO3 3_X +Y Wind_IBCO3 3_X -Y Wind_IBCO3 4_X +Y CW Wind 4 +Y_CCW Wind 4_X -Y_CW Wind IBCO3 4 X -Y CCW 02/26/07 11:32:51 Steel Code: AISC ASD Rho = 1.00 Rho = 1.00 Rho = 1.00 Rho = 1.00 RAM MFNVC1w1 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 57 58 59 RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC * 1.000 D + 0.750 Lp + 0.750 W12 * 1.000 D + 0.750 Lp - 0.750 WI * 1.000 D + 0.750 Lp - 0.750 W2 * 1.000 D + 0.750 Lp - 0.750 W3 * 1.000 D + 0.750 Lp - 0.750 W4 * 1.000 D +0.750 Lp -0.750 W5 * 1.000 D +0.750 Lp -0.750 W6 * 1.000 D + 0.750 Lp - 0.750 W7 * 1.000 D +0.750 Lp -0.750 W8 * 1.000 D +0.750 Lp -0.750 W9 * 1.000 D + 0.750 Lp - 0.750 W 10 * 1.000 D + 0.750 Lp - 0.750 W l l * 1.000 D + 0.750 Lp - 0.750 W12 * 1.000D +1.000 W1 * 1.000 D+ 1.000 W2 * 1.000D +1.000 W3 * 1.000 D + 1.000 W4 * 1.000D +1.000 W5 • 1.000 D+ 1.000 W6 * 1.000D +1.000 W7 * 1.000 D+ 1.000 W8 • 1.000 D+ 1.000 W9 * 1.000 D + 1.000 W 10 * 1.000D+ 1.000 W11 * 1.000 D + 1.000 W12 * 1.000D -1.000 W1 * 1.000D -1.000 W2 • 1.000D -1.000 W3 • 1.000 D - 1.000 W4 * 1.000 D -1.000 W5 * 1.000 D -1.000 W6 * 1.000D -1.000 W7 * 1.000 D -1.000 W8 * 1.000 D -1.000 W9 * 1.000 D -1.000 W10 * 1.000 D - 1.000 W11 * 1.000 D - 1.000 W12 • 0.600 D+ 1.000 WI * 0.600 D+ 1.000 W2 * 0.600 D+ 1.000 W3 * 0.600 D+ 1.000 W4 * 0.600D +1.000 W5 * 0.600D +1.000 W6 * 0.600 D + 1.000 W7 * 0.600 D+ 1.000 W8 * 0.600 D + 1.000 W9 Code Check Summary Pagb 2/6 02/26/07 11:32:51 Steel Code: AISC ASD RAM RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Code Check Summary Page 3/6 02/26/07 11:32:51 Steel Code: AISC ASD RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Code Check Summary Pagel 4/6 02/26/07 11:32:51 Steel Code: AISC ASD 60 * 0.600 D + 1.000 W10 Col. P Mmajor Mminor Vmajor Vminor LC Interact. Fy Size 61 * 0.600 D + 1.000 W i 1 # kips kip-ft kip-ft kips kips ksi 62 * 0.600 D+ 1.000 W12 33 63.46 299.06 0.40 27.57 0.02 78 0.65 H1 -3 50 W14X132 63 * 0.600 D - 1.000 WI 34 57.46 - 301.26 1.04 27.67 0.05 82 0.65 H1 -3 50 W14X132 64 * 0.600 D -1.000 W2 65 * 0.600 D - 1.000 W3 Beam P MmaJor Mminor Vmajor Vminor LC Interact. Fy Size 66 * 0.600 D -1.000 W4 # kips kip-ft kip-ft kips kips ksi 67 * 0.600 D -1.000 W5 117 -0.00 - 232.63 -0.00 34.46 0.00 82 0.70 H1 -3 50 W24X62 68 * 0.600 D -1.000 W6 69 * 0.600 D -1.000 W7 70 * 0.600 D - 1.000 W8 Level: Roof 71 * 0.600 D -1.000 W9 Col. P Mmajor Mminor Vmajor Vminor LC Interact. Fy Size 72 * 0.600 D -1.000 W 10 # kips kip-ft kip-ft kips kips ksi 73 * 0.600 D -1.000 Wit 26 60.67 367.24 7.98 33.98 0.40 77 0.81 H1-3 50 W14X132 74 * 0.600 D -1.000 W12 27 108.93 - 367.28 -3.04 33.41 0.15 81 0.84 H1 -3 50 WI4X132 75 * 1.060 D + 0.750 Lp + 0.750 El 76 * 1.060 D + 0.750 Lp + 0.750 E2 Beam P Mmajor Mminor Vmajor Vminor LC Interact. Fy Size 77 * 1.060 D + 0.750 Lp + 0.750 E3 # kips kip-ft kip-ft kips kips ksi 78 * 1.060 D + 0.750 Lp + 0.750 E4 4 -0.00 - 277.09 0.00 48.03 0.00 81 0.84 H1 -3 50 W24X62 79 • 1.060 D + 0.750 Lp - 0.750 El 80 * 1.060 D + 0.750 Lp - 0.750 E2 Frame #3: 81 * 1.060 D + 0.750 Lp - 0.750 E3 82 * 1.060 D + 0.750 Lp - 0.750 E4 Level: Roof 83 * 1.056 D + 0.700 El Col. P Mmajor Mminor Vmajor Vminor LC Interact. Fy Size 84 * 1.056 D + 0.700 E2 # kips kip-ft kip-ft kips kips ksi 85 * 1.056D +0.700E3 22 41.63 - 296.16 4.18 26.17 0.21 80 0.63 H1 -3 50 W14X132 86 * 1.056 D + 0.700 E4 32 32.51 292.60 -3.27 25.88 0.16 76 0.61 H1-3 50 W14X132 87 * 1.056 D - 0.700 E1 88 * 1.056 D - 0.700 E2 Beam P Mmajor Mminor Vmajor Vminor LC Interact. Fy Size 89 * 1.056 D - 0.700 E3 # kips kip -ft kip-ft kips kips ksi 90 * 1.056 D - 0.700 E4 116 0.00 - 212.79 0.00 23.56 0.00 80 0.70 H1-3 50 W24X68 91 * 0.544 D + 0.700 El 92 * 0.544 D + 0.700 E2 Frame #4: 93 * 0.544 D + 0.700 E3 Level: Roof 94 * 0.544 D + 0.700 E4 Col. P Mmajor Mminor Vmajor Vminor LC Interact. Fy Size 95 * 0.544 D - 0.700 El # kips kip -ft kip -ft kips kips ksi 96 * 0.544 D - 0.700 E2 20 48.69 - 282.72 -2.42 24.79 0.12 79 0.61 H1 -3 50 W14X132 97 * 0.544 D - 0.700 E3 21 33.46 282.50 0.80 24.80 0.04 75 0.58 H1 -3 50 W14X132 98 * 0.544 D - 0.700 E4 * = Load combination currently selected to use Frame #1: Level: Roof Frame #2: Beam P Mmajor Mminor Vmajor Vminor LC Interact. Fy Size kips kip-ft kip -ft kips kips ksi 1 -0.00 - 198.19 -0.00 24.16 0.00 79 0.87 H1 -3 50 W24X62 Frame #5: MM RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Level: HighRoof Col. P Mmajor kips kip-ft 3 7.89 -0.00 Beam P Mmajor # kips kip-ft 1 0.00 9.82 Brace P Mmajor # kips kip-ft 1 -8.38 0.00 Frame #6: Level: HighRoof Col. P Mmajor # kips kip -ft 4 11.92 -0.00 Beam P Mmajor # kips kip -ft 2 -0.00 23.23 Brace P Mmajor # kips kip -ft 2 9.59 0.00 Level: Roof Beam P Mmajor # kips kip -ft 32 2.74 49.41 Mminor ldp-ft 9.17 Mminor kip-ft 0.00 Mminor kip -ft 0.00 Mminor kip-ft 16.35 Mminor kip -ft 0.00 Mminor kip -ft 0.00 Frame #7: Level: HighRoof Col. P Mmajor Mminor # kips kip -ft kip-ft 1 7.21 20.84 3.33 Code Check Summary Vmajor Vminor kips kips 0.00 0.97 Vmajor Vminor kips kips 2.95 0.00 Vmajor Vminor kips kips 0.00 0.00 Level: Roof Beam P Mmajor Mminor Vmajor Vminor LC Interact. Fy kips kip -ft kip -ft kips kips ksi 33 3.33 5.19 0.00 1.65 0.00 82 0.06 Hl -3 50 Vmajor kips 0.00 Vmajor kips 4.56 Vmajor kips 0.00 Vminor kips 1.73 Vminor kips 0.00 Vminor kips 0.00 Mminor Vmajor Vminor LC kip-ft kips kips 7.22 21.98 1.89 81 Vmajor Vminor kips kips 2.08 0.33 81 LC Interact. 79 0.18 Hl -3 LC Interact. 2 0.39 111 -3 LC Interact. 82 0.05 Hl -3 LC Interact. 80 0.31 Hl -3 LC Interact. 2 0.32 H1-3 LC Interact. 80 0.09 H1 -3 Interact. FY ksi 46 FY ksi 50 FY ksi 0.50 H1 -3 50 Page 5/6 02/26/07 11:32:51 Steel Code: AISC ASD Size HSS8X8X3 /8 Size W14X22 Level: Roof Fy Size Col. P Mmajor ksi # kips kip-ft 36 HSS6X6X3 /8 18 22.44 -3.33 Size W14X43 Fy Size ksi 46 HSS8X8X3 /8 Fy Size ksi 50 W14X22 Fy Size ksi 36 HSS6X6X3 /8 Size W14X43 LC Interact. Fy Size ksi 0.27 H1 -3 46 HSS1OX1OX3 /8 Beam P kips 3 0.00 Brace P kips 3 -15.41 Beam P Mmajor # kips kip-ft 6 0.00 15.44 Frame #8: Level: HighRoof Col. P Mmajor kips kip-ft 2 17.79 -19.42 Beam P kips 4 0.00 Brace P kips 4 12.42 Level: Roof Col. P kips 19 28.72 Beam P kips 5 -0.12 RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Mmajor kip-ft 9.93 Mmajor kip-ft 0.00 Mmajor Mp 23.23 Mmajor kip-ft 0.00 Mmajor kip-ft -19.30 Mmajor kip-ft 21.65 Mminor kip-ft 0.00 Mminor kip-ft 0.00 Mminor kip-ft 20.84 Mminor kip-ft 0.00 Mminor kip-ft 1.76 Mminor kip-ft 0.00 Mminor kip-ft 0.00 Mminor kip-ft 1.34 Mminor kip -ft 7.40 Code Check Summary Vmajor Vminor LC Interact. Fy kips kips ksi 2.98 0.00 2 0.40 H1 -3 50 Vmajor Vminor LC Interact. Fy kips kips ksi 0.00 0.00 77 0.09 Hl -3 36 Vmajor Vminor LC Interact. Fy kips kips ksi 0.17 1.04 81 0.61 H1 -1 46 Vmajor Vminor LC Interact. Fy kips kips ksi 4.63 0.00 2 0.12 H1-3 50 Vmajor Vminor LC Interact. Fy kips kips ksi 2.08 0.60 77 0.29 H1 -3 46 Vmajor Vminor LC Interact. Fy kips kips ksi 4.56 0.00 2 0.32 H1 -3 50 Vmajor Vminor LC Interact. Fy kips kips ksi 0.30 1.04 75 0.82 H1-1 46 Vmajor Vminor LC Interact. Fy kips kips ksi 10.38 1.96 82 0.34 H1 -3 50 Page 6/6 02/26/07 11:32:51 Steel Code: AISC ASD Size W 14X22 Size HSS6X6X3 /8 Size HSS1OX1OX3 /8 Size W 14X43 Size HSSIOX1OX3 /8 Size W14X22 Vmajor Vminor LC Interact. Fy Size kips kips ksi 0.00 0.00 75 0.11 H1-3 36 HSS6X6X3 /8 Size HSS10X10X3 /8 Size W14X43 10 RAM RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Frame #1: Sty Jnt# Element 1 7 Web Plate Stiffener 1 6 Web Plate Stiffener Joint Code Check Summary Side Loc. All Both All Both Dimensions(in) AISC Provision Not Required Not Required Not Required Not Required 02/26/07 11:32:51 Steel Code: AISC ASD LI RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Frame #2: Sty Jnt# Element Side Loc. 1 13 Web Plate Stiffener SideB Top Stiffener Both Bot 1 11 Web Plate Stiffener SideA Top Stiffener Both Bot Joint Code Check Summary Dimensions(in) Not Required 6.375x 3.250x 0.375 Not Required Not Required 6.375x 3.250x 0.375 Not Required AISC Provision K1.3 K1.3 Page 2/4 02/26/07 11:32:51 Steel Code: AISC ASD RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Frame #3: Sty Jnt# Element Side Loc. 1 5 Web Plate Stiffener All Both 1 10 Web Plate Stiffener All Both Joint Code Check Summary Page 3/4 02/26/07 11:32:51 Steel Code: AISC ASD RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Joint Code Check Summary Frame #4: Dimensions(in) AISC Provision Sty Jnt# Element Side Loc. Dimensions(in) AISC Provision Not Required 1 8 Web Plate Not Required Not Required Stiffener All Both Not Required Not Required 1 9 Web Plate Not Required Not Required Stiffener All Both Not Required Page 4/4 02/26/07 11:32:51 Steel Code: AISC ASD J 15 L N 9 1 14 13 01 10 1 12 11 NI- - 5 r nip RAM Floor Type: Roof RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017- ServiceYard Building Code: UBC1 co cc Floor Map 03/27/07 09:36:37 Steel Code: ASD 9th Ed. W8x10 b W14x22 I W8x1 0 W8x1 0 N N X W14x22 I W8x1 0 W8x10 N X W14x22 r Floor Type: Roof RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017- ServiceYard- Gravity Building Code: UBC1 Floor Map 0.9 03/27/07 09:34:05 Steel Code: ASD 9th Ed. RAM RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017- ServiceYard Building Code: UBC1 Floor Type: Roof SPAN INFORMATION (ft): Beam Size (Optimum) Total Beam Length (ft) LINE LOADS (k/ft): Load Dist 1 0.000 18.500 2 0.000 18.500 3 0.000 18.500 DL 0.000 0.000 0.074 0.074 0.010 0.010 Gravity Beam Design Beam Number =11 I -End (0.00,6.17) J -End (18.50,6.17) = W8X10 = 18.50 LL Red% Type 0.000 - NonR 0.000 0.123 - NonR 0.123 0.000 - NonR 0.000 SHEAR: Max V (DL +LL) -1.92 kips fv =1.43 ksi Fv - 20.00 ksi MOMENTS: Span Cond Moment ® Lb Cb kip-ft ft ft Center Max + 8.9 9.3 0.0 1.00 Controlling 8.9 9.3 0.0 1.00 REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) at at at Left Right 0.78 0.78 1.14 1.14 1.92 1.92 9.25 ft = 9/5 ft = 9.25 ft = -0.248 -0.364 -0.612 Fy = 50.0 ksi Tension Flange ib Fb 13.63 32.70 13.63 32.70 03t27107 09:36:37 Steel Code: ASD 9th Ed. UD = 895 UD = 610 UD = 363 Compr Flange fb Fb 13.63 32.70 RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017 - ServiceYard Building Code: UBC1 Floor Type: Roof Beam Number -12 SPAN INFORMATION (ft): Beam Size (Optimum) Total Beam Length (ft) LINE LOADS (k/ft): Load Dist DL LL Type 1 0.000 0.000 0.000 - NonR 18.500 0.000 0.000 2 0.000 0.074 0.123 - NonR 18.500 0.074 0.123 3 0.000 0.010 0.000 - NonR 18.500 0.010 0.000 SHEAR: Max V (DL +LL) -1.92 kips fv -1.43 ksi Fv - 20.00 ksi MOMENTS: Span Cond Moment kip-ft Center Max + 8.9 Controlling 8.9 REACTIONS (kips): DL reaction Max +LL. reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) I -End (0.00,12.33) J -End (18.50,12.33) = W8X10 = 18.50 at at at Gravity Beam Design Red% C3a Lb Cb Tension Flange ft ft tb Fb 9.3 0.0 1.00 13.63 32.70 9.3 0.0 1.00 13.63 32.70 Left 0.78 1.14 1.92 925 ft = 9.25 ft = 9.25 ft = Right 0.78 1.14 1.92 -0.248 -0.364 -0.612 Fy = 50.0 ksi L/D = L/D = L/D = 895 610 363 Page 2/5 03/27/07 09:36:37 Steel Code: ASD 9th Ed. Compr Flange tb Fb 13.63 32.70 RAM RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017- ServiceYard Building Code: UBC1 Floor Type: Roof SPAN INFORMATION (ft): Beam Size (Optimum) Total Beam Length (ft) LINE LOADS (k/ft): Load Dist DL 1 0.000 0.000 18.500 0.000 2 0.000 0.099 18.500 0.099 3 0.000 0.010 18.500 0.010 Center Max + Controlling REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) Gravity Beam Design Beam Number -13 I -End (0.00,26.78) J -End (18.50,26.78) - W8X10 = 18.50 LL Red% Type 0.000 - NonR 0.000 0.166 - NonR 0.166 0.000 - NonR 0.000 SHEAR: Max V (DL +LL) - 2.54 kips fv -1.90 ksi Fv - 20.00 ksi MOMENTS: Span Cond Moment (a3 kip-ft ft 11.8 9.3 11.8 9.3 at at at Lb ft 0.0 0.0 Left Right 1.01 1.01 1.53 1.53 2.54 2.54 9.25 ft = 9.25 ft = 9.25 ft = Cb Tension Flange fb Fb 1.00 18.07 32.70 1.00 18.07 32.70 -0.323 -0.488 -0.811 Page 3/5 03/27/07 09:36:37 Steel Code: ASD 9th Ed. Fy = 50.0 ksi L/D = 688 L/D = 454 L/D = 274 Compr Flange fb Fb 18.07 32.70 RA MW W7RTY! RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017 - ServiceYard Building Code: UBC1 Floor Type: Roof Beam Number -14 SPAN INFORMATION (ft): Beam Size (Optimum) Total Beam Length (ft) Gravity Beam Design DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) I -End (0.00,35.06) J -End (18.50,35.06) = W8X10 = 18.50 LINE LOADS (k/ft): Load Dist DL IL Red% Type 1 0.000 0.000 0.000 - NonR 18.500 0.000 0.000 2 0.000 0.099 0.166 - NonR 18.500 0.099 0.166 3 0.000 0.010 0.000 - NonR 18.500 0.010 0.000 SHEAR: Max V (DL +LL) - 2.54 kips fv -1.90 ksi Fv - 20.00 ksi MOMENTS: Span Cond Moment (a3 Lb kip-ft ft ft Center Max + 11.8 9.3 0.0 Controlling 11.8 9.3 0.0 REACTIONS (kips): Left Right 1.01 1.01 1.53 1.53 2.54 2.54 at 9.25 ft = at 9.25 ft = at 9.25 ft = Cb Tension Flange fb Fb L00 18.07 32.70 1.00 18.07 32.70 -0.323 -0.488 -0.811 03/27/07 09:36:37 Steel Code: ASD 9th Ed. Fy = 50.0 ksi L/D = L/D = L/D = 688 454 274 Page 4/5 Compr Flange fb Fb 18.07 32.70 Fil RAM RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017 - ServiceYard Building Code: UBC1 Gravity Beam Design Page 5/5 03/27/07 09:36:37 Steel Code: ASD 9th Ed. Floor Type: Roof Beam Number =15 SPAN INFORMATION (ft): I -End (0.00,50.42) J -End (18.50,50.42) Beam Size (Optimum) = W8X10 Fy = 50.0 ksi Total Beam Length (ft) = 18.50 LINE LOADS (k/ft): Load Dist DL IL Red% Type 1 0.000 0.000 0.000 — NonR 18.500 0.000 0.000 2 0.000 0.085 0.142 — NonR 18.500 0.085 0.142 3 0.000 0.010 0.000 — NonR 18.500 0.010 0.000 SHEAR: Max V (DL +LL) = 2.19 kips fv = 1.63 ksi Fv = 20.00 ksi MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Compr Flange kip-ft ft ft fb Fb fb Fb Center Max + 10.1 9.3 0.0 1.00 15.56 32.70 15.56 32.70 Controlling 10.1 9.3 0.0 1.00 15.56 32.70 — — REACTIONS (kips): Left Right DL reaction 0.88 0.88 Max +LL reaction 1.31 1.31 Max +total reaction 2.19 2.19 DEFLECTIONS: Dead load (in) at 9.25 ft = -0.281 1.D = 791 Live load (in) at 9.25 ft = -0.418 LID = 531 Net Total load (in) at 925 ft = -0.699 UD = 318 RAM.Frame V10.0 - Analysis Mode DataBase: 07017 - ServiceYard 03/27/07 09:36:37 MM RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017- ServiceYard Loads and Applied Forces LOAD CASE: Seismic Seismic ASCE 7 -02 / IBC 2003 Equivalent Lateral Force Site Class: E Importance Factor: 1.00 Ss: 1.424 g Fa: 0.900 Fv: 2.400 SDs: 0.854 g Seismic Use Group: I Seismic Design Category: D Provisions for: Force Ground Level: Base S 1: 0.488 g SD1: 0.781 g Dir Eccent R Ta Equation Building Period -T X + And - 2.5 Std,Ct= 0.030,x =0.75 Calculated Y + And - 2.5 Std,Ct= 0.030,x =0.75 Calculated Dir Ta Cu T T -used Eq95521-1 Eq95521-2 Eq95521-3 k X 0.169 1.400 0.599 0.236 0.342 1.322 0.0376 1.000 Y 0.169 1.400 0.594 0.236 0.342 1.322 0.0376 1.000 03/27/07 09:36:37 Total Building Weight (kips) = 13.38 APPLIED STORY FORCES: Type: EQIBCO3 X +E_F Level Ht Fx Fy X Y ft kips kips ft ft Roof 10.00 4.57 0.00 9.25 31.66 4.57 0.00 Type: EQIBCO3 X -E Level Ht Fx Fy X Y ft kips kips ft ft Roof 10.00 4.57 0.00 9.25 25.84 4.57 0.00 Type: EQIBCO3 Y +E_F Level Ht Fx Fy X Y ft kips kips ft ft Roof 10.00 0.00 4.57 10.21 28.75 0.00 4.57 Type: EQIBCO3 Y_ -E_F Level Ht Fx Fy X Y ft kips kips ft ft Roof 10.00• 0.00 4.57 8.29 28.75 0.00 4.57 Fil RAM RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017- ServiceYard Building Code: UBC1 Story Displacements CRITERIA: Rigid End Zones: Ignore Effects Member Force Output: At Face of Joint P- Delta: Yes Scale Factor: 1.00 Diaphragm: Rigid Ground Level: Base Wall Mesh Criteria : Max. Allowed Distance between Nodes (ft) : 8.00 LOAD CASE DEFINITIONS: D DeadLoad RAMUSER Lp PosLiveLoad RAMUSER El Seismic EQIBCO3_X_ +E_F E2 Seismic EQIBCO3_X_ -E_F E3 Seismic EQIBCO3_Y_ +E_F E4 Seismic EQIBCO3 Y -E F Level: Roof Center of Mass (ft): (9.25, 28.75) LdC Disp X Disp Y Theta Z in in rad D - 0.00000 0.00577 - 0.00000 Lp - 0.00000 0.00722 0.00000 El 1.18959 - 0.00000 - 0.00029 E2 1.20229 0.00000 0.00066 E3 0.00209 1.17912 0.00016 E4 - 0.00209 1.17912 - 0.00016 03/27/07 09:36:37 CODE: UBC 97 RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017- ServiceYard CRITERIA: Rigid End Zones: Ignore Effects P- Delta: Yes Scale Factor: 1.00 Diaphragm: Rigid Ground Level: Base Wall Mesh Criteria : Max. Allowed Distance between Nodes (ft) : 8.00 Level for Ab: Roof Ab (ft = 1114.9 Maximum Angle from Parallel between adjacent bays for which Column is considered 'common to two bays': 10.0 deg Load Case: El Seismic EQ IBCO3_X_ +E_F Level Story V Area Ai ElementV ri Rhoi Element kips ft kips Roof 4.70 1114.86 1.27 0.270 0.000 Cols 5,4 r max = 0.270 Rho = 1.000 Load Case: E2 Seismic EQ IBCO3 X -E_F Level Story V Area Ai ElementV ri Rhoi Element kips ft kips Roof 4.71 1114.86 1.41 0.299 0.000 Cols 1,2 r max = 0.299 Rho = 1.000 Redundancy Factors Summary Load Case: E3 Seismic EQ IBCO3 Y_ +E_F Level Story V Area Ai ElementV ri Rhoi Element kips ft kips Roof 4.70 1114.86 1.02 0.216 0.000 Cols 3,4 rmax = 0.216 Rho = 1.000 Load Case: E4 Seismic EQ IBCO3_Y_ -E_F Level Story V Area Ai ElementV ri Rhoi Element kips ft kips Roof 4.70 1114.86 1.02 0.216 0.000 Cols 5,4 r max = 0.216 Rho = 1.000 03/27/07 09:36:37 RAM RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017- ServiceYard Building Story Shears CRITERIA: Rigid End Zones: Ignore Effects Member Force Output: At Face of Joint P- Delta: Yes Scale Factor: 1.00 Diaphragm: Rigid Ground Level: Base Wall Mesh Criteria : Max. Allowed Distance between Nodes (ft) : 8.00 Load Case: D DeadLoad RAMUSER Level Shear -X Change -X Shear -Y Change -Y kips kips kips kips Roof 0.00 0.00 0.00 0.00 Load Case: Lp PosLiveLoad RAMUSER Level Shear -X Change -X Shear -Y Change -Y kips kips kips kips Roof 0.00 0.00 0.00 0.00 Load Case: El Seismic EQ IBCO3_X_ +E_F Level Shear -X Change -X Shear -Y Change -Y kips kips kips kips Roof 4.70 4.70 0.00 0.00 Load Case: E2 Seismic EQ_IBCO3_X -E_F Level Shear -X Change -X Shear -Y Change -Y kips kips kips kips Roof 4.71 4.71 0.00 0.00 Load Case: E3 Seismic EQ IBCO3_Y_ +E Level Shear -X Change -X Shear -Y Change -Y kips kips kips kips Roof 0.00 0.00 4.70 4.70 Load Case: E4 Seismic EQ_1BCO3_Y_ -E_F Level Shear -X Change -X Shear -Y Change -Y kips kips kips kips Roof 0.00 0.00 4.70 4.70 �o 03/27/07 09:36:37 pia RAM CRITERIA: Rigid End Zones: Ignore Effects Member Force Output: At Face of Joint P- Delta: Yes Scale Factor. 1.00 Diaphragm: Rigid Ground Level: Base Wall Mesh Criteria : Max. Allowed Distance between Nodes (ft) : 8.00 Frame #1 Load Case: D Level Roof Load Case: Lp Level Roof Load Case: El Level Roof Load Case: E2 Level Roof Load Case: E3 Level Roof Load Case: E4 Level Roof RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017- ServiceYard DeadLoad RAMUSER Shear -X Change -X kips kips -0.13 -0.13 PosLiveLoad RAMUSER Shear -X Change -X kips kips -0.16 -0.16 Seismic EQIBCO3 X +E F Shear -X Change -X kips kips 2.35 2.35 Seismic EQIBCO3 X_ E F Shear -X Change -X kips kips 2.35 2.35 Seismic EQIBCO3_Y +E F Shear -X Change -X kips kips 0.00 0.00 Seismic EQIBCO3 Y -E F Shear -X Change -X kips kips 0.00 0.00 Frame Story Shears Shear -Y Change -Y kips kips 0.00 0.00 Shear -Y Change -Y kips kips 0.00 0.00 Shear-Y Change -Y kips kips 0.06 0.06 Shear -Y Change -Y kips kips -0.15 -0.15 Shear -Y Change -Y kips kips 2.32 2.32 Shear -Y Change -Y kips kips 2.39 2.39 03/27/07 09:36:37 Frame #2 Load Case: D Level Roof Load Case: Lp Level Roof Load Case: El Level Roof Load Case: E2 Level Roof Load Case: E3 Level Roof Load Case: E4 Level Roof RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017- ServiceYard DeadLoad RAMUSER Shear -X Change -X kips kips 0.13 0.13 PosLiveLoad RAMUSER Shear -X Change -X kips kips 0.16 0.16 Seismic EQIBCO3 X +E F Shear -X Change -X kips kips 2.35 2.35 Seismic EQIBCO3 X_ E F Shear -X Change -X kips kips 2.35 2.35 Seismic EQIBCO3 Y +E F Shear -X Change -X kips kips 0.00 0.00 Seismic EQIBCO3 Y -E F Shear -X Change -X kips kips 0.00 0.00 Frame Story Shears Shear -Y Change -Y kips kips 0.00 0.00 Shear -Y Change -Y kips kips 0.00 0.00 Shear -Y Change -Y kips kips -0.06 -0.06 Shear -Y Change -Y kips kips 0.15 0.15 Shear -Y Change -Y kips kips 2.39 2.39 Shear -Y Change -Y kips kips 2.32 2.32 RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017- ServiceYard Building Code: UBC I Frame Reactions CRITERIA: Rigid End Zones: Ignore Effects Member Force Output: At Face of Joint P- Delta: Yes Scale Factor: 1.00 Diaphragm: Rigid Ground Level: Base Wall Mesh Criteria : Max. Allowed Distance between Nodes (ft) : 8.00 LOAD CASE DEFINITIONS: D DeadLoad RAMUSER Lp PosLiveLoad RAMUSER El Seismic EQIBCO3_X_ +E_F E2 Seismic EQIBCO3_X_ -E_F E3 Seismic EQIBCO3_Y_ +E_F E4 Seismic EQ,IBCO3_Y_ E F Frame #1: Node LdC Rx Ry Rz Mu Myy Tzz kips kips kips kip -ft kip -ft kip -ft 9 D 0.02 0.02 1.41 0.00 0.00 0.00 Lp 0.02 0.02 1.39 0.00 0.00 -0.00 El -0.54 -0.02 -0.59 0.00 0.00 0.04 E2 -0.70 0.04 -0.73 0.00 0.00 -0.09 E3 -0.03 -0.57 -0.55 0.00 0.00 -0.02 E4 0.03 -0.58 -0.51 0.00 0.00 0.02 10 D 0.04 0.01 3.93 0.00 0.00 0.00 Lp 0.05 0.01 4.66 0.00 0.00 -0.00 E1 -0.57 -0.02 -0.60 0.00 0.00 0.04 E2 -0.63 0.04 -0.71 0.00 0.00 -0.09 E3 -0.01 -0.59 0.37 0.00 0.00 -0.02 E4 0.01 -0.61 0.40 0.00 0.00 0.02 11 D 0.04 -0.02 3.50 0.00 0.00 0.00 Lp 0.05 -0.03 4.14 0.00 0.00 -0.00 El -0.61 -0.02 -0.68 0.00 0.00 0.04 E2 -0.54 0.04 -0.54 0.00 0.00 -0.09 E3 0.01 -0.59 -0.54 0.00 0.00 -0.02 E4 -0.01 -0.61 -0.58 0.00 0.00 0.02 12 D 0.02 -0.01 1.05 0.00 0.00 0.00 Lp 0.03 -0.01 0.95 0.00 0.00 -0.00 El -0.64 -0.02 -0.67 0.00 0.00 0.04 E2 -0.48 0.04 -0.56 0.00 0.00 -0.09 E3 0.03 -0.57 0.72 0.00 0.00 -0.02 03/27/07 09:36:37 Node LdC Rx Ry Rz Mxx Myy Tzz E4 -0.03 -0.59 0.69 0.00 0.00 0.02 Frame #2: Node LdC Rx Ry Rz Mxx Myy Tzz kips kips kips kip -ft kip -ft kip -ft 13 D -0.02 0.02 1.41 0.00 0.00 0.00 Lp -0.02 0.02 1.39 0.00 0.00 -0.00 El -0.54 0.02 0.59 0.00 0.00 0.04 E2 -0.70 -0.04 0.73 0.00 0.00 -0.09 E3 -0.03 -0.58 -0.51 0.00 0.00 -0.02 E4 0.03 -0.57 -0.55 0.00 0.00 0.02 14 D -0.04 0.01 3.93 0.00 0.00 0.00 Lp -0.05 0.01 4.66 0.00 0.00 -0.00 El -0.57 0.02 0.60 0.00 0.00 0.04 E2 -0.63 -0.04 0.71 0.00 0.00 -0.09 E3 -0.01 -0.61 0.40 0.00 0.00 -0.02 E4 0.01 -0.59 0.37 0.00 0.00 0.02 15 D -0.04 -0.02 3.50 0.00 0.00 0.00 Lp -0.05 -0.03 4.14 0.00 0.00 -0.00 El -0.61 0.02 0.68 0.00 0.00 0.04 E2 -0.54 -0.04 0.54 0.00 0.00 -0.09 E3 0.01 -0.61 -0.58 0.00 0.00 -0.02 E4 -0.01 -0.59 -0.54 0.00 0.00 0.02 16 RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017- ServiceYard Building Code: UBC1 Frame Reactions -0.02 -0.01 1.05 0.00 0.00 0.00 -0.03 -0.01 0.95 0.00 0.00 -0.00 -0.64 0.02 0.67 0.00 0.00 0.04 -0.48 -0.04 0.56 0.00 0.00 -0.09 0.03 -0.59 0.69 0.00 0.00 -0.02 -0.03 -0.57 0.72 0.00 0.00 0.02 • Page 2/2 03/27/07 09:36:37 YR RAM CRITERIA: Rigid End Zones: Ignore Effects Member Force Output: At Face of Joint P- Delta: Yes Scale Factor. 1.00 Diaphragm: Rigid Ground Level: Base Wall Mesh Criteria : Max. Allowed Distance between Nodes (ft) : 8.00 LOAD COMBINATION CRITERIA: Sds 0.400 LOAD CASE DEFINITIONS: D DeadLoad RAMUSER Lp PosLiveLoad RAMUSER El Seismic EQIBCO3_X +E F E2 Seismic EQIBCO3 X_ E F E3 Seismic EQIBCO3 +E _ F E4 Seismic EQIBCO3 Y_ E F RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017- ServiceYard Building Code: UBC1 LOAD COMBINATIONS: IBC 2003 ASD 1 * 2 * 3 * 4 * 5 * 6 * 7 • 8 • 9 * 10 * 11 * 12 • 13 * 14 * 15 * 16 * 17 * 18 * 19 * 20 * 21 * 22 * 23 * 24 * 25 * 1.000 D 1.000 D + 1.000 Lp 1.060 D + 0.750 Lp + 0.750 El 1.060 D + 0.750 Lp + 0.750 E2 1.060 D + 0.750 Lp + 0.750 E3 1.060 D + 0.750 Lp + 0.750 E4 1.060 D + 0.750 Lp - 0.750 El 1.060 D + 0.750 Lp - 0.750 E2 1.060 D + 0.750 Lp - 0.750 E3 1.060 D + 0.750 Lp - 0.750 E4 1.056 D+ 0.700 El 1.056 D + 0.700 E2 1.056 D + 0.700 E3 1.056 D + 0.700 E4 1.056 D - 0.700 El 1.056 D - 0.700 E2 1.056 D - 0.700 E3 1.056 D - 0.700 E4 0.544 D + 0.700 El 0.544 D + 0.700 E2 0.544 D + 0.700 E3 0.544 D + 0.700 E4 0.544 D - 0.700 El 0.544 D - 0.700 E2 0.544 D - 0.700 E3 Code Check Summary 03/27/07 09:36:37 Steel Code: AISC ASD Rho = 1.00 Rho = 1.00 Rho 1.00 Rho = 1.00 pia Frame #1: Level: Roof Col. P 5 6 7 8 Beam 6 7 8 26 * 0.544 D - 0.700 E4 *= Load combination currently selected to use kips 2.33 7.32 8.19 3.08 P kips 0.00 0.00 -0.00 Frame #2: Level: Roof Col. P kips 1 3.08 2 8.19 3 7.32 4 2.33 Beam P kips 2 0.00 3 0.00 4 0.00 Frame #3: Level: Roof Beam P kips 5 -0.00 RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017ServiceYard Building Code: UBC1 Mmajor kip-ft 4.94 5.12 5.23 5.38 Mmajor kip-ft -16.11 -14.89 -13.45 Mmajor kip-ft -5.38 -5.23 -5.12 -4.94 Mmajor kip-ft -13.45 -14.89 -16.11 Mminor kip-ft -0.00 -0.30 -0.12 0.13 Mminor kip-ft 0.00 -0.00 0.00 Mminor kip-ft 0.13 -0.12 -0.30 -0.00 Mminor kip-ft -0.00 -0.00 -0.00 Mmajor Mminor kip -ft kip-ft 6.01 -0.00 Code Check Summary Vmajor kips 0.52 0.54 0.55 0.57 Vminor kips 0.00 0.03 0.01 0.01 VmaJor Vminor LC Interact. Fy Size Ups kips ksi 3.09 0.00 6 0.22 H1 -3 50 W14X22 3.06 0.00 2 0.21 Hl -3 50 W14X22 2.47 0.00 10 0.19 Hl -3 50 W14X22 Vmajor kips 0.57 0.55 0.54 0.52 Vminor kips 0.01 0.01 0.03 0.00 Vmajor Vminor LC Interact. Fy Size kips kips ksi 2.47 0.00 9 0.19 HI -3 50 W14X22 3.06 0.00 2 0.21 111 -3 50 W14X22 3.09 0.00 5 0.22 Hl -3 50 W14X22 Vmajor Vminor kips kips 1.64 0.00 Frame #4: Level: Roof Beam P Mmajor Mminor Vmajor Vminor kips kip -ft kip -ft kips kips LC Interact. Fy ksi 8 0.38 111 -3 50 LC Interact. Fy ksi • Page 2/3 03/27/07 09:36:37 Steel Code: AISC ASD LC Interact. Fy Size ksl 7 0.44 H1 -3 46 HSS4X4X3 /8 7 0.63 H1 -1 46 HSS4X4X3 /8 8 0.66 111 -1 46 HSS4X4X3 /8 8 0.51 H1 -3 46 HSS4X4X3 /8 LC Interact. Fy Size ksi 4 0.51 111 -3 46 HSS4X4X3/8 4 0.66 H1 -1 46 HSS4X4X3 /8 3 0.63 H1 -1 46 HSS4X4X3/8 3 0.44 111 -3 46 HSS4X4X3/8 Size W14X22 Size RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017- SetviceYard Building Code: UBC1 Code Check Summary Beam P Mmajor Mminor Vmajor Vminor LC Interact. Fy 10 0.00 9.93 0.00 2.54 0.00 2 0.62 H1 -3 50 Page 3/3 03/27/07 09:36:37 Steel Code: AISC ASD Size W14X22 Frame #5: Level: Roof Beam P Mmajor Mminor Vmajor Vminor LC Interact. Fy Size kips kip-ft kip-ft kips kips ksi 9 0.00 10.50 0.00 2.64 0.00 2 0.66 Hl -3 50 W14X22 Frame #6: Level: Roof Beam P Mmajor Mminor Vmajor Vminor LC Interact. Fy Size kips ldp-ft kip-ft kips kips ksi 1 0.00 6.15 -0.00 1.70 0.00 3 0.38 Hl -3 50 W14X22 June 18, 2007 Mikk Sepp Westfield — Southcenter Design and Construction, Trailer #1 633 Southcenter Mall Tukwila, WA 98188 RE: CORRECTION LETTER #1 Development Permit Application Number D07 -129 The Cheesecake Factory — 230 Strander BI Dear Mr. Sepp: This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Building. At this time, the Building, Fire and Public Works Departments have no comments. Planning Department: Moira Bradshaw, at 206- 431 -3651, if you have questions regarding the attached memo. Please address the attached comments in an itemized format with applicable revised plans, specifications, and /or other documentation. The City requires that four (4) complete sets wet stamped of revised plans, specifications and /or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a `Revision Submittal 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 (206) 431 -3670. Sincerely, 44/4_ Brenda Holt Permit Coordinator Encl P:\Brenda\DO7 -129 - connection It #1.DOC bh City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 - 3670 • Fax: 206 - 431 - 3665 To: The Cheesecake Factory/Westfield From: Moira Can Bradshaw, Senior Planner Department of Community Development Planning Division 206 431 3651; mbradshaw @ci.tukwila.wa.us Date: 30 April 2007 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us Subject: D07 -129 — The Cheesecake Factory Foundation Only Permit Interdepartmental Memorandum Steven M. Mullet, Mayor Steve Lancaster, Director Landscape Plan — 1. Correct the landscape plan so that it complies with BAR Notice of Decision (4/27/07) — the pedestrian walkway from Strander must have plants. 2. All stalls that are 8 feet in width must be painted with "compact" 3. Indicate the material for the pedestrian crossings; 4. The profile for the northeast pedestrian crossing should be raised, there will be no need for a handicap ramp at either end. 5. The handicap stalls must be a minimum of 19 feet; two way drive aisles must be 25 feet when the parking stalls are 8.5 and 24 feet if they are 9 feet. Please modify the parking layout. Site /Civil Plan 6. Please respond to City's letter dated April 25, 2007 regarding PW05 -125, Public Works Utility permit requesting an updated site /civil plan that reflects the approved design review site plan. (copy enclosed) Q:\maI1\D07 -129 - cheesecakefoundation.doc Date: City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Plan ChecWPermit Number: D07 -129 El Response to Incomplete Letter # ® Response to Correction Letter # 1 ▪ Revision # after Permit is Issued • Revision requested by a City Building Inspector or Plans Examiner Steven M Mullet, Mayor Steve Lancaster, Director Project Name: THE CHEESECAKE FACTORY — FOUNDATION ONLY Project Address: 230 Strander B1 Contact Person: Mikk Sepp/Douglas Middleton Phone Number: Summary of Revision: Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: • Entered in Permits Plus on transmitta Westfield — Southcenter Design & Construction, Trailer #1 633 Southcenter Seattle, WA 98188 PH (206) 802 -6000 FX (206) 246 -2856 Date: June 18, 2007 Attn: To: City Of Tukwila Atten : Brenda Holt Permit Coordinator Job #: 1129 L1.2 With Wet Seals. These are transmitted as checked below [ ] For Approval [X] For Your Use [ ] As Requested [ ] For Review and Comment Remarks: COPY TO: FILE: Re: Southcenter Cheesecake Factory We Transmit: [ X ] Attached [ ] Under Separate Cover via [ ] Mail [ ] Courier Copies Date Number Description 4 6/11/07 L1.1 & Updated Landscape Plan for Cheesecake Factory as requested. [ ] Approved as Submitted [ ] Approved as Noted [ ] Return After Use Please call should you have any questions. Thank you, Kindest Regards CITY OF IJUN 18 20011 PERMIT CENTER Reid iddleton June 8, 2007 File No. 262007.005/00803 RECEIVED 'JUN 1 2001 COMMUNITY DEVELOPMENT Mr. Bob Benedicto, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review — Final Submittal Cheesecake Factory, Phase 1- foundation (D07 -129) Dear Mr. Benedicto: We reviewed the proposed project for compliance with the structural provisions of the 2003 International Building Code (IBC) as amended and adopted by the state of Washington and the city of Tukwila. The permit applicant has responded successfully to our comments. Note that Sheets S3, S5, and S6 included in the set of revised structural drawings, do not bear our review stamp. These sheets are applicable to the structure above the foundation and will be reviewed in the next phase of the project. Individual revised Sheet S1 was submitted in response to our second plan review and inserted into the revised drawing set. The other sets of drawings should be reconciled in preparation for permit issuance. In addition to the sheet noted above, an individual faxed sheet detailing the reinforcement requirements of the driven grout piles was also submitted in response to our second review comments. The sheet is dated 24/04/07, is numbered SK1 and is by Addison Construction Supply Company of 6201 South Adams in Tacoma, WA. This sheet should be considered as a part of the set of drawings in preparation for permit issuance. Special inspections by the geotechnical engineer should be provided as recommended in the geotechnical report by Shannon & Wilson, dated March 2, 2007. The following is a summary: 1. Site excavation and grading. 2. Installation of driven grout piles. 3. Verification of driven grout pile capacities. 4. Placement of structural fill and soil compaction at the slab -on -grade floors. 5. Verification of soil - bearing capacity at service yard and patio wall footings. Engineers Planners Surveyors Reid Middleton, Inc. 728 134th Street SW Suite 200 Everett, WA 98204 Ph: 425 741 -3800 Fax: 425 741 -3900 Mr. Bob Benedicto, Building Official City of Tukwila June 8, 2007 File No. 262007.005/00803 Page 2 6. Installation of perimeter subsurface drainage system. 7. Placement and compaction of perimeter backfill. Structural special inspections by qualified special inspectors should be provided. Note that the special inspections for Phase 1- foundation are included in this letter. The following is a summary: 1. Construction [installation and testing] of driven grout piles: Continuous. 2. Concrete placement at concrete construction: Continuous. 3. Reinforcement at concrete construction: Periodic. Structural tests by qualified special inspectors and other methods of verification, as applicable, should be provided. The following is a summary: 1. Testing of concrete for specified compressive strength (f air content and slump. Enclosed are the revised structural drawings, Sheet SK1 for reinforcement requirements of driven grout piles, structural calculations, and geotechnical report for your records. If you have any questions or need additional clarification, please contact us. Sincerely, Reid Middleton, Inc. arha ' owshanz Senior Engineer Enclosures P.E. SAN -OV° . cc: Doug Middleton, Cheesecake Factory (by surface mail) Ron Shimaji, Shimaji and Lascola (by surface mail) dop:\ doc\ 26\ planrevw \tukwila \07 \t008r2.doc\fr Reid iddleton Reid iddleton June 4, 2007 File No. 262007.005/00802 Mr. Bob Benedicto, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review — Second Submittal Cheesecake Factory, Phase 1- foundation (D07 -129) Dear Mr. Benedicto: Note that Sheets S3, S5 and S6, included in the set of revised structural drawings, are not the subject of this review. These sheets are applicable to the structure above the foundation and will be reviewed in the next phase of the project. F C EEIV L D JUN O 200/ _COMMUNITY LOPMeN We reviewed the proposed project for compliance with the structural provisions of the 2003 International Building Code (IBC) as amended and adopted by the state of Washington and the city of Tukwila. The permit applicant has responded to our comments. Some of the review comments were successfully addressed in the applicant's response, but some remain outstanding. The list of comments below is numbered corresponding to the first review's geotechnical comments and the applicant should respond to the items outstanding. 1 — Special Inspections. The respondent agrees to the need for amending the drawings to show the requirements for special inspection of driven -grout piles. However, the list of special inspections included on Sheet S1 does not have this requirement. The drawing should be revised to include the required special inspections of the driven -grout piles. 2 — Factors of Safety. The respondent successfully responded to this comment. No further action is necessary. 3 — Flexural Length. The respondent successfully responded to this comment. No further action is necessary. 4 — Pile Strength. The respondent has provided analysis of estimated pile forces. Calculations are not provided to demonstrate the required reinforcement for the imposed loading. Detail 24/S4 shows pile reinforcing'to be determined by "pile design engineer ". Substantiating calculations should be provided to indicate the required reinforcement for the pile. The drawing should be revised to show the design requirements. Engineers Planners Surveyors Reid Middleton, Inc. 728 134th Street SW Suite 200 Everett, WA 98204 Ph: 425 741 -3800 Fax: 425 741 -3900 Mr. Bob Benedicto, Building Official City of Tukwila June 4, 2007 File No. 262007.005/00802 Page 2 5 — Class E Pile Supports. Refer to Comment 4 above. 6 — Spread Footing Subgrade. The respondent has commented on the requirements for the base preparation for these footings as indicated in our review comment. These requirements however do not appear to be reproduced on the drawings. The drawings should be revised to show the required base preparation for the footings as indicated in the geotechnical response. 7 — Pile Loads. The respondent has commented that the piles are capable of resisting the required forces. The respondent's comment references a pile depth that is greater than that shown in detail 24/S4. The respondent should clarify the required pile depth and the drawing should be revised to be consistent with the design requirements. 8 — Pile Embedment Depth. Refer to Comment 7 above. 9 — Pile Lateral Resistance. Refer to Comment 4 above. If you have any questions or need additional clarification, please contact us. Sincerely, Reid Middleton, Inc. Farhad Rowsh Senior Engineer ftmio A) .0 4.0 amir, P.E. Enclosures cc: Doug Middleton, Cheesecake Factory (by surface mail) Ron Shimaji, Shimaji and Lascola (by surface mail) dop:\ doc\ 26\ planrevw \tukwila \07 \t008r2.doc\fr Reid iddleton Reid iddleton May 1, 2007 File No. 262007.005/00801 Mr. Bob Benedicto, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review — First Submittal Cheesecake Factory, Phase 1- foundation (D07 -129) Dear Mr. Benedicto: We reviewed the proposed project for compliance with the structural provisions of the 2003 International Building Code (IBC) as amended and adopted by the state of Washington and the city of Tukwila. The permit applicant should address the comments below. Note that the "WSxx" code references are to Washington State Amendments of the applicable code. Responses to the review comments below should be made in an itemized letter form. We recommend the permit applicant have the geotechnical engineer and structural engineer respond and resubmit two sets of the revised structural drawings and one copy of the supplemental structural calculations for additional review. All information should be submitted directly to Reid Middleton, Inc. Geotechnical 16' Recerv MAY 02 2001 D gilLN1Ty 1. Special inspections by the geotechnical engineer should be provided as recommended in the geotechnical report by Shannon and Wilson, dated March 2, 2007. See IBC Sections 1704.7 and 1802. The following is a summary: a. Site excavation and grading. b. Installation of auger -cast concrete piles. c. Verification of auger -cast concrete pile capacities. d. Placement of structural fill and soil compaction at the slab -on -grade floors. e. Verification of soil - bearing capacity at service yard and patio wall footings. f. Installation of perimeter subsurface drainage system. g. Placement and compaction of perimeter backfill. 2. The geotechnical report recommends design values for passive lateral earth pressure at the pile caps (see page 9). It is not clear from the report whether this value includes a factor of safety. A letter should be submitted recommending a factor of safety for its use in the structural design. Engineers Planners Survey0rs Reid Middleton, Inc. 728 134th Street SW Suite 200 Everett, WA 98204 Ph: 425 741 -3800 Fax: 425 741 -3900 Mr. Bob Benedicto, Building Official City of Tukwila May 1, 2007 File No. 262007.005/00701 Page 2 3. Cast -in -place concrete piles supporting structures assigned to Seismic Design Category D are required to be provided with longitudinal reinforcement throughout their flexural length. The geotechnical investigation should include a determination of the flexural length. The geotechnical report, however, does not appear to include specific information on the determination. A letter should be submitted making this recommendation. See IBC Section 1810.1.2.2. Refer to the definition of "flexural length" in SBC Section 1808.1. 4. Piles supporting structures are required to be designed to resist earthquake motions. Pile moments, shears and lateral deflections are required to be determined considering the nonlinear interaction of the shaft and soil. Pile group effects from soil on lateral pile strengths are required to be considered in the determination when the center -to- center spacing of the piles is less than 8 pile diameters. The geotechnical report, however, does not appear to include specific information on the determination. A letter should be submitted making the recommendations necessary to enable design of the piles (i.e., L -Pile analyses). See IBC Sections 1614.1, 1808.2.23.1.2 and 1808.2.23.2. See also the structural foundation comments below. 5. Piles supporting structures at sites assigned to Site Class E are required to be designed and constructed to withstand maximum imposed curvatures from earthquake ground motions and structure response. The geotechnical investigation should include a determination of these curvatures to enable a design of the piles for the structural response. The geotechnical report, however, does not appear to include specific information on the determination. A letter with the determination should be submitted for review. See IBC Section 1808.2.23.2.1. 6. The structural design of the concrete footings supporting the masonry service yard walls and steel framed roof assumes an allowable soil bearing capacity of 2,500 psf. The recommendations in the geotechnical report, however, do not appear to include consideration of such shallow support by concrete footings. A letter should be submitted making the recommendations necessary to enable design of the footings as assumed. See IBC Section 1802.6. 7. The recommendations in the geotechnical report are apparently based on single - column service level (unfactored) loads of 75 kips (page 7). According to the calculations, however the service level design loads on the piles are as high as 181 kips at the gravity columns. A letter should be submitted verifying that the recommendations in the report are valid given these design loads. Reid iddleton Architectural No comments. Structural General Mr. Bob Benedicto, Building Official City of Tukwila May 1, 2007 File No. 262007.005/00701 Page 3 8. The structural design utilizes 16- inch - diameter driven grout piles. The geotechnical report recommends allowable axial capacities of 100 -350 kips. The depth of embedment to achieve the capacities, however, is not recommended. A letter should be submitted making this recommendation to enable review of the foundation. See also the general structural comments below. 9. The geotechnical report recommends an allowable lateral load capacity of 15 kips at the piles (page 9). Additional lateral resistance analyses are recommended for design loads exceeding this capacity. According to the structural calculations and our review, however, service level lateral seismic loads as high as 28 kips are anticipated at the columns of the steel moment frames. The additional lateral resistance analyses appear to be necessary. A report of the results should be submitted to enable review of the foundation. See also the lateral structural comments below. 1. Structural special inspections by qualified special inspectors should be provided. See IBC Sections 1704 and 1707. The following is a summary: a. Construction of auger -cast concrete piles: Continuous, see also Section 1704.8. b. Concrete placement at concrete construction: Continuous, see also Section 1704.4. c. Reinforcement at concrete construction: Periodic, see also Section 1704.4. d. Anchor bolts /rods at concrete foundation: Continuous, see also Sections 1704.4 and 1707.1. e. Installation of concrete adhesive anchors: Continuous, see also Section 1704.13. 2. Structural tests by qualified special inspectors and other methods of verification, as applicable, should be provided. The following is a summary: a. Testing of concrete for specified compressive strength (f air content and slump. See IBC Table 1704.4. Reid iddleton Mr. Bob Benedicto, Building Official City of Tukwila May 1, 2007 File No. 262007.005/00701 Page 4 b. Nondestructive testing of the complete-joint-penetration (and partial-joint- penetration, where applicable) groove- welded joints at the ordinary steel moment frames (Phase 2). See IBC Sections 1708.2 and 1708.4. 3. The snow load design data in the section of the structural notes on design criteria, Sheet Si, should be revised by specifying the ground snow load (P flat -roof snow load (Pf), snow exposure factor (CO and thermal factor (CO. See IBC Section 1603.1.3. 4. The earthquake load design data in the section of the structural notes on design criteria, Sheet Si, should be revised by also specifying the design spectral response accelerations (SDS and SDI), seismic importance factor (I seismic design category, design base shear, seismic response coefficient (Cs) and analysis procedure used. See IBC Section 1603.1.5. 5. In the section of the structural notes on design criteria, Sheet S 1, a seismic use group classification of I and importance factors greater than 1.0 are specified. Importance factors (I) greater than 1.0 are not required for Seismic Use Group I. Please comment. See IBC Table 1604.5. 6. In the section of the structural notes on design criteria, Sheet S 1, importance factors of 1.25 for snow (I and 1.15 for wind (I are specified. A seismic importance factor (I is not specified. We are uncertain of the design intent. For Seismic Use Group II, factors of 1.10 for snow and 1.25 for seismic are required. Please comment. The drawings should be revised for consistency with the design intent. See IBC Table 1604.5. 7. A seismic use group classification of I is specified on Sheet S1 but a seismic use group classification of II and a seismic importance factor (I of 1.25 is required for places of public assembly where more than 300 people congregate in one area. Based on the occupant load summary, sheet TS.1, the occupant load exceeds 300. The calculations should be revised for the increased importance factor. The structural design may need to be revised. Please verify. 8. A note should be added to the structural notes, Sheet, Si, specifying structural observation by the structural engineer due to the required seismic use group classification of II. See IBC Sections 106.1 and 1709. Reid iddleton Mr. Bob Benedicto, Building Official City of Tukwila May 1, 2007 File No. 262007.005/00701 Page 5 9. References to several ICC -ES evaluation reports in the section of the structural notes on ICC report numbers, Sheet Si, should be deleted or revised as noted below. Typically, they have been canceled or replaced by more current standards. See www.icc- es.org for further information. 10. Note #5 in the section of the structural notes on concrete, Sheet Si, lists the specified compressive strengths (C) for concrete except at the pile caps and driven grout piles. This information should be added to Sheet S1 to enable review. See IBC Section 1901.4. 11. The drawings do not appear to specify the structural demands on the driven grout piles in the form of design loads. The geotechnical report does not make recommendations for the depth of embedment of the piles required to support design loads. Consequently, it will not be possible for construction of the piles to commence. The design loads for the piles should be specified on the drawings. See also the geotechnical comments above. Foundation a. Hilti X -DNI shot pins. ER -2388 has been replaced by ICC -ES ESR -1663. b. Hilti KB II expansion anchors. ER -4627 was replaced by ICC -ES ESR -1355 but ESR -1355 has been canceled. c. ITW Ramset Trubolt expansion anchors: ER -1372 has been replaced by ICC -ES ESR -2151. d. Covert adhesive epoxy. ER -4846 has been replaced by ICC -ES ESR -1702. 12. We are requesting a letter from the geotechnical engineer recommending a factor of safety for passive lateral earth pressure at the pile caps, effects of maximum imposed curvatures from earthquake ground motions and structure response on the piles, flexural length of the piles, allowable soil bearing capacity for the service yard wall footings, consequences of higher design loads on the recommendations and depth of embedment for the driven grout piles (see above). The structural design of the building may need to be revised. Please verify. See IBC Sections 1808.2.23.2.1 and 1810.1.2.2. 13. Piles supporting structures are required to be designed to resist earthquake motions. Pile moments, shears and lateral deflections are required to be determined considering the nonlinear interaction of the shaft and soil, including pile group effects where the center -to- center spacing of the piles is less than 8 pile diameters. The structural design, however, does not appear to consider these design conditions. Substantiating data should be submitted verifying Reid iddleton Mr. Bob Benedicto, Building Official City of Tukwila May 1, 2007 File No. 262007.005/00701 Page 6 structural adequacy (i.e., L -Pile analysis). The structural design may need to be revised. Please verify. See IBC Sections 1614.1, 1808.2.23.1.2 and 1808.2.23.2. See also the geotechnical comments above. 14. Detail 4/S4 states that the reinforcement for the driven grout piles will be provided by the driven pile design engineer. We were not provided with construction documents from the driven pile design engineer and will not be able to complete our review of the foundation without a review of these documents. The documents should be submitted for review. 15. Site class E is recommended in the geotechnical report (see page 5). Transverse confinement reinforcement complying with Sections 21.4.4.1- 21.4.4.3 of ACI 318 -02 is required at the top of the driven grout piles for a distance of at least seven pile diameters. The quantity and extent of reinforcement at Detail 4/S4 for the piles is not specified to enable review. The detail should be revised. See IBC Section 1808.2.23.2.1 16. The spacing of the transverse reinforcement in the driven grout piles below the transverse confinement reinforcement is required to be the least of 12 longitudinal bar diameters (not specified) and one -half the pile diameter (8 inches). Detail 4/S4 for the piles, however, does not specify a spacing to enable review. The detail should be revised. See IBC Sections 1810.1.2.2 and 1810.3.5. 17. The design of the foundation supporting the masonry service yard walls is not clear. Detail 18/S1.1 is referenced at the foundation plan, Sheet S8, which depicts 30 inch - wide strip footings supporting the walls. Detail 18/S1.1, however, appears to be intended for a mat footing. The drawings should be revised to enable review. If a mat footing is intended, details for its design and construction should be added to the drawings to enable review and the foundation plan on Sheet S8 should be revised. We have assumed that Detail 14/S1.1 is applicable to the footings supporting the service yard walls. 18. The concrete footings supporting the masonry service yard walls are required to resist substantial flexural demands from the walls due to overturning. The determination in the calculations of demands from overturning, however, are not adequate due to the method of analysis utilized. The calculations for the footings should be revised and resubmitted for review. The structural design may need to be revised. Please verify. Refer to the lateral comments below for further information. Reid iddleton Mr. Bob Benedicto, Building Official City of Tukwila May 1, 2007 File No. 262007.005/00701 Page 7 19. The flexural demands on the concrete footings supporting the masonry service yard walls require reinforcement to support the demands, especially in the transverse direction at the top of the footings. The calculations do not appear to consider this design condition (i.e., page A4). Substantiating data should be submitted verifying structural adequacy. The structural design may need to be revised. Please verify. 20. The calculations for the concrete grade beams (pages D12 -D29) typically assume 24 -inch wide by 36- inch -deep beams. The foundation plan, however (Sheet S2), typically specifies Grade Beam Type GB1, which is 30 inches deep according to the grade beam schedule, Sheet S 1. The foundation plan should be revised by specifying Grade Beam Type GB2, which is 36 inches deep. 21. It appears from the calculations that Grade Beam Type GB1 is intended at the exterior grade beams and Type GB2 is intended at the interior grade beams. Along with the issue of beam depth, the grade beam schedule on Sheet S1 specifies #3 beam ties at 16 inches o.c. at Type GB1. The calculations, however determine the need for #4 beam ties at 16 inches o.c. The schedule should be revised. 22. A design dead load of 2,970 psf is determined on page D5 of the calculations for the interior grade beams. The calculations for the design of the grade beams, however (pages D22 -D29), report a dead load of 2,670 plf. The calculations should be revised and resubmitted for review. The structural design may need to be revised. Please verify. Vertical No comments. Lateral 23. According to the design criteria on Sheet Si, the seismic - force - resisting system consists of ordinary steel moment frames. According to the spectral response accelerations for the site, the building is assigned to seismic design category D. Frames of this type are not permitted in seismic design category D except when the dead load of the walls and roof do not exceed 15psf, which is not the case for this building. A different system should be chosen. The calculations and drawings should be revised and resubmitted for review. See IBC Sections 1616.3 and 1617.6 and Table 9.5.2.2 of ASCE 7 -02. Reid iddleton Mr. Bob Benedicto, Building Official City of Tukwila May 1, 2007 File No. 262007.005/00701 Page 8 24. The calculations for the masonry service yard walls appear to be based on requirements of the UBC rather than the IBC. Furthermore, the design coefficients assume support at the top and bottom of the wall but these walls are equivalent to parapets. Our review indicates that the seismic force is required to be approximately 90 percent greater than determined in the calculations. The calculations should be revised and resubmitted for review. The structural design may need to be revised. Please verify. See IBC Section 1621.2 and Sections 9.6.1.3 and 9.6.2.2 and Table 9.6.2.2 of ASCE 7 -02. 25. The input data from the RAM Frame analysis is not adequate to enable review. We are unable to determine the quantities of the snow load and the superimposed dead load that is in addition to the dead load of the frame. We are also unable to determine the locations of the nodes and structural members of the frames. Additional input data and diagrams locating the nodes and members should be submitted to enable review. 26. The output data from the RAM Frame analysis for the frame reactions (pages E14 -E16) reports the load cases but not the load combinations. The building is required to be designed to resist load combinations. Substantiating data should be submitted documenting the frame reactions due to required load combinations and verifying structural adequacy. The structural design may need to be revised. Please verify. See IBC Section 1605. 27. Based on the output data from the RAM Frame analysis for the frame reactions, the bases of the moment frame columns are assumed to be fixed. This results in substantial flexural demands on the bases of the columns, which are reported in the data (pages E14 -E16). The structural support at the bases of the columns does not appear structurally adequately to support these demands (i.e., Detail 9/S4). The calculations do not appear to consider this design condition. Substantiating data should be submitted verifying structural adequacy of the base plates and anchor rods/bolts. The structural design may need to be revised. Please verify. Note that Appendix D of ACI 318 -02 is required to be used for the design of the anchor rods/bolts. See IBC Sections 1912.1 and 1913.1. 28. Based on our review of Detail 9/S4, it is possible that the concrete grade beams are being relied upon to resist the flexural demands from the moment frame columns. The calculations, however, do not appear to consider this design condition. Substantiating data should be submitted verifying structural adequacy of the grade beams to resist the flexural demands. The structural design may need to be revised. Please verify. See IBC Section 1605 for the applicable load combinations. Reid iddleton Mr. Bob Benedicto, Building Official City of Tukwila May 1, 2007 File No. 262007.005/00701 Page 9 29. The pile load summary on page D4 of the calculations reports service level lateral seismic loads of 22 kips at the frame columns. Our review of the RAM Frame analysis, however, indicates loads as high as 28 kips. The calculations affected by this difference should be revised and resubmitted for review. The structural design may need to be revised. Please verify. 30. The geotechnical report recommends an allowable lateral load capacity of 15 kips at the piles (page 9). According to the calculations and the comment above, however, service level lateral seismic loads as high as 28 kips are anticipated at the columns of the steel moment frames. The calculations do not appear to consider this design condition. Substantiating data should be submitted verifying structural adequacy of the foundation to support lateral design loads. The structural design may need to be revised. Please verify. See also the geotechnical comments above. Corrections and comments made during the review process do not relieve the permit applicant or the designers from compliance with code requirements, conditions of approval, and permit requirements; nor are the designers relieved of responsibility for a complete design in accordance with the laws of the state of Washington. This review is for general compliance with the International Building Code as it relates to the project. If you have any questions or need additional clarification, please contact us. Sincerely, Reid Middleton, Inc. Ph ;ip Brazil, ^ .E., S.E. S - for Engineer sfte cc: Doug Middleton, Cheesecake Factory (by surface mail) Ron Shimaji, Shimaji and Lascola (by surface mail) dop:\ doc \26 \planrevw \tukwila \07 \t008r l .doc \prb Reid iddleton April 12, 2007 Dave Swanson, P.E. Reid Middleton 728 - 134th Street SW, Suite 200 Everett, WA 98204 RE: Structural Review The Cheesecake Factory — Foundation Only — D07 -129 230 Strander BI, Tukwila Dear Mr. Swanson: Please review the enclosed plans and documents for structural compliance with the 2003 International Building Code. If you should have any questions, please feel free to contact me at (206)431 -3672. Sincerely, �u- Brenda Holt, Permit Coordinator encl xc: Permit File No. D07 -129 City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director H:\Documents\Structural Consultant\D07 -129 - structural review.DOC Page 1 of 1 bh 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206- 431 -3670 • Fax: 206- 431 -3665 April 10, 2007 Douglas Middleton The Cheesecake Factory 17701 Mitchell N Irvine, CA 92673 RE: Letter of Incomplete Application # 1 Development Permit Application D07 -129 The Cheesecake Factory — Foundation Only — 230 Strander Bl Dear Mr. Middleton: This letter is to inform you that your permit application received at the City of Tukwila Permit Center on April 9, 2007 is determined to be incomplete. Before your application can continue the plan review process the following item from the following department needs to be addressed: Building Department: Ken Nelsen, at 206 431 -3677, if you have any questions concerning the following comment. 1. Please provide a soils report. Please address the comment above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) sets of revised plans, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. 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 Permit Center at (206) 431 -3670. Brenda Holt Permit Coordinator Enclosures File: D07 -129 city of Tukwila P:Venniferuncomplete Letters\20071D07 -129 Incomplete Ltr # 1 r.DOC jem Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 ACTIVITY NUMBER: D07 -129 DATE: 06 -21 -07 PROJECT NAME: THE CHEESECAKE FACTORY SITE ADDRESS: 230 STRANDER BL Original Plan Submittal Response to Incomplete Letter # X Response to Correction Letter # 1 Revision # After Permit Issued DEPARTMENTS: Building Division ❑ Public Works Paw Ar (P Comments: APPROVALS OR CORRECTIONS: Documents/routing slip.doc 2 -28-02 � PERMIT COORD COPYP' PLAN REVIEW /ROUTING SLIP Fire Prevention Structural DETERMINATI N OF COMPLETENESS: (Tues., Thurs.) Complete Incomplete n TUES/THURS ROUT NG: Please Route Structural Review Required REVIEWER'S INITIALS: DUE DATE: 06-26-07 Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: No further Review Required DATE: DUE DATE: 07-24-07 Approved ❑ Approved with Conditions 1f Not Approved (attach comments) n Notation: REVIEWER'S INITIALS: DATE: Me,g, ,iwc l; -o Planning Division CZ Permit Coordinator Not Applicable ❑ ❑ Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: DEPARTMENTS: ,Qtiu 5 Btillding Division IN Public Works ❑ APPROVALS OR CORRECTIONS: Documents/routing slip.doc 2 -28 -02 PERMIT COORD COPY . PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D07 -129 DATE: 04 -11 -07 PROJECT NAME: THE CHEESECAKE FACTORY SITE ADDRESS: 230 STRANDER BL Original Plan Submittal X Response to Incomplete Letter # 1 Response to Correction Letter # Revision # After Permit Issued Fire Prevention Str I �� - II -a1 DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 04-1 2-07 Complete u Incomplete ❑ Not Applicable ❑ Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: LETTER OF COMPLETENESS MAILED: TUES/THURS ROU ING: Please Route Structural Review Required REVIEWER'S INITIALS: M tri d (' i f b'o) Plannin g Division Permit Coordinator ❑ No further Review Required DATE: Li DUE DATE: 05-10-07 Approved ❑ Approved with Conditions L . Not Approved (attach comments) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D07 -129 DATE: 04 -09 -07 PROJECT NAME: THE CHEESECAKE FACTORY (FOUND ONLY) SITE ADDRESS: 230 STRANDER BL X Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # After Permit Issued DEPARTMENTS: Buifdi�g P Fork 01 Complete ❑ Comments: to -01 Of kft, 4 4 Fire Prevention Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Incomplete nV Planning Division ❑ Permit Coordinator DUE DATE: 04-10-07 Not Applicable ❑ Permit Center Use Only INCOMPLETE LETTER MAILED: '1U'V LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS ROUTING: Please Route El Structural Review Required REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: ❑ No further Review Required DATE: n DUE DATE: 0508-07 Approved ❑ Approved with Conditions n Not Approved (attach comments) ❑ Notation: REVIEWER'S INITIALS: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Documents/routing slip.doc 2 -28-02 DATE: Revision submittals mast be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: ' 2 / /C7 - 7 Plan Check/Permit Number: ❑ Response to Incomplete Letter # [Er Response to Correction Letter # ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examine PERMIT CENTER Project Name: c5 G4 Project Address: Co -3s Contact Person: / /ek- Phone Number: 4c:3e> 6 - 607'6 Summary of Revision: Sheet Number(s): 1 G � ' ¢ e 3 , 4 • "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: kf Entered in Permits Plus on City of Tukwila \applications\forms- applications on line\revision submittal Created: 8 -13 -2004 Revised: Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us 4 DrY ' K KWILA JUN 21 2001 Date: 4'1141 Project Name: Project Address: Contact Person: Summary of Revision: Sheet Number(s): Created: 8 -13 -2004 Revised: City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the maid fax etc. Plan Check/Permit Number: Ed Response to Incomplete Letter # ❑ Response to Correction Letter # GITYOF LA ❑ Revision # after Permit is Issued APR 1 1 2117 ❑ Revision requested by a City Building Inspector or Plans Examiner PN , -rh4, /reip ry Enp,ts o /2,011s "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: hN,ak [[ Entered in Permits Plus on I1 -I( \applications\fomu- applications on linelnwision submittal Steven M Mullet, Mayor Steve Lancaster, Director Phone Number: License Information License GBMANI *211N9 Licensee Name G B MANNISTO, INC Licensee Type CONSTRUCTION CONTRACTOR UBI 600335247 Ind. Ins. Account Id Business Type CORPORATION Address 1 14982 N 83RD PL STE 200 Address 2 City SCOTTSDALE County OUT OF STATE State AZ Zip 85260 Phone 6029983030 Status ACTIVE Specialty 1 GENERAL Specialty 2 UNUSED Effective Date 8/29/1979 Expiration Date 4/30/2008 Suspend Date Separation Date Parent Company Previous License Next License Associated License Business Owner Information Name Role Effective Date Expiration Date MANNISTO, GARY B 01/01/1980 ASHTON, JOHN E 01/01/1980 Look Up a Contractor, Electririan or Plumber License Detail Page 1 of 3 Washington State Department of Labor and Industries General/Specialty Contractor A business registered as a construction contractor with L &I to perform construction work within the scope of its specialty. A General or Specialty construction Contractor must maintain a surety bond or assignment of account and carry general liability insurance. Bond Information Bond #5 Bond Company Name HARTFORD FIRE INS CO Bond Account Number 5188351225B Effective Date 04/01/2002 Expiration Date Until Cancelled Cancel Date Impaired Date Bond Amount $12,000.00 Received Date 04/29/2002 HARTFORD https: // fortress .wa.gov /lni/bbip /printer.aspx ?License= GBMANI *211N9 06/22/2007 Wsbe[t Sou th center WESTFIELD DESIGN & CONSTRUCTION 11601 Wilshire Boulevard, 11th Floor Los Angeles, California 90025 -1748 Telephone 310 478 4456 Facsimile 310 478 4468 THIS DRAWING IS AN INSTRUMENT OF SERVICE, IS THE PROPERTY OF THE ARCHITECT AND MAY NOT BE REPRODUCED WITHOUT THE ARCHITECT'S PERMISSION AND UNLESS THE REPRODUCTION CARRIES THE ARCHITECTS NAME. ALL DESIGN AND OTHER INFORMATION SHOWN ON THE DRAWING ARE FOR USE ON THE SPECIFIED PROJECT ONLY AND SHALL NOT BE USED OTHERWISE WITHOUT WRITTEN PERMISSION FROM THE ARCHITECT Registration Consultants Approvals /Phase: CHEESECAKE FACTORY Key Plan: SITE PLAN REVISION 4 -2 -2007 No. Revision Date A SITE PLAN REVISION 5 - 30 - 2007 Sheet Title Sheet Title C T (206) 522-9510 F (206) 522 -8344 www.PACLAND.COM CORRECTION SITE PLAN LTR# Job No. Date Scale /o-io -o5 NOTES ALL WORK AND MATERIALS SHALL COMPLY WITH ALL CITY /COUNTY REGULATIONS AND CODES AND O.S.H.A. STANDARDS. THE DESIGN SHOWN IS BASED UPON THE ENGINEER'S UNDERSTANDING OF THE EXISTING CONDITIONS. THIS PLAN DOES NOT REPRESENT A DETAILED FIELD SURVEY. THE EXISTING CONDITIONS SHOWN ON THIS PLAN SHEET ARE BASED UPON SURVEY PREPARED BY APEX ENGINEERING, RECEIVED 6-16-2004. THE CONTRACTOR IS RESPONSIBLE FOR VERIFYING FIELD CONDITIONS PRIOR TO BIDDING 6. THE PROPOSED SITEWORK IMPROVEMENTS. IF CONFLICTS ARE DISCOVERED, THE CONTRACTOR SHALL NOTIFY THE OWNER PRIOR TO INSTALLATION OF ANY PORTION OF THE SITEWORK WHICH WOULD BE AFFECTED. IF CONTRACTOR DOES NOT ACCEPT EXISTING SURVEY, INCLUDING TOPOGRAPHY AS SHOWN ON THE PLANS, WITHOUT EXCEPTION, HE SHALL HAVE MADE, AT HIS OWN EXPENSE, A TOPOGRAPHIC SURVEY BY A REGISTERED LAND SURVEYOR AND SUBMIT IT TO THE OWNER FOR REVIEW. CAUTION - NOTICE TO CONTRACTOR THE CONTRACTOR IS SPECIFICALLY CAUTIONED THAT THE LOCATION AND /OR ELEVATION OF EXISTING UTILITIES AS SHOWN ON THESE PLANS IS BASED ON 11. RECORDS OF THE VARIOUS UTILITIES, AND WHERE POSSIBLE, MEASUREMENTS TAKEN IN THE FIELD. THE INFORMATION IS NOT TO BE RELIED ON AS BEING EXACT OR COMPLETE. THE CONTRACTOR MUST CALL THE APPROPRIATE UTILITY COMPANY AT LEAST 48 HOURS BEFORE ANY EXCAVATION TO REQUEST EXACT FIELD LOCATION OF UTILITIES. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO RELOCATE ALL EXISTING UTILITIES AND EXISTING IMPROVEMENTS WHICH CONFLICT WITH THE PROPOSED IMPROVEMENTS ON THE PLANS. Z Q UNL fr 8 °- Co SITE KEY w U) 0 A= 89'02'37" R = 50.00 L = 77.70 BEM MEM 1110111211 PEDESTRIAN CROSSWALK OF STAMPED PAINTED ASPHALT PAVEMENT. SEE ARCH PLANS FOR PATTERN STAMPED PAINTED ASPHALT PAVEMENT. SEE ARCH PLANS FOR PATTERN a FIRE APPARATUS ACCESS ROADS SHALL BE IDENTIFIED BY 12" WIDE YELLOW ACCESSIBLE WARNING STRIPS ALONG CURB AND BY THE POSTING OF SIGNS STATING, "FIRE LANE NO PARKING ". SIGNS SHALL BE POSTED ON OR IMMEDIATELY NEXT TO THE CURB UNE OR ON THE BUILDING. SIGNS SHALL BE 12 INCHES BY 18 INCHES AND SHALL HAVE LETTERS AND BACKGROUND OF CONTRASTING COLOR, READILY READABLE FROM AT LEAST A 50 -FOOT DISTANCE. SIGNS SHALL BE SPACED NOT FURTHER THAN 50 FEET APART NOR SHALL THEY BE MORE THAN FOUR FEET FROM THE GROUND." Q PEDESTRIAN CROSSWALK. SEE ARCH PLANS FOR PATTERN Q PEDESTRIAN CROSSING SIGN W11A -2 AND W11A -2P TYPICAL AT -- �--- -- PEDESTRIAN CROSSWALKS AS NOTED ON PLANS. C -8.1 C -8.2 4. 5. 7. 8. 9. 12. 13. CONTRACTOR SHALL REFER TO ARCHITECTURAL PLANS FOR EXACT LOCATION AND DIMENSIONS OF VESTIBULE, SLOPED PAVING, EXIT PORCHES, SIDEWALKS, RAMPS & TRUCK DOCKS, PRECISE BUILDING DIMENSIONS AND EXACT BUILDING UTILITY ENTRANCE LOCATIONS. DIMENSIONS SHOWN REFER TO FACE OF CURB, FACE OF BUILDING OR TO THE CENTERLINE OF PAVEMENT STRIPING, UNLESS OTHERWISE NOTED. ALL PAVED PARKING LOT AREAS WITHIN THE LIMITS OF IMPROVEMENTS SHALL BE STANDARD DUTY PAVEMENT UNLESS OTHERWISE NOTED. CONTRACTOR SHALL PROVIDE A TEMPORARY TRAFFIC CONTROL PLAN FOR THE CITY ENGINEER'S APPROVAL PRIOR TO ANY WORK WITHIN THE CITY RIGHT -OF -WAY. FIRE LANE STRIPING AROUND BUILDING PERIMETER AND ALONG FIRE TRUCK ACCESS WAYS SHALL BE INSTALLED AS PART OF THIS CONTRACT, IN ACCORDANCE WITH THE LOCAL CODE AND FIRE MARSHALL REQUIREMENTS. REFER TO BOUNDARY SURVEY FOR LEGAL DESCRIPTION, DIMENSIONS OF PROPERTY LINES, BASIS OF BEARINGS & BENCHMARK INFORMATION. (SEE SHEET CS -1) ALL ON-SITE PAINTED STRIPING SHALL BE DOUBLE COATED. SEPARATE COATS SHALL BE APPLIED NO SOONER THAN 4 HOURS APART. (CONTRACTOR TO REFER TO PROJECT SPECIFICATIONS FOR ADDITIONAL PAVING MARKING REQUIREMENTS.) PARKING LOT STRIPING SHALL BE WHITE, 4" WIDTH, & DOUBLE COATED, UNLESS OTHERWISE NOTED. LIGHT POLE BASES TO BE PAINTED PER ARCHITECT'S DIRECTION. ALL DISTURBED AREAS ARE TO RECEIVE FOUR INCHES OF TOPSOIL, SEED, MULCH AND WATER UNTIL A HEALTHY STAND OF GRASS IS ESTABLISHED. 36" DETENTION PIPES RAISED PEDESTR WALKW SHOPPING SIGNAGE CENTER Y OTHERS w o- iir iii.ii� Jl I I it rs ir 9 i ` iiiiiiiii .�piiiiiaiirn�� .4.1.7z iiiiiiiiiii pii�rii��i�iiriiiririiii�ipii SCUPPER .... � �. ►w�rriirww� 4.7 lSF6� F fMF S 4 SCUPP \V� CANi I■ ®s =mama s ssssf a s elms STRANDER BOULEVARD ERRS MEM 111111111111 11161111,111BEI ME= 6 "0 PIPE BOLLARD, TYP. SEE ARCH. PLANS CONCRETE TRANSFORMER / UTILITY PAD. CONTRACTOR TO COORDINATE WITH LOCAL POWER COMPANY FOR DETAILS. ACCESSIBLE PARKING SPACE TYPICAL SEE DETAIL SHEET FOR ACCESSIBLE PARKING SPACE SIZE, SIGN AND SYMBOL ( "VAN " - INDICATES VAN ACCESSIBLE SPACE) CONCRETE CURB CURB RAMP DETAIL CONCRETE SIDEWALK, SEE ARCH PLANS FOR PATTERN 18" CONCRETE CURB AND GUTTER TYPICAL SHEET C-1:1 ®0 S89'36'22 "E 588.31' a a 14. ALL ISLANDS WITH CURB AND GUTTER SHALL BE LANDSCAPED. THOSE ISLANDS ARE TO HAVE 18" CURB AND GUTTER. ALL REMAINING ISLANDS ARE TO BE STRIPED AS SHOWN. 15. EXISTING STRUCTURES WITHIN CONSTRUCTION LIMITS ARE TO BE ABANDONED, REMOVED OR RELOCATED AS NECESSARY. ALL COST SHALL BE INCLUDED IN BASE BID. 16. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL RELOCATIONS, INCLUDING BUT NOT LIMITED TO, ALL UTILITIES, STORM DRAINAGE, SIGNS, TRAFFIC SIGNALS & POLES, ETC. AS REQUIRED. ALL WORK SHALL BE IN ACCORDANCE WITH GOVERNING AUTHORITIES SPECIFICATIONS AND SHALL BE APPROVED BY SUCH. ALL COST SHALL BE INCLUDED IN BASE BID. 17. PYLON SIGNS SHALL BE CONSTRUCTED BY OTHERS. ALL SITE SIGNAGE SHALL BE UNDER A SEPARATE PERMIT. TRENCH DRAIN r r - WITH SOUD LID 8 0 allINIMIN MIME NEW a PARKING STRUCTURE 'A' GRADE +3 LEVELS a LANDSCAPE PLANTER, SEE LANDSCAPE PLANS LANDSCAPE ISLAND, TYP. PAINTED DIRECTIONAL ARROW, TYPICAL NEW LIGHT POLE BASE (TYP). REFER TO SI "STOP" SIGN 12" STOP BAR (TYP) PAINTED "STOP" AND 12" STOP BAR (TYP) CONCRETE WHEEL STOP, SEE ARCH. PLANS SCUPPER YIELD SIGN golpiarririt • • C -1.4 40 LEGEND f i i 0 KEY MAP 0-• CI • ❑ NEW UGHT POLE AND FIXTURE EXISTING UGHT POLE AND FIXTURE TO REMAIN CALL 48 HOURS BEFORE YOU DIG -800-424-5555 20 GRAPHIC SCALE PAINTED "YIELD" DOUBLE YELLOW SOLID LINE 4" PAINTED STRIPING SINGLE YELLOW SOLID LINE 4" PAINTED STRIPING SINGLE YELLOW SKIP LINE 4" PAINTED STRIPING SINGLE WHITE SKIP LINE 4" PAINTED STRIPING EXISTING LIGHT POLE TO REMAIN SINGLE WHITE SOUD LINE 4" PAINTED STRIPING CURB AT BUILDING SIDEWALK 6 C -8.0 40 HEAVY DUTY PAVEMENT STANDARD DUTY PAVEMENT CONCRETE SIDEWALK TEMPORARY ASPHALT SIDEWALK CONCRETE CURB CONCRETE CURB AND GUTTER SAWCUT 80 NI NI MEM =MIMI= ■ (IN S 1 inch = 40 ft. RECEIVED CITY OF TUKWIL.A 'JUN 21 2007 PERMIT cr*°zg 160 PIPE SCHEDULE C81 DIAMETER Lawni Tr PIPE f DIAMETER 11)16111 (FT PPE i , .„----.----,- DIAMETER LENGTH SLOPE (ff-/F 15 ,L 10 0.007 El 21" 11 0.002 -.Th ----.----, 12" ----.---, ----.. 85 -----.. ---.. ---. 0.005 III ( EC 12 15 16 0.005 E 21 51 0.002 C 12" 97 0.004 ) 15* 11 0.005 21' 69 0.002 12 222 0.008 13 E Eg EI 18 86 0.005 M 12" 121 0.031 TYPE I CB 12 A 41 0.005 15 18' 34 0.005 Er: 12 31 0.005 81 12" 17 0.005 18 43 0.005 24.5 12 115 0.005 12 24 0.201 16 :i 17 18" 93 0.005 Zi, 15" 30 0.008 Z.1 12 141 0.040 18 18" 61 0.005 $J 15 41 0.012 1V1 12 16 0.200 N 18" 62 0.005 II 15 & 15 0.000 191 1 18 32 0.005 M 18 77 0.005 0 12 109 0.005 E 18' L 16 0.006 4.14 1211 15 110 0.005 153A1 12' 32 0.005 CI TYPE I CB 26.8 , 121 15 186 0.005 141. 12:..--,,a90405, 27.2 27.2 27.2 23.93 24.20 23.78 103A1 12" 6 0.100 ) (21 15 183 0.005 7 [5 4 Ai 12 70 0.013 ) 1038 I 12' 19 0.071 0 SDMH 15 35 0.005 kl 5481 12" 12'" 78 101 0.013, ( 0.020 1_93C1 ---- 12 69 67 0.071)L, 0.005 tiN" 124AI 15 161 0.005 EX 12" 21 0.008 0 12 34 0.011 1E1 8 25 0.005 f3J 125A1 12" 157 0.024 AN, M 15 26 0.103 (100] 12 134 0.024 TYPE II CB Eil 21 15 0.008 61 12' 26 0.101 I1011 12 94 0.005 27.9 27.25 17.90 18.06 21.91 A,, 21.76 g 21 44 0.0025 : 12" 86 0.022 11021 12" 54 0.005 B 21* 22 0.0025 M 12' 25 0.005 Ui If 70 0.005 M 21 101 0.0025 021 12" 18 0.005 [1041 12 83 0.005 E 21" 35 0.0025 _la, 12' 97 0.005 12" 73 0.039 11101 M 21 103 0.002 e 70A 12' 127 0.003A I 1111 12 25 0.005 STRUCTURE SCHEDULE C81 rrvE RNA E (OUT) lef rVE RIM (OUT) IN TYPE RIM E (ouT) cBI rP IM IE (OUT) 0 SDMH 25.8 12.19 (EX) 0 TYPE II CB 25.5 19.19 0 TYPE II CB 28.4 20.50 rat TYPE i Cli 24.9 ' 17.13) 22.00 i 0 r EcEms 25.8 12.25 A TYPE II CB 25.5 19.44 CI TYPE II GB 28.2 20.50 ,0 TYPE I CB 24.9 31 SDMH 25.8 12.33 0 TYPE II CB 26.0 19.53 @ TYPE I CB 25.9 21.70 ai * 1613E4Tis 11 SDMH 25.8 12.38 (g TYPE II CB 25.9 19.74 0 TYPE I CB 25.8 21.80 0 TYPE II CB 24.5 18.24 g SDMH 27.2 12.81 0 TYPE II CB 27.0 19.76 C,:j$ TYPE I CB 24.6 20.00 07) @l TYPE II CB TYPE I CB 24.4 24.0 18.37 20.4± § TYPE II CB 26.9 12.98 fg TYPE II CB 27.7 19.86 0 TYPE I CB 24.6 20.91 0 TYPE II CB 26.9 13.20 EV EX SDMH 28.6 20.00 1 TYPE I CB 24.7 21.00 0 - ME I CB 23.5 20.2± 0 TYPE II CB 27.6 13.67 0 TYPE I CB 27.2 23.56 9:) TYPE I CB 4.14 Q TYPE I CB 27.3 23.43 C) TYPE II CB 27.5 13.98 CI TYPE I CB 26.8 23.72 • i73i TYPE I CB ,_26A 26.0 21.50 -) CA ri-, -, L.!..y....4 Q4 TYPE I CB TYPE I CB TYPE I CB 27.2 27.2 27.2 23.93 24.20 23.78 C) TWE II CB 27.8 14.29 (21 TYPE I CB 27.3 24.30 ,ft0 TYPE I CB ---d. I CB ----. 27.0 25.8 21.08 J/K \ SDMH 28.1 14.67 0 SDMH 26.2 19.5± §1 .----" 21.23 (4) SDMH 28.1 15.23 0) Z 26.6 20.0± C) TYPE I CB 25.4 21.46 TYPE I C8 27.2 24.20 0 SDMH 28.1 16.16 tJ MS 26.4 20.50 f3J TYPE I CB 26.9 21.0± ifli TYPE I CB 27.0 23.74 lg SDMH 28.2 17.08 EJJ TYPE II CB 26.8 20.50 4 TYPE I Clil 27.1 21.13 zt, 0) TYPE IL CB 27.0 24.06 Ca e SDMH SDMH 27.9 27.25 17.90 18.06 21.91 A,, 21.76 el TYPE II CB 26.8 20.67 0 TYPE II CB 25.8 17.16 t:1 TYPE IL CB 27.0 23.87 fr jrzp,____tyyj_g_.,._,,.221,21., --.. 2 23.11 ) 22.19 A : Co 6 TYPE I CB EX. SDMH SDMH VORTECHNICS mom_ m goco 25.8 24.78 24.9 .c..t..0 24 22.80 14.85 15.01 15.11 a TYPE I CB 27.25 24.07 0 EX. CB 24.71 TYPE I CB TYPE I CB TY 1 -- a1' .----- 26.6' ------ ' -- 21. - 6 . 5 27.9 27.8 TYPE I CB 27.2 24.20 ig TYPE I CB 25.4 a SDMH 25.5 15.68(D( E-W) SDMH 25.8 18.90 16.68(NEW N) el TYPE II CB 25.9 19.02 l TYPE I CB 29.7 25.11 0_, __ SDMH 25.1 15.19 10) TYPE II CB 25.0 16.70 fg TYPE II CB 25.8 19.13 0 TYPE I CB 30.1 25.50 c 1:9113 TYPE II CB 25.2 15.79 0-5r ...7fr AS:TAW An•Z:07 .17 /KW ..ozszvre 107 fiki7Amemer I 9 fi zika, : .0-. tai meti mokir, 1 itsa.",;:ii.. =Ott mt It iii , AM, Vi)i t 111.- • ..... - ''''' .4 ■4•5 2 =1It .,; , ,iiimmidm irP•- - -ar•. --m at, dtrai , e4_ lit : . ..,, 1 =k1:10 11 7--,a4i si liii im c i iir •_ IffikgWa 40 16:"Ill t il lg l ig Witt 111 - 11104111111 4); ''.1 ti. ii . ....'...7 riAll,, - • - ,,,,1 0 47.4 40 46. 40: D SS 110 #6766 rSDCB 510 / 2555 SDCH 508 6713 EXISTING SLOPE AND VEGETATION TO REMAIN SDCB 507 2536 I I , 1 1 \'\\ :\ I \\\\ \\ \‘ \'\+ \‘ ( hk \\\\.\\\ 11 1 V/71/1/11,1'7//////// 1((/ IYCI 11111111: 11 ; 111 Ii Li I II I 1111111111111111 1 HI liii 1 I I II I " I 111 11 :I +1, I MEI 29.8 30 3 1.2 29- 29.9 30.5 i MATCH EX. \ GRADE 6 ' '-:,'„1 - ---- " ------ ----alt_____-z- -__- ---_---- _____ - --. 4111411117------- ' -----z-- , --a--ie-----■oiesmerz_.--la.,_11•1.".!______..,,,, pc 1 \ \ \ \ \ \ \ , 1 , • , , I \ --.., ;,, A cy3 -.) \ \ -s \ \\ \ ---c \ \ 1 \ ----\\ . - Vs, 4 S , . „.-.-_-.s , s - \ ' ' ir _ \ \ -z __/ L4 C I3_,L._ - SS 105 D #6767 28,4 28. 29.3 2s3 30, 4 JO. 9 •+++---.++ 29.0 SDCB 506 2381 r---- 463 6 - ss sszrocr 151CAT?' TEMPORARY ASPHALT SOLIS)99, WALKWAY TO MEET EXISTING CONCRETE SIDEWALK SDCB 505 2368 2354 28.3 LN SDCB 69 RE] EX. SD( ro ,„ PROPC 0-3:4 6 I LI I I g PIPE 11121 11131 1114 I C 2 KEY MAP LEGEND EX. CONTOUR PROPOSED CONTOUR SPOT ELEVATION SOLDIER PILE WALL DIRECTION OF SLOPE TYPE I CATCH BASIN TYPE II CATCH BASIN CLEANOUT TO GRADE (C.O.T.G.) STORM WATER QUALITY VAULT DRAINAGE PIPE FLOW ARROW PROPOSED STORM DRAIN PIPE EXISTING STORM DRAIN PIPE EXISTING STORM DRAIN TO BE REMOVED SAWCUT (APPROXIMATE LOCATION) FINISHED FLOOR ELEVATION TOP OF CURB TOP OF PAVEMENT MANLIER 12' 12' 12 12' LENGTH (FL) 20 64 27 6 SLOPE 0.005 0.005 0.005 0.200 D • FFE TC JUN 2 2 2007 1 - City Of Tukwila B ILDIN DIVISION - TP •■■• •■■• CALL 48 HOURS BEFORE YOU DIG -800-424-5555 GRAPHIC SCALE • - REVitrATEdfoi - T - DE COMPLIANCE APPROVED 40 leo O 20 40 ao ( FEET ) 1 inch = 40 ft. RECEIVED CITY OF TUKWILA 'JUN 2 1 20117 PERMIT CENTER BULLETIN 2 il South center 633 Southcenter Parkway Tukwila, WA., 98188-2888 206-246-0423 WESTFIELD DESIGN & CONSTRUCTION 11601 Wilshire Boulevard, 11th Floor Los Angeles, California 90025-1748 Telephone 310 478 4456 Facsimile 310 478 4468 THIS DRAWING IS AN INSTRUMENT OF SERVICE, IS THE PROPERTY OF THE ARCHITECT AND MAY NOT BE REPRODUCED WITHOUT THE ARCHITECTS PERMISSION AND UNLESS THE REPRODUCTION CARRIES THE ARCHITECT'S NAME. ALL DESIGN AND OTHER INFORMATION SHOWN ON THE DRAWING ARE FOR USE ON NE SPECIFIED PROJECT ONLY AND SHALL NOT BE USED OTHERWISE WITHOUT WRITTEN PERMISSION FROM THE ARCHITECT Registration N Consultants No. Revision Date A A Sheet Title GRADING AND DRAINAGE PLAN Sheet Title A ILO immenummimum■EN 1144 Eastlake Ave. E. T (206) 522-9510 Suite 601 F (206) 522-8344 Seattle, WA 98109 www.PAcLAND.com Approvals/Phase: CHEESECAKE FACTORY SITE PLAN REVISION 4-2-2007 A SITE PLAN REVISION 5-30-2007 A A A Job No. Date Scale .o+os 2.4 0. S METER GW ENTRY 40LF4" IE = 25.14 GW @ 2.0% Al 90' BEND 6" DDCVA 1 DC * ,� IN VAULT to w gildlri r __ z I._ _ Fli - ' rtt'.�r.7«��' �a+�.a1'.w. . -' -b I' e ' -.nr.. •r. -. .. = �•.-- M...._ ~ Nom_ 4:114 ti --•T1- air., .r irr -L to ti . ..M � -r,/,,, I� �'" s ` :J �/ i4: r_ / .0.4A-41-444. �! / /.f'�_ A � _ / ' % . y .•w :� e±.6 r. . 11:1111A -liii� 'fir ; ic pir axw1E+.ei,'� I ti le- :i.:.'+'*S".'AIe:. :Yip iA�in �R�� .� i \ ® ® ® ® in um mom SEE ARCH PLAN FOR DETAIL IE IN = 24.30 IE OUT = 24.10 RIM = 28.4 IE (6" N) = 22.94 IE (8" S) = 22.86 HYDRANT_ ASSEMBLY SS 110 16'66 2. SDCB 510 / 2555 SDCB 508 / 6713 Z W CC Q a Co SDCB 507 2536 SS 105 6767 CONNECT TO EX. 8" WATERMAIN GENERAL UTILITY NOTES ALL IMPROVEMENTS SHALL MEET LOCAL, STATE DOT AND A.P.W.A. THE DESIGN SHOWN IS BASED UPON THE ENGINEER'S UNDERSTANDING OF THE EXISTING CONDITIONS. THIS PLAN DOES NOT REPRESENT A DETAILED FIELD SURVEY. THE EXISTING CONDITIONS SHOWN ON THIS PLAN SHEET ARE BASED UPON SURVEY PREPARED BY APEX ENGINEERING, RECEIVED 6 -16 -2004. THE CONTRACTOR IS RESPONSIBLE FOR VERIFYING FIELD CONDITIONS PRIOR TO BIDDING THE PROPOSED SITEWORK IMPROVEMENTS. IF CONFLICTS ARE DISCOVERED, THE CONTRACTOR SHALL NOTIFY THE OWNER PRIOR TO INSTALLATION OF ANY PORTION OF THE SITEWORK WHICH WOULD BE AFFECTED. IF CONTRACTOR DOES NOT ACCEPT EXISTING SURVEY, INCLUDING TOPOGRAPHY, AS SHOWN ON THE PLANS, WITHOUT EXCEPTION, HE SHALL HAVE MADE, AT HIS OWN EXPENSE, A TOPOGRAPHIC SURVEY BY A REGISTERED LAND SURVEYOR AND SUBMIT IT TO THE OWNER FOR REVIEW. 3. CAUTION - NOTICE TO CONTRACTOR THE CONTRACTOR IS SPECIFICALLY CAUTIONED THAT THE LOCATION AND /OR ELEVATION OF EXISTING UTILITIES AS SHOWN ON THESE PLANS IS BASED ON RECORDS OF THE VARIOUS UTIUTTES, AND WHERE POSSIBLE, MEASUREMENTS TAKEN IN THE FIELD. THE INFORMATION IS NOT TO BE REUED ON AS BEING EXACT OR COMPLETE. THE CONTRACTOR MUST CALL THE APPROPRIATE UTILITY COMPANY AT LEAST 48 HOURS BEFORE ANY EXCAVATION TO REQUEST EXACT FIELD LOCATION OF UT1U11ES. IT SHALL BE THE RESPONSIBIUTY OF THE CONTRACTOR TO RELOCATE ALL EXISTING UTILITIES AND EXISTING IMPROVEMENTS WHICH CONFLICT WITH THE PROPOSED IMPROVEMENTS ON THE PLANS. 4. CONTRACTOR SHALL REFER TO ARCHITECTURAL PLANS FOR EXACT LOCATION AND DIMENSIONS OF VESTIBULE, SLOPED PAVING, EXIT PORCHES, SIDEWALKS, RAMPS AND TRUCK DOCKS, PRECISE BUILDING DIMENSIONS AND EXACT BUILDING UTIUTY ENTRANCE LOCATIONS. 5. REFER TO INTERIOR PLUMBING DRAWINGS FOR TIE -IN OF ALL UTILITIES. 6. ALL FILL MATERIAL SHALL BE IN PLACE, AND COMPACTED BEFORE INSTALLATION OF PROPOSED UTILITIES. 7, CONTRACTOR SHALL NOTIFY THE UTIUTY AUTHORITIES INSPECTORS 72 HOURS BEFORE CONNECTING TO ANY EXISTING LINE. 8. MINIMUM WATER AND SANITARY SEWER TRENCH WIDTH SHALL BE 2 FEET. ■ RLBouL 11. 1 " ORIvSSMH 8" � ST __ _ 14 .- --_- -- 41LF 8 SS Crd K - " STOM " - \ IF (8" S) = 22.46 O SDCB 506 2381. IE. (8" NW) = 22=54 CONNECT "TO EX. KC-WTD MH R18 -33 RIM = 28 --- - EX. IE (8" N) = 22.30 EX. IE(27 "W) =21.69 EX. IE (27" E) = 21.56 NEW IE (8" N) = 22.30 ALL UTIUTIES SHOULD BE KEPT TEN (10') APART (PARALLEL) OR WHEN E (OUTSIDE EDGE OF PIPE TO OUTSIDE EDGE OF PIPE). 10. IN THE EVENT OF A VERTICAL CONFLICT BETWEEN WATERLINES, SANITARY LINES, STORM UNES AND GAS LINE (EXISTING AND PROPOSED), THE SANITARY LINE SHALL BE DUCTILE IRON PIPE WITH MECHANICAL JOINTS AT LEAST 10 FEET ON BOTH SIDES OF CROSSING, THE WATERLINE SHALL BE MECHANICAL JOINTS WITH APPROPRIATE THRUST BLOCKING AS REQUIRED TO PROVIDE A MINIMUM OF 18" CLEARANCE, MEETING REQUIREMENTS OF ANSI A21.10 AND ANSI 21.11 (AWWA C -151) (CLASS 50). LINES UNDERGROUND SHALL BE INSTALLED, INSPECTED AND APPROVED BEFORE BACKFIWNG. 12. CONTRACTOR IS RESPONSIBLE FOR COMPLYING WITH THE SPECIFICATIONS OF THE LOCAL AUTHORITIES WITH REGARD TO MATERIALS AND INSTALLATION OF THE WATER AND SEWER LINES. 13. ALL NECESSARY INSPECTIONS AND /OR CERTIFICATIONS REQUIRED BY CODES AND /OR UTILITY SERVICE COMPANIES SHALL BE PERFORMED PRIOR TO ANNOUNCED BUILDING POSSESSION AND THE FINAL CONNECTION OF SERVICE. 14. CONTRACTOR SHALL COORDINATE WITH ALL UTILITY COMPANIES FOR INSTALLATION REQUIREMENTS AND SPECIFICATIONS. 15. CONTRACTOR TO PROVIDE TRENCHING, BACKFLL, 2 - 4" PVC SCHEDULE 40 CONDUITS, AND PUWNG WIRES FOR UNDERGROUND TELEPHONE SERVICE FROM EXISTING FACIUTIES AS SHOWN ON PLANS. CONTRACTOR TO COORDINATE INSTALLATION AND POINT OF CONNECTION WITH UTILITY PROVIDER. 16. CONTRACTOR IS TO PROVIDE TRENCHING, CONDUIT, AND BACKFILL FOR ALL UNDERGROUND POWER UNE AND VAULTS AS REQUIRED BY UTIUTY PROVIDER. POWER LINES AND POLES TO BE INSTALLED BY UTILITY PROVIDER. SEE SITE ELECTRICAL PLAN FOR SITE LIGHTING AND FOR PRIMARY ELECTRIC SERVICE LOCATIONS. 17. GAS PIPING SHOWN FOR COORDINATION ONLY. INSTALLATION OF THE GAS MAIN AND METER TO BE ACCOMPUSHED BY UTILITY PROVIDER. 18. GREASE INTERCEPTORS SHALL REQUIRE A SEPARATE PERMIT. EXTENSION TO PROVED 236 2 WATER METER AND 2" RPPA..._ VALVE - 8" STORM __ SDCB_ 2.354 LXIST1NG S GATt CITY OF TUKWILA UTILITY NOTES 1. ALL TRENCH EXCAVATION OPERATIONS SHALL MEET OR EXCEED ALL APPLICABLE SHORING LAWS FOR TRENCHES OVER 4 -FEET DEEP. ALL TRENCH SAFETY SYSTEMS SHALL MEET WISHA REQUIREMENTS. 2. POWER, CABLE, FIBER OPTICS, AND TELEPHONE LINES SHALL BE IN A A TRENCH WITH A 5' MINIMUM HORIZONTAL SEPARATION FROM OTHER UNDERGROUND UTILITIES. 3. ADJUST ALL MANHOLES, CATCH BASINS, AND VALVES IN PUBLIC RIGHTS -OF -WAY OR EASEMENTS AFTER ASPHALT PAVING. RRIGATION P. B 386 0 S. SDCB 3 1969 SD( 20E p • C -3.4 KEY PLAN LEGEND WATERMAIN FIRE HYDRANT FDC THRUST BLOCK GATE VALVE REDUCER DOUBLE CHECK BACKFLOW PREVENTOR (DDCVA) RPPA WATER METER SANITARY SEWER MAIN RELOCATED SANITARY SEWER MAIN SANITARY SEWER FORCE MAIN GREASE WASTE UNE SS MANHOLE MARSH GAS FRESH AIR INTAKE MARSH GAS FRESH AIR UNE SS CLEANOUT TO GRADE GREASE INTERCEPTOR (SEE SHEET C -3.15) LIFT STATION FRANCHISE UTILITY CORRIDOR (GAS, TELEPHONE, ELECTRIC IN EASEMENT) UTILITIES TO BE REMOVED CALL 48 HOURS BEFORE YOU DIG - 800- - 424 -5555 GRAPHIC SCALE (IN FEET) 1 inch = 40 ft. 8" W gir • H O JJ 11 • R�EWED FO 0 0 ?-ODE COMPU. NR CE APPROVED jut 2 2 207 U11U11ES NOT TO \ \ \ \ \ \ \\ BE INSTALLED NI AY 40 160 40 so tan City 0f Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA 1 JUN 2 1 2007 °ERMIT CENTEF- Wad& Sou th center WESTFIELD DESIGN & CONSTRUCTION 11601 Wilshire Boulevard, 11th Floor Los Angeles, California 90025 -1748 Telephone 310 478 4456 Facsimile 310 478 4468 THIS DRAWING IS AN INSTRUMENT OF SERVICE, IS THE PROPERTY OF THE ARCHITECT AND MAY NOT BE REPRODUCED WITHOUT THE ARCHITECTS PERMISSION AND UNLESS THE REPRODUCTION CARRIES THE ARCHITECTS NAME. ALL DESIGN AND OTHER INFORMATION SHOWN ON THE DRAWING ARE FOR USE ON THE SPECIFIED PROJECT ONLY AND SHALL NOT BE USED OTHERWISE WITHOUT WRITTEN PERMISSION FROM THE ARCHITECT Registration No. Consultants 0 1144 Eastlake Ave. E. T (206) 522 -9510 Suite 601 F (206) 522 -8344 Seattle, WA 98109 www.PACLAID.COM Approvals /Phase: CHEESECAKE EA CTOR Y SITE PLAN REVISION 4 -2 -2007 No. Revision Date A SITE PLAN REVISION 5-30-2007 Sheet Title Sheet Title 7i rda., Sal e�e-� WATER AND SEWER PLAN Job No. Date Scale 111-A-M f . In 3.4 a a INSPECTION TASK INSPECTION FREQUENCY REFERENCE FOR CRITERIA CONTINUOUS PERIODIC IBC SECTION ACI 530 /ASCE 5/TMS 402a ACI 530.1 /ASCE 6 /TMS 602a 1. AS MASONRY CONSTRUCTION BEGINS, THE FOLLOWING SHALL BE VERIFIED TO ENSURE COMPUANCE: - X ACI 318:3.5, 7.1 -7.7 1903.5, 1907.1, 1907.7, 1914.4, AISC LRFD, Sec. M2.5 a. PROPERTIES OF SITE PREPARED MORTAR. - X - - ART. 2.6A b. CONSTRUCTION OF MORTAR JOINTS. -- X - - ART. 3.3B c. LOCATION OF REINFORCEMENT, CONNECTORS, PRESTRSSING TENDONS & ANCHORAGE. - X - - ART. 3.4, 3.6A d. PRESTRESSING TECHNIQUE. - X - - ART. 3.6B e. GRADE & SIZE OF PRESTRESSING TENDONS & ANCHORAGES. -- X - - ART. 2.4B, 2.411 2. THE INSPECTION PROGRAM SHALL VERIFY: 9. ERECTION OF PRECAST CONCRETE MEMBERS. - X ACI 318: CH 16 - a. SIZE & LOCATION OF STRUCTURAL ELEMENTS. - X - - ART. 3.3G b. TYPE, SIZE & LOCATION OF ANCHORS, INCLUDING OTHER DETAILS OF ANCHORAGE OF MASONRY TO STRUCTURAL MEMBERS, FRAMES OR OTHER CONSTRUCTION. - X - SECT. 1.2.2(e), 2.1.4, 3.1.6 - 'TYPE OF REINFORCEMENT. c. SPECIFIED SIZE, GRADE & T - X SECT. 1.13 ART. 2.4, 3.4 d. WELDING OF REINFORCING BARS. X - - SECT. 2.1.10.7.1, 3.3.3.4(b) - e. PROTECTION OF MASONRY DURING COLD WEATHER (TEMPS. BELOW 4Ef) OR HOT WEATHER (TEMPS. ABOVE 90T) - X SECT. 2104.3, 2104.4 - ART. 1.8C, 1.8D f. APPLICATION & MEASUREMENT OF PRESTRESSING FORCE. - X - ART. 3.6B 3. PRIOR TO GROUTING, THE FOLLOWING SHALL BE VERIFIED TO ENSURE COMPLIANCE: a. GROUT SPACE IS CLEAN. - X - - ART. 3.2D b. PLACEMENT OF REINFORCEMENT & CONNECTORS & PRESTRESSING TENDONS. - X - SECT. 1.13 ART. 3.4 c. PROPORTIONS OF SITE PREPARED GROUT & PRESTRESSING GROUT FOR BONDED TENDONS. - X - - ART. 2.6B d. CONSTRUCTION OF LORTAR JOINTS. - X - - ART. 3.3B 4. GROUT PLACEMENT SHALL BE VERIFIED TO ENSURE COMPUANCE WITH CODE & CONSTRUCTION DOCUMENT PROVISIONS. X - - - ART. 3.5 a. GROUTING OF PRESTRESSING BONDED TENDONS. X - - - ART. 3.6C 5. PREPARATION OF ANY REQUIRED GROUT SPECIMENS, MORTAR SPECIMENS & /OR PRISMS SHALL BE OBSERVED. - X SECT. 2105.2.2, 2105.3 - ART. 1.4 6. COMPLIANCE WITH REQUIRED INSPECTION PROVISIONS OF THE CONSTRUCTIUON DOCUMENTS & THE APPROVED SUBMITTALS SHALL BE VERIFIED. - X - - ART. 1.5 VERIFICATION & INSPECTION CONTINUOUS PERIODIC REF. STDS. IBC REF. 1. MATERIAL VERIFICATION OF HIGH STRENGTH BOLTS, NUTS & WASHERS: a. Identification markings to conform to ASTM standards specified in the approved construction documents. b. Manufacturer's certificate of compliance required. - - X Applicable ASTM material specs. AISC ASD, Sec. A3.4 AISC LRFD, Sec. A3.3 -- 2. INSPECTION OF HIGH STRENGTH BOLTING: a. Bearing type connections. b. Slip critical connections. X xx AISC LRFD, Sec. M2.5 1704.3.3 3. MATERIAL VERIFICATION OF STRUCTURAL STEEL a. Identification markings to conform to ASTM standards specified in the approved construction documents. b. Manufacturer's certificate of compliance required. - - ASTM A.6 or ASTM 568 1708.4 4. MATERIAL VERIFICATION OF WELD FILLER MATERIAL: a. Identification markings to conform to AWS specifications in the approved construction documents. b. Manufacturer's certificate of compliance required. - - AISC ASD Sec. A3.6 RISC LRFD, Sec. A3.5 - 5. INSPECTION OF WELDING: a. Structural steel: 1 Complete & partial penetration groove welds. 2 Multi pass fillet welds. 3 Single pass fillet welds > 5/16 ". 4 Single pass fillet welds < 5/16 ". 5 Floor deck welds. b. Reinforcing steel: 1) Verification of weldability of reinforcing steel other than ASTM A706. 2) Reinforcing steel resisting flexural & axial forces in intermediate & special moment frames, & boundary elements of special reinforced concrete shear walls & shear reinforcement. 3) Shear reinforcement. 4) Other reinforcing steel. xxx >< >< xx x x AWS D1.1 AWS D1.3 AWS D1.4 ACI 318: 3.5.2 1704.3.3 1903.5.2 6. INSPECTION OF STEEL FRAME JOINTS FOR COMPUANCE WITH APPROVED CONSTRUCTION DOCUMENTS: a. Details such as bracing & stifening. b. Member locations. c. Application of joint details @ each connection. - - - X - 1704.3.2 7. FABRICATION AND ERECTION OF STRUCTURAL STEEL: - X - 1905.11, 1905.13 1914.9 VERIFICATION & INSPECTION CONTINUOUS PERIODIC REF. STDS. IBC. REF. 1. INSPECTION OF REINFORCING STEEL, INCLUDING PRESTRESSING, & WASHERS: - X ACI 318:3.5, 7.1 -7.7 1903.5, 1907.1, 1907.7, 1914.4, 2. INSPECTION OF REINFORCING STEEL WELDING IN ACCORDANCE w/ TABLE 1704.3, ITEM 5B. - - AWS D1.4 ACI 318: 3.5.2 1903.5.2 3. INSPECT BOLTS TO BE INSTALLED IN CONCRETE PRIOR TO & DURING PLACEMENT OF CONCRETE WHERE ALLOWABLE LOADS HAVE BEEN INCREASED. X - -- 1912.5 4. VERIFYING USE OF REQUIRED DESIGN MIX. - X ACI 318: CH4, 5.2 -5.4 1904, 1905.2, 1905.4, 1914.2 1914.3 5. SAMPLING FRESH CONCRETE & PERFORMING SLUMP, AIR CONTENT & DETERMINING THE TEMPERATURE OF FRESH CONCRETE AT THE TIME OF MAKING SPECIMENS FOR STRENGTH TESTS. X - ASTM C 172, ASTM C 31 & ACI 318:5.9,5.8 1905.6, 1914.10 6. INSPECTION OF CONCRETE & SHOTCRETE PLACEMENT FOR TEMPERATURE & TECHNIQUES. X - ACI 318:5.9,5.10 1905.9, 1905.10 1914.6, 1914.2, 1914.8 7. INSPECTION FOR MAINTENANCE OF SPECIFIED CURING CONTENT & DETERMINING THE TEMPERATURE OF FRESH - X ACI 318:5.11 -5.13 1905.11, 1905.13 1914.9 8. INSPECTION OF PRESTRESSED CONCRETE: a. Application of prestressing forces. b. Grouting of bonded prestressing tendons in the seismic - force - resisting system. xx - ACI 318: 18.18 ACI 318: 18.16.4 - 9. ERECTION OF PRECAST CONCRETE MEMBERS. - X ACI 318: CH 16 - 10. VERIFICATION OF IN -SITE CONCRETE STRENGTH, PRIOR TO STRESSING OF TENDONS IN POSTENSIONED CONCRETE & PRIOR TO REMOVAL OF SHORES & FORMS FROM BEAMS & STRUCTURAL SLABS. - X ACI 318: 6.2 1906.2 11. CONSTRUCTION OF AUGER CAST CONCRETE PILES: X - - - 12. INSPECTION OF CONCRETE ADHESIVE ANCHORS: X - - - COLUMN SCI-EDILE MARK COLUMN SIZE BASE PLATE SIZE REMARKS CI H554 "x4 " /S" II" SQ. /4 "THK. 36" G2 H555 5" x 5" x 3 /S" 12" SQ. x 3/4" THK. 24" G3 H55 6" x 6" x 3/8" 13" SQ. x 3/4" THK. - G4 HSS 8" x S" x 3/S" 15" SQ. x 3/4" THK. G5 H55 6" x 6" x 1/2" 13" SQ. x 3/4" THK. C6 HSS 8" x 8" x 1/2" II" SQ. x I" THK. 1 CI W 14 x 82 21" SO. x I I /2" THK. I CONT. GRADE BEAM SCHEDULE MARK WIDTH DEPTH CONT. REINF. TIES GBI 24" 36" (2) BOTTOM #4 I6 "oc GB2 24" 36" (4) #7 T415 *4 @ I6 "oc - L MalainS c r shall be made to the scope BLDG. BLKG. BM. S.N. B.O.S. BOTT. as. BSMT. CLR. CLG. G.M.U. COL. GONG. CONN. CONST. CONT. CONTR. CF. G.J. 3 fan review approval 1s subject to errors and Approval of cons uction downents does not authorize the violation c Gr^ accepted code of m of approved Fie;d Copy and conditions Is adalt:i ; BY Date: as C)1 City of Tukwila BUILDING DIVISION ABBREVIATION A.B. ANCHOR BOLT ASV. ABOVE ADD'L. ADDITIONAL ALT. ALTERNATE ARCH'L. ARCHITECTURAL STWN. BETWEEN BLW. BELOW BUILDING BLOCKING BEAM BOUNDARY NAILING BOTTOM OF SHTG. BOTTOM BOTH SIDES BASEMENT CLEAR CEILING CONCRETE MASONRY UNIT COLUMN CONCRETE CONNECTION CONSTRUCTION CONTINUOUS CONTRACTOR CUBIC FOOT CONST. JOINT DIA. DIAMETER DWG. DRAWING (E)/EXIST. EXISTING EA. EACH E.F. EACH FACE ELEG'L. ELECTRICAL ELEV. ELEVATION E.N. EDGE NAILING ENGR. ENGINEER EXP. JT. EXPANSION JOINT EQ. EQUAL EXT. EXTERIOR F.F. F.G. F.N. FLR. F.5. FDN. F.O.G. F.0.5. FT. FTC. GA. GALV. GRND. GRP. HGR. HT. HORIZ. INFO. INT. RE VIEWED FINISHED FLOOR FINISHED GRADE FIELD NAILING FLOOR FAR SIDE FOUNDATION FACE OF CONCRETE FACE OF 5TUD FOOT, FEET FOOTING GAGE GALVANIZED GROUND GRADE HANGER HEIGHT HORIZONTAL INFORMATION INTERIOR 116 = rodistallii air fAiswiag aserandsibrile E.- 111,1% litailadasel Cods ©Illuessirwerrii %%tiara tit BuildiesCode The pecieelt *Wiwi ie * **Of ytMts•Me a +mil of appovmdd. sai pork regifollieib id1 i+C<1r ► repipowits Sad i warprol die so „x:art atnMor ► Tla Tailor dnrr M ittirlit *1a liroiamo of Loot dt ux tespa sitAky for I M k+elbiiwes nii Vie M sr the Or weft imtisdilsios and die date d11reilim0'6. Jurisdiction - r04ltIa A Dolt 6/$1 °7 K.P. K5I # /Ibs. LG. LONG. LT. WT. MAX. M.B. M.D. MECH "L. MANUF. MIN. MISC. (N) N.5. OC OPP. PSF PSI REINF. REQ'D. SC HED. 5F BHT. SIM. SPEC. SQ. 5TP. STL. STRUC. SYM. THK. T$B T.O.F. T.O.L. T.O.S. TRANS. TS TYP. U.N.O. VERT. WF W/ W/O W.W.F. WT. WP SYMBOLS L P.L. KING POST KIPS PER SQ INCH POUNDS LONG LONGITUDINAL LIGHT WEIGHT MAXIMUM MACHINE BOLT METAL DECK MECHANICAL MANUFACTURER MINIMUM MISCELLANEOUS NEW NEAR SIDE ON CENTER OPPOSITE POUNDS PER SQ. FOOT POUNDS PER SQ. INCH REINFORCEMENT REQUIRED SCHEDULE SQUARE FOOT SHEET SIMILAR SPECIFICATION SQUARE STANDARD STEEL STRUCTURAL SYMMETRICAL THICK TOP 4 BOTTOM TOP OF FOOTING TOP OF LEDGER TOP OF STEEL TRANSVERSE TUBE STEEL TYPICAL UNLESS NOTED OTHERWISE VERTICAL WIDE FLANGE BEAM WITH WITHOUT WELDED WIRE FABRIC WEIGHT WORKING POINT ANGLE AT CENTERLINE PLATE NUMBER DIAMETER PROPERTY LINE TABLE 1704.4 REQUIRED VERIFICATION & INSPECTION OF CONCRETE CONSTRUCTION Note: The contractor shall notify the building official of the names of the individuals who will be performing the special inspections. TABLE 1704.3 REQUIRED VERIFICATION & INSPECTION OF STEEL CONSTRUCTION Where applicable, also see Section 1707.1, Special inspection for seismic resistance. TABLE 1704.5.1 LEVEL 1 SPWCIAL INSPECTION Note: For SI: 'c = ('f - 32) / 1.8. A. The specific standards referenced are those listed in Chapter 35. STRUCTURAL STEEL I. ALL ROLLED STRUCTURAL STEEL SHALL CONFORM TO ASTM Agg2 GR50, AND STANDARD 22 -I, VOL. III, UNLESS NOTED OTHERWISE, SHALL BE DETAILED, FABRICATED AND ERECTED IN ACCORDANCE WITH THE AISC. SPECIFICATIONS AND CODE OF STANDARD PRACTICE AS AMENDED TO DATE. 2. ALL MISC. ANGLES, STAIR STRINGERS, SASE PLATES, STIFFENERS AND CONNECTION PLATES SHALL CONFORM TO ASTM A56. 3. STRUCTURAL TUBES SHALL CONFORM TO ASTM A-500, GRADE B. 4. STRUCTURAL PIPE COLUMNS SHALL CONFORM TO ASTM A -55, TYPE 5, GRADE B. 5. ALL BOLTS, NUTS, AND WASHERS SHALL CONFORM TO ASTM A301 UNLESS NOTED OTHERWISE ON THE DRAWINGS. 6. THE STRUCTURAL STEEL FABRICATOR SHALL FURNISH SHOP DRAWINGS OF ALL STEEL FOR THE ENGINEERS REVIEW PRIOR TO FABRICATION. ALL STEEL FABRICATION SHALL BE PERFORMED IN A SHOP APPROVED BY THE BUILDING DEPARTMENT. 1. ALL WELDING SHALL BE PERFORMED BY EXPERIENCED CERTIFIED WELDERS USING THE ELECTRIC ARC WELDING PROCESS AND E70XX SERIES ELECTRODES. WELDING SHALL CONFORM TO AISC AND AWS STANDARDS. 8. EXCEPT WHERE ENCASED IN CONCRETE, MASONRY, OR SPRAYED -ON FIREPROOFING, ALL STEEL SHALL BE PAINTED UNLESS NOTED OTHERWISE ON THE DRAWINGS. q. OPENINGS SHALL NOT BE PLACED IN STEEL MEMBERS UNLESS SPECIFICALLY DETAILED. STEEL MEMBERS SHALL BE SHORED WHEN PERMISSIBLE HOLES ARE CUT WITH A TORCH AFTER STEEL IS ERECTED. THE SHORES SHALL REMAIN IN PLACE UNTIL THE STEEL TEMPERATURE HAS RETURNED TO AIR TEMPERATURE. 10. ALL WELDS NOT SPECIFIED SHALL BE CONTINUOUS FILLET WELDS. THE SIZE OF THE WELD SHALL BE BASED ON AISC STANDARDS FOR THE THICKER PART JOINED. II. STRUCTURAL STEEL SHALL SE DELIVERED TO THE JOB SITE FREE OF EXCESSIVE RUST, MILL SCALE, GREASE, ETC. AND SHALL BE PRIMED. 12. THE CONTRACTOR SHALL SUBMIT WRITTEN WELDING PROCEDURES SPECIFICATIONS (APS) FOR MOMENT FRAME CONNECTIONS TO THE STRUCTURAL ENGINEER OF RECORD OR THE ARCHITECT RESPONSIBLE FOR THE STRUCTURAL DESIGN PRIOR TO THE START OF FABRICATION FOR REVIEW AND APPROVAL. THE SPECIFICATIONS SHALL BE MADE AVAILABLE TO THE SPECIAL INSPECTOR 4 ALL FABRICATORS 4 WELDERS ON THE PROJECT 4 TO THE FIELD INSPECTION DIV. UPON REQUEST. THE APS SHOULD BE DEVELOPED BY A COMPETENT WELDING ENGINEER 4 AS A MIN. SHALL INCLUDE THE FOLLOWING INFORMATION: I) PROCEDURE IDENTIFICATION 2) BASE METAL IDENTIFICATION 5) WELDING PROCESS 4) TYPE OF WELDING 5) POSITION OF WELDING 6) FILLER METAL SPECIFICATION 7) FILLER METAL CLASSIFICATION 8) NUMBER OF PASSES STRUCTURAL METAL STUD FRAMFIG NOTES: I. ALL STEEL STUDS AND TRACK SHALL SE FORMED FROM STANDARD COMMERCIAL GAGE STEEL WITH A MINIMUM YIELD POINT AT 50,000 PSI AND SHALL COMPLY WITH ASTM -A570. 2. ALL FRAMING COMPONENTS SHALL BE CUT TO FIT SQUARELY AGAINST BRACING OR ABUTTING MEMBERS. COMPONENTS SHALL SE HELD FIRMLY IN POSITION UNTIL FASTENED IN A PROPER MANNER. 5. ALL. STEEL STUDS SHALL BE ATTACHED BY WELDING OR APPROPRIATE SIZE AND QUANTITY OF FASTENERS. WIRE TYING WILL NOT BE PERMITTED. 4. BUTT WELDS OR SPLICES MAY BE USED AT ALL TRACK JOINTS. SPLICES IN AXIAL LOADED STUDS OR BRACES WILL NOT BE PERMITTED. ALL WELDS SHALL BE SEAM, BUTT OR PLUG WELDS. WHERE STUDS ARE BURNED THROUGH BY WELDING, A SUITABLE STITCH PLATE SHALL BE PROVIDED. 5. CONTINUOUS STEEL TRACK SHALL BE UNPUNCHED, 16 GAGE AND / OR SIMILAR DIMENSIONS MADE TO INSURE A PROPER FIT, UNLESS NOTED OTHERWISE. DESIGN CRITERIA (2005 15G) DESIGN LOADS ROOF DEAD LOAD ROOF SNOW LOAD SEISMIC DESIGN: = 8 Ss • 1.424 Sys • 0.854 51 = 0.488 Si o = 0181 SEISMIC USE GROUP 11 SITE CLASS 'E' Iw • 1.15 le • 1.25 15. 1.10 WIND DESIGN: = 25psf Pg = 25psf Pf = Iq.25psf Ge= 1.0 Gt= 1.0 SPECIAL STEEL MOMENT FRAME SIESMIG DESIGN CATEGORY 'P' Cs = 0.134 BASE SHEAR = 65.35kIps V mph EXPOSURE 'B' NOTE: EQUIPMENT LOADS ARE AS NOTED ON ROOF FRAMING PLAN. DEFERRED SUBMITTALS: (SHOP DRAWNGS) SUBMITTAL DOCUMENTS FOR DEFERRED SUBMITTAL ITEMS SHALL BE SUBMITTED TO THE ARCHITECT OR ENGINEER OF RECORD, WHO SHALL REVIEW THEM 4 FORWARD THEM TO THE BUILDING OFFICIAL WITH A NOTATION INDICATING THAT THE DEFERRED SUBMITTAL DOCUMENTS- HAVE BEEN REVIEWED 4 THAT THEY HAVE BEEN FOUND TO BE IN GENERAL CONFORMANCE WITH THE DESIGN OF THE BUILDING. THE DEFERRED SUBMITTAL ITEMS SHALL NOT BE INSTALLED UNTIL THEIR DESIGN 4 SUBMITTAL DOCUMENTS HAVE BEEN APPROVED BY THE BUILDING OFFICIAL. PLANS FOR THE DEFERRED SUBMITTAL ITEMS SHALL BE SUBMITTED IN A TIMELY MANNER THAT ALLOWS A MINIMUM OF (50) WORKING DAYS FOR INITIAL PLAN REVIEW. ALL COMMENTS RELATED TO THE DEFERRED SUBMITTAL MUST BE ADDRESSED TO THE SATISFACTION OF THE PLAN CHECK DIVISION PRIOR TO APPROVAL OF THE SUBMITTAL ITEMS. NOTE: GENERAL CONTRACTOR SHALL ALLOW A TWO WEEK MINIMUM FOR ARCHITECTS $ /OR ENGINEERS REVIEW PRIOR TO APPROVAL. STRUCTURAL OBSERVATIOIt STRUCTURAL OBSERVATION PER SECTION 1708 OF THE 2003 EDITION OF THE INTERNATIONAL BUILDING CODE AND SHALL BE PERFORMED BY THE STRUCTURAL ENGINEER OF RECORD OR THEIR DESIGNATED "OBSERVER AT THE FOLLOWING STAGES OF CONSTRUCTION: I. OBSERVE REINFORCING STEEL PLACEMENT IN FOOTINGS AND SLAB PRIOR TO PLACEMENT OF CONCRETE. A THREE DAY MIN. STANDARD - NOTICE BY THE CONTRACTOR TO THE ENGINEER 15 REQUIRED: .OBSERVE SUBSTANTIAL COMPLETION OF THE ROOF FRAMING. A THREE DAY MINIMUM ADVANCED NOTICE BY THE CONTRACTOR TO THE ENGINEER OF RECORD 15 REQUIRED. GENERAL STRUCTURAL NOTES: I. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS 4 CONDITIONS AT THE JOB SITE PRIOR TO STARTING CONSTRUCTION AND THE ARCHITECT / ENGINEER SHALL BE NOTIFIED OF ANY DISCREPANCIES OR INCONSISTENCIES. 2. ALL PHASES OF WORK SHALL CONFORM TO THE MINIMUM STANDARDS OF THE 2003 INTERNATIONAL BUILDING CODE (2003 IBC). 5. THE CONTRACT CONSTRUCTION DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED STRUCTURE. UNLESS OTHERWISE NOTED, THEY DO NOT INDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE STRUCTURE, WORKMEN, AND OTHER PERSONS DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE, BUT NOT LIMITED TO, BRACING, ALL SHORING, FORMS, AND SCAFFOLDING. 4. OPENINGS, POCKETS, ETC. SHALL NOT BE PLACED IN SLABS BEAMS, COLUMNS, WALLS, ETC., UNLESS SPECIFICALLY DETAILED ON THE STRUCTURAL DRAWINGS. 5. ALL ASTM SPECIFICATIONS NOTED ON THESE DRAWINGS SHALL BE OF THE LATEST REVISION. 6. CONTINUOUS INSPECTION BY A QUALIFIED PERSON APPROVED BY THE ARCHITECT AND /OR ENGINEER AND THE BUILDING DEPARTMENT SHALL BE REQUIRED FOR THE FOLLOWING TYPES OF WORK. A. ALL CONCRETE WORK ABOVE GRADE INVOLVING CONCRETE STRENGTH GREATER THAN 2000 P.S.I. B. FOUNDATION CONCRETE INVOLVING CONCRETE STRENGTH GREATER THAN 2500 P.5.I. G. ALL FIELD WELDING D. ALL WORK INVOLVING HIGH STRENGTH BOLTS. E. ALL WORK INVOLVING EPDXY ANCHORS. F. SEE MASONRY SECTION FOR ADDITIONAL REQUIREMENTS. 7. IN THE EVENT THAT CERTAIN FEATURES OF CONSTRUCTION ARE NOT FULLY SHOWN ON THE DRAWINGS OR CALLED FOR IN THE NOTES OR SPECIFICATIONS. NOTIFY THE ARCHITECT/ENGINEER IMMEDIATELY AND WAIT FOR INSTRUCTIONS. FOUNDATIONS: I. FOUNDATION DESIGN IS BASED ON THE SOIL INVESTIGATION REPORT BY: SHANNON 4 WILSON, INC. PROJECT NO: 21-1-206c15-001 DATED: MARCH 2. 2001 2. DESIGN SOIL BEARING PRESSURE Is 25OOP5F FOR SHALLOW SPREAD FOOTINGS. SEE SOIL REPORT FOR DRILLED PILES AND / OR CAISSONS. 3. PRIOR TO THE CONTRACTOR REQUESTING A BUILDING DEPT. FOUNDATION INSPECTION, THE SOILS ENGINEER SHALL ADVISE THE BUILDING OFFICIAL, IN WRITING, THAT A. THE BUILDING PAD WAS PREPARED ACCORDING TO THE SOILS REPORT. B. THE FOUNDATION EXCAVATIONS COMPLY WITH THE INTENT OF THE SOILS REPORT. C. THE UTILITY TRENCHES HAVE BEEN PROPERLY BACFILLED AND COMPACTED. 4. THE SOILS REPORT SHALL BE PART OF THE PLANS AND SHALL BE KEPT AT AT JOB SITE AT ALL TIMES. REI4FORCING STEEL I. ALL REINFORCING STEEL SHALL CONFORM TO THE REQUIREMENTS OF ASTM A -615 GRADE 60. 2. CLEAR COVERAGE OF CONCRETE OVER OUTER REINFORCING BARS SHALL BE AS FOLLOWS: A. CONCRETE POURED DIRECTLY AGAINST EARTH, 5" CLEAR. B. STRUCTURAL SLAB, 5/4" CLEAR TOP AND BOTTOM UNLESS NOTED OTHERWISE. C. CONCRETE FORMED AGAINST EARTH OR EXPOSED TO WEATHER, I I /2" CLEAR (2" CLEAR FOR *6 BARS AND LARGER). D. INTERIOR BEAMS AND COLUMNS, I 1/2" CLEAR TO FACE OF STIRRUP. E. FORMED CONCRETE NOT INCLUDED ABOVE, 5/4" CLEAR. 5. WIRE MESH SHALL CONFORM TO ASTM A -I85, AND SHALL BE LAPPED I 1/2" SPACES OR 12" MINIMUM. 4. ALL REINFORCING BAR BENDS SHALL BE MADE COLD. 5. REINFORCING STEEL SHALL BE SPLICED WITH CLASS B SPLICES UNLESS NOTED OTHERWISE ON THE DRAWINGS. 6. CONTRACTOR SHALL NOT PLACE ANY REINFORCING UNTIL APPROVED SHOP DRAWINGS ARE RECEIVED ON THE JOB. 7. LOW HYDROGEN ELECTRODES SHALL BE USED WHEREVER REINFORCING STEEL IS WELDED. CONCRETE I. CONCRETE MIXES SHALL BE DESIGNED BY A RECOGNIZED TESTING LABORATORY AND COPIES OF THE DESIGN SHALL BE SENT TO THE ARCHITECT AND THE ENGINEER. COMPRESSIVE STRENGTH TEST REPORTS SHALL BE SUBMITTED TO THE BUILDING DEPARTMENT AND THE ARCHITECT. ALL. CONCRETE EXCEPT FOUNDATION CONCRETE SHALL CONTAIN POLYMER BASED WATER REDUCING ADMIXTURE. 2. PORTLAND CEMENT SHALL CONFORM TO ASTM C -ISO, TYPE I /Il, AGGREGATE FOR STONE CONCRETE SHALL CONFORM TO ASTM C -53. AGGREGATE FOR LIGHTWEIGHT CONCRETE SHALL CONFORM ASTM C -550. 5. ALL REINFORCING BARS, ANCHOR BOLTS, PRE STRESSING TENDONS, AND ALL OTHER CONCRETE INSERTS SHALL BE WELL SECURED IN POSITION PRIOR TO PLACING CONCRETE. 4. THE MAXIMUM SLUMP SHALL NOT EXCEED 5" +1- I" FOR FOOTINGS, SLABS ON EARTH, AND MASS CONCRETE, AND 4" +/- I" FOR OTHER CONCRETE. 5. MINIMUM ULTIMATE COMPRESSIVE STRENGTH AT 2S DAYS SHALL BE AS FOLLOWS: MINIMUM 5.0 SACKS OF CEMENT PER CUBIC YARD; MAXIMUM WATER / CEMENT RATIO TO BE 6.0 GALLONS WATER / SACK OF CEMENT). A. SLABS ON EARTH, SIDEWALK, CURBS ETC .5000 P.S.I. B. FOUNDATIONS .5000 P.S.I. C. GRADE BEAMS (WHERE DENOTED) 5000 P.S.I. D. GROUT DRIVEN PILES 4500 P.5.1. E. PILE CAPS 4500 P.S.I. 6. ALL STRUCTURAL CONCRETE IS TO BE REINFORCED. 1. CONTRACTOR SHALL SUBMIT SLAB CONSTRUCTION JOINT LAYOUT DRAWINGS TO THE ARCHITECT AND ENGINEER FOR REVIEW. 8. PROJECTING CORNERS OF BEAMS, COLUMNS, WALLS, ETC. SHALL BE FORMED WITH A 5/4" CHAMFER UNLESS DETAILED OTHERWISE. MASONRY: I. BLOCK MASONRY UNITS SHALL BE SINGLE OR DOUBLE OPEN END BOND BEAM UNITS, GRADE "N" CONFORMING TO ASTM C -q0 AND ACI -530 / ASCE -5 / TMS -402 LATEST EDITION. MINIMUM ULTIMATE STRENGTH OF BLOCK SHALL BE 2500 PSI. 2. GROUT FOR THE BLOCK UNITS SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 5000 P5I AT 28 DAYS. MORTAR SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 25OOPSI AT 28 DAYS. 5. SEE "REINFORCING STEEL" SECTION OF GENERAL NOTES FOR ASTM SPECIFICATIONS OF REINFORCING STEEL. 4. MINIMUM LAP OF REINFORCING STEEL SHALL BE 48 BAR DIAMETERS OR A MINIMUM OF 2' -O ". 5. GROUTING PROCEDURE FOR LIFTS EXCEEDING 12 INCHES: PROVIDE CLEAN -OUT OPENINGS AT THE POTTOM OF THE LIFT IN EVERY CELL TO BE FILLED. LIFT IS NOT TO EXCEED 4' -O ". E. MINIMUM GROUTING: FILL ALL CcLLS, TYPICAL UNLESS NOTED OTHERWISE ON PLANS, 1. ALL BOLTS SHALL BE GROUTED IN PLACE WITH AT LEAST I INCH OF GROUT BETWEEN THE BOLT AND THE MASONRY. 8. VERTICAL EXPANSION JOINTS SHALL BE PROVIDED AT 20' -O "oc. MAXIMUM. q. HOT WEATHER CONSTRUCTION: THE FOLLOWING HOT WEATHER PROCEDURES SHALL BE IMPLEMENTED WHEN EITHER THE FOLLOWING CONDITIONS EXIST: THE AMBIENT TEMPERATURE EQUALS 100 DECREES F. (58 DEGREES C.) OR THE AMBIENT TEMPERATURE EQUALS OR EXCEEDS q0 DEGREES F. (52 DEGREES C.) WITH A WIND VELOCITY GREATER THAN 8mph (5.6 m /s). a) MORTAR SHALL NOT BE SPREAD MORE THAN 4 FEET (121q mm) AHEAD OF MASONRY UNITS. b) MASONRY UNITS SHALL BE LAID WITHIN I MINUTE AFTER MORTAR PLACEMENT. 10. CONTINUOUS INSPECTION OF WORK INVOLVING MASONRY 15 REQUIRED. ICC REPORT NUMBERS HILTI 'X -DNI' SHOT PINS HILTI 'HIT HY -I50' EPDXY ADHESIVE HILLY 'KBII' EXP. ANCHORS SIMPSON 'SET' EPDXY ADHESIVE SIMPSON 'ET' EPDXY ADHESIVE CEMCO METAL STUDS RAMSET 'TRUBOLT' EXP. ANCHORS SIMPSON 'TITAN HD' COVERT ADHESIVE CC-ES *ESR -1665 CC -ES *E5R -5I CC -ES *ESR -1355 CC *ESR -1122 CC *ER -4g45 GG *ER- 3405 -P CC -ES *ER -1512 CC *ESR -1056 CC -ES *MR-1902 S H M A J L A S C O L A structural engineers 23682 birtcher drive lake forest, ca. 92630 (949) 770 - 9967 tel (949) 770 - 9542 fax SIGNATURE 5/I4/07 SHEET TITLE P° 6 `, ° f i E`tP: i : :',; i IMOB THE DRAWINGS, SPECIFICATIONS AND OTHER DOCUMENTS PREPARED BY THE ARCHITECT FOR THIS PROJECT ARE INSTRUMENTS OF THE ARCHITECT'S SERVICE FOR USE SOLELY WrrH RESPECT TO THIS PROJECT AND UNLESS OTHERWISE PROVIDED, THE ARCHITECT SHALL BE DEEMED THE AUTHOR OF THESE DOCUMENTS AND SHALL RETAIN ALL COMMON LAW. STATUTORY AND OTHER RESERVED RIGHTS, INCLUDING THE COPYRIGHT. THE ARCHITECT'S DRAWINGS. SPECIFICATIONS OR OTHER DOCUMENTS SHALL NOT BE USED BY THE OWNER OR OTHERS ON OTHER PROJECTS, FOR ADDITIONS TO THIS PROJECT OR FOR COMPLETION OF THIS PROJECT DY OTHERS EXCEPT BY AGREEMENT IN WRITING BY THE ARCHITECT. - ❑ PROGRESS PRINT 2-25-01 • PLAN CHECK ▪ ❑ BID SET ▪ ❑ CONSTRUCTION /� F / A \ PERMIT C.ORREGTIONS 01011 -51 w Z GENERAL NOTES and SCHEDULES DRAWN BY SHEET NUMBER f IJ CHECKED BY RS SCALE 1/4 "= I ' - 0" JOB NO. 09011 OF SHEETS S1 RESTAURANT I I I I STEEL BEAM PER PLAN STEEL SEAM PER PLAN rYP. • 11 A D D or �4d a I/2 "MI MIN. l N ` ' d :NCH 24 MIN. r Ca � A-- 'TYPICAL 180° BEND HOOKS AND BENDS 11 1 i IH 1 tlll - I TIE WIRE 6 MINIMUM BEND DIAMETERS UNISTRUT 'PI586' CLAMP -TYP. ; 2 NY Td aas NEON= PIPER m V _- ..T.. UNISTRUT P15.56' CLAMP -TYP, --;. - _� j I I I'" -- d D ='d FOR #5 THRU #6 12=5d FOR #q THRU #II ✓ OFFSETS Dr-`10d FOR #I4 THRU #I8 56d (18 "MIN 48d (24 "MIN.) CLASS IV SPLICES BEAMS U.N.O. AND SPL I GES IN GONG. MINIMUM INSIDE IN MASONRY ® GRADE ;r ` 2 NO EXCAVATION BELOW THIS LINE. NOTES: GONG. SLEEVE j _ ,_ UNISTPXT '71000' -S 10 I dr r' �' - .. _ _ .. .- -- -_..- UNISTRUT '71000' TYP. ti 10 "4) PASS PILL WIDTH SECTION MIN, A-A q0° STIRRUPS TIES BI=•D 135° BEND MI. BEND DIAMETERS DI = 4d FOR #3 THRU D I Di Di = bd FOR #6 THRU #8 THROUGH FOOTING. MIN. I" 0 LARGER THAN PIPE. PRIOR TO POURING FOOTING PAD. AS FOOTING 4 FULL DEPTH OF 1/2"4 ALL -TNRD. PER ♦. ' 0 1° 0: b ' * # ii o IS - .,$) tv y n " ci I /2 ALL -THRD. PER I. NO PIPE SHALL 2. PROVIDE SLEEVE 3. PLAGE ANY MAKE FILL SAME PIPING TRENCH. ♦ TYPICAL ry oo r ., , _ \ \ ry STIRRUPS AND TIES .. I "= I' -O" 21 - '= I' -O° 17 HOOD ROD SUPPORT 1".1.-0. 9 TYP. TRENCHING DETALS I °= I' - Q" 5 TYP. RENFORCNG BEDS I °_ I' -o" SEE ARGH'L. SEE ARGH'L. r SEE ARCH'L. TYP. FOR CORNER INTERSECTION ! NQ • _ 'x"dW „qt.!' 2" GLR.' L - • • v •. , • I - 10 SEE (2) #'. ° 2" GLR, He 2 oG ♦ I r ' (2) #5 CONT. ' n EQ, 8 GONG. BLOCK w/ #5 B = •.r• •.... . -•_• I I A -__ N TOR 5H CONTRACTOR ALL LOCATE JOINTS ALONG COLUMN Liles WHENEVER POSSIBLE. I I I I ANGLE CONNEGTIO NW 1/2" 0 ALL - THREAD TYP. ®8' -O "oc MAX. ATTACH TO HOOD PER HOOD MANUF. RECOMMENDATIONS -TYP. HOOD PER KITCHEN JT DINGS. (IOOpIf MAX) J — — — I I I . 1 el 9 p ry ♦ A II VERT. 0 16 oG SOLID GROUT ALL CELLS #S HORIZ. 48 °oc lip t CONTROL JOINT CONSTRUCTION f ,JOINT �, F.G. r. r r ; ° • ° l Ir r 1 8° Cc GK #5 VI " GROUTED ID #4 D. °oG WHERE SLATS OCCURS GONG. PAVING ARCH'L. WHERE #4 TRANSV. ®24 YV/ E.F. PER OCCURS "DG CORNER / END T4B BARS OCCURS WHERE LENGTH OF BENDS -TYP. SHALL SE LARGER OF IS OR PER/III / ' DOWELS TO MATCH S LAP VERT. REINF. DOUBLE CURTAIN .7 CI ♦ F.G. / 4 �d .. ° ,. l 1 ' (ALT. BEND) #4 OWLS. ®Ib °oG ' WHERE SLAB OCCURS , GONG. PAVING ' ' ARGH'L. INHERE PER OCCURS PLAN 1/2"4) n x 12" SMOOTH DOWEL IV / , 1 \ CONNECTION SY HOOD MANUF. METAL STUDS PER PLAN 0 @ 32' a - GREASE ONE END - f 4 / , . ANGLE r 42 42" r _ .� _ _ �- z � 1 1 1— i ii =l i T�-1 1 i � — 1 - III - III- ; ail 1 1 1 - 1 1 — I 1 ii i - i I , I- i �1 INTERSECTION \I -111 111„ 11111111111111111111,11111 -111- , SECT_ A -A = • _.. I (3) #5 CONT. n (5) #5 CONT. T S B • • . • • • • • . I/8" WIDE SAWGUT JOINT • . . r - (♦ ♦ END 1 1 ffl1TFEiT R 4' -0" 311 GLR A. -- t l l 1 1 1, 11 - I I I ♦ ■ in Q v I — 1 ---1 1 1 ■ —1 —1 11 =1 I I- 3' - O" 3 �G; �: SINGLE CURTAIN , , 11 111 11 - 111 11 1 1/1 SECT. B-B 4* f , TYP. . ITII -011 22 TYP. SERVICE YARD WALL 1 1" = I' -o" I 18 . MU SCREEN WALL 1 111 =1' -0° 1 14 • OOD SUPPORT DETAL I °=I' -Op 10 TYP. REIsFORCNG LAYOUT 1..1._0" 5 TYP. CONC. SLAB CONSTRUCTION 1 11 =11 -0n r 4 ° 4 MAX. GALV. SLEEVE (VERT_ OR HORIZ.) ti t 1 . TYP. 1/2" 'l 36d MATCH TYP. FOOTING REINF. NOTE: FOR BRACING TOP SEE DETAIL IS I I METAL STUDS "oc _ N GU L.. \,_-1 \,_-1 GRID EQ. GO" L. EQ. \--J \--J -� GR z i Hi II 1 • II II ' TYP. '_ � ► 4* 1 u , . 2 MIN. � w FOR ALL CONDUITS LE1r1/ES ILI � HI-- II -•-- � - ---- -� d �. • II II • 4 I . 2' -0" MIN. ® Ib NON -BRG. WALL 1 GONG. SLAB 1 n `X ION S HILTI 0.146 c�° TOT D RIVEN PINS R W/ I/4 MIN I . FIN. FLR. r TYP. FIN. FLR. r �!� I • n) U T5 OR PIPE COLUMN //pPROeRVF,ILADENGALV. GRADE BM. REINF. T4B (2) ADD L, #5 TSB • I (2) ADD L, #S d = 7 DIAMETER I— N 1 1 • . , T. '_ T(24)5A1,121_ SB I * - 111 - _ SECT. A -A � 1-1111 -1 11 =1 -1 1 1- . I TYP. �� x 14GA, DI SCS ,..h1 ,0. - CONT. ® 24"oc I I I I g / 1 ' _ _ -I —rye 0 0 — -, , I--- —III -, , . —I 1 111- 111 —I = - �3S N _ _ I I / �D.: 0: -- _ I e , ' 45 LAP " I ) ' d ♦ =i I I. III, ; 56 d 1, . 1. �I 11 -•- .. - 11. - 1.. ^ _ - 1 — _ —{ 11 I I{ 111, I = 1 1 1 - 1 1 111 - 1 1 1 I I 1 — - - — — 1 1 Ili 1= - — 1 1 1 -1 1 1 —"I-111=111 1 1 1 1 1 1 —I I I — — -I- ,1,III I I II`f- A I f l 1 1 1-1 1 1 1 1 1 1 1 — , 1 I— .II 2'T' * ; 1 1 1 — III 111= --W .._.1 - -F f ,'' , :: ; � •� • - - - ; 1 1 - l hI I I —I �1 —. � . , I MAX. Y - � �I 1 1— I i 1. l'I 1 1 111 . G RADE BM.:RFINP. TSB PER PLAN I MIN. - 1 1 I - �I =I J ffl :: ffl =U-r 1 — _ 1 1 1 =1 I — 11 I— I I I - 1 11 I 1 I - 1 — III _j ' WIDE FLANGE COLUMN ♦ TYP. 2'H' TYP. 24" MIN. 24" MIN. ( 2) ADD'L. #8 BOTT. TYP. f GRADE BEAM PENETRATIONS N.T.S. 19 _ I"= I' -o" 15 TYP. BASE PLATE AB LAYOUT 1 " =11 -0n 11 TYP. STEPPED FOOTIVG 1 "= I' - o" 7 TYP. NO BEARNG PARTITION DETALS 1..1,-0" 3 i • HANDRAIL SEE ARCHITECTURAL WHERE OCCURS /,/ / SEE ARG H'L. lI TY P, / / � i II // l / / REVXEWE F OR � Co�� CO►v�PLIA�C AP JU 2 2 ::", G7 C j � Of - r�l�� ILI I LDIi� �� at N OTES DF CLASS 'B LAP SPLICE LENGTHS Cinches) BM SIZE f'c = 3.000 f'c = 4.000 f'c = 5.000 *1 16 16 16 I. BOLTS APART OR MASONRY. 2. INCREASE EMB EMBEDMENT COLUMNS AND 3. DOUBLE EMBED OR (6) BOLT PILASTERS. WHEN A.B. !MB. D A. irRO AND OF (12) BY 2" FOR LB.'S IN THE TOP ARE PLACED VERTICAL. to I2 I2 I2 22 22 22 r A r A r (2) / , (2) #ra In 16 16 16 'L' / 3 'B' 'L' / 3 Ar A ®TSB OF O P E NI NG ' lir * 5 27 27 21 ®TOP r OF OPENING / k SPLICE SPL IC 2O 20 20 _ TOP BARS TES PER SGHED. I • / ., #6 I- 35 33 33 LASS SPLICE I/4° RADIUS � 1 I ,I Al n �„���, D. 40° HOOK WHERE LESS THAN TYP. MIN. • ° , I = 1 T 25 48 24 41 24 5$ ANCHOR BOLT BOLT 51ZE EMBED. LENGTH #3 NOSING BAR * EACH TREAD I j 1 1 1 I - r I 1 _ _ I 1 r 34 30 2h MIN. 2 #5 VERT, EA. I /2 4 .1 n 4 MIN. CONC. STAIRS w/ #3 ® I8 oc SIDE OF OPENING MI T 1't'. 24 1S AVAILABLE i I (2) #g VERT. EA. SIDE OF OPENING r T 63 55 4q 1 7 !T; 35 BOTTOM BARS (VER< � I ///// i , 6 n i I I I T SD bq 62 CLASS GLA55�SPLIGE m Q °. • 11 I 0 � 11 s 4q 44 = ry z VI:RT. DOWELS TO f 88 SPLICE LOCATIONS MAY OCCUR AT DIFFERENT LOCATIONS: le: THE TOP BARS DO NOT NEED TO BE SPLICED AT EVERY �2 68 #5 GOVT 12° FACE OF GONG, OR G.M.U. WALL *II T 124 108 q6 COLUMN. HOWEVER, WHERE TOP BARS ARE SPLICED, THE CENTER of THE SPLICE MUST OCCUR AT THE CENTER OF THE COLUMN. a. e ' d • A . • • 7 . • . 4 . . 8 EA 77 6c1 VALUES ARE FOR NORMAL WEIGHT CONCRETE. FOR LIGHT WEIGHT T - TOP BARS CONCRETE, MULTIPLY VALUES BY 1.53. B - BOTTOM BARS CMU WALL REIIF. @ OPENINGS I I 111 =1'011 20 CONCRETE STAR SECTION I I "= I' -O" 16 TYP. GRADE BEAM RE® LAPS I n= " - o n $ TYPICAL BOLT EMBEDNENTS 1..1 L A S C O L A structural engineers 23682 birtcher drive lake forest, ca. 92630 (949) 770 - 9967 tel (949) 770 - 9542 fax THE DRAWINGS, SPECIFICATIONS AND OTHER DOCUMENTS PREPARED BY THE ARCHITECT FOR THIS PROJECT ARE INSTRUMENTS OF THE ARCHITECT'S SERVICE FOR USE SOLELY WITH RESPECT TO THIS PROJECT AND UNLESS OTHERWISE PROVIDED, THE ARCHITECT SHALL BE DEEMED THE AUTHOR OF THESE DOCUMENTS AND SHALL RETAIN All COMMON LAW, STATUTORY AND OTHER RESERVED RIGHTS. INCLUDING THE COPYRIGHT. THE ARCHITECT'S DRAWINGS. SPECIFICATIONS OR OTHER DOCUMENTS SHALL NOT BE USED BY THE OWNER OR OTHERS ON OTHER PROJECTS, FOR ADDITIONS TO THIS PROJECT OR FOR COMPLETION OF THIS PROJECT BY OTHERS EXCEPT BY AGREEMENT IN WRITING BY THE ARCHITECT. ▪ ❑ PROGRESS PRINT 2 -25 -01 • PLAN CHECK - ❑ BID SET ▪ ❑ CONSTRUCTION I 5/14/07 Q FOUNDATION PERMIT CORRECTIONS D C SHEET TITLE TYPICAL t7ETAILS DRAWN BY SHEET NUMBER I j CHECKED BY I C St 'I SCALE 1/4"=•1 JOB NO. 07011 OF SHEET F Z 0 F- F- z 0 U w Z LOOZ 2 Ntlr '3N1 'NO131001W GlJH I =OF� � o ocim 0 =mow= wx=woawo zi ¢ Uw, m1 0 U x w w rnLJ D pF o pp m U c5° IL � - • C J VO1°o8o°a 1z yUNww¢7KV � Z N m U w w i-1 w ww2 J � � w ��w Za �d o D =1 M z § z O o g z wzz D m w _ WD o z-0 wowreow(m -14x LU 1- 0Ptoa¢l-ocromo°oa D ■ 0 A ry 0 0 <<<<<<< 881,86 BM `epoinl ' P "IB Japue.ilS 08Z - 1 - 1�dvV •=13 .LN3DH1f OS rn3i =J_S3nve NOI1011 1Nb'i11d1S3t1 M3N O 0 CO 0 A �a CE 0 -7 w W 0 U L Q 6 z 0 m 0 0 F17 \ �l�'v�� :al7 17M7 7Gd..' }\ g5/ l 3a5 YaW CINV & a71ANa5 @ NV Id NOU VCiNfO NOd is T'3'l�.iU��� i•Y ' k *$,44 \ fit ElBl"ST &�4nCY et 1 it\ w . \a \ h�,y �€� 55 EQ. W 8x TYi ) Cl T 1 C N r zt Ea. Ea. EQ. +18' -6 1/2" T.O.S. GRID 1 ... 1 (TYP.) 2 EQ. J.l X 1 I I W 14x22 G =1/2 w I4x22 G =I" W 14x22 G =1 1/2" W 14x22 0=1 1/2" . 14x22 G= 11/4" L 3000# AG F J W 16x26 G =3/4 " \ wa s i. r q' -4" • J X W 24x62 RAMIr EQ. W 16x26 G =1" I I W Ibx26 G =I" 4/i X "r II 1 I I I II I r _ 3 Lr • A I I I I ,, ' < ., • I f . .(VI ' ,..• l �I � d�� i II i j \ I \_ L L �! %: I - A 600# I • % ' 1 1! J 0 . EF 123# W 16 <26 G =I" W 30x4G rrF. ( 2) 600# TYP. XH. FAN 20 600# EF - 3) I I I + . 1 I1 I jI I.! iL I m Ir I I I ' r• • • u . I • i 20 55 J L 0 120# / (- I L. W Ibx26 I _J..._ -... • .177t • 1 4X22 =I"- .,T. T - J (1) AG \ F cj I-r TYP. ® 3100# 55 XH. FAN TYP. QUIP. HOODS 0 x W 18x35— W 14x22 G =3/4" W 14x22 C=I" - - W 14x22 G= I I /4" `I I it . 11 tl W 14422 G =I I/4 " I-I 55 W 14x22 G =I 1/4" ITYP. AG UNITS 14x22 C=I I /4" W 14x22 G =I" W 14x22 C=I" - - - — 4x62 --1- 0 r 2 2800# AG F�2 55 f V , r i ". Q. TYP. 6-0" TYP. W SxI0 is 0 0 0 X - f_�: Ea. TYP. L I I I \1 / X. t '7 \\ � � 7 \\ I' �K r — — -- \ A ,yr K._i it 1 II II I; — _ - --i 1 7 1 ir � - r rf r It r. i Ll q 51.1 S 20 TYP. @ CHANDELIER SUPPORTS AIM. +26 -O" T.O P. 7 \ \ 1� \\ 1 11 W 24x55 G =1/2" 0 X W 21x50 G =I/2" 21x44 G =3/4" W 21x44 G =3/4" W 21x44 G =3/4" W 21x44 G =3/4" t X7,7 Q 2800# W 21x44 G =3/4" /i< \ W 21x44 G =1" J W 18x35 W 21x44 G =3/4" W 21x44 G =I" W 21x44 G =3/4" 0 X L 0 C i ('S w w +20 1/4" T.O.S. GRID 'A' (TYP,) 0 GRID 'N' .-SO' —O" .. T.0.5 W I4x43 r- EUH 40 #.' 'M:17. -1 10 +21 ' -0" T.Q.F. / I 8 C8.1 TOINER 5U5 ROOF FRAMIN6 PLAN NI ENID 1/4 I4x22 TOYER ROOF FRAMINe PLAN REVIEWED FOR CODE COMPLIANCE APPROVED JUN 2 2 2007 FRAMING NOTC I) SEE SHEET SI FOR GENERAL CONSTRUCTION NOlt 2) C = INDICATE CAMBER BETINEEN SUPPORTS ONLY. 3) CONTRACTOR SHALL COMP. ALL MECHL. UNIT LOCATIONS, SIZES, OPENINGS, ETC. WITH MECHL. DRAWINGS. 4) SEE ARCHIL. FOR ALL DIMS. CONDITIONS NOT SHONN. 5) SEE ARCM_ FOR ROOF SLOPES, TOP OF STEEL 4 TOP OF PARPAPET ELEVS. ' DECK, FOR TYP. WELDING SEE e) FOR FRAMING HVAC SEE 11111 INDIC MOMENT FRAME BEAM COL. CONNECTION, SEE 10) G. INDICATES AN ADDL. ROA OF BOLTS PM DETAILS 11) FOR TYR SOFFIT FRAMING DETAILS SEE 12) INDICATES PERP. BEAM BRACE FOR MOMENT FRAME SEE DETAIL ROOF FRAMIN6 PLAN rei csi 4 structural engineers 23682 birtcher drive lake forest, ca. 92630 (949) 770 - 9967 tel (949) 770 - 9542 fax MAY I 4 2007 THE DRAWINGS, SPECIFICATIONS AND OTHER DOCUMENTS PREPARED BY THE ARCHITECT FOR THIS PROJECT ARE INSTRUMENTS OF THE ARCHITECT'S SERVICE FOR USE SOLELY RESPECT TO THIS PROJECT AND UNLESS OTHERWISE PROVIDED, THE ARCHITECT SHALL BE DEEMED THE AUTHOR OF THESE DOCUMENTS AND SHALL RETAIN AU_ COMMON LAW. STATUTORY AND OTHER RESERVED RIGHTS, INCLUDING THE COPYRIGHT. THE ARCHITECT'S DRAWINGS, SPECIFICATIONS OR OTHER DOCUMENTS SHALL NOT BE USED BY THE OWNER OR OTHERS ON OTHER PROJECTS, FOR ADDITIONS TO THIS PROJECT OR FOR COMPLETION OF THIS PROJECT BY OTHERS EXCEPT BY AGREEMENT IN WRMNG BY THE ARCHITECT. • 0 PROGRESS PRINT 2-2S-0/ II PLAN CHECK - 0 BID SET - 0 CONSTRUCTION FCUNDATION AI FERMIT CORRECTIONS 5/14/01 SHEET TITLE 0 ROOF FRAMING PLAN Z F- 0 0 ig DRAWN BY SHEET NUMBER CHECKED BY SCALE JOB NO. 01011 OF SHEETS S3 S H L A S C O L A structural engineers 23682 birtcher drive lake forest, ca. 92630 (949) 770 - 9967 tel (949) 770 - 9542 fax THE DRAWINGS. SPECIFICATIONS AND OTHER DOCUMENTS PREPARED BY THE ARCHITECT FOR THIS PROJECT ARE INSTRUMENTS OF THE ARCHITECT'S SERVICE FOR USE SOLELY WITH RESPECT TO THIS PROJECT AND UNLESS OTHERWISE PROVIDED, THE ARCHITECT SHALL BE DEEMED THE AUTHOR OF THESE DOCUMENTS AND SHALL RETAIN ALL COMMON LAW, STATUTORY AND OTHER RESERVED RIGHTS, INCLUDING THE COPYRIGHT. THE ARCHITECT'S DRAWINGS, SPECIFICATIONS OR OTHER DOCUMENTS SHALL NOT BE USED BY THE OWNER OR OTHERS ON OTHER PROJECTS. FOR ADDRIONS TO THIS PROJECT OR FOR COMPLETION OF THIS PROJECT BY OTHERS EXCEPT BY AGREEMENT IN WRITING BY THE ARCHITECT. - 0 PROGRESS PRINT 2- 23-01 ■ PLAN CHECK - 0 BID SET ▪ 0 CONSTRUCTION 5/I4/O7 n P MIT COR I Pf5tM1T GORREGTIONS n A A 0 n n n n A SHEET TITLE CONSTRUCTION fl!TA I LS M A J z 0 I— C] I-- z 0 c) w z rWOIEWE u l JUN 8 2007 REID MIDDLETON, INC. DRAWN BY SHEET NUMBER f Ii CHECKED BY RS S4 SCALE 1/4"=1 JOB NO. 07017 OF SHEETS 1 COL. 4 GRADE BM. ASTM-A106 TSB r ✓ . 1.,_ • •, MIEN.. • _ . ' 1 GONG. CURB PER I ARGH L. I ::;: RIZ. VT. 1 I 24 "oc V O � 4' ARGH SEE ARGH'L. #4 DOWELS to 24 "oG , 24" #5 DWL. ALT. BED »::: _ ^� _ -� �� � j I I I 1 r I it ( LIGHT POLE, BASE If. 4 (4) ANCHOR BOLTS BY MANUF. GROUT LEVELING PAD F F � STEEL COL. SEE FRAME PLAN EXT. FINISH WHERE R 'L. j / ELEV.FORS5ASE ANCHOR BOLTS GONG. SLAB PER PLAN #4 DOWELS x 24" LG. ®32 "oc ® PAVING CONNC. AVING PER DWLS. TO MATCH O 2 ♦ ' L m - ON. SLAPR PLAN i z I ' — III =II 1 l i i —. - _ 1 11 — iii — MIMM MIEN. • I 1 I I 7 1 — I -- I r 11 =1 I I - v d m �'� F.G. 1= 1= W L. PER I w " MIN. NON INK GROUT #5 CONT. T415 W? TIES �'OG m ' III I I � � II I i m 31u II I I_ II — -I1= I► 2' - °" I _ � I -- , _ PER SCHED. l � : n _, - ' � 1 - 1 I , I — I — III � ' I � 24 —I III- = 111 • • • -1 11 1 1 1 1 — I CONT. FOOTING REINF. �' 1 L, I I I ��� I - I I I/2" MIN. — — -�—� - I 0 - I F � I - • —III =1111 1 — I —. I _ -I 1 1 =1 11=1 I I — �,_ - _ _ DRYPACK w ET_ - 1 — __. I — r_6" 1 • • • • • • _ e . CAISSON 4 SCHED. r 1 ,,,111,,,111 L_ 1 1 -1 1 1--1 1 I -1 1 1 -1 1— _ - v )W =� O } m / s I ' 9 e CONCRETE Ti— ; 111 ins v 12" 1 r - CONCRETE PILE PER PLAN 5Q. PER PLAN 4 SCI-ED. Go " —�� — 1 "=1'_o" 21 FRAME COLUMN FOOTING r=11—on 17 PATIO LIGHT POLE FOOTING 1...-.1.-0. 13 FRAM COLUMN FOOTING 1 " =1' -0" 9 G -r�ADE BEAM SECTION "_ .— " 1 1 0 � CONCRETE TE , B EAM 1 PILE DESIGN NOTES 2' -0" MIN. TYP. I6go - GK DETAIL,�i ''�____ ;, I r %, 1; LIGHT POLE BEYOND #4 DWLS. 0 4.5"oc GONG. SLAB PER PLAN SEE ARGH'L. STUDS ® I6 "oc ARGH'L I66A TRACK W/ AB. @ 45 "oo w/ 1/2 " SQ. it WASHERS x 24" LG. oc PAVING -SEE WHERE OCCURS STUDS @ 16 "oc SEE L. FOR 51ZI= PER P L SEE COL. SCHED. - T -- , J METAL PER f PER ARG "4 AR GRADE SEAM BOND WHERE OCCURS FIN. GRD. I. THE SOILS ENGINEER OF RECORD SHALL BE ON SITE DURING THE INSTALLATION OF THE DRIVEN GROUT PILES 4 SHALL ESTABLISH THE FINAL DEPTH OF ALL DRIVEN GROUT PILES. THE SOILS ENGINEER PROVIDE A FINAL INSPECTION REPORT CERTIFYING THE DEPTH 4 CAPACITY OF THE DRIVEN GROUT PILES. 2. DRIVE GROUT PILES SHALL BE DESIGNED AND CONSTRUCTED IN CONFORMANCE WITH THE REQUIREMENTS OF THE ACI CODE OF THE LATEST REVISION. 3. WHERE DRIVEN GROUT PILE LENGTHS ARE VARIABLE, CAPACITIES SHOULD BE FIELD VERIFIED WITH A REPRESENTATIVE OF THE GEOTECHNICAL CONSULTANT ON SITE. 4. GEOTECHNICAL CONSULTANT SHALL BE ON SITE DURING ALL DRIVE GI LIONS 4 SHALL ADVISE THE BUILDING OFFICIAL IN WRITING Tf•IAT THE INSTALLATION WAS PERFORMED IN COMPLIANCE WITH THE INTENT OF THE . • PILE DESIGN CRITERIA: 'T Q I Q CONT. SEE - - -- CONT. TRACK W/ I /2 A.S. 48 "oc w . ® / WASHERS5 I/8 "x2 I/2" 5G TYP. #3 CONT. GONG. WALKWAY WHERE OCCURS 1 1 CONC. CURB PER ARCH L. (2) #4 DOWELS 24 „ Q , #5 CONT. SEE CONT. 1/4 V (4) 3/4 %7 A.15. pr/ DBL. NUTS GONG. SLAB PER PLAN I I Mir COLUMN ( C \ �1 - r � - - - ROI -PL. I /2 ". I/8 " x2 #4 DOWELS @ 3 GONG. ARCM-. I I 1 ___ CONNECTION p SEE ARCH'L. W/ 4" MIN. GONG. COVER I I •e• -� ■ -1 -- I N '` I '----+ 1- iv I I I 1 2 GONG. SLAB PER PLAN I ■r —W, � � ' I) MINIMUM 2) MINIMUM 3) MINIMUM 4) MINIMUM 5) MANUFACTURER FOR PILE ALLOWABLE ALLOWABLE ALLOWABLE ALLOWABLE DRIVING 1' -6" AXIAL TENSILE LATERAL SEISMIC SHALL OBTAIN REQUIREMENTS. I' -6" CAPACITY SHALL BE 185kip5. CAPACITY SHALL BE 30ktps. CAPACITY SHALL BE AXIAL CAPACITY SHALL GEOTECHNICAL RECOMEND� 22kIro BE ' I' -6 1,-67,, i� _ _ -f G ' 1 111=1111- F.F. ... , I - ' II P ' I � i 1 I � 1 !, I � . I I ! � I I I � . FG 1 I 2 '-0" j ° ._ - - , .�_�a...�.. . : • j - - - • , I 1_ I Ili 1 I _ 11 " MIN. DRYPACK D w i —' 1 — I —�, ADDL. #5 T415 I.II i I_ #5 CONT. T B • » L__-I ..».. I i i — —111 — 1-1 - 1 1 =1 11= — 11- - - , >. g .111=111=1 " • � ^ , . . ,. ^..; - --1 , 1 1 1 1-1 . LINE OF FTC. BEYOND REINF. PER SCHED. ``J T - 111- j m GRADE BEAM I � >� ="=� .- , ��'. 1 I _ "r J I �G=;� I I C' ,ii />jiir � �...r� I I J I 12" ►1 CONCRETE CONCRE PIL E PE- PILE ►- PLAN 4 j j j .� ARGH 'L. i �4) > x ° �• THICK SINGLE PILE GAP _ .___ SINGLE PILE GAP LADE BEAM DETAL 1 TE " = '- 18 PATIO FOOTING 1 " = -0 " 14 WALL FOOT ING 1" =1'_0" 10 EXTERIOR COLUMN FOOTING 1 n =1' —o" 6' — 1" =1' —o" 2A 2 CONC. CURB ARCM.. (2) #4 DOWELS 24" --I �� IS GONG. SLAB PER SEE ARGH'L. SEE 0 STUDS I6 " • ARGH'L. ARGH'L. 166A TRACK w/ A.B. ® 48 "oc W/ I/2" SQ. FE WASHERS x 24" LG. PAVING -SEE WHERE OCCU ~ HORIZ HORIZ. CONT. GDNT ® F.F. #5 DWLS. ®52 "oc ALT. BEND #5 HORIZ. CONT. 24" 24 STEEL COLUMN -SEE COL. SCHED. FOR SIZE 4 BASE i . 24" SQ. MIN. BLOCKOUT (4) 5/4"d) A B. w/ DOUBLE NUTS I I/2" MIN. DRYPACK #5 HORIZ. #4 DOWELS 24 "oc 24" F.F. CONT. ® #4 DOWELS x 24" at 52°06 ® PAVING GONG_ PAVING ARGH L. LG. PER IL! - - I ARGH'L ME TAL • " PER SEE _ - 111 .= �#3 CONT. GOVT. 1 /2 "R #q DOWELS GONG. ARGH'L. #4 DOWELS 24 "oc 24 " -1 F F #4 DOWELS x 24" @ 32 "oc ® PAVING GONG. PAVING PER ARCH L. LG. w ° I/4 F ' r ' / , ry ♦ O = � z . ° r . I 1 I —III _ I -- III ICI -1�1; - _. ... 1 , 1 1 REINF. TIES PER SCHED. i I - -►'_,,,_,,.- - III I I _ I I -11 I — ` . I— I— 1 - - ,� I I— I I w - i''''''''''...2' GONG. TIE BEAM g PER PLAN F.F. I I I ' -111 — 11 _ -! pe r 11' L DRIVEN ---- -- II .1=111= 1�1 GROUT PILE CAP PER PLAN 4 ABV. 111 1 X ♦ A O �- m ♦ • I _ ♦ I _ ,�` o� 1 Y • � ii I 1 , — _ F,b. �► 0 (6) #6 DOWELS MIN. STD. . DEVELOPEMENT W/ q0° OR = WHERE OCCURS CONCRETE PILE PE 412k ® LINE ADDL. _ M EL lu [� m W ♦ I � — �, • PER SCHEDULE OF GRD. BM. BEYOND #5 T4B �, ♦ gin +° R z PLUMB E SEE PLU DEr.� REINF. $TIES REIN PER SCHED. - - I - I 1 - 1 I 1 =1 11- =I 1 i — 1— m D 3 ` Lo i w - IREINF. r �� r /PLAN SCHEDULE REINF. TIES PER PLAN __ '�F -� Q -I z v ♦ I I _ cn 180 HOOK TYP. TIES s e • e v ., 11 • ♦ e s► I F ♦ _ -,- L J p m e •� e e E 11 1 -1 -- I — L 1 1 I -1 I — , 1 1 I _ III-111-1117 ♦ —I I — I 11=,,,— � 11- _ a �, v� d v W E J o: m �� 0 R ♦ =11 --11=11 � i 11 - 1 I 11 I I _ _lc III _ m _I m 0: j GRADE BEAM SEE ARGH'L. j I - I 11 — 111 — III — III — Ill GRADE PLAN BEAM PER 4 SCHED. I -- _ _ ..w j FOOTNG SECTION I ° =1'—O" r 19 SLAB EDGE @ ENTRY 1 " -1 -0" 15 S ECTION @ GRADE BEAM 1... I' —o" 11 INTERIOR COL�VIV FOR ADDITIONAL INFO. SEE PLE CAP ► —1 0 "— '— " 7 EXTERIOR FOOTNG SECTION �ED F ® � CD �® pROV 0 2 2 �� �1 1 O - C ' \ r: . . ' Z�I _ _- - :r I 1 0 "- .- ° 3A 3 N / ::::ZPLAN A #4 DOWELS @ 48 "oc TYP �� 24 FINISH PER ARGH'L. #4 DIALS. LG. ®32 G. PNG AR. RE x 24" "oc OURS F.G. SEE PER PLAN @ I6 "oc w/ PER PLAN METAL TRACK PER ELEV, SHT, 58 3/4 "4� OR EQ. GROUT ARGH'L. 7 4 SEE ARCH'L. „1+11,H1L u - -� - STEEL COL. SEE C•QL. SCHED. 1 FT— F 1 METAL; STUDS GONG. WALKWAY INHERE OGGUP,S ,- • n TS POST PER PLAN ® Ck OF STUDS METAL STUDS @ 16'bc 4 CONC. CURB BEYOND 3• MIN. CONC. COVER TYP, ®EA. TS POST W/ (4) IN SIMP. '5E7 EPDXY 11/2" MIN. NON -SHRINK CO SEE I/4 V (4) 3/4 "4) A.B. DBL. NUTS GONG. SLAB SEE ARGH'L. W/ 4" - - TYP. 3/I6 V GONG. SLAB + O F F F.F PER TN j N DRYPACK 4 p i S I 1 d 1 s_ ( III — � _ I I/2" MIN. ' I I I c S • ----- 1 I I IT rr r�iir� 1 1 —� I @ 24 "oc 11 -1 1— I= y ..-1- ] I I— 4 OWLS. I i— [ iI II 1I I — I Ill -1 i 1 ,... 6 .. / I • j TYP 1' -0" LJ _ iQ . I j GRADE BEAM I' -O" j (2) #5 T4 B TYP. CONT. a o o e� N 4 BASE FE PLAN - ... GRADE BEAM v j j j \ in TYP. CONCRETE PLE DETAL N.T.S. 24 ` . DEPRESSED SLAB SECTION I 1..1,-0" 20 SLAB EDGE @ ENTRY 1 " . ° -1-0 16 COLt�VN FOOTING SE TION C� 1 "= " —o" 12 DOOR JAMB /VYI�OW WALL SUPPORT 1..1.-0. 8 — I 1 "= I' —o" 4, S H L A S C O L A structural engineers 23682 birtcher drive lake forest, ca. 92630 (949) 770 - 9967 tel (949) 770 - 9542 fax THE DRAWINGS. SPECIFICATIONS AND OTHER DOCUMENTS PREPARED BY THE ARCHITECT FOR THIS PROJECT ARE INSTRUMENTS OF THE ARCHITECT'S SERVICE FOR USE SOLELY WITH RESPECT TO THIS PROJECT AND UNLESS OTHERWISE PROVIDED, THE ARCHITECT SHALL BE DEEMED THE AUTHOR OF THESE DOCUMENTS AND SHALL RETAIN ALL COMMON LAW, STATUTORY AND OTHER RESERVED RIGHTS, INCLUDING THE COPYRIGHT. THE ARCHITECT'S DRAWINGS, SPECIFICATIONS OR OTHER DOCUMENTS SHALL NOT BE USED BY THE OWNER OR OTHERS ON OTHER PROJECTS. FOR ADDRIONS TO THIS PROJECT OR FOR COMPLETION OF THIS PROJECT BY OTHERS EXCEPT BY AGREEMENT IN WRITING BY THE ARCHITECT. - 0 PROGRESS PRINT 2- 23-01 ■ PLAN CHECK - 0 BID SET ▪ 0 CONSTRUCTION 5/I4/O7 n P MIT COR I Pf5tM1T GORREGTIONS n A A 0 n n n n A SHEET TITLE CONSTRUCTION fl!TA I LS M A J z 0 I— C] I-- z 0 c) w z rWOIEWE u l JUN 8 2007 REID MIDDLETON, INC. DRAWN BY SHEET NUMBER f Ii CHECKED BY RS S4 SCALE 1/4"=1 JOB NO. 07017 OF SHEETS 1 S H M A J L A S C O L A structural engineers 23682 birtcher drive lake forest, ca. 92630 (949) 770 - 9967 tel (949) 770 - 9542 fax MAY . A. )ffl7 THE DRAWINGS,• SPECIFICATIONS AND OTHER DOCUMENTS PREPARED BY THE ARCHITECT FOR THIS PROJECT ARE INSTRUMENTS OF THE ARCHITECT'S SERVICE FOR USE SOLELY WITH RESPECT TO THIS PROJECT AND UNLESS OTHERWISE PROVIDED. THE ARCHITECT SHALL BE DEEMED THE AUTHOR OF THESE DOCUMENTS AND SHALL RETAIN ALL COMMON LAW, STATUTORY AND OTHER RESERVED RIGHTS. INCLUDING THE COPYRIGHT. THE ARCHITECT'S DRAWINGS. SPECIFICATIONS OR OTHER DOCUMENTS SHALL NOT BE USED BY THE OWNER OR OTHERS ON OTHER PROJECTS, FOR ADDITIONS TO THIS PROJECT OR FOR COMPLETION OF THIS PROJECT BY OTHERS EXCEPT BY AGREEMENT IN WRITING BY THE ARCHITECT. ▪ ❑ PROGRESS PRINT 2-25-01 • PLAN CHECK - ❑ BID SET ▪ ❑ CONSTRUCTION 5/14/01 A FOUND ATION CO M° f'1�MI RRECTIONS A A A A A A A A A SHEET TITLE z 0 f'- U F- co z 0 0 W z GONSTIZUGTI ON DETAILS DRAWN BY SHEET NUMBER f1I CHECKED BY RS C S5 SCALE I/4 "= I' JOB NO. J c gs CO t57 ci W - z � W 0 I D � 0 yJ 0 J 'a W _ m rrnn ▪ C V! g W � cs 07017 OF SHEETS RESTAURANT I 1. I BEAM END OF It BENT FE 3/S "x0' -6" 4 (LLV) TYP. EA. END TYP. I BRG. f. I/2 "x4 "xO' -e " w/ (4) 7/5"0 A325N BOLTS I I 2 A ♦ LAP 3 -MIN. / SHT. NOTES: AT ROOF: 5/4"O 3 -MIN. / SHT, ♦ 3/4 "0 UNO ON PLAN 3/16 I `, BUTTON PUNCH I. 5/4 PLUG WELDS TO SIDE LAP @ 24 "ac HAVE AN EFFECTIVE MAX. U.N.O. ON PLANS DIAMETER OF I/2 ". 2. (5) WELD PATTERN WW1, A A _ : -- ` STEEL BM. PER PLAN - - -, STEEL BM. PER PLAN \ , J : : -- - �� - L , I I ' Q 1 I i __ I W 8 X I O I x ::: " 1 I/4" GAP f� ®SUPPORTS .z rir .rrwr rri t/ / I� I 12 ° MAX. � 1, A -- - ;; I , / %, i, i / ' A PLAN r T YP. I/4 n 3/8 KNIFE FE-TYP. w L ® •I TYP. IV 3/16 I 6 • ./ ,r � / ` � ; )` -,i j / 0 MECH'L. UNIT PER �' MEGH'L. DINGS. I TYP. 1 lip ' I I _ -_ p _�� [ to BEAM PER I I I SECT. A -A x P 0 ti1 t ' ' /,/ / / " ,; �.B :::r G 1, ` x . , �jj l I I I MEGH' UNIT ii SEAM RIDGE ENDS ®LAP • BOLTS p DUCT PENETRATION �'r , r •F! �1 14 br TYP = [ [' ' ' �! i r , / f �: / ' , ( . f _ ; , - - .. ; • i a , 3 -MIN. / SHT. PER MGH'L. DW65. TYP. G 6x& 2 : � +aJ 1 / , - [( / / / , / / / j I - - - - rY.. - • . I . : ,t}� ' I �- / . ,, i 'rl / , fY' ,: f, 1 �/ rrf / , r / / . /: , , r f% /� / / / / / C° • [, / / / / r, ,•f ,,/- i�,�, PER 'r i C, oei: ' /./ - ' r■ ■ [ ; ± ■ ■ BEAM PER PLAN n n 3/4 S 3/4 h' UNO ON PLAN t \ / , �r / c 1 �� y , ) C - - . , :� ;�:.: , l r / • MIIGH DING // ';', 7 /-7.-- / ,"1 : / J r/i ! ; /- , � 1R ,_ . f .G. POST PER PLAN I/4" FULL HT. STIFF. � EA:FACEOFBM. ®c� OF T5 POS n u u n 3/4 4 8 3/4 0 A 8 1 I (1 • •,, / / ` -1' DUCT PENETRATION I/4 I ` t. • .. •' j rr . � \. , - e ri ' k l t__ i , ..-;-,-.7',/'-/-;,,, % 'i f " r / f � % rf /.i !' . ,41 PER MEGH'L. DINGS. f " / / `/f • ill . .......- ST L BM. PER PLAN NOTE: G.G. TO GOORD. BEAM LOCATIONS w/ TENANT MCH'L. SUB- CONTRACTOR. _._. �� _ T 1/4 - - - � - "� ------ ; - 1 I STEEL. BM. PER PLAN i .. - - - TYP. : 3/16 I r----\\__, riii'i�i _ i i�r /7/7. � I% rirf / o , 0 1 ' iME / • • � .rill / o 1 ♦ ' rrr / 1 0 I • � 3/16 I SECT. B-15 1 I PLAN TYP. L - 4 DUCT OPENINGS i =- 0 0 1 0 12 0 MAX. ,1 - - . EDGE AT BEAM RIDGE AT BEAM OR EDGE TYP. ROOF EQUP. FRAMING 1 "- I' -o" 17 PARAPET BRACE 1"-1 1 3 B EAM TO COLUMN r.-11-0" TYP. METAL DECK WELDING N.T.S. — O � 1- W 6x12 STEEL BM. BUN. NOTE n � . - . `� MEGH'L.1rQUIP. SEE maw?. I / FORSLOGATION 4 ∎■ L 1/2" " I/2 CAP i� 1— / 2 y ( JP 1/2 I I/2" SEE SCHEDULE FO SIZE OF TYP. (N) L 6x6x3/8 STEEL BEAM PER 2 PLAN I /2" 1/2" GAP It PER PLAN 5T>+EL BE • 18 BEYO + - X ry l, d � 1 x1 �;i- ! /, , /, � f % / /f. ,�,� ,., � �; /. , =:� / :;ICI t k .I2.: :::: ; ,t:,i ty V „ /... -''' -1 PER PLAN Ix � ST EEL BM. BLW ;t O .• ;4 - yy ( X .'r /; , / iii : ;: f . : - ; %t,iK r/. /6x12 °'% . `' . ; . , . / , . , i STEEL BEAM PER PLAN i -0-40--- I/2" I /2" CAP FE � COORDINATE SIZE LOCATION OF MGH'L. UNITS $ ROOF PENETRATIONS w/ TENANT MEGH'L. SUB. NUMBER 1 � X1 "' . �1 , o ` •;� ; :, : •' �; :.;; ' ' ' ; % / YSI.'6X12� , . / is f ' .;.; f : . j � 1 == =: .. -/4) PER PLAN c., x 1 � ;1 STEEL BM. BUN. BOLTS BEAM REQ'D. PER Mr PLAN d (. F , , - . - ;l^t f� 3/8" KNIFE TYP. w/ BOLTS PERM” r I I — I - T r :rA/I 12 o c METAL DECK 4 INSUL.. PER ARGt�IL' r STEEL BEAM PER PLAN BEYOND KNIFE f - o ;t [, r . f, I;:'! ' ,. ; :' '/' , „, %% ' , •, , /, / • : %:; % i � ';! rJ c y :.,. ;, xt . r - /" [ PE R LAN PLAN STEEL BM. BUN. .«�s���.�.�. u — �� .w. �z R m �� -I- t�--I L I 0 I I ` � I I I ' 1 , �� C.4: _.. .. ��1 ® M Q - MD -I INDICATES VERGO r i � Fi i i /' % i a ' ' ,, / ;i i ;x' "; % ' % ;'I r —I- 1 > 1 d 1/4 X = / / - I ' -�- ' ' f - - . :". A REF. RACK _ PER PLAN AT 4xl • w/ BOLTS PER r - I BM, CONNECTION WHERE OCCU `` '/ • l� , - - -- ; i 1 ' ■ 1� j I I //WO EREC. BOLT TYP. / I / / , 1 . >: / /� u 1 ,- I// WS' STIFF. 1�.ATE •4B COLUMN PER PLAN ( E) BEAM PER PLAN _. . _ — . TYPE 'B' x 20ga FORMLOK DECK w/ 2 /2" NORM WT. GONG F ILL (4" TOTAL) W 6x12 STEEL BM. BUN. �..�.,- STEEL BRAGS PER / ELEV. ® / NW TYP, I/4 V , .N �� � � ^ ^ ^ ^ ^ ^ ^^ ^ ^^ ^ ^ ^ ^ ^ ^ ^ ^ ^<- - , w/ 6x6 -WI 4xWL4 WWI= p . ' CONC. MID -HT. ABV FLUTES ' 0 (�;,, ._ r , %. i ; / ,, " J /• / : , ',' r./. " ,,,r j.; �r ;.1 ;, f ;,' ; � ` � � -, r • -; ; / 7- aw ` d PER PLAN a _ e._ .� 1/4 " Pr s CODE C OMPLIANCE APPROVED 2 2D JUN 07 City Of Tukwila BUILDIN DIVI ION - - - - - - r <TYP• 14 / >6 1/4 v Bi / e , Ali ;� / ; f ' , ,` n � ; �,� /, / ,: . / 1 ; , .: ; ",,,; - i ! __-- " ; ; .,„ STEEL FRAMING PER PLAN :?,...,.ft,',/ ,•„-, STEEL BM. BLW. ME BRACE FRAM DETAL 1 n=11-0» 18 ROOF EQUP. CURB N.T.S. 14 BEAM TO COLUMN 1"-11 -0" 10 FIELD COIN. FOR ANGLE O CO � BEAM i u = 1 : —o n BRACE FRAME DETAL In= Ii—o" - - - Milt W/H/ PLATFORM R PLAN = = PER © © 18 d 18 - ..-. / © I I/2" IBb n VERIFY 4 I I/2" N w/ CE NGLE METAL DECK GONG. N I ,.-._ ,. -., -•_., -.-- , - -., _. -. _. -._ /' '� BEAM PER PLAN ° 7 / BEAM PER PLAN /' / BEAM PER PLAN 7 / _ BEAM PER PLAN 1 / 3 -MIN. / SHT. B/4 "0 4 n TYP _ _ � ryl ® � BEAM TO BEAM CONN. S G <._ _ r A ! z �' Q z 1 I I = 0 I U , i _- - ' -- —T �I I , I >/ I d I z 3 / o_ I + bj w b, tZ / r I . ' • / }/ i 1 f j 18 - ' i T ,� if / , / / ' PLAN i _L I t 1 I t z z I J t n l>- I a _ _ O D I I , , t •1 i _ 1_ - '— T I , t 1 ' fi t + 0j I b +b N / ' I I / / � I •, , � 1 BEAM PER PLAN ! 1 1 I t 1 ; I z d t _ I t z�/ 1 z I K I v 'T — ' I J I I I � + 0 ) ' I b +b/ ' I ' I 1 / t / • • • �_ 1 BEAM PER PLAN 7 1 ' © - T ' — \ , / / — / ► - -- z �I 0 0 I t I I t I ' I t ' I ' t t I - 0 ® r J 1 _ ry PLAN 1/2 BASE f. w/ (6) BEAM SIZE MIN. SHEAR It T THICKNESS MIN. SHEAR FE. WELD SIZE 'W' ND. 4 SIZE OF A325N BOLTS I I t I t t I I © I 1 1 �V t + 0j I to, , / � / WS x 4 WIO x �� 3/8 I /4 1/4" (2) 7/S �� W 6x12 CONT. - - - -� AROUND EQUIP. PLATFORM FRAMING SECT. A -A 7 8 "dt A3 T / 2r5N BOLTS STEEL. COL. PER PLAN " I/8 CLOSURE . � , ' ` !' > " F.H. I/4 SH f� . W 6 x12 PER PLAN AI2 x 4 WI4 x 3/5" 1/4" (5) 1/8" cP �6 ' I � ) I/4 W 16 X 3/S" 5 /I6" (4) "1/8" cp T YP. \ STEEL BRAGS PER ELEV. �► I // 3/8" KNIFE ft 1 , TYP e F: s,. ,` n 5/16 _ " \ . ; x' ` „ F.H. I/4 SHEAR • y' x FAIT^ ` . MTL. STUDS SEE C- Y .�.; %, ; , ;^ ARCH L. \� ��� y + ,. ' METAL DECK 4 GONG. . MEGI-iii_. EQUIP BY OTHERS : _ WIS x 5/8" 5/I6" (5) 7/8" 0 1N21 x 3/8 n 5/16 " (6) 7/8 n 56 ' • , ► i I t ` • I 1 BEAM PER 56 ' , 1 i 1 ' . /' \ ' I I 56 I i 7 1/4 TYP. /rte —/, / I \ I I I / ■ TYP. W24 x 5/S" 5/16" (7) 7/8" 0 I II �/� • 3/S It EA, SIDE TYP. I cy . I/4 I TSB 3/16 1 ARCM_ L. 1® 0 _L / BE AM PER PLAN \ / / \ ` I -�- - - - - - - - - - - _ t . C % 7 . . r .1 © W27 x 3/8" 5/16" 4 (8) 7/8" ' SEE 11 _ - - - - - - • ��� Q - MAL DCK NOTE } w - - - SIM. l IF I BRACE FRAME I5G /- y k ._ Q V BRACE FRAME z s6 s6 n I E I I INSUL. N : ' :`' f' • _- r STEEL GIRDER PER PLAN STEEL BEAM STEEL BEAM t2" i� I STEEL BEAM PER PLAN 1/4 V STEEL BEAM WHERE �' COORDINATE SIZE 4 - j ". LOCATION OF MEGH'L. UNITS 4 ROOF PENETRATIONS PLATFORM FRAMING SECT. B-B -J I515/- BRACE FRAM I5A/- BRACE FRAME OCCURS PER PLAN N BR ACE FRAME DET 1 " =1' -o" 7 QU O TYP. EMI". PLATFORM I " -1' —o" 23 BRA CE FRAME ELEVATIONS @ TOWER N. T.S. 15C 15B 15A 15 • -rrP. SHEAR PLATE PER SGHED. TYP. ON I. L L 6x4x3/5x0' -6" (LLV) TYP, EA. END � (3) L © I ( CANT, I /4" BENT CI30LT5HINCATED Tt-lE STEEL NETWORK, INC. ' ■ 5/8" SHEAW. EA. SIDE w/ BO TS EA. 1 1/2" SIDE - - Mk JP y 3" 1 /8" 0 I/4 V SIDES ` BEAM WHERE -FOR BOLTING DETAILQ I 'I. . 111 X-12 - F F 7∎7 ∎7∎ -- 'fit - - -- - x -x -x" 7-- -�- , v ; " " ' ; < , ^ .c C LR. : „ir[ 3/16 � - - -T - -- ` L 'l /I / [ I 1 , `�c ^ x x x x x x x ^ x x X ^ : ^ x ^ x "� v : ;; - :,,x ;; �;, ;, .,;., ,,x , . ,� . r r x Y Y x Y Y, .x y Y y , ^x % .- { ^xr v,4 y iI I • I CLIP AS INDICATED MA. w/ (5) #S S.M.S. EA. STUD TYP. I r j 4® _ * � r a 14 I I ® 1 * ® ® J ��rr�r i' I ; I i ' � J p I ; * I - - ♦ PERP. OCCURS SEE , 1.1��._ NW _ _� i 1 USE 11/2 (V) SLOTTED HOLES @ F.H. STUDS w/o ANY OPENINGS TYP. ■ - -- - - - - - (3) SIDES IN �� __ _..._.- _�_._.. _�. METAL DECK SEE PLAN __ I .. I .. I 3/16 V . 1 - = m -__A---. BEAM PER PLAN SECT. A -A LIEU OF I BOLTS (ALT) PROVIDE 7WS A325N BOLTS _ .THERE INDICATED ON PLANS ! J j - 1 -� TYP 3/16 I STIFF. E SIDE ,/8 "� A32aN BOLTS GoL. PER STEEL CHANNEL PER PLAN TYP. PLAN I I ` rn I/8 CEMCO I6GA. METAL STUDS @ ARGH'L. r- * _ID CD ra t•J L•'! t•J ' I . ROOF DRAIN . OCCURS) A/044HERE ® i - SEE PLM'G. DINGS. EACH � 63c82 cn 4 CONN. I/4” GAP fE STEEL BEAM PER P LAN PROVIDE STEEL 0 I I BEAM PER PLAN SEE L. ` ME WHER OG R �� ♦ >j A� OR W 16x GREATER BEAMS OGCURIN6 @ (I) SIDE OF GIRDER ONLY F 5GH>:D. . 1/4 V L _/ . . . TYP. 1/4 13-12 SEE L. CONT. I/4" $ENT VALLEY 3 /4 "ep . A ¢' i it � i I 1 • _ � _ iv - SEE ARCH'L v v v v` v` v x / x,:..Axnxxx, �, x " ' (2 CLOSURE 2 11 12: /A FE I I/2° . B I I ROOF DECK • I i � � ' i , - '1 If w I II L_ � 1 ! I ", G 6x8.2 ■ . STEEL BEAM PER PLAN I I I 3/8" EACH (4) _ - • n xxn ^ VERT. ' CLIP - f 3/5" KNIFE m it THRU e G ' @ F.H. STUDS 1 - te r--^ � METAL DECK SEE PLAN 2 �� 11/ 2 2" " j ROOD BAMS L 3xx1/4 or CHANNEL SECT. B-B SECT. G-C w / BOLTS PER STEEL COL. PER SGH> =D. ler PLAN 1/4 it I' -6° I PLAN PLAN ®SKEY�D CONNECTION I __.. -- • • 1 3 /Ib I PLAN 7CD R - 1 CJ . L' STEEL BEAM PER PLAN STIFF 'LB' CLIP ® OPENINGS 4 UNO ROOF DRAM FRAMFIG DETAL 1"-11-0" 1 24 BEAM TO COLLA N CANTLEVER 1 " -I -o " 20 BEAM TO COLUMN I 1 =1 - 1� - 1 1".1 12 OF DECK SECTION I =1 —a �� $ TYP. B�AM TO BEAM CONNECTION i - i o "- '- 4 S H M A J L A S C O L A structural engineers 23682 birtcher drive lake forest, ca. 92630 (949) 770 - 9967 tel (949) 770 - 9542 fax MAY . A. )ffl7 THE DRAWINGS,• SPECIFICATIONS AND OTHER DOCUMENTS PREPARED BY THE ARCHITECT FOR THIS PROJECT ARE INSTRUMENTS OF THE ARCHITECT'S SERVICE FOR USE SOLELY WITH RESPECT TO THIS PROJECT AND UNLESS OTHERWISE PROVIDED. THE ARCHITECT SHALL BE DEEMED THE AUTHOR OF THESE DOCUMENTS AND SHALL RETAIN ALL COMMON LAW, STATUTORY AND OTHER RESERVED RIGHTS. INCLUDING THE COPYRIGHT. THE ARCHITECT'S DRAWINGS. SPECIFICATIONS OR OTHER DOCUMENTS SHALL NOT BE USED BY THE OWNER OR OTHERS ON OTHER PROJECTS, FOR ADDITIONS TO THIS PROJECT OR FOR COMPLETION OF THIS PROJECT BY OTHERS EXCEPT BY AGREEMENT IN WRITING BY THE ARCHITECT. ▪ ❑ PROGRESS PRINT 2-25-01 • PLAN CHECK - ❑ BID SET ▪ ❑ CONSTRUCTION 5/14/01 A FOUND ATION CO M° f'1�MI RRECTIONS A A A A A A A A A SHEET TITLE z 0 f'- U F- co z 0 0 W z GONSTIZUGTI ON DETAILS DRAWN BY SHEET NUMBER f1I CHECKED BY RS C S5 SCALE I/4 "= I' JOB NO. J c gs CO t57 ci W - z � W 0 I D � 0 yJ 0 J 'a W _ m rrnn ▪ C V! g W � cs 07017 OF SHEETS RESTAURANT METAL DECK PER 166A BENT BLKG. TYP. w/ #10 5.M5. TO DI+GKIN6 4" I/2" APA RATED SHTG. w/ #8 S.M.S. Woe. B.N. PLAN � 6 oc „ T 15 :.- r = _ - 'i4 _ `� _ _. - , ; - �, �" - " .�� �� �- '� I GEMGO METAL JOISTS PER PLAN LAP w/ (4) #8 S.M.S. EA. LAP 16GA GOUT. SOLID I METAL DECK PER PLAN 16GA BENT ff. TYP. w/ #IO S.M.S. 6 "oc TO DECKING 4° I I METAL DECK INSUL. I '600 C520' w/ STUD-CONNECT ! 1 STEEL BEAM PER PLAN TYP. L 4x4x3/8 STEEL BEAMS PER PLAN � - =0 ��� _ -� 1. . `- __- .rs� i \ .. °��f I! � 'tom Illi N .I :•. p 3/8 KNIFE FE. TYP. TO (3) FLUTES MIN. w/ (3) #ID S.M.S. TO METAL DECK - 1/4 I 41 411 y _ � /1`-` I ! 1 ; - �� - I � i� J _ _ _ �� -- r-- - /* / / / 6 . I � a ' I 18 • I f TYP . 3/I6 -- - --- ~- PLAN TS COLUMN PER PLAN 1/2" APA RATED SHT6. w/ #S S.M.S. F b "oc B.N. 4 12 F.N. F N 15" i C I I L i " CEMCO DIAL. METAL STUD I _ _ "oc - _ �ti _ - - -- 'u _ ' - _ r � GEMCO METAL JOISTS PER PLAN LAP w/ (4) #8 S.M.S. E LAP 166A GOVT. SOLID METAL BLKG. I I ; - +*-- I I PLAN _l�'' F.N. _ `' ��, � �� ■ " ` ` ��- ��� � �� 4 STEEL BEAM PER BRACE PER SGHED. w/ (3) #8 S.M.S. EA. END METAL PLAN TYP. ir 14 �= r l` �, � I METAL SLKG. GEMGO '60D G516' METAL STUDS �� CONT. ® 16 oc TYP.� METAL TRACK w/ HILT! x -DIN SHOT PINS ® rH Ru 7�8 "w WAWASHERS '600 G TO FLU MIN. TO DECK w/ INSUL. 20' S TUD - CONNECT w/ (3) #IO S.M.S. METAL DECK L 4 ! ; I I 1 STEEL BEAMS PER PLAN 3/8" KNIFE fE TYP. w/ BOLTS PER Q ` " ' � - � ..�'����■ 4 - -- .��� • / METAL DECK 4 INSUL. STEEL BEAM PER PLAN 16GA GOUT. TRACK w/ (2) #IO S.M.S. EA. \\ I tl 166A CONT. TRACK 1,1\ II Ai III __ .•�� ��� - _ _ �� � .��� `: = = ' �� - L i ti TYP.} I 1 �, Vr }. �_ _ NV DECK PER NP, / -'� , I N. ' �� ti ," 16GA GOVT, TRACK „ ji .a ril - GEMGO 600 CSI 6' METAL �� . STUDS ®16 oc TYP\ GONT.� X METAL TRACK w/ HILTI DN SHOT PINS ® "oc \ =-1= '8 I I �_ I L 4x4x3/8 DIAL. BRACE TYP. STEEL PIPE, CONNECTION E 4 LIGHTING CONNECTION BY LIGHTING MANUF. - - I I I I - I� �C ^ - - I I wir,/,/ � TYP, 1 4 ' ,• 4? / 7 / DIAL. METAL STUD TYP. 16GA CONT. TRACK ' � w/ #8 S.M.S. )AA. SIDE, = = EA. STUD TYP. �c , ;' _�� 16GA x 5" GOVT. STRAP C;i ` •r t1► I6 THRU 1/6"4 WASHERS METAL DECK PER PLAN TYP. -� �� S MI=TAL STUDS 1 - r ; 3/Ib _ I' TYP. _ -- - - I T 1 CEILING LINE I I i 2 1/2" ___,_ _ GEMGO BRACE PER SGHED. w/ (3) #8 5.M.5. EA. END w/ 10 S.M.S. ® oc TO BLKG. - 8 " = � � I � 166A. STUD Ti P. CLIP � 4____ _ , _ -� SECT. A A STUD BRACING DETAL 1"=1.-0" SUSPENDED LIGHTING SLPPORT 1"=I'-0" BEAM TO COLUMN 1.=1,_0„ GEMCO '800 XG5I6' METAL • STEEL POST 3/8° SHEAR PER PLAN i l ' � ff TYP. TYP BACKING T4 BACK- GOUG1 =' WIDTH E 3/8" STIFF. AFTER F.P. WELDING 4 BACK- GOUGING FE, BOLTS STEEL BRACE / ak f r iI SIDES LOW FLUTE _ -TYP. AgEllh SIN. J C L L O ' , J ; ; i L ; i -► TYP. - n STEEL BEAM PER PLAN Mr GEMCO '600 C516' METAL @ I6 °oc w/ (5) #8 S.M.S. EA. LAP -TYP. - - - - - - - ��- ---- - - -- - . \ ' J .' ( \ 1 i p p -� ' U ': � , ' 0 ■ � K REMOVE r SEE ARCH'L. DWGS. PLAN IL. I I r I PER ELEV. PLAN w/ - ~ I/4 HIP TYP. BEAM 6 PER PLAN 1 1�' A }��p SHEAR ES FP TYP I /2 "x FLANGE EA. SIDE OF 1/4 1 1 STUDS ®16 "oc 1 1 I � } 1` '362 0520 '600 C516' STUDS ®16 "oc PER - Q � �/ 5/6 TUC. TYP. � r � _ I r''' ' ' ( � I I 1 ! ,,, I l/ Le TYP I/4 Pr LI 11111111 TYP. -/ \/ 1/- - _ • 0 • - - - • • , G ' - ,- = - - 1 I 1- - T - pry ■ I �- - J • • 1 „, lilt 1:I:: o wl iii GEMCO METAL TYP. I STOREFRONT r - -1 3/8 r 0 TYP. 1/4 ` i " STEEL BEAM PER 3/8" KNIFE . TYP. BOLTS PER STEEL POST PER PLAN I I / I 2 1/2 �� ` ; I' I llll VIII ' _ ARGIL. in TOWER ROOF SECTION 1 �� -1 -o" 22 TYP. , . 3/8 F.H. STIFF. / 3/16 EA. SIDE w/ PER SGHED. ' r __ 1/4" F.H. It EA. SEE ARGH'L. SIDE @ STIFF. . OF POST ABV. . 3/16 P A i STEEL BEAM PER PLAN [ f- ,1 8 � m� I 1..._- „ �' „ ., rr rr / , r A L A. 8 __ S ECTION . I „= I' -o" 18 RO OF SECTION 1/2"::11-0" 14 ROOF DETAL 1 10 CANTLEVERED BEAM COI ECT ON 1.=1.-0„ � ' BRACE FRAME DETAL 1„,11-0„ - � COLUMN PLAN Y - ::. F.H. 3/8" ST F. fE, EA. SIDE SEE Ark SITE t FOR TYP. STUD BRACING SEE DETAIL q -. - �� ----. _ - ----. _ - - - � - ARGH'L. - T5 HIP BEAM PER PLAN '14' (MAX -) BRACE SIZE C 4'-0" 25 G520 3/8° GAP PLATE e OCCURS S P ER H P AN - 7 T - -f V — 7 FOR CONNECTION I I- _ I SEAM PR OVIDE A325N INDICATED �� / PER PLAN (2) ROWS BOLTS WHERE OF STEEL ° BEAM * ___ - 3/I6 - 6' -O° '362 GS2D' STEEL BEAM PER ■— _ BRACE '362 G52D BRACE ® 48 "oc w/ (3) #S S.M.S. EA. END ] 1 _ I 8' -O" (2) '362 GS20' SEE DETAIL 10 I I I I I I TM I p' r r J • - � , ; I � PLAN 4 GEMGO '800 G516' STUDS ® "oc GEMGO '362 G52D' STUDS @ 16 "oc w/ (3) #8 S.M.S. E.A. LAP TYP. i - -_ _ t - 10 (2) '362 G520' I 4 = Y - I I �— ON PLANS TY I ;; - � R- CAP f. 3 /8 "x4 "x0' -6" END FE I/4 " TS COLUMN STUB PER PLAN i STEEL P05T PER 12' -0" (2) '362 GS20' 'rn' I IT I I , Ij -Ti E JL , I - I I en Y ���.. % r�,.�� r I I L r' I I I I I I LJ I- - ST EEL BM. WHERE 4 1 14' --O" (2) '362 XG518' 1/4 I 10 1/4 I /2" x 6 "SQ. wASE I • ' I6 -O �� BRAGS ® SCHEDULE (2 362 XG518 \ - - p I PLAN 'RT. CI I I I I/2" CAP I I � � \� �� / � �� ��\ a, �� �� METAL STUD �� 48 oc SEE - ry SHEAR SEE f'~ BOLTS SGHE�.� i�E\/IEWE® FAR CCII CCI'�IPLIAI�CE ��P—R ®��D ; JUN 2 2 2 007 OCCU PER PLAN WHERE I 1 �� �, „,/ �..�.: I I STEEL BEAM PER PLAN STEEL COLUMN PER PLAN �� • + r 16&A BENT f ® 48 "oc w/ (3) #8 S.M.S. EA. LEG TO BRACE 4 CONT TRACK TYP. STEEL BEAM PER PLAN STEEL SEAM PLAN - R OGGUR5 - ■ (5) SIDES ' 1/4 V TYP. ■ - MN • NSF PER PLAN : `. ' ' i 1 I City �f Tu B UILDING DTVJSI - ' I J 1 -4 _ �- • • I6 METAL STUDS PER ARGH'L. COL. I DETAL @ TOWER HP BEAM 1"=1.-0" 19 STUD PARTITION BRACING N.T.S. 15 ROOF DETAL 1 ��= I -o�' fi BEAM TO COLt�IAN 1 11=1 -o" 7 MOMENT FRAME BEAM STFFENER 1 " =1 -o" - 16GA CONT. TRACK w/ 0.144 "� SHOT PINS @ 16 "oG ' a SEE ARGH'L. GOUT. TRACK PER ELEV. w/ #8 S.M.S. EA. SIDE, EA. STUD TYP. CEMCO 800 CSI6 STUDS ®16 "oc S ®I floc 516' METAL PINS @ 1b oc TRACK 51D> = -EA. STUD OUT. EACH oc TO I6 "oc ALL METAL STUDS/ SHALL BE CEMCO OR EQ. PLAN ARG NSUL. .1 HEADER SCHEDULE CONT. TRACK TO MATCH STUDS 6 T55 I6gga. 33ks1 TRACK PIECE w/ (8) #10 -I6 SCREWS TO JAMB 4 (4) #10 -I6 SCREWS SPAN HEADER SIZE '600 G520' STUD-CONNECT TO (2) FLUTES MIN. w/ #8 TO ROOF DECKING I I 1 1IIITI I I METAL STUDS PER PLAN FULL HT. DBL. ELEVATIONS JAMB STUDS �� 'SETT HI DBL. GEMGO '600 GSIb' 111 142 DBL. GEMGD '800 G516' TO EACH SIDE OF HEADER +1. tit • • 3/4 " 8" # (2) ID S.MS. ® 24 oc __ 0 FFLU 5/4"4) FLUTE / / WT 6 x 13 CONT. SHAPE AS REQ'D. SEE PLAN HILTI 'DIN (STAGGE 16GA. CO #8 S.M.S. TYP. HOT ) T. METAL E,4. / r / (1111r* #{O S.M.S. EA. yIDE ®24 "oc CONT. TRACK TO .. v. � _ ; MATCH STUDS w/ (2) #8 1 1 4 1 S.M.S. @ 12 "oc .. - � W - - - - - I I I R OOFING A / PER ROOFING ARC HL. / / - Y -- PER 2 #IO SCREWS PER 4, JOIST TYP, EACH SUPPOR /� \ GEMGO '362 G520� METAL STUDS @ 16 oc \ ,,,p--- 'I I I I I [� I I I I I I I It T -r I I I EXTEND '60G I I AS REGT7. FOR I U I STUDS I I - L Ei STUDS WHERE OCCURS HEADER ATTAGHM!^NT GOUT. STEEL ANGLE B-B I / r TYP.-WT IL -. -- . B11 NIB PLAN VIEW TYP. JAMB ASSEMBLY CRIPPLE STUDS ATTATGH BOTTOM TRACK USING (3) #10 5G REW5 ® TOP 4 -16 "oc ��. 4 1 .< '� r, P LI I/2° x I I/2" x 16gca. w/ (4) #10 -I6 SCREWS TO HEADER 4 JAMB STUDS TOP 4 BOTTOM OF HEADER TYP. SLIP CLIP BY OTHERS E DETL ABOVE `PULL HT. DBL. JAMB STUD ' lJ� - 1 �1 1., A •■ y ' HEADER BEAM PER SCHEDULE ' GOUT. DLT' TRACK T4 B TO MATCH STUDS w/ (2) #8 S.M S. ®12 "PG GAP JAB w/ 12ONG TRACK PECE w/ #10 16 SCREWS EA. FLANGE II r n II ' u II I ; :: TO BM. 1/4 r2 -12 / AL DECK / ; PLAN / - - _,_ - - / METAL DECK PER PLAN / / �` - iT �� - - SOFFIT q SOFFIT PARA. GENtGO '600 :i::: / ST �f PER / STEEL BEAM PER PLAN / / 8RACIN&� BRAGS w/ #I[ STUD 4 JOIST TRACK GONGBLDGWALL / PER PLAN / - - / D \ - • -- ---• [, A ifi ,fr CONT. STEEL ANGLE (I) #10 -16 SCREW TYP. EA. FLANGE BY .�� 0 BOX HEADER 4- FULL HT. DBL. JAMB STUDS #8 S.M.S. EA. STUD EA. SIDE � SOFFIT Mk \ CEMGO 20 go CONT. TRACK w/8 5.M.5. 16 "oc MAX. GEMGO '362 G520' METAL STUDS @ V S4 BR4GING� \ \ SEE Jr q • � � �� PLAN SOFFIT PERP. - SECTION I/2"=1 „ I 24 TYP. MTAL MADER DETAL _ N.T.5. 16 METAL STUDS @ BEAM "rd.-0” 12 SOFFIT STU ATTAC " �� 1 -1 -0 $ SERVK� YARD ROOF SECTIONS 1 =1 -0 " 4 S H L A S C O L A structural engineers 23682 birtcher drive lake forest, ca. 92630 (949) 770 - 9967 tel (949) 770 - 9542 fax M A J THE DRAWINGS, SPECIFICATIONS AND OTHER DOCUMENTS PREPARED BY THE ARCHITECT FOR THIS PROJECT ARE INSTRUMENTS OF THE ARCHITECT'S SERVICE FOR USE SOLELY WITH RESPECT TO THIS PROJECT AND UNLESS OTHERWISE PROVIDED, THE ARCHITECT SHALL BE DEEMED THE AUTHOR OF THESE DOCUMENTS AND SHALL RETAIN ALL COMMON LAW. STATUTORY AND OTHER RESERVED RIGHTS. INCLUDING THE COPYRIGHT. THE ARCHITECT'S DRAWINGS, SPECIFICATIONS OR OTHER DOCUMENTS SHALL NOT BE USED BY THE OWNER OR OTHERS ON OTHER PROJECTS. FOR ADDITIONS TO THIS PROJECT OR FOR COMPLETION OF THIS PROJECT BY OTHERS EXCEPT BY AGREEMENT IN WRITING BY THE ARCHITECT. ▪ ❑ PROGRESS PRINT 2 -23 -07 • PLAN CHECK - ❑ BID SET 5/14/01 n 1=0UNDATION CTIONS I PERMIT CORRE A A n n n n 0 n 0 A SHEET TITLE ❑ CONSTRUCTION z 0 F- U H U) z 0 U W z CONSTRUCTION 27ETAI DRAWN BY SHEET NUMBER fIJ CHECKED BY f C SG SCALE 1/4"7.1'-0" JOB NO. 01017 OF SHEETS RESTAURANT I STOREFRONT FRAM®1IG ELEVATION 1 I 1 1 I STOREFRONT SECTION ill) r ! I Nib 0 N i'11 M E.3 m --I � a p ul - * 03 g (p —i 1 -ri Q a - ��� ` ( ry > - Y r • _- _- _ - rn 2 >' En ( � 1 1 N O rn `' �` ` : ...:_ f. tu . 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MC.O �G514 1 6DQ X 1 1 5 1 L __ • , I 1 I 1 5 ND .. ..." a . ---- µ ?Ali i I L ! ; r y I I ' I I , A ' - . d G r , 1� a o 1 J L _ r— -AMP # L _J 1 1 I ; . — - I lr ' I ` .. ". i I �. _..;; u �� 20 19 STOREFRONT FRAMIIG ELEVATION I I 1 T 1 T r I E 1 1 I I �, i�y�^ D GEgc 6,0, • ' _,� --� ° STOREFRONT FRAMNG ELEVATION 1 1 j ( 1 11 1 11,1 ] III I f T , L 1 I' �. :.(. -, =i:, I. I Ay ,� 1 : :` 'YX : yIL�1' +� _ _- 1 f _.: }, yr f I r -- :�- ,, ;_ 7 r I 11J117;.1 n _� ' XC'.+•5I4 J , MR s et'', 11 1 Y 11r,F-,L 41s'� I 1 13;, 'i, I t I 1 rr�"7.:'I te r TI t J 1- - - 1 1 I C' "�, -1-- J-- L- J --L-J `\ `� I `� I! II `\ IP �`∎ \\ 11 } [ If II If ♦ si1 , 1-- - - --11 #1 1M \ \t �I I I II II `\`. 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J.. �._. -.._.1 I II II 11 I I '� it � {I "� I[ I °- -R�e„_ .m .y, II II L L_ L .li i H ,✓ re f j L � — fi fi J I� Z ' ` ��o \\ c ' 1111" r :f t L , e , i , -- - �; at - , '^: ___" -� s 1 3S - ! p 4 -- k ‘ 'T Sr b. - 1 I ' 1 �1 L - --1 11 r L 1_ L - - =L 2_ III D GEMGD � -. J L 1- 12BL` S. //EMX_'60QG5J4'- L i 6 0D X514 L L I I JAMB STiJ ,E ,, L -1. r s>- 11, u - ? ; - - , : i 1 f + r . i N ` II D T 1 I _�EMI�51`��'` 11 AI 11 , II u, y Fy - - DBL. - VLM 6 -I �li:., lit. - 1 : 1 q , li " : ! Il 111y74. ...- :�,�d� -t�[y II I_, J - A m3 stvD -T - W ; . — E J CIO - O _ f�___JL____J_.___. fO' ! I -- ! I I L_- u u • I u 1 =_ =a _ 1 - .' 1 �r --1 ! r. I l y I I I - y- .__..._�'- -_.__i _- 1 I I I I I I I I 1 I __JL__- _J____.L_L____ f I I I i 1 1 1 1 T Ilo - - '. 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PER PLAN WHERE OCCURS I/6" BENT I -EA. FLUTE I /8" BENT . . CONT. / SHT I/6 CONT. 3/4 � 4 -MIN. . 2 -12 . k. I/6 I2 _ * , r TYP -12 TYP. I/4 > STEEL $M. PER PLAN — - T-- - NOTES: I 1 I 1 -1 I ® I 0i 1 r I I * L ® � i• 1 1 VALLEY 1 1 1 1 I. 3/4 "4 PLUG YELPS TO HAVE AN EFFECTIVE DIAMETER OF 1/2 ". I . RIDGE I�NBENT FE f� F.H. SHEAR fE BOLTS PPE- ink 3/8" F.H. STIFF. f EACH SIDE ilk. 5/4' A 6" GONBENT 3/4 " � - SII I/6 2 -12 TYP TY / r--- �- N € STEEL COL. PER PLAN I/8 I2 -12 `� BACKER ROD AS •� ._.� � . � - -__/� REQb. BY DECK �� s���`������ ......N.,.....,...... I /J 1 1 1 i R DG \ SLDPE TYP. VALLEY 1 II 1 r SECT. A -A � � t ? � � : F . �, 3 --s W `� ��5 ' �,,,`,� '• w,y� n e` �'n� � r � �''�' , .5.�.'' .}1 . �� :.•.�. ?`F?'sw•�'t'- n':- ..>•f ?�.��+�.+�!`dF'_Y� - 11 - I II - I - o �� STEEL SEAM TO COLUMN 11 I 11 I -I -0 1� s'^' ,ln: Tl(PICAL METAL �CK VIIELDNG @ SL,OPED T011VE ROOF N• T.S. =+w'� a� wr � . < a a 7 r ,� ��wti�: ` r . -- im, � �t•*� '� *'( .k'� ',ty�'q•,�a y ... F ,, �� � Y > > +a .�s ���{E^t��4'F` �'''�r 3`•`,, � A ^ d� q - .. �. f u. �ry ;Ti � hr N .T. WEB AREA Its NO WELDING IN THIS -#-� T AREA M. COPE ®4:' AREA STEEL BEAM WHERE OCCURS PERMITTED MIN. RAD. TYP. VERT FINS PER DET S-B y�/� , ; J r �II� �1II • STIFFENER ry4 � I r5 HIP / VALLEY P LA N SIMP. 'LSO' EA. RAFT w/ #10 SCREWS EA. r� STEEL BEAM PER PLAN TYP. TYP. 3/8 ; SMRF BEAM PER Y , BEAM. ! PLAN :I 44 ff 1 PER I � ' Ir� o — � / , I I =R LEG t � � � / .-.� � I �� Jai > VE BACKING r 1 � `► � WHERE - - 1. BAR BAGBACK-GOUGE FP TYP. T4$ F.H. STIFF. If. SIDE w/ BOLTS SGHED. IYP. • F.P. - III .�� METAL STUD RAFTERS ' /, fk�f _1 I � � � � flT � �� l � PER PLAN + I I/2 191 '' 'b' /2 b' /2 3/8" .. - T.• — — .._ _� __ � , �� mow rmow �l " ii ® CO ii I �j � �® .� ra ra �a=--==n=:= ra ra w ' ev �, v t� 3 OCCURS 56 Kooi. TOP OF COLUMN STEEL BM. PLAN INHERE OCCURS _ E = = r G. 1P FULL HT. � ��� ; © - OF REDUCED BEAM 8 � EA. - �°� � �;���k� -; +'� �': C L r PER -1/4 TY ' -I /4" TYP. 3/S FLANGE -SEE SPECIAL NOTE #I THIS SHI T N.r. FLANGE SIM. _ m PER # Lnet W 14x22 v � S ti x a�d..+ -t.� ti � � ; ., � � �:. F:r �. �� �'` ' � - -� = a _� A r .. �.E] x :r te.= M � k, 5 PLAN � .//1 � W.ry -'C � y �i � W � 4� •..^ 'lam 3 ��xRr .w -� { �� �, { �r� .��,.0 � �� �.?- '"T� '. ,! ' ! C �� ''2�. '1.�� ,`w� � d'1• �r ,p ,�� � j1 S •' aY £a`c� f y yyC iu e ��... i ce- �.^'v 9 i'.° Y . y ,,:. C,s• ST¢ n t. . � ��,� •� � : _ • -�:�� �s+rry fa } `. 5 ...= .3' �!.^�....: riL• r e i^. s � �., � ,4 YYY ' PLAN A - A SEAM SIZE 1 1 A 1 i $ 1 i G _ __..,3��,,,z•. ,;,, �� I I { f, \: -- W 24x62 5 11 17 1.4" �/ i I C I I �' ! I I I / I 1 1-, L J a.. � - - �5 � • - - - I N' SGH1 J- f r f TY P.) � ` / 3/16 - - Li W 8x10 - ; ��,� ^ ^' ; ..'� ���• F''N-s. I I L _ IL . (AFTER IN 3e' ( ACK-cOUIN G SEE =D. ■ E SPECIAL 4 (V (V x ¢ ..4 • z �. - - • t N NOTES 14 FP THIS SHEET NP SI.I A () A 3 3/6 F.H. STIFF. f� IS 51.1 Its �'. ;, TOWER ROOF RAFTER DETAL 11 i 1 II ► I -o CANTLEVERED BEAM DETAL I I ,- I II I - I -o . � t t F.S. OF BM. NEB TYP Mr :2 : I - 1 I ® I I 6 I I � CO ,3i 0 . DBL. STUD PER ELEV. BEND FLANGE w/ C � D „ Oc METAL STUDS MATCHINGONT. 16 "oc TRACK w/ (3) #8 SIDE OF SPLICE (12 TOTAL) CONT. TRACK BOTTOM I . ♦ -_. - W I4x22 • 0 • l p I1;I - U I `r' I ' a I cv SHEAR PER SG VERr. ( ENLARGED SMRF COL. PER PLAN � COL. SC SCHEDULE LE . taw s �_ { � .V, Ak I — (2) #10 S.M.S. TYP. ,� ti - , /, . # 10 5.M.5. EA. SIDE 11 ♦ �' EA. STUD TYP. CONT. TRACK PER ELEV. SHT. 91 EMANIMIUMICIMMI - OF SHEAR N.T. PJP SHEAR It I � I R '�A 11 11 W 8x10 s " j n x < CI x .< �t Aft � ,, COMP D � ��� ,1 0 2 2 ; 1 j ot �o '� C B I�Z1� STUD SECTION S.M.S. EA. EA. SIDE MATCHING TOP OR TO COL. FACE) rI /6" LAND N.T. N= 45 CONTIN. f. TO MATCH BEAM FLANGE THICK. NT �k ' ..� , dc lr � � r i1 y ,� • SHEAR - _ , _ _ -tea _ I IIIII I6 9 wTMP H55 � = NOTCH TOUGHNESS ELECTRODES (20 Ftlbs a STUD EA. SIDE ID S.M.S. ®12 POST R PE PLAN TYP lor W SxlO 6 b BEAM SIZE PLATE „ No. OF - 1/8 c7 A3255C BOLTS FULLY TENSIONED SHEAR PLATE TO BEAM WEB FILLET WELD SIZE (INCHES) t = j. 0 HEIGHT WIDTH THICKNESS . /1 1+ ► • r �-' • • 1 :- a 6 - 4 - 1 H 1 , I W , 'r 4 r''''l ,� w I (INCHES) (INCHES) (INCHES) r PLAN W 24x 15" 6" 3/5" 5 5/16" :J a ,0 '' i / 3/4" THK. ® Ti Es II TIT. VERT. FINS`' OF BEAM FLANGE 14x22- (� - - _ 0 - 1 ' G.1 I STEEL POST @ METAL MADER 111 =1. -0" FRAMING 1"=11-0" 3 TYP 5" 3 /6" THK. F.H. � -;��- . j i k ry t t :. mo t I . . - 'P. INETAL STUD .fl o: 1 — STIFF. SxIO I : 14 le FOR ADD N•TE5 . STEEL COL PER SEE DETAIL g FOR SIZE Q BASE PLAN FE SEE ,may '•• Q N _ COLUMN SCHEDULE 11- R ARGH'L CONC. PAVING WIRE OCCURS ARCH L. SEE ARCH L. w/ . . 4" MIN CONC. GVR TAL STUDS BEYOND / Ir _ I C T �_ .. e� - r / ...... n x x 1 3 II C i PLAN A -A I SEE ; I ` ) 1 ARGH'L'� i SLAB PER > PLAN � PLAN ; tr ( STEEL COL. PER PLAN 11/2 1/2" 44' 1 0 } FOR SIZE BASE f SEE COL. SCHED. TYP. W SxlO F.G. I Is • 1 I 0 A $ a • . ' ' 0 ' ' r.. �"ii ' : I 0 _ 0 ` I : I (4) 5/4 4 AB w/ DBL. NUTS " I I/2 MIN. DRYPACK LINE OF CONT. FTC. BEYOND _ tl f 'MIN II 'OE _ v.- © I_ - _ GMU WAL 51.1 51.1 I II WV vi I I I r1 / - I ; l I _ I I - = m / ... .- I 4 , ` / W 14x22 -� �y -r.' F LU E •" D_ Hid 'old ri.riii�i�i Via- i I I J.4 �� � / -�� � 111/�Cl / 1C/ - I r �;� • . ar.- J.4� ew. = m .� L _ / /� 7� /Il �/ /� /// �/� ! y /// //� /..lf 1 i 4 � s�� 77-271 ie = tV ry (L - Z > CI F.G. I II -- I I - --I STOP WELD I/4° ,. ,� � mow: •. , � . ,. Y'« i l' `��d,..-�. �. � a �if' 4 I—,1 r alai • �. � .I k ,"'.. r : 5 . { � * � w u !' I 3/4" — I V SHORT OF BM. , •ewa nEI • _ 'old ')4Hl II I �' r • 1 Ir 4 _ ---=,.- - — - — — 1 1/2 I FLANGE WELD TYP. _.1� �i 4 11 N.T. Ig • • _ 0 : -r l DETAIL B-13 51.1 ' SPECIAL NOTES = 0! I — I I, I I I _ I I I 1 � I. ALL CORNERS SHOULD BE ROUNDED TO MINIMIZE NOTCH EFFECTS 4 IN ADDITION, GUT EDGES SHOULD BE GROUND IN THE DIRECTION OF THE FLANGE LENGTH TO HAVE A SURFACE ROUGHNESS VALUE LESS THAN OR EQUAL TO Ipoo AS DEFINED IN ANSI /ASME B46.I. /� / I \ FRAMING NO TES FoUNDAjrION NOTES In v PAD FTC. SIZE REINF. i _ e • I • I I I) SEE SHEET 55 FOR FRAMING NOTES. I) SEE SHEET 52 FOR FOUNDATION NOTES. i t r r l I , I I � I _III= PAD FTC. PER PLAN 4 SCHED. 2. NO WELDED STUDS ARE ALLOWED FROM THE FACE OF COLUMN TO THE FAR END OF THE REDUCED BEAM SECTION. SEE PAD FTC. SGHED. TYP. MOIVENT CalsECTION 1 11= I I -o II 1 24 ERVICE YARD FOUNDATION & ROOF FRAMNG PLAN 1 1 l I /4 11 = I 1 -o 11 (�I/ IYII 7 . ` � , 11 1� ^ 11 V � COLUMN FOOTING 1 , lam, 1 - 011 S H L A S C O L A structural engineers 23682 birtcher drive lake forest, ca. 92630 (949) 770 - 9967 tel (949) 770 - 9542 fax M A J THE DRAWINGS, SPECIFICATIONS AND OTHER DOCUMENTS PREPARED BY THE ARCHITECT FOR THIS PROJECT ARE INSTRUMENTS OF THE ARCHITECT'S SERVICE FOR USE SOLELY WITH RESPECT TO THIS PROJECT AND UNLESS OTHERWISE PROVIDED, THE ARCHITECT SHALL BE DEEMED THE AUTHOR OF THESE DOCUMENTS AND SHALL RETAIN ALL COMMON LAW, STATUTORY AND OTHER RESERVED RIGHTS, INCLUDING THE COPYRIGHT. THE ARCHITECT'S DRAWINGS. SPECIFICATIONS OR OTHER DOCUMENTS SHALL NOT BE USED BY THE OWNER OR OTHERS ON OTHER PROJECTS. FOR ADDITIONS TO THIS PROJECT OR FOR COMPLETION OF THIS PROJECT BY OTHERS EXCEPT BY AGREEMENT IN WRITING BY THE ARCHITECT. ▪ ❑ PROGRESS PRINT 2- 23 -01 • PLAN CHECK - ❑ BID SET ▪ ❑ CONSTRUCTION I 5/14/0"1 n FOUNDATION F1:RMIT CORRECTIONS SHEET TITLE z 0 I- 0 I'2 I— z 0 U w Z CONSTRUCTION 17ETAILS I M_EHME JUN 8 2007 REID MIDDLETON, INC. DRAWN BY SHEET NUMBER fIJ CHECKED BY f C S8 SCALE 1/4 " =1 -0" JOB NO. 01017 OF SHEETS RESTAURANT