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HomeMy WebLinkAboutPermit M07-062 - THE CHEESECAKE FACTORYTHE CHEESECAKE FACTORY 230 STRANDER BL M07 -062 Parcel No.: 5379200241 Address: Suite No: 230 STRANDER BL TUKW Cityf Tukwila Tenant: Name: THE CHEESECAKE FACTORY Address: 230 STRANDER BL , TUKWILA WA Owner: Name: WEA SOUTHCENTER LLC Address: 11601 WILSHIRE BL , LOS ANGELES CA Contact Person: Name: DOUGLAS MIDDLETON Address: 17701 MITCHELL N , IRVINE CA 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 Contractor: Name: PHOENIX MECHANICAL CORPORATION Address: PO BOX 2033 , MANCHACA TX Contractor License No: PHOENMC937KT DESCRIPTION OF WORK: MECHANICAL FOR NEW 10,252 SF RESTAURANT Value of Mechanical: 475,000.00 Type of Fire Protection: SPRINKLERS Furnace: <100K BTU >100K BTU Floor Furnace Suspended/Wall/Floor Mounted Heater Appliance Vent Repair or Addition to Heat/Refrig /Cooling System.... Air Handling Unit <10,000 CFM >10,000 CFM Evaporator Cooler Ventilation Fan connected to single duct Ventilation System Hood and Duct Incinerator: Domestic Commercial/Industrial doc: IMC -10/06 MECHANICAL PERMIT EOUIPMENT TYPE AND OUANTITY 0 0 0 0 0 0 7 0 0 0 7 7 0 0 * *continued on next page ** M07 -062 Permit Number: Issue Date: Permit Expires On: Phone: Phone: 949 637 -1135 Phone: 512 - 291 -0785 Expiration Date: 05/30/2009 M07 -062 08/14/2007 02/10/2008 Fees Collected: $4,143.31 International Mechanical Code Edition: 2003 Boiler Compressor: 0-3 HP /100,000 BTU 0 3 -15 HP /500,000 BTU 0 15-30 HP /1,000,000 BTU.. 0 30 -50 HP /1,750,000 BTU.. 0 50+ HP /1,750,000 BTU 0 Fire Damper 0 Diffuser 0 Thermostat 7 Wood/Gas Stove 0 Water Heater 0 Emergency Generator 0 Other Mechanical Equipment 0 Printed: 08 -14 -2007 Permit Center Authorized Signature: Signature: Print Name: 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 and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this pe t does not pre ume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the pe, • ce of jfam authorized to sign and obtain this mechanical permit. Permit Number: M07 -062 Issue Date: 08/14/2007 Permit Expires On: 02/10/2008 Date: f /7 -C1 Date: 7 o 7 J 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 suspender or abandoned for a period of 180 days from the last inspection. doc: IMC - 10/06 M07 -062 Printed: 08 -14 -2007 Parcel No.: 5379200241 Address: Suite No: Tenant: 1: ** *BUILDING DEPARTMENT CONDTITONS * ** doc: Cond -10/06 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 BL TUKW THE CHEESECAKE FACTORY PERMIT CONDITIONS Permit Number: Status: Applied Date: Issue Date: M07 -062 ISSUED 03/29/2007 08/14/2007 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 mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431 - 3670). 4: 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. 5: Readily accessible access to roof mounted equipment is required. 6: Insulating materials, where exposed as installed in buildings of any type of construction, shall have a flame spread index of not more than 25 and a smoke development index of not more than 450. Where facings are installed in concealed spaces in buildings of Type III, IV, or V construction, the flame spread and smoke - developed limitations do not apply to facings, that are installed behind and in substantial contact with the unexposed surface of the ceiling, wall or floor finish. 7: 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. 8: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 9: Manufacturers installation instructions shall be available on the job site at the time of inspection. 10: Except for direct -vent appliances that obtain all combustion air directly from the outdoors; fuel -fired appliances shall not be located in, or obtain combustion air from, any of the following rooms or spaces: Sleeping rooms, bathrooms, toilet rooms, storage closets, surgical rooms. 11: Ventilation is required for all new rooms and spaces of new or existing buildings and shall be in conformance with the International Building Code and the Washington State Ventilation and Indoor Air Quality Code. 12: Water heaters shall be anchored or strapped to resist horizontal displacement due to earthquake motion. Strapping shall be at points within the upper one -third and lower one -third of the water heater's vertical dimension. A minimum distance of 4- inches shall be maintained above the controls with the strapping. 13: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the Cityof Tukwila Permit Center. 14: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206 - 431 - 3670). IS: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, M07 -062 Printed: 08 -14 -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 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. 16: ** *FIRE DEPARTMENT CONDITIONS * ** 17: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 18: H.V.A.C. units rated at greater than 2,000 cfm require auto - shutdown devices. These devices shall be separately zoned in the alarm panel and local U.L. central station supervision is required. (City Ordinance #2051) 19: H.V.A.C. systems supplying air in excess of 2,000 cubic feet per minute to enclosed spaces within buildings shall be equipped with an automatic shutoff. Automatic shutoff shall be accomplished by interrupting the power source of the air- moving equipment upon detection of smoke in the main return-air duct served by such equipment. Smoke detectors shall be labeled by an approved agency for air -duct installation and shall be installed in accordance with the manufacturer's installation instructions. (IMC 606.1, 606.2.1) 20: Remote indicator lights are required on all above ceiling smoke detectors. (City Ordinance #2051) 21: Duct smoke detectors shall be capable of being reset from a single point near the alarm panel. (City Ordinance #2051) 22: Duct detectors shall send a supervisory signal only upon activation. (City Ordinance #2051) 23: All new fire alarm systems or modifications to existing systems shall have the written approval of The Tukwila Fire Prevention Bureau. No work shall commence until a fire department permit has been obtained. (City Ordinance #2051) (IFC 104.2) 24: An electrical permit from the City of Tukwila Building Department Permit Center (206 - 431 -3670) is required for this project. 25: A Type 1 hood shall be installed at or above all commercial cooking appliances and domestic cooking appliances used for commercial purposes that produce grease vapors. Each required commercial kitchen exhaust hood and duct system required by section 610 of the International Fire Code to have a Type 1 hood shall be protected with an approved automatic fire- extinguishing system installed in accordance with this code. (IFC 610.2, IFC 904.2.1 and IFC 904.11) Automatic fire- extinguishing systems shall comply with UL 300 or other equivalent standards and shall be installed in accordance with the requirements of the listing. (NFPA 96, 10.2.3) 26: All new automatic fire-extinguishing systems and all modifications to existing automatic fire-extinguishing systems shall have fire department review and approval of drawings prior to installation or modification. 27: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2050 and #2051) 28: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 29: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575 -4407. doc: Cond - 10/06 * *continued on next page ** M07 -062 Printed: 08 -14 -2007 I hereby certify that I have read these conditions and will comply with them as outlined. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provision of any other work or local laws regulating construction or the performance of work. Signature: Print Name: doc: Cond -10/06 as 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 "/ Date: /4/- d) M07 - 062 Printed: 08 -14 -2007 ttA. (.►► r yr ► UAw ►c.f Community Developmebepartment Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 htto:/lwww.citukwilawa.us Site Address: Tenant Name: Property Owners Name: Mailing Address: Company Name: Mailing Address: aty Contact Person: Day Telephone: E-Mail Address: Fax Number. Contractor Registration Number. Expiration Date: Company Name: Mailing Address: Mailing Address: Contact Person: 4e. // I4 E-Mail Address: .. 4 /la L ,4 •" v.. ( , 4 Company Name: .5 /KQ.// li4 �COL� Contact Person: AM, Slft/t'(,d ✓ / E -Mail Address: /70, o p !!!/ — _ SE.' . G- e7Aki QAAppi;wtiafforms -Apps On t.meu•2006 - Permit Appliation.doe Revised: 94006 bb 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 Print" King Co Assessor's Tax No.: r 5 71 W Suite Number: Floor: New Tenant: ❑ .... Yes ❑ ..No City Day Telephone: Fax Number: TI • State • State Tap Day Telephone: 1/4 • 77, ..773# Fax Number. 7J4 • 1q7. 7/1 3 G 30 State Tip 77 7 .779'952 Page 1 of 6 Valuation of Project (contractor's bid Scope of Work (please provide detailed <v./ ,X _ Q AApplaemuWorms-Apphcations Oa Line13 -2006 - Permit Appliation.doe Revised: 9 bh Fadsting ding Valuation: $ Will there be new rack storage? . Yes ❑ .. No If yes, a separate permit and plan submittal will be required. PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? . • ❑ Yes ❑ No If `yes ", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: /f Sprinklers p Automatic Fire Alarm ❑ None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes y r No If "yes', attach list of materials and storage locations on a separate 8-1/2" s 11 " paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. Page 2 of 6 T \ 2 � �� ) \ 5 4 - Z. « \\ { ; A k . � 40,10 V0 m y *IA 0- • 6 + t , 1 qq i t I H j 6 t Y 6 Vi •�=. b .g � 23 72 Valuation of Project (contractor's bid Scope of Work (please provide detailed <v./ ,X _ Q AApplaemuWorms-Apphcations Oa Line13 -2006 - Permit Appliation.doe Revised: 9 bh Fadsting ding Valuation: $ Will there be new rack storage? . Yes ❑ .. No If yes, a separate permit and plan submittal will be required. PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? . • ❑ Yes ❑ No If `yes ", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: /f Sprinklers p Automatic Fire Alarm ❑ None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes y r No If "yes', attach list of materials and storage locations on a separate 8-1/2" s 11 " paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. Page 2 of 6 Scope of Work (please provide detailedormation): ease i'efer >i?ub11C 'or Bulletin 4 T foi• fees *d esPuu a Water District ❑ ...Tukwila 0... Water District f/125 ❑ ...Water Availability Provided Sewer District ❑ ...Tukwila ❑... ValVue ❑ .. Renton ❑ ...Seattle ❑ ...Sewer Use Certificate ❑ ... Sewer Availability Provided Septic System: ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. Submitted with Application (mark boxes which apply): ❑ ...Civil Plans (Maximum Paper Size - 22" z 34 ") ❑ ...Technical Information Report (Storm Drainage) ❑ .. Gcotechnical Report ❑ ...Bond ❑ .. Insurance ❑ .. Easement(s) ❑ .. Maintenance Agreement(s) Proposed Activities (mark boxes that apply): ❑ ...Right -of -way Use - Nonprofit for less than 72 hours ❑ ...Right -of -way Use - No Disturbance ❑ ...Construction/Excavation/Fill - Right -of -way Non Right -of -way ❑ ...Total Cut cubic yards ❑ ...Total Fill cubic yards ❑ ...Sanitary Side Sewer ❑ .. Abandon Septic Tank ❑ ...Cap or Remove Utilities ❑ .. Curb Cut ❑ ...Frontage Improvements ❑ .. Pavement Cut 0 ...Traffic Control ❑ .. Looped Fire Line ❑ ...Backflow Prevention - Fire Protection " Irrigation " Domestic Water " ❑ ...Permanent Water Meter Size... 2 II WO # ❑ •••Temporary Water Meter Size.. WO # ❑ ...Water Only Meter Size I 1 WO # ❑ ...Sewer Main Extension Public _ Private ❑ ...Water Main Extension Public _ Private Q:Vlppliatioes Forms-Appllatlons On Une\3 -2006 - Permit Apptiation.doe Revised: 9 -2006 bh Call before you Dig: 1- 800 - 424 -5555 ❑ .. Highline ❑ .. Right -of -way Use - Profit for less than 72 hours ❑ .. Right -of -way Use — Potential Disturbance ❑ .. Work in Flood ❑ .. Storm Drainage ❑ ...Renton ❑ ...Traffic Impact Analysis ❑...Hold Harmless — (SAO) ❑ ...Hold Harmless — (ROW) ❑ .. Grease Interceptor ❑ .. Channelization ❑ .. Trench Excavation ❑ .. Utility Undergrounding ❑...Deduct Water Meter Size FINANCE INFORMATION Fire Line Size at Property Line ❑...Water ❑..Sewer Monthly Service Billing to: Name: Mailing Address: Water Meter Refund/Billing: Name: Mailing Address: Number of Public Fire Hydrant(s) ❑ ...Sewage Treatment Day Telephone: City State Tap Day Telephone: City State Tip Page 3 of 6 vc•vawf lu.uf From: 181$614 Page: 213 Date. 400710: rfurffv: wry. "'moms fa+0wfvofv lame 111.10‘ f "'avv •_vu ?Now MCCIUNMAL CONTRACTOR INVOEMAtION Compaw Nom Man Address: ,2 - ,(4 4 � A ! IVO �, t6, pay Tolopbone' Cosset •fYt � Adds: ring'' ' 4J g - ',G ezNombar: TWA 1✓ �tp�aate: Commas Valuation of htfeebanicid work ( eonn%ctor's bid pock) l i Scope of Work (please provide domed Idiot:doe): AN Resides** New .0 Repl —.GI : New .,..er Rep o:new .-.D Egius Meader-4e oae.».ir Other 14fatte type atmcobaokel week being wstelled sod the quantify below: f ..,. r �r �;• 1 ` L ; I -,' r k y. r ' l v � � ;,! _.. r. . i v C. � C il- l.,.r+ 1 -.�.:. + a ��ti✓�' iY"!. f.�_:..n�: n +' 1 � . . w- i i 4 a ■:;T'.'.!':!'ri"I�Y�1V:'f���ii, t, �f:!':Til..� �, y � +i`i _��r, ""��,`�� '� NMI Pge4 off APR-2 03106P FROMICRO EN EKING GROU 7142416003 :919492619614 ' P.2 02.04 -07 1015 Fro-THE CHEESECAKE FACTORY 1O49261A61A T -U6 P.02/08 F -ABA PLUMS ING AND GAS PIPING CONTRACTOR INPOAMATION Conpagy Narita: Molar* Address Convect Person: Oqr Tolepboac: E Mail Address: • Fan Number: Contractor Registration Number Due: Valuation ofPhnobiag wo:>c jcontractor'a bid price): $ Veluaaina of Gas Pipinn WO* (COMMON'S bid Price): $ Scope or Work (please provide detailed iafotttioat); Building Usc (per Int Building • ode): Occupancy (Par Inc'i Building Code): • Utility Purveyor; water _ - Sewer: Indicate ndica type ofplu>arbirtg tltetiass andlor ges piping =dew being installed and the quantity blow: aro BOO 01ti;� .: \..�1''[i::l •�! �S' �,t�' <� t ��" :i i t '• •,,� 'lid °� �i:•'�:I:i �i �•�1�,7.�1 f �' 1•t,,h �. 11. 1 :. s ' •�.i.c' I t i ._____ '. - :'at.:: {...1.. . 1 4:� u . Pa_ 7 l_.L• }. �... .J. ,LH. •111......1.(.. +Ctl.,.�rri' ... . j 1 c m I�az4tJ9hawta . • v 3 a MM CeApplkationTenwitypramdam Om LIAAIX011. Po sitA>pUudondop &Mad: 14006 00 Received 02-04 -07 15:19 From - 7146416000 To -THE CHEESECAKE FACTO Page 02 Pas 3 ot6 BUILDING OWNER 0 Signature: Print Name: Mailing Address: Date Application. Accepted: f.. . r rk,, \ AUT D AG Q: Applieations\Eonns- Applications On Line\ -2006 -Permit Applicadon.doc Revised: 9 - 2006 bh 1a apJic 4v u. a y � L cl 111144 3111 i11iA A Day Telephone: e LV Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. Building and Mechanical Permit The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). Plumbing Permit The Building Official may grant one extension of time for an additional period not exceeding 180 days. The extension shall be requested in writing and justifiable cause demonstrated. Section 103.4.3 Uniform Plumbing Code (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. Date: O State Date Application Expires: q•14•01 Staff Initials: Zip Page 6 of 6 Parcel No.: 5379200241 Address: 230 STRANDER BL TUKW Suite No: Applicant: THE CHEESECAKE FACTORY Receipt No.: R07 -01699 ACCOUNT ITEM LIST: Description MECHANICAL - NONRES 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 RECEIPT Initials: BLH Payment Date: 08/14/2007 12:00 PM User ID: ADMIN Balance: $0.00 Payee: PHOENIX MECHANICAL CORPORATION TRANSACTION LIST: Type Method Description Amount Payment Check 8285 3,041.08 Account Code Current Pmts 000/322.100 3,041.08 Total: $3,041.08 Permit Number: M07 -062 Status: APPROVED Applied Date: 03/29/2007 Issue Date: Payment Amount: $3,041.08 1547 08/14 9710 TOTAL 3041.08 doc: Receiot -06 Printed: 08 -14 -2007 Parcel No.: Address: 230 STRANDER BL TUKW Suite No: Applicant: CHEESECAKE FACTORY Payee: CHEESECAKE FACTORY ACCOUNT ITEM LIST: Description doc: Receiot -06 PLAN CHECK - NONRES City 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 RECEIPT TRANSACTION LIST: Type Method Description Amount Payment Check 505639 1,102.23 Account Code Current Pmts 000/345.830 1,102.23 Total: $1,102.23 Permit Number: MOT-062 Status: PENDING Applied Date: 03/29/2007 Issue Date: Receipt No.: R07 -00460 Payment Amount: $1,102.23 Initials: BLH Payment Date: 03/29/2007 10:51 AM User ID: ADMIN Balance: $4,438.90 Printed: 03 -29 -2007 Project: Type of Inspection: Address: 1/ //4 Date Called: SpeWnstra ions: Date Wanted' 1 ' 7 - / i - - - - 7 Requester: Phone No: INSPECTION RECORD Retain a copy with permit Me PERMIT NO. CITY OF TUKWILA BUILDING DIVISION tf- 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206 )431-60 FL proved per applicable codes. El Corrections required prior to approval. Ap COMMENTS: a 70 / )1, I Date: /07 El $58.00 REINSPECTI0i FEE REWIRED. Prior to inspection, fee must be paid at 6300 Southcenterf3lvd.iSuite 100.,Cag the schedule reinspection. Receipt No.: .`..2:- " / / 4Date: project: �P C ' h e4 t!�' Type of InsDe ction:�— Address: cse � __ Date Cally 4C '' Special Instructions: Date Wanted: Ca:ni ICI I l o s7 N.,l,: Requester: Phone No: US — SS 5' `-S -i l l? INSPECTION RECORD M Retain a copy with permit r 4-66d INSP ION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION II - 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3 7 pproved per applicable codes. MMENTS: r� Corrections required prior to approval. $58.00 REINSPECTION EE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. (Receipt No.: 'Date: Pro ect T h e ; //7( (1A7z' Type o Inspection: / �, h - /f.. Addess: l / _ ) 7 //7,UCf�l• 4e__- Date Called: _ Special Instructions: Dateted: �_7� -vim,: m: • Requester: Phone No Y INSPECTION RECORD Retain a copy with perm �� 7 C��Z INSPECTI • NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION V-. 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 COMMENTS: Approved per applicable codes. Corrections required prior to approval. i $58.00 REINSPECTION REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. 'Receipt No.: 'Date: Projec3;: /n ( �lSe°A % Type of Inspection _ , /2 4>F7 `2 -/ti Address: a2 3 v _57W // /UD ? Date Called: / Special Instructions: Date Wax ted: C "Z . - O 7 rn.. Cum_ p.m. Requester: Phone No: / INSPECTION RECORD Retain a copy with permit INSPE •N NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -36 El Approved per applicable codes. I /247 - J62 Corrections required prior to approval. COMMENTS: /2 A L- 6 ,6 Inspecto � / h2 Date: / , 2 El $58.00 REINSPECTION F EE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. (Receipt No.: 'Date: Projec P�� P� ��o .� T of Ins ection: ; 7 etA- e4A/I/ 1 Address: P Date Called: Special Instructions: Date Wanted: �� � Ca',.. p.m. Requester: Phone No: c7-2 5 G — a7TT P107- 062 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION ( ! 4 ' 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431- ❑ Approved per applicable codes. El Corrections required prior to approval. COMMENTS: ,7 (/C 7Z) /)-7 (L- CIA, c ? -/ y e e'e'- £' , $58.00 REINSPECTIO!I REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. 'Receipt No.: 'Date: Project; e'�iRvsp rp'.F /c yr . Type of Ins ion: / / ``J 70/ p ‹.,‘, �P % Address: Sf�rHA -- Date Called: Special Instructions: Date Wanted: a.m. = ( -d C p.m Requester: Phone 5 CITY OF TUKWILA BUILDING' DI VISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 INSPECTION RECORD Retain a copy with permit 2 Approved per ap le codes. Corrections required prior to approval. plic u COMMENTS: A A4 0 $58.00 REINSPECTION FE REQUIRED. Prio to inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. 'Receipt No.: IDate: Plzn . -- I rut Copy t'D. STRUCTURAL. CALCULATIONS for THE CHEESCAKE FACTORY TUKWILLA, WA (07017) ARCHITECT: Architects Design Consortium, Inc. CORRECTION Mop -0 0. REVIEWED FOR CODE COMPLIANCE APPROVED JUN 21 2001 Of Tukwila BUILDING DIVISION Building Department submittal February 23, 2007 RECEIVED JUN 1 1 1007 PERMIT CENTER DESIGN LOADS: Loads07017 ROOF: METAL DECK 1.0 ROOFING 6.0 GYP. BOARD S01-1.11S 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 / P1 o t�I JOB ` 41 ,ry'r .' ENGINEER DESIGN OF- �I l� WFi-rrft SHIMAJI & LASCOLA structural engineers rs ' X f4s 01 cec 1 P9 0.1 m(00.1)( . 6 ' = 0.1 rs t 1' 1126 hV --1.1 4t•c14- arr 1,1 1g hr if n6' 6 .11 1 ,Vnl 11A ru -T - 1,5 0 2.c,1' I 111 1 4 "' - 11.2541411'1 : lal P v ■l01ii IM/g, VJa / • � � 2 = Piliat: r- 305 1111111111 pP �b iffr*F59 14(olf 216903_ 4-N2- p4 2,0,f frlitOtt Fr `k(14 = a�p� SHEET NO. DATE 10 8 2 FIGURE 7-8. Configuration of Snow Drifts on Lower Roofs If l > 600 ft, use equation . < 25 ft, use I = 251 4 — h d =4.43 1/T)-1- 10 1.5 • u 1 0 2b 40 0 80 p Ground Snow Lad (Ib/ft To convert Ibilt 2 to Idlim 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 11'2 JOB ENGINEER DESIGN OF `f-V rt -O« X71, grip Fir- a. 1 4 ©.Co• a4- - SCI.c) v. 21 -5C 1L �� 1, c�31 i at a co25 -®• (14(. cv) c ®• 11i 21 .g1z ) ( 3 `,- I) - riGo iz.oCbt- .0,-+ low = +61p e ,c, 4 tk$„ ,c&t 12 It et, c * 0.8V1 eN z u�vti lo 4 n rcA l, 1.(•r) � v SHIMAJI & LASCOLA structural engineers SHEET NO. DATE twr 4 e � � JOB ENGINEER DESIGN OF 4 PF-\ift 'Off) £ gr SHIMAJI & LASCOLA structural engineers 31-.(b-(91)( Ilk t b,(C■ (br X 1 t 1p5 = nal 1 * - .eizei.(0)(i,.b)c iziz n(k111? fi (Es (6 int? r2z 11 11L- SHEET NO. DATE ad O i11: r JOB ENGINEER DESIGN OF limmr ‘1.0e 2�, 4 2 p. (P c.) X 1C z 'i 2.coweyw50,3 afr SHIMAJI & LASCOLA structural engineers o SHEET NO. DATE 4ttc acs 1C� rt� crorwit rr‘59r -- r n I II II II II 1 1 -IL.. L JL- - IL - - JL - - II II if II II l - - II 11 — — __ _ II 11 I, 1 I f 1 11 I r ;./1((t: �= b(Z -tF v 1- zeo 1 1% 1+ --- t f 1 2 1 , % - 4o -180t , - II I P i u- .+ — A- — J 0_ 11 I II I I 1 I II o II I It Nr P n 0 (§) II I II j1 I II 0 II F II N il l I 1 1 -k -k -- aa 1 11 17 II I II 11 I II I II I it II II II — _11_ — JL_ — _ii__ i i II a II I� 11 r II - T" - 11 II II II 11 1I - lr - 11 — I 11 11 II ., II Icy' 3' t Shima & Lascola, Inc. structural engineers 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, Tower Roof Hip Beam General Information Steel Section : TS6X4X1 /4 Center Span 10.00 ft Left Cant. 0.00 ft Right Cant 3.00 ft Lu : Unbraced Length 0.00 ft Trapezoidal Loads I #1 DL @ Left DL @ Right Summary Shear fv : Shear Stress fv /Fv Max. M + Max. M - Max. M @Left Max. M @ Right Shear @ Left 1.55 k Shear © Right 1.07 k Center Defl. - 0.090 in Left Cant Defl 0.000 in Right Cant Defi 0.082 in ...Query Defl @ 0.000 ft Reaction @ Left 1.55 Reaction @ Rt 1.26 Fa calc'd Eq. E2 -1, KCUr < Cc Depth Width Thickness Area 0.200 Maximum 3.24 k -ft 6.000 in 4.000in 0.250 In 4.59 in2 LL © Left LL @ 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 Moment 3.240 k -ft fb : Bending Stress 5.278 ksi fb / Fb 0.174 :1 1.551 k 0.517 ksi 0.028 :1 DL Only 1.69 -0.14 -0.046 0.000 0.041 0.000 0.81 0.70 Scope : Steel Beam Design Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Pinned - Pinned Bm Wt. Added to Loads LL & ST Act Together 0.200 -0.14 -0.14 0.81 1.55 0.58 1.07 Weight I -xx I -yy S-xx S-yy -0.090 0.000 0.082 0.000 Title : Dsgnr: Description : ST © Left ST @ Right Allowable 18.638 k -ft 30.360 ksi 27.600 k 18.400 ksi LL LL +ST Cal Center C0) Center 3.24 -0.14 -0.090 0.000 0.082 Force & Stress Summary I cc- These columns are Dead + Live Load placed as noted -» 1.55 1.18 Fy 46.00 ksi Load Duration Factor 1.00 Elastic Modulus 29,000.0 ksi 0.000 0.000 1.55 1.18 15.59 #/ft 22.10 in4 11.70 in4 7.367 in3 5.850 in3 Job # Date: 9:53AM, 8 APR 05 k/ft Start ft k/ft End 13.000 ft Beam OK Static Load Case Governs Stress Max. Deflection Length/DL Defi Length/(DL +LL Defl) LL LL +ST Caa Cants Cain Cants 1.65 -0.21 -0.21 0.80 0.59 -0.045 0.000 0.039 0.80 0.77 r -xx r -yy k -ft k -ft k -ft k -ft k -0.045 in 0.000 in 0.039 In 0.000 in 0.80 k 0.77 k 2.194 In 1.597 in -0.090 in 1,755.8 :1 882.6 : 1 Pe r Section Properties TS6X4X1 /4 I Vil RAM Floor Type: HighRoof RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC r - I t L ti - L r r tr -1 - 4 I- I- 4 1- r r - r r L L L 1 - - 4 I - 1 - 4 I- T r L 1 L 3 1 II II II •t r II I L - 1 t 4 Y 1 4 02/26/07 11:32:51 Steel Code: ASD 9th Ed. ti L J. 4 - - -I - RAM Floor Type: HighRoof _ RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC JJJ L d -1 -I -I - 4- I- -I- $_ F- I Y I -3 - f I- r- r L I- r rr 1L 4 I- 1 '1 7 T 4 1 - r 02/26/07 11:32:51 Steel Code: ASD 9th Ed. y 1 L J. r i !_ ! ! ! RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Floor Type: HighRoof r Floor Map -1 - 1- I r Y I -1 - Y 1- H 4 I- r r r L L 1- 4 I- r �r 11 II -1 1 4 - 1 4 - 02/26/07 11:32:51 Steel Code: ASD 9th Ed. 1 J L J. r - ■ . . . Decks: Map RAM Steel v10.0 Page 2/2 The Cheesecake Factory, Tukwila, WA DataBase: 07017a 02/26/07 11:32:51 Building Code: IBC Steel Code: ASD 9th Ed. Deck Type Orientation Noncomposite 0.00 degrees RAM Floor Type: HighRoof RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC L r L I- L L C Floor Ma 1L 4 I- r - r r 1 J 'E 1 - 4 02/26/07 11:32:51 Steel Code: ASD 9th Ed. Y Y Y L J- r pia I 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 Page 2/2 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 RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC 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 1 0.000 0.164 13.333 0.164 2 0.000 0.012 13.333 0.012 SHEAR: Max V (DL +LL) = 5.15 kips fv = 2.74 ksi Fy = 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) Moment hp-ft 27.5 27.5 LL 0.131 0.131 0.000 0.000 at at at urravity twain uesigii Red% Type NonR NonR Lb Cb ft ft 6.7 0.0 6.7 0.0 Left Right 2.79 2.79 2.35 2.35 5.15 5.15 6.67 ft = 6.67 ft = 6.67 ft = -0.257 -0.222 -0.479 L/D = L/D = L/D = �1 02/26/07 11:32:51 Steel Code: ASD 9th Ed Tension Flange Compr Flange fb Fb fb Fb 1.00 30.26 32.83 30.26 32.83 1.00 30.26 32.83 622 722 334 Floor Type: Roof 159., RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC 116 138 142 136 147 146 145 143 124 1441 r I I I I I -I 1 -1 I I I I N CO v 58 in 139 137 141 135 16e 133 131 127 126 125 r Floor Map W 0) 11 111 40 62 41 134 132 128 12g 130 12 M 02/26/07 11:32:51 Steel Code: ASD 9th Ed. 5 m 32 RAM Floor Type: Roof RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC II W14)Q2 X12• II 11 W14)22 X11 I I 1 II II W14)Q2 =1 -1 I I 1 _IJJ -4 -I i W14)(22 1 I 1 I I I I I 1 I 1 1 W14)22 c1 -1/4" 1 I � I I I I I I W16)Q6 X1' 1 I ' W16)26 1 1 I W16)26 I I 1 W16,26 1 1 I I I I I I J W18)(35 c1 I r CO I I I I H 1 1 I I I I I I N X N W L L f I- O co W18)35 W14)22 W14)Q2 cF1" W14)22 cF1" W14)Q2 m1 -1/4 " W14)22 cF1 -1/4" W14)22 cF1 -1/4" r W14x22c= 1-1/4" W14)22 c=1" W14)(22 c1• c c W18)Ci5 1 W164Q6 r Floor Map 1A24 62 W1R)Ci5 N 4" X N II - I 11 11 If) W21x60 X12" W21 x14 X 12" W21).44 W2 1x44 c414 W21k14 m3/4" V121)44 0=3/4" V.21)14 c 3/4" W21,44 " W21x44c =1" W21)44 c=3/4" W24,55 X12" O X CO J 4 CO 02/26/07 11:32:51 Steel Code: ASD 9th Ed. J 1 1 L J 4- - 1 T - t r 11 RAM Floor Type: Roof RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA Data Base: 07017a Building Code: IBC • • i •1..1 . . F. • , 1 r ...I —1—i '-'• — ,-,'! ——--- -- - — — i 1 1 I III , 1 1 1 II I 1 • • • I 7 I I 1 .4 • 1 I --! 1 1 I 1 — 1 1 1 1 - 4 - La L • • .1 — 1. I . • • • i• . 4 • • •; " • • I —— . - —;-- . it 1 1 1 1 J L J -4 — • 1 02/26/07 11:32:51 Steel Code: ASD 9th Ed. —t— • • • . ! • ! ! t • ! 1 ! ! . ! Floor Map Page 2/2 Deck Type Orientation Noncomposite 0.00 degrees Noncomposite 90.00 degrees 02/26/07 11:32:51 Steel Code: ASD 9th Ed. RAM INTERNAW NAI 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. ksj RAM Surface Loads Line Loads Ll L2 L3 L4 Point Loads P1 P2 P3 P4 P5 P6 P7 P10 t Z.. E_ _ _ - _ ! ! ! ! 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 Page 2/2 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 ■ RAM RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Gravity Beam Design 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 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 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 - 122 SPAN INFORMATION (ft): I -End (0.00,17.00) J -End (34.50,17.00) Beam Size (Optimum) = W18X35 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% 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 Fy = 50.0 ksi Page 2 02/26/07 11:32 Steel Code: ASD 9th SHEAR Max V (DL +LL) -16.84 kips fv - 4.08 ksi Fv -19.67 ksi MOMENTS: SHEAR: Max V (DL +LL) -13.86 kips fv - 2.74 ksi Fv -19.13 ksi Span Cond Moment Q Lb Cb Tension Flange Compr Flange MOMENTS: kip-ft ft ft fb Fb fb Fb Span Cond Moment ® Ib Cb Tension Flange Compr Flani 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 F 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 33.0 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 1220 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 L/D = 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 Floor Type: Roof Beam Number - 124 SPAN INFORMATION (ft): I -End (0.00,24.92) 3 -End (34.50,24.92) Beam Size (Optimum) = W16X26 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 SHEAR: Max V (DL +LL) -11.52 kips fv - 3.07 101 Fv -17.89 ksi MOMENTS: Span Cond Moment @ Lb Cb Tension Flange kip-ft ft ft fb Fb Center Max + 90.8 16.0 0.0 1.00 28.37 33.00 Controlling 90.8 16.0 0.0 1.00 28.37 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) at at at Gravity Beam Design Left Right 7.03 5.37 4.49 2.92 11.52 8.28 16.73 ft = 16.73 ft = 16.73 ft = -1.448 -0.709 -1.157 02/26/07 11:32:51 Steel Code: ASD 9th Ed. Fy = 50.0 ksi L/D = 286 UD = 584 L/D = 358 Page 3/78 Compr Flange fb Fb 28.37 33.00 RAM NIE 9WilN4 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 Total Beam Length (ft) = 34.50 POINT LOADS (kips): Dist DL RedLL 7.000 2.50 16.000 2.50 5.000 0.00 0.00 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 34.500 0.026 0.000 SHEAR: Max V (DL +LL) - 11.24 kips fv - 3.00 ksi Fv - 17.89 ks1 MOMENTS: Span Cond Moment @ kip-ft ft Center Max + 88.4 16.0 Controlling 88.4 16.0 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 6.88 4.36 11.24 NonR Lb Cb ft 0.0 1.00 0.0 1.00 Right 5.21 2.79 8.00 16.73 ft = 16.73 ft = 16.73 ft = Fy = 50.0 ksi Red% NonRLL StorLL Red% RoofLL Red% 0.0 221 0.00 0.0 0.00 0.0 -1.415 -0.683 -1.098 Tension Flange fb Fb 27.62 33.00 27.62 33.00 UD = L/D = UD = Page 4 02/26/07 11:32 Steel Code: ASD 9th 293 606 377 Compr Flan' fb I 27.62 33.( 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 DL 0.180 0.180 0.026 0.026 SHEAR: Max V (DL +LL) -11.47 kips fv - 3.06 ksi Fv -17.89 Its' MOMENTS: Span Cond Center Max + Controlling REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: (Camber -1) Dead load (in) Live load (in) Net Total load (in) Fy = 50.0 ksi Red% NonRLL StorLL Red% RoofLL Red% 0.0 2.21 0.00 0.0 0.00 0.0 Gravity Beam Design IL Red% Type 0.144 - NonR 0.144 0.000 - NonR 0.000 Moment @ Lb Co 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 at at at Left 7.10 4.37 11.47 16.56 ft = 16.56 ft = 16.56 ft = Right 5.00 2.80 7.80 -1.368 -0.684 -1.052 L/D L/D = LID = Page 5/78 02/26/07 11:32:51 Steel Code: ASD 9th Ed. Compr Flange fb Fb 27.01 33.00 �ro Center Max + Controlling REACTIONS (kips): 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 Total Beam Length (ft) = 34.50 POINT LOADS (kips): Dist DL RedLL 6.000 2.50 14.000 2.50 22.000 0.40 5.000 0.00 0.00 LINE LOADS (k/ft): Load Dist DL IL 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 DL reaction Max +LL reaction Max +total reaction 303 DEFLECTIONS: (Camber -1) 606 Dead load (in) 394 Live load (in) Net Total load (in) MOMENTS: Span Cond Moment kip-ft 88.4 88.4 RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC 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 at at at ® Lb ft 14.0 14.0 ft 0.0 0.0 Left Right 7.24 5.25 4.36 2.79 11.60 8.04 16.73 ft = 16.73 ft = 16.73 ft = 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 = L/D = L/D = Page 02/26/07 11:37 Steel Code: ASD 9th 290 606 373 Compr Flani fb F 27.61 33.0 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 SHEAR: Max V (DL +LL) -10.47 kips fv = 3.49 ksi Fv 18.96101 MOMENTS: Span Cond Center Max + Controlling REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: (Camber - 1 -1/4) 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 Moment kip-ft 75.9 75.9 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 @ Lb Cb Tension Flange ft ft fb Fb 14.2 0.0 1.00 31.42 33.00 14.2 0.0 1.00 31.42 33.00 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 02/26/07 11:32:51 Steel Code: ASD 9th Ed. Fy = 50.0 ksi LID = 229 L/D = 401 L/D = 260 Page 7/78 Compr Flange fb Fb 31.42 33.00 2.807 9.510 16.177 22.843 27.224 RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC 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 POINT LOADS (kips): Dist DL RedLL Red% NonRLL LINE LOADS (k/ft): Load Dist 1 0.000 31.604 2 0.000 31.604 3 0.000 31.604 SHEAR: Max V (DL +LL) - 28.24 klps fv - 357 ksi Fv - 20.00 ks1 MOMENTS: Span Cond Moment Qa kip-ft ft 209.5 16.2 209.5 16.2 Center Max + Controlling REACTIONS (kips): 6.40 0.00 6.41 0.00 3.76 0.00 2.76 0.00 2.50 0.00 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 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 IL Red% Type 0.207 - NonR 0.207 0.007 - NonR 0.007 0.000 - NonR 0.000 at at at Gravity Beam Design Left 14.18 14.06 28.24 Fy = 50.0 ksi Lb Cb Tension Flange ft fb Fb 6.7 1.06 26.61 30.00 6.7 1.06 - - 15.49 ft = 15.80 ft = 15.80 ft = Right 9.50 15.30 24.80 -0.588 -0.725 -1.313 L/D = I'D = L/D = Page 8 02/26/07 11:32 Steel Code: ASD 9th 645 523 289 Compr Flan fb 1 26.61 29! 26.61 29.4 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 6.000 0.010 0.000 SHEAR: Max V (DL +LL) - 051 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 NonR fv - 038 ksi Fv - 20.00 ksi ® Lb Cb ft ft 3.0 0.0 1.00 3.0 0.0 1.00 Left Right 0.30 0.30 0.22 0.22 0.51 0.51 at 3.00 ft = at 3.00 ft = at 3.00 ft = -0.003 -0.002 -0.006 Tension Flange fb Fb 1.19 32.70 1.19 32.70 02/26/07 11:32:51 Steel Code: ASD 9th Ed. Fy = 50.0 ksi L/D = 22116 L/D = 30751 L/D = 12864 Page 9/78 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 DL 0.084 0.084 0.035 0.035 0.090 0.090 0.022 0.022 Gravity Beam Design IL Red% Type 0.067 - NonR 0.067 0.028 - NonR 0.028 0.072 - NonR 0.072 0.000 - NonR 0.000 SHEAR: Max V (DL +LL) -1055 kips fv - 352 ksi Fv -18.96 ksi MOMENTS: Span Cond Moment ® Lb Cb kip-ft ft ft Center Max + 79.7 15.2 0.0 Controlling 79.7 15.2 0.0 REACTIONS (kips): 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 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 02/26/07 11:32 Steel Code: ASD 9th Fy = 50.0 ksi Tension Flange fb Fb 1.00 33.00 33.00 1.00 33.00 33.00 IJD = L/D = L/D = 207 411 275 Page 10 Compr Flani fb F 33.00 33.0 RAM 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 Center Controlling REACTIONS (kips): DL 0.167 0.167 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 Left 6.41 4.20 10.60 Floor Type: Roof Beam Number -136 Gravity Design IL Red% Type 0.134 - NonR 0.134 0.000 - NonR 0.000 16.91 ft = 16.91 ft = 16.91 ft = J -End (34.50,67.48) SPAN INFORMATION (ft): I -End (0.00,67.48) 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 SHEAR: Max V (DL +LL) -10.60 kips fv - 3.54 ksi Fv -18.96 ksi MOMENTS: Span Cond Moment Q Lb kip-ft ft ft Max + 77.9 15.1 0.0 77.9 15.1 0.0 Right 5.02 2.63 7.65 Cb Tension Flange tb Fb 1.00 32.23 33.00 1.00 32.23 33.00 -1.958 -0.979 -1.436 UD = UD = L/D = Page 11/78 02/26/07 11:32:51 Steel Code: ASD 9th Ed. Fy - 50.0 ksi 211 423 288 Compr Flange tb Fb 32.23 33.00 rig 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 20.000 0.70 24.000 0.70 5.000 0.00 0.00 0.0 LINE LOADS (k/ft): Load Dist DL 1 0.000 0.167 34.500 0.167 2 0.000 0.022 34.500 0.022 DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: (Camber -1) Dead load (in) Live load (in) Net Total load (in) Beam Number -142 I -End ( -0.00,74.15) J -End (34.50,74.15) = W14X22 = 34.50 Fy = 50.0 ksi Red% NonRLL StorLL Red% RoofLL Red% LL 0.133 0.133 0.000 0.000 at at at Gravity Beam Design 2.21 0.00 0.0 0.00 0.0 Red% Type - NonR - NonR SHEAR: Max V (DL +LL) - 7.95 kips fv - 2.65 ksi Fv -18.96 ksl MOMENTS: Span Cond Moment Q Lb kip-ft ft ft Center Max + 62.2 17.8 0.0 Controlling 62.2 17.8 0.0 REACTIONS (kips): Left Right 3.76 4.15 4.19 2.62 7.95 6.77 17.60 ft = 17.25 ft = 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 UD = UD = UD = 02/26/07 11:32 Steel Code: ASD 9th 305 424 310 Page 12 Compr Flani fb F 25.76 33.0 RAM RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Gravity Beam Design 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 02/26/07 11:32:51 Steel Code: ASD 9th Ed. Fy = 50.0 ksi Page 13/78 RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Gravity Beam Design 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 Page 14 02/26/07 11:32 Steel Code: ASD 9th 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 19.500 0.02 LINE LOADS (k/ft): LINE LOADS (k/ft): Load Dist DL LL Red% Type Load Dist DL LL Red% Type 1 0.000 0.138 0.110 - NonR 1 0.000 0.000 0.276 - NonR 34.500 0.138 0.110 34.500 0.000 0.276 2 0.000 0.022 0.000 - NonR 2 0.000 0.110 0.088 - NonR 34.500 0.022 0.000 34.500 0.110 0.088 SHEAR: Max V (DL +LL) - 6.56 kips fv - 2.19 ksi Fv -18.96 ksi 3 0.000 0.035 0.000 - NonR 34.500 0.035 0.000 MOMENTS: Span Cond Moment ® Lb Cb Tension Flange Compr Flange SHEAR: Max V (DL +LL) - 8.78 kips fv -1.74 ksi Fv -19.13 ksi kip-ft ft ft fb Fb lb Fb MOMENTS: Center Max + 46.0 16.1 0.0 1.00 19.03 33.00 19.03 33.00 Span Cond Moment ® Lb Cb Tension Flange Compr Flang Controlling 46.0 16.1 0.0 1.00 19.03 33.00 - - kip-ft ft ft fb Fb fb F REACTIONS (kips): Center Max + 75.8 17.3 0.0 1.00 15.79 33.00 15.79 33.0 Left Right Controlling 75.8 17.3 0.0 1.00 15.79 33.00 DL reaction 2.76 2.76 REACTIONS (kips): Max +LL reaction 3.80 2.23 Left Right Max +total reaction 6.56 4.99 DL reaction 2.50 2.51 DEFLECTIONS: (Camber -12) Max +LL reaction 6.27 6.27 Dead load (in) at 17.25 ft = -0.885 LID = 468 Max +total reaction 8.78 8.78 Live load (in) at 16.91 ft = -0.851 L/D = 487 DEFLECTIONS: Net Total load (in) at 16.91 ft = -1.235 L/D = 335 Dead load (in) at 17.25 ft = -0.314 L/D = 1320 Live load (in) at 17.25 ft = -0.784 L/D = 528 Net Total load (in) at 17.25 ft = -1.097 L/D = 377 Fil RAM ME A�WSI�MI RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Gravity Beam Deign 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 Red% Type 1 0.000 0.010 0.000 - NonR 7.171 0.010 0.000 SHEAR: Max V (DL +LL) = 035 kips fv = 0.26 ksi Fv = 20.00 ksi MOMENTS: Span Cond Moment kip-ft ft Center Max + 0.9 4.4 Controlling 0.9 4.4 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 ft 4.4 4.4 Left Right 0.15 0.22 0.08 0.13 0.24 0.35 3.77 ft = 3.80 ft = 3.80 ft = Cb Tension Flange fb Fb 1.75 1.44 30.00 1.75 1.44 30.00 -0.005 -0.003 -0.008 02/26/07 11:32:51 Steel Code: ASD 9th Ed. Fy = 50.0 ksi L/D = 17762 L/D = 28649 L/D = 10964 Page 15/78 Compr Flange fb Fb 1.44 30.00 RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Gravity Beam Design 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 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 ksl MOMENTS: Span Cond Moment ® Lb kip-ft ft ft Controlling 0.0 2.3 4.4 REACTIONS (kips): DL reaction Max 4-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 = Fv = 20.00 ksi Cb 1.00 -0.000 0.000 -0.000 Tension Flange fb Fb 02/26/07 11:3: Steel Code: ASD 9th Fy = 50.0 ksi Page It Compr FlanI fb F 0.04 28.7 RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Gravity Beam Design Left Right DL reaction 3.70 20.61 Max +LL reaction 3.08 19.72 Max +total reaction 6.78 40.33 DEFLECTIONS: Dead load (in) at 9.42 ft = -0.013 L/D = 15584 Live load (in) at 9.50 ft = -0.011 IJD = 17970 Net Total load (in) at 9.50 ft = -0.024 L/D = 8347 Page 17/78 02/26/07 11:32:51 Steel Code: ASD 9th Ed. Floor Type: Roof Beam Number = 9 SPAN INFORMATION (ft): I -End (19.50,8937) J -End (3632,8957) Beam Size (User Selected) = W30X99 Fy = 50.0 ksi Total Beam Length (ft) = 16.82 POINT LOADS (kips): Dist DL RedLL Red% NonRIL StorLL Red% RoofLL Red% 15.000 21.59 0.00 0.0 21.08 0.00 0.0 0.00 0.0 1.375 0.00 0.00 0.0 0.07 0.00 0.0 0.00 0.0 15.000 0.00 0.00 0.0 0.07 0.00 0.0 0.00 0.0 15.000 0.00 0.00 0.0 0.07 0.00 0.0 0.00 0.0 LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 15.000 0.000 0.207 - NonR 16.823 0.000 0.207 2 0.000 0.000 0.207 - NonR 1.375 0.000 0.207 3 0.000 0.008 0.007 - NonR 16.823 0.008 0.007 4 0.000 0.055 0.044 - NonR 16.823 0.055 0.044 5 0.000 0.099 0.000 - NonR 16.823 0.099 0.000 SHEAR: Max V (DL +LL) - 4033 kips fv = 2.73 ksi Fv -19.70 ksi MOMENTS: Span Cond Moment ® Lb Cb Tension Flange Compr Flange kip-ft ft ft fb Fb fb Fb Center Max + 72.8 15.0 0.0 1.00 3.25 33.00 3.25 33.00 Controlling 72.8 15.0 0.0 1.00 3.25 33.00 - - REACTIONS (kips): MM 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 Fy = 50.0 ksi Total Beam Length (ft) = 5.36 LINE LOADS (k/ft): Load Dist DL IL 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 Cb Tension Flange Compr Flang kip-ft ft ft fb Fb fb F Controlling 0.0 2.7 5.4 1.00 - - 0.06 26.4 REACTIONS (kips): Left Right DL reaction 0.03 0.03 Max +total reaction 0.03 0.03 DEFLECTIONS: Dead load (in) at 2.68 ft - -0.000 Live load (in) at 2.68 ft = 0.000 Net Total load (in) at 2.68 ft = -0.000 Page 1E 02/26/07 11:3; Steel Code: ASD 9th RAM 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 12.542 2.31 0.00 LINE LOADS (k/ft): Load Dist 1 0.000 23.937 2 0.000 23.937 3 0.000 23.937 4 0.000 23.937 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 0.067 0.067 0.008 0.008 0.022 0.022 Gravity Beam Design Red% NonRLL StorLL Red% RoofLL Red% 0.0 3.73 0.00 0.0 0.00 0.0 LL Red% Type 0207 - NonR 0.207 0.054 - NonR 0.054 0.007 - NonR 0.007 0.000 - NonR 0.000 SHEAR: Max V (DL +LL) = 7.53 kips fv - 251 ksi Fv -18.96 ksi MOMENTS: Span Cond Moment @ Lb kip-ft ft ft 62.1 12.5 0.0 62.1 12.5 0.0 Left Right 2.26 2.37 4.97 5.15 7.24 7.53 at 12.09 ft = at 12.09 ft = at 12.09 ft = Cb Tension Flange fb Fb 1.00 25.69 33.00 1.00 25.69 33.00 -0.322 -0.660 -0.982 02/26/07 11:32:51 Steel Code: ASD 9th Ed. Fy = 50.0 ksi L/D = LSD = UD = 893 435 293 Page 19/78 Compr Flange tb Fb 25.69 33.00 RAM RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Gravity Beajn Design 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): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL 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 7260 0.014 0.000 SHEAR: Max V (DL +LL) -16.97 kips fv - 7.41 ksi Fv -18.76 ksi MOMENTS: Span Cond Moment Lb kip-ft ft ft Center Max + 32.2 5.4 5.4 Controlling 32.2 5.4 5.4 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 2.31 6.43 3.73 10.54 6.03 16.97 4.03 ft = 4.03 ft = 4.03 ft = Cb Tension Flange fb Fb 1.75 25.90 30.00 1.75 - - -0.034 -0.055 -0.089 02/26/07 11:3: Steel Code: ASD 9th Fy = 50.0 ksi Red% 0.0 0.0 L/D = 2576 L!D = 1575 L/D = 977 Page 2( Compr FlanI fb F 25.90 29.0 25.90 29.0 RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC 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 Page 21/78 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 - 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 02/26/07 11:3: Steel Code: ASD 9th Fy = 50.0 ksi Page 2: 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 0.29 0.00 0.0 0.18 0.00 0.0 0.00 0.0 6.021 4.14 0.00 0.0 2.67 0.00 0.0 0.00 0.0 11.396 0.03 6.021 5.37 0.00 0.0 2.92 0.00 0.0 0.00 0.0 LINE LOADS (k/ft): 13.167 4.01 0.00 0.0 2.60 0.00 0.0 0.00 0.0 Load Dist DL LL Red% Type 13.167 5.21 0.00 0.0 2.79 0.00 0.0 0.00 0.0 1 0.000 0.000 0.276 - NonR 20.365 4.81 0.00 0.0 2.60 0.00 0.0 0.00 0.0 36.188 0.000 0.276 20.365 5.00 0.00 0.0 2.80 0.00 0.0 0.00 0.0 2 0.000 0.024 0.019 - NonR 27.536 4.78 0.00 0.0 2.55 0.00 0.0 0.00 0.0 6.000 0.024 0.019 27.536 5.25 0.00 0.0 2.79 0.00 0.0 0.00 0.0 3 6.000 0.099 0.079 - NonR LINE LOADS (k/ft): 36.188 0.099 0.079 Load Dist DL LL Red% Type 4 0.000 0.067 0.054 - NonR 1 0.000 0.062 0.000 - NonR 36.188 0.067 0.054 33.104 0.062 0.000 5 0.000 0.035 0.000 - NonR SHEAR: Max V (DL +LL) - 31.73 kips fv = 3.11 ksi Fv - 20.00 Jul 36.188 0.035 0.000 SHEAR: Max V (DL +LL) -11.05 kips fv - 2.19 ksl Fv - 19.13 ksi MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Compr Flani MOMENTS: kip-ft ft ft fb Fb fb F Span Cond Moment ® Lb Cb Tension Flange Compr Flange Center Max + 289.9 14.6 7.2 1.00 26.36 30.00 26.36 29.1 kip-ft ft ft tb Fb fb Fb Controlling 289.9 14.7 7.2 1.00 - - 26.36 29.1 Center Max + 100.2 18.1 0.0 1.00 20.87 33.00 20.87 33.00 REACTIONS (kips): Controlling 100.2 18.1 0.0 1.00 20.87 33.00 - - Left Right REACTIONS (kips): DL reaction 19.82 20.81 Left Right Max +LL reaction 10.79 10.92 DL reaction 3.48 3.66 Max +total reaction 30.62 31.73 Max +LL reaction 7.22 7.40 DEFLECTIONS: (Camber - 1/2) Max +total reaction 10.70 11.05 Dead load (in) at 16.55 ft = -0.834 L/D = 476 DEFLECTIONS: Live load (in) at 16.55 ft = -0.450 L/D = 883 Dead load (in) at 18.09 ft = -0.530 L/D = 819 Net Total load (in) at 16.55 ft = -0.784 L/D = 507 Live load (in) at 18.09 ft = -1.066 L/D = 407 Net Total load (in) at 18.09 ft = -1.597 L/D = 272 C ■ I LIM 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 DL IL Red% 1 0.000 0.099 0.079 - 6.000 0.099 0.079 2 0.000 0.010 0.000 6.000 0.010 0.000 SHEAR: Max V (DL +LL) - 0.56 kips fv - 0.42 ksi 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) I -End (34.50,18.90) J -End (40.50,18.90) = W8X10 = 6.00 at at at Gravity Beam Deiig11 @ Ib ft ft 3.0 0.0 3.0 0.0 Type NonR Left Right 0.33 0.33 0.24 0.24 0.56 0.56 3.00 ft = 3.00 ft = 3.00 ft = NonR Fv =20.00ksi Cb 1.00 1.00 -0.004 -0.003 -0.006 Tension Flange fb Fb 1.30 32.70 1.30 32.70 Page 23/78 02/26/07 11:32:51 Steel Code: ASD 9th Ed. Fy = 50.0 ksi L/D = 20227 UD = 27857 UD = 11718 Compr Flange fb Fb 1.30 32.70 9n 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) = W 14X22 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 SHEAR: Max V (DL +LL) = 6.81 kips fv = 2.27 ;cal Fv -18.96 ksi MOMENTS: Span Cond Moment (a3 Lb kip-ft ft ft Center Max + 59.8 18.0 0.0 Controlling 59.8 18.0 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) Red% NonRLL StorLL Red% RoofLL Red% 0.0 0.06 0.00 0.0 0.00 0.0 LL 0.071 0.071 0.060 - NonR 0.060 0.079 - NonR 0.079 0.000 - NonR 0.000 at at at G ravity Beam Design Red% Left 4.14 2.67 6.81 18.09 ft = 18.09 ft = 18.09 ft = Type NonR Right 3.85 2.73 6.57 Cb Tension Flange fb Fb 1.00 24.76 33.00 1.00 24.76 33.00 -1.442 -1.007 -1.449 Fy = 50.0 ksi IJD = UD = L/D = 301 431 300 Page 24 02/26/07 11:3: Steel Code: ASD 9th Compr Flan; fb 1 24.76 33.1 a RAM 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) .1 -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 1 0.000 0.179 36.188 0.179 2 0.000 0.022 36.188 0.022 IL Red% Type 0.143 - NonR 0.143 0.000 - NonR 0.000 SHEAR: Max V (DL +LL) - 6.61 kips fv = 2.20 ksi Fv =18.96 ksi MOMENTS: Span Cond Moment @ Lb Cb kip-ft ft ft Center Max + 57.0 18.0 0.0 1.00 Controlling 57.0 18.0 0.0 1.00 REACTIONS (kips): Left Right DL reaction 4.01 3.68 Max +LL reaction 2.60 2.60 Max +total reaction 6.61 6.27 DEFLECTIONS: (Camber -1) Dead load (in) at 18.09 ft = Live load (in) at 18.09 ft = Net Total load (in) at 18.09 ft = -L376 -0.959 -1.335 Tension Flange fb Fb 23.61 33.00 23.61 33.00 L/D = UD = UD = Page 25/78 02/26/07 11:32:51 Steel Code: ASD 9th Ed. Fy = 50.0 ksi Compr Flange ft) Fb 23.61 33.00 RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Floor Type: Roof Beam Number -126 SPAN INFORMATION (ft): I -End (34.50,39.26) .1-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 IL 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 SHEAR: Max V (DL +LL) - 7.41 kips fv - 2.47 ksi MOMENTS: Span Cond Moment Q kip-ft ft Center Max + 62.8 17.1 Controlling 62.8 17.1 REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction 316 DEFLECTIONS: (Camber - 1 -1/4) 453 Dead load (in) at 325 Live load (in) at Net Total load (in) at Gravity Beam Design Left 4.81 2.60 7.41 Lb ft 0.0 0.0 17.73 ft = 17.91 ft = 17.91 ft = Fv -18.96 ksi Right 3.99 2.60 6.59 Cb 1.00 1.00 -1.621 -0.961 -1.331 Tension Flange fb Fb 25.99 33.00 25.99 33.00 Fy = 50.0 ksi UD = UD = L/D = 02/26/07 11:32 Steel Code: ASD 9th 268 452 326 Page 26 Compr Flang fb F 25.99 33.0 DL 0.070 0.070 0.090 0.090 0.090 0.090 0.022 0.022 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 RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC LL 0.056 0.056 0.072 0.072 0.072 0.072 0.000 0.000 Red% SHEAR: Max V (DL +LL) - 7.33 kips fv - 2.45 ksi Fv -18.96 ksi MOMENTS: Span Cond Moment ® Lb Cb kip-ft ft ft Center Max + 62.8 17.1 0.0 1.00 Controlling 62.8 17.1 0.0 1.00 REACTIONS (kips): Left Right DL reaction 4.78 3.99 Max +LL reaction 2.55 2.60 Max +total reaction 7.33 6.58 DEFLECTIONS: (Camber - 1-1/4) Dead load (in) at 17.73 ft = Live load (in) at 17.91 ft = Net Total load (in) at 17.91 ft = Gravity Beam Design Floor Type: Roof Beam Number -127 SPAN INFORMATION (ft): I -End (3450,46.43) 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 Red% RoofLL 6.000 0.10 0.00 0.0 0.05 0.00 0.0 0.00 0.0 3.000 0.40 10.000 1.10 Type NonR NonR NonR NonR -1.624 -0.959 -1.333 Tension Flange fb Fb 26.00 33.00 26.00 33.00 Page 27/78 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 =162 SPAN INFORMATION (ft): I -End (34.50,52.00) J -End (34.50,8957) Beam Size (User Selected) = W30X99 Total Beam Length (ft) = 37.57 POINT LOADS (kips): Red% Dist DL RedLL Fy = 50.0 ksi UD = 267 UD = 453 UD = 326 Compr Flange fb Fb 26.00 33.00 1.604 1.604 8.776 8.776 15.479 15.479 22.146 22.146 28.812 28.812 33.192 33.192 4.92 4.60 4.97 5.14 3.42 5.02 3.51 4.15 2.99 2.76 2.64 2.51 LINE LOADS (k/ft): Load Dist DL 1 0.000 0.099 37.573 0.099 Center Controlling 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 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 0.0 0.0 0.0 0.0 NonRLL 2.43 2.79 2.51 2.71 2.42 2.63 2.41 2.62 2.00 2.23 6.58 6.27 StorLL 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 LL Red% Type 0.000 - NonR 0.000 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 = Red% 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 SHEAR: Max V (DL +LL) - 45.30 kips fv - 3.07 ksi Fv -19.70 ksi MOMENTS: Span Cond Moment cc Lb kip-ft ft ft Max + 382.1 17.5 6.7 382.1 17.5 6.7 -0.512 -0.344 -0.856 RoofLL 0.00 0.00 0.00 0.00 0.00 0.00 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 0.0 0.0 0.0 0.0 0.0 0.0 Cb Tension Flange fb Fb 1.00 17.05 33.00 1.00 17.05 33.00 Page 21 02/26/07 11:3: Steel Code: ASD 9th UD= 881 UD = 1311 UD = 527 Compr Flan fb I 17.05 33.( 6 M RAM RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Gravity Beam Design Floor Type: Roof Beam Number =158 SPAN INFORMATION (ft): I -End (34.50,52.00) J -End (4030,52.00) 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 Fv = 20.00 ksi Cb SHEAR: Max V (DL +LL) - 0.51 kips fv - 0.38 ksi MOMENTS: Span Cond Moment ® Lb 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 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 lb Fb 1.19 32.70 1.19 32.70 Page 29/78 02/26/07 11:32:51 Steel Code: ASD 9th Ed. Fy = 50.0 ksi UD = 22116 I'D = 30751 L/D = 12864 Compr Flange fb Fb 1.19 32.70 RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Gravity Beam Design 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 Red% NonRLL StorLL Red% RootLL Red% 6.000 0.27 0.00 0.0 0.17 0.00 0.0 0.00 0.0 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 6.000 3 6.000 36.188 4 0.000 36.188 DL 0.090 0.090 0.020 0.020 0.090 0.090 0.022 0.022 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 LL Red% Type 0.072 - NonR 0.072 0.016 - NonR 0.016 0.072 - NonR 0.072 0.000 - NonR 0.000 SHEAR: Max V (DL +LL) - 7.35 kips fv - 2.45 ksl Fv -18.96 ksi rQ 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 4.92 2.43 7.35 17.73 ft = 17.91 ft = 17.91 ft = Right 4.22 2.60 6.81 -1.763 -0.958 -1.471 Fy = 50.0 ksi UD = 246 UD = 453 UD = 295 Page 3C 02/26/07 11:32 Steel Code: ASD 9th Compr Flan€ fb F 27.85 33.0 glt RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Floor Type: Roof Beam Number = 133 Gravity Beam Design 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 DL I L. Red% Type 1 0.000 0.173 0.139 - NonR 36.188 0.173 0.139 2 0.000 0.022 0.000 - NonR 36.188 0.022 0.000 SHEAR: Max V (DL +LL) = 7.48 kips fv = 2.50 ksi Fv =18.96 ksi MOMENTS: Span Cond Moment ® Lb kip-ft ft ft Center Max + 65.4 16.4 0.0 Controlling 65.4 16.4 0.0 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 Left Right 4.97 4.10 2.51 2.51 7.48 6.61 17.73 ft = 17.91 ft = 17.91 ft = Cb Tension Flange fb Fb 1.00 27.06 33.00 1.00 27.06 33.00 -1.716 -0.928 -1.393 Fy = 50.0 ksi L/D = UD = 1./D 02/26/07 11:32:51 Steel Code: ASD 9th Ed. 253 468 312 Page 31/78 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 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 ksl 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): Left Right DL reaction 3.42 3.42 Max +LL reaction 2.42 2.42 Max +total reaction 5.84 5.84 DEFLECTIONS: (Camber =1) Dead load (in) at 18.09 ft = Live load (in) at 18.09 ft = Net Total load (in) at 18.09 ft = -1.265 -0.894 -1.159 02/26/07 11:3: Steel Code: ASD 9th Fy = 50.0 ksi L/D = L/D = LID = 343 486 375 Page 3: Compr Flani fb F 21.87 33.0 Fil RAM RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Floor Type: Roof Beam Number - 141 gravity Beam Design SPAN INFORMATION (ft): I -End (34.50,74.15) J -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 LL Red% Type 1 0.000 0.167 0.133 - NonR 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 kst Fv -18.96 ksi MOMENTS: Span Cond Moment ® Lb kip-ft ft ft Center Max + 54.5 18.4 0.0 Controlling 54.5 18.4 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 3.51 2.41 5.92 18.27 ft = 18.09 ft = 18.09 ft = Right 4.32 2.41 6.73 Cb Tension Flange fb Fb 1.00 22.55 33.00 1.00 22.55 33.00 -1.345 -0.891 -1.237 Fy = 50.0 ksi L/D = L/D = LID = 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 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 Fy = 50.0 ksi 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 (Wft): 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 Compr Flan! Center Max + Controlling REACTIONS (kips): Gravity Beam Design Moment ® Lb Cb Tension Flange kip-ft ft ft fb Fb 46.1 18.5 0.0 1.00 19.06 33.00 46.1 18.5 0.0 1.00 19.06 33.00 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 L/D = L/D = L/D = 376 588 380 Page 34 02/26/07 11:3: Steel Code: ASD 9th fb 19.06 33.( MM RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Gravity Beam Design Floor Type: Roof SPAN INFORMATION (ft): Beam Size (Optimum) Total Beam Length (ft) POINT LOADS (kips): Dist DL RedLL 1.823 0.02 22.646 0.02 LINE LOADS (k/ft): Load Dist DL LL 1 0.000 0.000 0.276 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 (a3 Cb Tension Flange kip-ft ft fb Fb Center Max + 83.4 18.1 1.00 17.37 33.00 Controlling 83.4 18.1 1.00 17.37 33.00 Beam Number - 139 I -End (3430,85.19) = W18X35 = 36.19 Red% Lb ft 0.0 0.0 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) Live load (in) Net Total load (in) Red% NonRLL StorLL Red% RoofLL Red% at at at 18.09 ft = 18.0911 = 18.09 R = .I-End (70.69,85.19) Type NonR -0.380 -0.949 -1.329 02/26/07 11:32:51 Steel Code: ASD 9th Ed. Fy = 50.0 ksi UD = 1143 UD = 458 L/D = 327 Page 35/78 Compr Flange fb Fb 17.37 33.00 RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Gravity Beam Design Floor Type: Roof Beam Number - 156 SPAN INFORMATION (ft): I -End (36.32,85.19) .1-End (36.32,89.57) 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 4.381 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 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 0.02 0.02 2.19 ft = 2.19 ft = 2.19 ft = Right 0.02 0.02 Cb Tension Flange fb Fb -0.000 0.000 -0.000 02/26/07 11:3: Steel Code: ASD 9th Fy = 50.0 ksi Page 3( Compr Flang fb F 0.04 28.7 Fil RAM RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Gravity Beam Design Left Right DL reaction 0.93 0.93 Max +LL reaction 2.68 2.68 Max +total reaction 3.61 3.61 DEFLECTIONS: Dead load (in) at 10.41 ft = -0.043 Live load (in) at 10.41 ft = -0.125 Net Total load (in) at 10.41 ft = -0.168 Page 37/78 02/26/07 11:32:51 Steel Code: ASD 9th Ed. Floor Type: Roof Beam Number -10 SPAN INFORMATION (ft): I -End (36.32,89.57) J -End (57.15,89.57) Beam Size (User Selected) = W16X26 Fy = 50.0 ksi Total Beam Length (ft) = 20.82 LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.000 0.207 - NonR 20.823 0.000 0207 2 0.000 0.008 0.007 - NonR 20.823 0.008 0.007 3 0.000 0.055 0.044 - NonR 20.823 0.055 0.044 4 0.000 0.026 0.000 - NonR 20.823 0.026 0.000 SHEAR: Max V (DL +LL) - 3.61 kips fv - 0.96 ksi Fv -17.89 ksi MOMENTS: Span Cond Moment ® Lb Cb Tension Flange Compr Flange kip-ft ft ft fb Fb fb Fb Center Max + 18.8 10.4 0.0 1.00 5.87 33.00 5.87 33.00 Controlling 18.8 10.4 0.0 1.00 5.87 33.00 - - REACTIONS (kips): I'D = 5779 L/D = 2003 I/D = 1487 pia RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Gravity GruitaleatuDssign Floor Type: Roof Beam Number -150 SPAN INFORMATION (ft): I -End (40.50,17.00) J -End (40.50,24.92) Beam Size (Optimum) = W8X10 Fy = 50.0 ksi 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 SHEAR: Max V (DL +LL) - 0.47 kips fv - 035 ksi Fv = 20.00 ksi MOMENTS: Span Cond Moment @ Lb Co Tension Flange Compr Flani kip-ft ft ft fb Fb fb F Center Max + 0.9 1.9 6.0 1.75 1.34 30.00 1.34 29.7 Controlling 0.9 1.9 6.0 1.75 - - 1.34 29.7 REACTIONS (kips): Left Right DL reaction 0.29 0.12 Max +LL reaction 0.18 0.06 Max +total reaction 0.47 0.18 DEFLECTIONS: Dead load (in) at 3.56 ft = -0.005 L/D = 17602 Live load (in) at 3.52 ft = -0.003 L/D = 29642 Net Total load (in) at 3.52 ft = -0.009 L/D = 11045 Page 3i 02/26/07 11:3: Steel Code: ASD 9th 4 RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Gravity Beam Design Max +total reaction 0.15 0.44 DEFLECTIONS: Dead load (in) at 3.94 ft = -0.003 L/D - 24608 Live load (in) at 3.98 ft = -0.002 LSD = 42203 Net Total load (in) at 3.98 ft = -0.006 L/D = 15545 Page 39/78 02/26/07 11:32:51 Steel Code: ASD 9th Ed. RAM MEW�YJINV RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Gravity Beam Design 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 Fy = 50.0 ksi Page 4( 02/26/07 11:3; Steel Code: ASD 9th 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 Fy = 50.0 ksi 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 SHEAR: Max V (DL +LL) ■ 0.03 kips fv a 0.02 ksi Fv - 20.00 ksi 1 0.000 0.010 0.000 - NonR MOMENTS: 7.171 0.010 0.000 Span Cond Moment @ Lb Cb Tension Flange Compr Flani SHEAR: Max V (DL +LL) - 0.44 kips fv - 0.32 ksi Fv - 20.00 ksi kip-ft ft ft fb Fb fb F MOMENTS: Controlling 0.0 2.7 5.4 1.00 - - 0.06 26.4 Span Cond Moment @ Lb Cb Tension Flange Compr Flange REACTIONS (kips): kip-ft ft ft fb Fb fb Fb Left Right Center Max + 0.7 5.6 5.6 1.75 1.05 30.00 1.05 30.00 DL reaction 0.03 0.03 Controlling 0.7 5.6 5.6 1.75 1.05 30.00 - - Max +total reaction 0.03 0.03 REACTIONS (kips): DEFLECTIONS: Left Right Dead load (in) at 2.68 ft = -0.000 DL reaction 0.10 0.27 Live load (in) at 2.68 ft = 0.000 Max +LL reaction 0.05 0.17 Net Total load (in) at 2.68 ft = -0.000 REACTIONS (kips): RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Gravity Bpam 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 = -0.326 UD = 883 Live load (in) at 12.00 ft = -0.229 L/D = 1260 Net Total load (in) at 12.00 ft = -0.555 L/D = 519 Page 41/78 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 REACTIONS (kips): Gravity Beam Design Floor Type: Roof Beam Number - 28 SPAN INFORMATION (ft): I -End (45.90,11.64) J -End (69.90,1144) Beam Size (User Selected) = W16X26 Fy = 50.0 ksi Total Beam Length (ft) = 24.00 LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.280 0.207 - NonR 24.000 0.280 0207 2 0.000 0.067 0.054 - NonR 24.000 0.067 0.054 3 0.000 0.008 0.007 - NonR 24.000 0.008 0.007 4 0.000 0.026 0.000 - NonR 24.000 0.026 0.000 SHEAR: Max V (DL +LL) - 7.79 kips fv - 2.07 ksi Fv -17.89 ksi MOMENTS: Left Right OMENTS: Span Cond Moment ® L Max +total 0.02 0.02 b Cb Tension Flange Compr Flange kip-ft ft ft fb Fb lb Ma total reaction 0.02 0.02 Center Max + 46.7 12.0 0.0 1.00 14.60 33.00 14.60 33.00 DEFLECTIONS: Controlling 46.7 12.0 0.0 1.00 14.60 33.00 - - 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 47 02/26/07 11:37 Steel Code: ASD 9th 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 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 ® Lb Cb Tension Flange Compr Flang kip-ft ft ft fb Fb lb F Controlling 0.0 2.3 4.4 1.00 - - 0.04 28.7 I RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC LINE LOADS (k/ft): Load Dist 1 0.000 29.156 2 0.000 29.156 3 0.000 29.156 4 0.000 29.156 MOMENTS: Span Cond Moment kip-ft 323.2 323.2 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 0.055 0.055 0.062 0.062 Gravity Beam Design 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): Dist DL RedLL 13.542 16.23 0.00 Red% NonRLL StorLL Red% RoofLL 0.0 18.68 0.00 0.0 0.00 IL Red% Type 0207 - NonR 0.207 0.007 - NonR 0.007 0.044 - NonR 0.044 0.000 - NonR 0.000 SHEAR: Max V (DL +LL) - 28.36 kips fv - 2.78 ksi Fv - 20.00 ksi @ Lb Cb ft ft 13.5 0.0 1.00 13.5 0.0 1.00 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 02/26/07 11:32:51 Steel Code: ASD 9th Ed. Fy = 50.0 ksi Tension Flange tb Fb 29.39 33.00 29.39 33.00 UD = LID = UD = Page 43/78 Compr Flange fb Fb 29.39 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): 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) Beam Number - 27 I -End (69.90,11.64) = W21X44 = 33.83 Red% NonRLL StorLL Red% RoofLL Red% 0.0 10.22 0.00 0.0 0.00 0.0 Red% Dist DL RedLL 0.0 0.792 5.88 0.00 LINE LOADS (k/ft): Load Dist DL LL 1 0.000 0280 0207 33.833 0280 0207 2 0.000 0.067 0.054 33.833 0.067 0.054 3 0.000 0.008 0.007 33.833 0.008 0.007 4 0.000 0.044 0.000 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 Gravity Beam Design Red% Type - NonR J -End (103.73,11.64) NonR NonR NonR Moment @ Lb Cb kip-ft ft ft 101.9 16.3 0.0 1.00 101.9 16.3 0.0 1.00 Left Right 12.50 6.90 14.50 4.76 27.00 11.66 16.75 ft = 16.75 ft = 16.75 ft = -0.505 -0.363 -0.869 Tension Flange fb Fb 14.99 33.00 14.99 33.00 Page 44 02/26/07 11:32 Steel Code: ASD 9th Fy = 50.0 ksi LID = 803 UD = 1117 UD = 467 Compr Flan fb 1 14.99 33.1 511 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): SHEAR: Max V (DL +LL) -16.09 kips fv - 1.80 ksi Fv - 18.78 ksi REACTIONS (kips): Gravity Beam Design Left Right DL reaction 5.88 4.10 Max +LL reaction 10.22 6.92 Max +total reaction 16.09 11.02 DEFLECTIONS: Dead load (in) at 631 ft = -0.020 L/D = 8054 Live load (in) at 6.24 ft = -0.035 L/D = 4567 Net Total load (in) at 624 ft = -0.055 L/D = 2914 Page 45/78 02/26/07 11:32:51 Steel Code: ASD 9th Ed. 91 RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Gravity Beam I esign Floor Type: Roof Beam Number - 47 SPAN INFORMATION (ft): I -End (70.69,17.00) J -End (118.36,17.00) Fy = 50.0 ksi Beam Size (User Selected) = W24X55 Total Beam Length (ft) = 47.68 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 5.364 5.58 0.00 0.0 9.75 0.00 0.0 0.00 0.0 33.041 0.03 5.364 3.66 0.00 0.0 7.40 0.00 0.0 0.00 0.0 36.676 0.50 30.676 0.50 LINE LOADS (k/ft): Load Dist DL LL Red% Type LINE LOADS (k/ft): 1 0.000 0.055 0.000 - NonR Load Dist DL LL Red% Type 13281 0.055 0.000 1 0.000 0.000 0276 - NonR 47.676 0.000 0.276 2 0.000 0.166 0.133 - NonR MOMENTS: 47.676 0.166 0.133 Span Cond Moment @ Lb Cb Tension Flange Compr Flange 3 0.000 0.055 0.000 - NonR hp-ft ft ft fb Fb fb Fb 47.676 0.055 0.000 Center Max + 85.5 5.4 7.9 1.75 8.92 30.00 8.92 30.00 Controlling 85.5 5.4 7.9 1.75 8.92 30.00 - - SHEAR: Max V (DL +LL) - 15.75 kips fv - 1.77 Jul Fv - 18.78 ksi 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 = -0.731 Live load (in) at 23.84 ft = -1.205 Net Total load (in) at 23.84 ft = -1.436 02/26/07 11 :3 Steel Code: ASD 9th Fy = 50.0 ksi MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Compr Flan kip-ft ft ft fb Fb fb 1 Center Max + 186.4 24.3 0.0 1.00 19.45 33.00 19.45 33.( Controlling 186.4 24.3 0.0 1.00 19.45 33.00 - REACTIONS (kips): L/D = 783 L/D = 475 L/D = 399 Page 4 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 fv - 435 ksi Fv - 20.00 ksi MOMENTS: Span Cond Center Max + Controlling REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: (Camber =1) Dead load (in) Live load (in) Net Total load (in) Beam Number - 38 I -End (70.69,24.92) J -End (70.69,64.47) = W24X76 = 39.55 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 0.000 0.000 Moment ® Lb Cb Tension Flange kip-ft ft ft lb Fb 481.5 21.5 7.2 1.03 32.83 33.00 481.5 21.5 7.2 1.03 32.83 33.00 at at at Gravity Beam Design Red% Left Right 25.14 29.01 14.23 16.73 39.37 45.73 19.78 ft = 19.78 ft = 19.78 ft = Type NonR -1.397 -0.779 -1.177 Fy = 50.0 ksi L/D = L/D = L/D = 340 609 403 Page 47/78 02/26/07 11:32:51 Steel Code: ASD 9th Ed. Compr Flange lb Fb 32.83 33.00 RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Floor Type: Roof Beam Number - 42 SPAN INFORMATION (ft): I -End (70.69,24.92) 3 -End (11836,24.92) Beam Size (User Selected) = W21X44 Total Beam Length (It) = 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 1 0.000 0.188 47.676 0.188 2 0.000 0.044 47.676 0.044 LL 0.151 0.151 0.000 0.000 Gravity Beam Design Red% Type NonR NonR SHEAR: Max V (DL +LL) -11.82 kips fv =1.71 ksi Fv =18.99 ksi MOMENTS: Span Cond Moment Qa Lb Co kip-ft ft ft Center Max + 121.7 25.2 0.0 1.00 Controlling 121.7 25.2 0.0 1.00 REACTIONS (kips): 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 Tension Flange fb Fb 17.90 33.00 17.90 33.00 02/26/07 11:3: Steel Code: ASD 9th Fy = 50.0 ksi L/D = L/D = L/D = 466 693 439 Page 4E Compr Flanl fb F 17.90 33.0 RAM ME2�WKTYl RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Gravity am Design Floor Type: Roof Beam Number -130 SPAN INFORMATION (ft): I -End (70.69,32.06) J -End (11836,32.06) 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 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 kips fv -155 ksi Fv -18.99 ksi MOMENTS: Span Cond Moment kip-ft Center Max + 109.9 Controlling 109.9 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 Lb Cb Tension Flange ft ft fb Fb 24.5 0.0 1.00 16.16 33.00 24.5 0.0 1.00 16.16 33.00 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 = L/D = 538 723 518 Page 49/78 02/26/07 11:32:51 Steel Code: ASD 9th Ed. Compr Flange fb Fb 16.16 33.00 Gravity Beam Design 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 (118.36,39.26) 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 Red% NonRLL StorLL Red% RoofLL Red% 0.0 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) -11.58 kips fv -1.67 ksi Fv -18.99 ksi MOMENTS: Span Cond Moment kip-ft Max + 129.9 129.9 Center Controlling 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 ® Lb Cb Tension Flange ft ft fb Fb 24.0 0.0 1.00 19.10 33.00 24.0 0.0 1.00 19.10 33.00 Left 7.70 3.66 11.35 23.60 ft = 23.84 ft = 23.84 ft = Right 6.18 5.40 11.58 -1.379 -0.793 -1.171 02/26/07 11:3: Steel Code: ASD 9th Fy = 50.0 ksi L/D = 415 L/D = 722 IJD = 489 Page 51 Compr Flani fb F 19.10 33.0 RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Gravity Beam Derdpm Floor Type: Roof Beam Number 128 SPAN INFORMATION (ft): I -End (70.69,46.43) J -End (11836,46.43) 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 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 0.179 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) - 11.56 kips fv - 1.67 ksi Fv - 18.99 ksl MOMENTS: Span Cond Moment ® Lb Cb Tension Flange Compr Flange 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): 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 L/D = 415 Live load (in) at 23.84 ft = -0.791 L/D = 723 Net Total load (in) at 23.84 ft = -1.168 L/D = 490 Page 51/78 02/26/07 11:32:51 Steel Code: ASD 9th Ed. RAM MtAJVIlW1 RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Gravity Beam Design Page 5; 02/26/07 11:3; Steel Code: ASD 9th 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 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 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 kips fv = 1.55 ksi Fv a 18.99 ksi MOMENTS: Span Cond Moment ® Lb Cb Tension Flange Compr Flani kip-ft ft ft fb Fb fb F Center Max + 109.9 24.5 0.0 1.00 16.16 33.00 16.16 33.0 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 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 L/D = 538 L/D = 723 L/D = 518 RAM RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Floor Type: Roof Beam Number -134 SPAN INFORMATION (ft): I -End (70.69,60.78) J -End (11836,60.78) 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 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 fv -151 ksi Fv -18.99 ksi MOMENTS: Span Cond Moment kip-ft 107.0 107.0 Gravity Beam Deain% LL Red% Type 0.037 - NonR 0.037 0.067 - NonR 0.067 0.072 - NonR 0.072 0.000 - NonR 0.000 @ Lb Cb Tension Flange ft ft fb Fb Center Max + 24.5 0.0 1.00 15.74 33.00 Controlling 24.5 0.0 1.00 15.74 33.00 REACTIONS (kips): 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 = -1.038 -0.769 -1.057 02/26/07 11:32:51 Steel Code: ASD 9th Ed. Fy = 50.0 ksi L/D = 551 UD = 744 L/D = 541 Page 53/78 Compr Flange fb Fb 15.74 33.00 MP MM RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC 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 POINT LOADS (kips): Red% Dist DL RedLL Red% NonRLL StorLL Red% 0.0 3.010 5.36 0.00 0.0 3.31 0.00 0.0 0.0 3.010 3.42 0.00 0.0 2.42 0.00 0.0 9.677 5.45 0.00 0.0 3.41 0.00 0.0 9.677 4.32 0.00 0.0 2.41 0.00 0.0 16.343 4.35 0.00 0.0 2.86 0.00 0.0 16.343 3.80 0.00 0.0 2.00 0.00 0.0 20.723 3.82 0.00 0.0 8.67 0.00 0.0 20.723 2.63 0.00 0.0 6.58 0.00 0.0 LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.062 0.000 - NonR 25.104 0.062 0.000 SHEAR: Max V (DL +LL) - 34.91 kips fv - 3.43 ksi Fv - 20.00 ksi MOMENTS: Span Cond Moment Q, Lb Cb kip-ft ft ft Center Max + 208.4 16.3 6.7 1.01 Controlling 208.4 16.3 6.7 1.01 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 18.48 12.98 31.46 12.55 ft = 12.80 ft = 12.80 ft = Right 16.23 18.68 34.91 -0.296 -0.244 -0.540 Tension Flange fb Fb 18.95 30.00 02/26/07 11:37 Steel Code: ASD 9th Fy = 50.0 ksi 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 L/D = 1018 L/D = 1236 L/D = 558 Page 54 Compr Flan fb F 18.95 29.8 18.95 29.8 S RAM [IWL 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 DL LL Red% Type 1 0.000 0.084 0.067 - NonR 6.000 0.084 0.067 2 0.000 0.010 0.000 - NonR 6.000 0.010 0.000 SHEAR Max V (DL +LL) = 0.48 kips fv = 036 ksi Fv = 20.00 ksi MOMENTS: Span Cond Moment ® Lb Cb kip-ft ft ft Center Max + 0.7 3.0 0.0 1.00 Controlling 0.7 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 0.28 0.20 0.48 3.00 ft = 3.00 ft = 3.00 ft = Right 0.28 020 0.48 -0.003 -0.002 -0.005 Tension Flange fb Fb 1.11 32.70 1.11 32.70 02/26/07 11:32:51 Steel Code: ASD 9th Ed. Fy = 50.0 ksi L/D = 23498 UD = 32903 UD = 13708 Page 55/78 Compr Flange fb Fb 1.11 32.70 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 (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 Beam Number - 41 I -End (70.69,67.48) J -End (11836,67.48) = W21X44 Fy = 50.0 ksi = 47.68 Red% 0.0 0.0 LL 0.067 0.067 0.030 0.030 0.067 0.067 0.000 0.000 NonRLL StorLL 0.11 0.00 2.21 0.00 Red% Type NonR - NonR NonR - NonR Red% 0.0 0.0 RoofLL 0.00 0.00 Red% 0.0 0.0 SHEAR: Max V (DL +LL) =11.39 kips fv =1.64 !al Fv = 18.99 ksi MOMENTS: Span Cond Moment @ Lb Cb Tension Flange kip-ft ft ft fb Fb Center Max + 114.3 25.7 0.0 1.00 16.81 33.00 Controlling 114.3 25.7 0.0 1.00 16.81 33.00 REACTIONS (kips): 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 = -1.188 Live load (in) at 24.31 ft = -0.745 Net Total load (in) at 24.31 ft = -1.184 L/D = L/D = L/D = 02/26/07 11:3: Steel Code: ASD 9th 481 768 483 Page 51 Compr Flani fb I 16.81 33.0 • 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 (11836,74.15) Beam Size (User Selected) = W21X44 Total Beam Length (ft) = 47.68 POINT LOADS (kips): Dist DL RedLL 42.676 0.00 0.00 37.676 0.80 32.676 0.80 LINE LOADS (k/ft): Load Dist DL LL 1 0.000 0.167 0.133 47.676 0.167 0.133 2 0.000 0.044 0.000 - NonR 47.676 0.044 0.000 DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: (Camber - 3/4) Dead load (in) Live load (in) Net Total load (in) Red% NonRLL StorLL Red% RoofLL 0.0 2.21 0.00 0.0 0.00 at at at Red% Left 5.45 3.41 8.86 24.31 ft = 24.31 ft = 24.31 ft = Type NonR SHEAR: Max V (DL +LL) =1136 kips fv -1.64 ksi Fv =18.99 ksi MOMENTS: Span Cond Moment @ Lb Cb kip-ft ft ft Center Max + 113.9 25.7 0.0 1.00 Controlling 113.9 25.7 0.0 1.00 REACTIONS (kips): Right 6.21 5.16 11.36 -1.183 -0.744 -1.177 Tension Flange fb Fb 16.76 33.00 16.76 33.00 Page 57/78 02/26/07 11:32:51 Steel Code: ASD 9th Ed. VII RAM 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 (11836,80.81) Fy = 50.0 ksi Beam Size (User Selected) - W21X44 Fy = 50.0 ksi Total Beam Length (ft) = 47.68 POINT LOADS (kips): Red% Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 0.0 42.676 0.00 0.00 0.0 2.21 0.00 0.0 0.00 0.0 L/D = L/D = L/D = 483 769 486 Compr Flange fb Fb 16.76 33.00 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 kip-ft 88.8 88.8 Center Max + Controlling 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 0.110 0.110 0.000 0.000 at at at Red% @ Lb Cb Tension Flange ft ft fb Fb 24.6 0.0 1.00 13.06 33.00 24.6 0.0 1.00 13.06 33.00 Left 4.35 2.86 7.21 23.84 ft = 24.08 ft = 24.08 ft = NonR Right 4.35 4.61 8.96 Type NonR -0.867 -0.635 -1.002 L/D = L/D = L/D = 02/26/07 11:3 Steel Code: ASD 9t1 660 901 571 Page 5 Compr Flan fb i 13.06 33.1 RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC 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) at Live load (in) at Net Total load (in) at Gravity Beam Design Floor Type: Roof Beam Number =111 SPAN INFORMATION (ft): I -End (70.69,85.19) J -End (11836,85.19) 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 LL Red% Type 0.276 - NonR 0.276 0.088 - NonR 0.088 0.000 - NonR 0.000 SHEAR: Max V (DL +LL) =12.49 kips fv =158 ksi Fv = 20.00 ksi MOMENTS: Span Cond Moment (4) Lb ldp-ft ft ft Center Max + 148.8 23.8 0.0 Controlling 148.8 23.8 0.0 REACTIONS (kips): Left 3.82 8.67 12.49 23.84 ft - 23.84 ft = 23.84 ft = Right 3.81 8.67 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 Fy = 50.0 ksi UD = UD = UD = 877 386 350 Page 59/78 02/26/07 11:32:51 Steel Code: ASD 9th Ed. Compr Flange fb Fb 18.90 33.00 RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Gravity Bealttpesigq 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): Load Dist DL LL Red% Type 1 0.000 0.010 0.000 - NonR 6.702 0.010 0.000 SHEAR: Max V (DL +LL) = 030 kips fv = 0.22 ksi Fv = 20.00 ksi MOMENTS: Span Cond Moment (4) Lb Cb Tension Flange kip-ft ft ft fb Fb Center Max + 0.9 3.7 3.7 1.75 1.32 30.00 Controlling 0.9 3.7 3.7 1.75 1.32 30.00 REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) Left Right 0.16 0.19 0.09 0.11 0.25 0.30 at 3.45 ft = at 3.45 ft = at 3.45ft = -0.004 -0.002 -0.006 Page 6( 02/26/07 11:3: Steel Code: ASD 9th Fy = 50.0 ksi UD = 20720 L/D = 33417 L/D = 12790 Compr Flant fb F 1.32 30.0 T RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Floor Type: Roof Beam Number - 114 REACTIONS (kips): 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 61/78 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 - 12 Gravity Beam Design SPAN INFORMATION (ft): I -End (86.30,85.19) J -End (86.30,89.57) SPAN INFORMATION (ft): I -End (86.30,89.57) J -End (118.36,89.57) Beam Size (Optimum) = W8X10 Fy = 50.0 ksi Beam Size (User Selected) = W18X35 Total Beam Length (ft) = 4.38 Total Beam Length (ft) = 32.06 LINE LOADS (k/ft): LINE LOADS (k/ft): Load Dist DL LL Red% Type Load Dist DL LL Red% Type 1 0.000 0.010 0.000 - NonR 1 0.000 0.280 0.207 - NonR 4.381 0.010 0.000 32.062 0.280 0.207 SHEAR: Max V (DL +LL) - 0.02 kips fv = 0.02 ksi Fv - 20.00 ksi 2 0.000 0.008 0.007 - NonR 32.062 0.008 0.007 MOMENTS: 3 0.000 0.055 0.044 - NonR Span Cond Moment ® Lb Cb Tension Flange Compr Flange 32.062 0.055 0.044 kip-ft ft ft lb Fb lb Fb 4 0.000 0.035 0.000 - NonR Controlling 0.0 2.3 4.4 1.00 - - 0.04 28.74 32.062 0.035 0.000 02/26/07 11:3: Steel Code: ASD 9th Fy = 50.0 ksi Page 6: SHEAR: Max V (DL +LL) - 10.19 kips fir - 2.02 ksi Fv - 19.13 ksi MOMENTS: Span Cond Moment Q Lb Cb Tension Flange Compr Flant kip-ft ft ft lb Fb tb F Center Max + 81.7 16.0 0.0 1.00 17.02 33.00 17.02 33.0 Controlling 81.7 16.0 0.0 1.00 17.02 33.00 - - REACTIONS (kips): Left Right DL reaction 6.06 6.06 Max +LL reaction 4.13 4.13 Max +total reaction 10.19 10.19 DEFLECTIONS: Dead load (in) at 16.03 ft = -0.608 L/D = 633 live load (in) at 16.03 ft = -0.414 LID = 930 Net Total load (in) at 16.03 ft = -1.022 L/D = 377 RAM ME4W LLJIW 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 5364 0.010 DL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) at at at Gravity Beam Design Beam Number = 96 I -End (103.73,11.64) J -End (103.73,17.00) = W8X10 = 5.36 LL Red% 0.000 - 0.000 Left Right 0.03 0.03 0.03 0.03 2.68 ft = 2.68 ft = 2.68 ft = Type NonR SHEAR: Max V (DL +LL) = 0.03 kips fv - 0.02 ksi 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): -0.000 0.000 -0.000 Tension Flange fb Fb Page 63/78 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 0.06 26.44 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) = 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 0.0 221 0.00 0.0 0.00 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 0280 0.160 0.160 0.067 0.067 0.008 0.008 0.058 0.058 0.014 0.014 at at at 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 = 2.57 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 Left Right 2.93 2.31 2.96 1.59 5.88 3.90 7.17 ft = 7.02 ft = 7.02 ft = -0.136 -0.138 -0.274 Fy = 50.0 ksi Red% 0.0 0.0 L/D = 1294 L/D = 1269 UD = 641 Page 64 02/26/07 11:3: Steel Code: ASD 9th Compr Flanl fb f 15.37 33.0 C RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Gravity Beam Design Floor Type: Roof Beam Number - 22 SPAN INFORMATION (ft): I -End (106.00,7.00) J -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 4.636 0.014 0.000 NonR SHEAR: Max V (DL +LL) - L20 kips fv - 052 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 Left 0.70 0.50 1.20 2.32 ft = 2.32 ft = 2.32 ft = Right 0.70 0.50 1.20 -0.001 -0.001 -0.002 Tension Flange fb Fb 1.12 30.00 02/26/07 11 :32:51 Steel Code: ASD 9th Ed. Fy = 50.0 ksi LID = 45466 UD = 26645 Page 65/78 Compr Flange fb Fb 1.12 27.75 1.12 27.75 RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Gravity Beam Design Floor Type: Roof Beam Number -18 SPAN INFORMATION (ft): I -End (106.00,7.00) J -End (113.00,0.00) 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 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 Red% LL 0207 0.207 0.000 - NonR 0.049 0.007 0.007 0.000 0.000 NonR NonR SHEAR Max V (DL +LL) - 2.92 kips fv - 1.28 ksi Fv -18.76 ksi MOMENTS: Span Cond Moment @ 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 ft = 4.95 ft = Type NonR 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 6E 02/26/07 11:37 Steel Code: ASD 9th Fy = 50.0 ksi UD = 4236 UD = 5925 UD = 2470 Compr Flang fb F 5.64 33.0 RAM RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC 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 POINT LOADS (kips): Dist DL RedLL 5.000 0.00 0.00 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 Gravity Beam Design Red% NonRLL StorLL Red% RoofLL 0.0 2.21 0.00 0.0 0.00 LL 0.046 0.046 0.000 0.070 0.070 0.070 0.000 0.000 at at at Red% Type - NonR - NonR - NonR - NonR SHEAR: Max V (DL +LL) - 2.55 kips fv -1.90 ksi Fv - 20.00 ksi MOMENTS: Span Cond Moment Q 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 0.71 1.84 2.55 6.24 ft = 6.06 ft = 6.06 ft = Right 0.90 1.57 2.47 -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 Design Beam Number -14 I -End (113.00,0.00) J -End (123.00,0.00) W21X44 = 10.00 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% 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 L/D = 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 DL LL 0.280 0.207 0.280 0.207 0.088 0.070 0.088 0.070 0.008 0.007 0.008 0.007 0.044 0.000 0.044 0.000 Red% Type NonR SHEAR: Max V (DL +LL) -11.66 kips fv -1.68 ksi Fv -18.99 ksi MOMENTS: Span Cond Moment kip-ft Center Max + 46.5 Controlling 46.5 REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) at at at (a7, Lb Cb Tension Flange ft ft fb Fb 5.4 0.0 1.00 6.84 33.00 5.4 0.0 1.00 6.84 33.00 Left 4.91 5.64 10.56 5.10 ft = 5.10 ft = 5.10 ft = NonR NonR NonR Right 5.35 6.31 11.66 -0.013 -0.016 -0.029 Fy = 50.0 ksi L/D = 9423 L/D = 7530 L/D = 4185 Page 61 02/26/07 11:3: Steel Code: ASD 9th Compr Flanl fb I 6.84 33.( 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 SHEAR: Max V (DL +LL) - 21.25 kips fv - 3.07 ksi Fv - 18.99 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 0.280 0.280 0.160 0.160 0.008 0.008 0.044 0.044 Beam Number - 19 I -End (11836,0.00) J -End (118.36,24.45) = W21X44 = 24.45 Red% NonRLL StorLL 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 LL 0.207 0.207 0.000 0.000 0.007 0.007 0.000 0.000 Moment Q Lb Cb Tension Flange kip-ft ft ft fb Fb 140.6 17.0 5.4 1.01 20.67 30.00 140.6 17.0 5.4 1.01 - - at at at Gravity Beam Design Red% Type - NonR 0.0% Red - NonR - NonR Left 6.07 9.11 15.18 1.58 0.00 1.57 0.00 1.53 0.00 1.59 0.00 1.62 0.00 9.75 0.00 0.66 0.00 2.21 0.00 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 -0258 -0.343 -0.602 RoofLL 0.00 0.00 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 0.0 0.0 UD = 1135 L/D = 855 L/D = 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 26.71 pia 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 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) 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 at at at Gravity Beam Design Beam Number - 24 I -End (11836,7.00) = W8X10 = 11.64 Red% NonRLL StorLL Red% RoofLL Red% 0.0 2.21 0.00 0.0 0.00 0.0 Red% SHEAR: Max V (DL +LL) = 2.42 kips fv = 1.80 ksi Fv = 20.00 ksi Q Lb Cb Tension Flange ft ft fb Fb 6.6 0.0 1.00 15.53 32.70 6.6 0.0 1.00 15.53 32.70 Left 0.84 1.58 2.42 5.76 ft = 5.93 ft = 5.93 ft = J -End (130.00,7.00) Type NonR NonR NonR NonR Right 0.66 1.74 2.40 -0.062 -0.182 -0.244 Fy = 50.0 ksi UD = 2259 L/D = 766 L/D = 572 Page 7C 02/26/07 11:32 Steel Code: ASD 9th Compr Flani fb F 15.53 32.7 RGM RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC 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 Floor Type: Roof Beam Number = 20 SPAN INFORMATION (ft): I -End (11836,11.64) J -End (130.00,11.64) Beam Size (Optimum) = W8X10 Total Beam Length (ft) = 11.64 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL 6.636 0.00 0.00 0.0 2.21 0.00 LINE LOADS (k/ft): Load Dist DL IL 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 Left 0.79 1.53 2.32 5.82 ft = 5.99 ft = 5.99 ft = Right 0.79 1.84 2.63 Red% RoofLL 0.0 0.00 SHEAR: Max V (DL +LL) - 2.63 kips fv = 1.96 ksi Fv = 20.00 ksi MOMENTS: Span Cond Moment (a3 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 -0.062 -0.183 -0.245 02/26/07 11:32:51 Steel Code: ASD 9th Ed. Fy = 50.0 ksi LID = 2239 L/D = 764 UD = 570 Page 71/78 Compr Flange fb Fb 15.67 32.70 MOMENTS: Span Cond RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Gravity Beam Design Floor Type: Roof SPAN INFORMATION (ft): Beam Size (Optimum) Total Beam Length (ft) POINT LOADS (kips): Red% Dist DL RedLL 0.0 6.636 0.00 0.00 LINE LOADS (k/ft): Load Dist DL LL 1 0.000 0.088 0.070 4.636 0.088 0.070 2 4.636 0.088 0.070 11.636 0.000 0.000 3 0.000 0.067 0.054 11.636 0.067 0.054 4 0.000 0.010 0.000 11.636 0.010 0.000 SHEAR: Max V (DL +LL) = 2.52 kips fv =1.88 ksi Fv = 20.00 ksi Center Max + Controlling REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) Moment kip-ft 10.4 10.4 Beam Number = 25 I -End (11836,17.00) J -End (130.00,17.00) = W8X10 = 11.64 Red% NonRLL StorLL Red% RoofLL Red% 0.0 2.21 0.00 0.0 0.00 0.0 Red% Lb ft ft 6.6 0.0 6.6 0.0 at 5.76 ft = at 5.93 ft = at 5.93 ft = Type NonR NonR NonR NonR Left Right 0.90 0.71 1.62 1.78 2.52 2.50 Cb Tension Flange fb Fb 1.00 15.95 32.70 1.00 15.95 32.70 -0.066 -0.186 -0.252 02/26/07 11:3: Steel Code: ASD 9th Fy = 50.0 ksi L/D = 2115 L/D = 752 UD = 555 Page 7: Compr Flan fb 15.95 32. M RAM 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 (11836,24.00) 3-End (123.00,24.00) Beam Size (User Selected) = W12X14 Total Beam Length (It) = 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 Gravity Beam Design LL Red% Type 0.207 - NonR 0.207 0.007 - NonR 0.007 0.070 - NonR 0.070 0.000 - NonR 0.000 SHEAR: Max V (DL +LL) =1.56 kips fv - 0.68 101 Fv - 18.76 ksi MOMENTS: Span Cond Moment ® Lb kip-ft ft ft Center Max + 1.8 2.3 0.0 Controlling 1.8 2.3 0.0 REACTIONS (kips): Left Right 0.90 0.90 0.66 0.66 1.56 1.56 at 2.32 ft = at 2.32 ft = at 2.32ft = -0.002 -0.001 -0.003 02/26/07 11:32:51 Steel Code: ASD 9th Ed. Fy = 50.0 ksi Cb Tension Flange fb Fb 1.00 1.46 33.00 1.00 1.46 33.00 L/D = 35265 L/D = 48483 L/D = 20416 Page 73/78 Compr Flange fb Fb 1.46 33.00 0.469 7.615 14.813 21.985 29.156 36.328 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 6.25 5.33 6.18 6.17 5.33 5.19 0.00 0.00 0.00 0.00 0.00 0.00 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 - 13 I -End (11836,24.45) = W27X84 = 43.03 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 LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.280 0.207 - NonR 43.031 0.280 0.207 2 0.000 0.008 0.007 - NonR 43.031 0.008 0.007 3 0.000 0.084 0.000 - NonR 43.031 0.084 0.000 SHEAR: Max V (DL +LL) - 51.47 kips fv - 4.40 ksi Fv -19.44 ksi MOMENTS: Span Cond Moment aQ kip-ft ft Center Max + 498.5 22.0 Controlling 498.5 22.0 REACTIONS (kips): Left 28.18 23.29 51.47 Lb Cb Tension Flange ft fb Fb 7.2 1.05 28.08 33.00 7.2 1.05 28.08 33.00 21.52 ft = 21.52 ft = 21.52 ft = J -End (11836,67.48) Right 22.30 18.35 40.65 -1.085 -0.890 -1.225 02/26/07 11:32 Steel Code: ASD 9th Fy = 50.0 ksi L/D = 476 L/D = 580 L/D = 421 Page 74 Compr Flang fb F 28.08 33.0 C RAM RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Floor Type: Roof Beam Number -15 Gravity Beam Ijsign SPAN INFORMATION (ft): I -End (123.00,0.00) J -End (130.00,7.00) Beam Size (User Selected) = W12X14 Total Beam Length (ft) = 9.90 LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.280 0.207 - NonR 9.899 0.280 0.207 2 0.000 0.062 0.049 - NonR 9.899 0.000 0.000 3 0.000 0.008 0.007 - NonR 9.899 0.008 0.007 4 0.000 0.014 0.000 - NonR 9.899 0.014 0.000 SHEAR: Max V (DL +LL) - 2.92 kips fv - 1.28 ksi Fv -18.76 ksi MOMENTS: Span Cond Moment @ Lb kip-ft ft ft Center Max + 7.0 4.9 0.0 Controlling 7.0 4.9 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 1.70 1.60 1.22 1.14 2.92 2.74 at 4.95 ft = at 4.95 ft = at 4.95 ft = Cb Tension Flange fb Fb 1.00 5.64 33.00 1.00 5.64 33.00 -0.028 -0.020 -0.048 L/D = 4236 L/D = 5925 L/D = 2470 Page 75/78 02/26/07 11:32:51 Steel Code: ASD 9th Ed. Compr Flange fb Fb 5.64 33.00 Fil RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Floor Type: Roof Beam Number -17 SPAN INFORMATION (ft): I -End (123.00,24.00) J -End (130.00,17.00) Fy = 50.0 ksi Beam Size (User Selected) = W12X14 Total Beam Length (ft) = 9.90 LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.280 0.207 - NonR 9.899 0.280 0.207 2 0.000 0.008 0.007 - NonR 9.899 0.008 0.007 3 0.000 0.062 0.049 - NonR 9.899 0.000 0.000 4 0.000 0.014 0.000 - NonR 9.899 0.014 0.000 SHEAR: Max V (DL +LL) - 2.92 kips fir =1.28 ksi MOMENTS: Span Cond Moment ® Lb kip-ft ft ft Center Max + 7.0 4.9 0.0 Controlling 7.0 4.9 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 1.70 1.22 2.92 4.95 ft = 4.95 ft = 4.95 ft = Fv -18.76 ksi Cb 1.00 1.00 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 11:3: Steel Code: ASD 9th Fy = 50.0 ksi L/D = 4236 LID = 5925 L/D = 2470 Page 7f Compr Flani fb F 5.64 33.0 C RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Floor Type: Roof Beam Number - 64 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 1 0.000 0.164 13.333 0.164 2 0.000 0.010 13.333 0.010 DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) LL Red% Type 0.131 - NonR 0.131 0.000 - NonR 0.000 SHEAR: Max V (DL +LL) - 2.03 kips fv -152 ksi Fv - 20.00 kai MOMENTS: Span Cond Moment Q Lb Cb Tension Flange kip-ft ft ft fb Fb Center Max + 6.8 6.7 0.0 1.00 10.41 32.70 Controlling 6.8 6.7 0.0 1.00 10.41 32.70 REACTIONS (kips): at at at Left Right 1.16 1.16 0.87 0.87 2.03 2.03 6.67 ft = 6.67 ft = 6.67 ft = -0.138 -0.104 -0.243 Page 77/78 02/26/07 11:32:51 Steel Code: ASD 9th Ed. Fy = 50.0 ksi UD = 1156 UD = 1534 UD = 659 Compr Flange fb Fb 10.41 32.70 Gravity Beam Design 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 0.280 0.280 0.008 0.008 0.014 0.014 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 +I I. reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) I.I. Red% Type 0.207 - NonR 0207 0.007 - NonR 0.007 0.000 - NonR 0.000 at at at Lb Cb Tension Flange ft ft fb Fb 4.6 4.6 1.75 10.43 30.00 4.6 4.6 1.75 - - Left 1.93 2.06 3.99 4.95 ft = 4.95 ft = 4.95 ft = Right 1.88 1.92 3.80 -0.037 -0.044 -0.082 Page 7! 02/26/07 11:3: Steel Code: ASD 9th Fy = 50.0 ksi L/D = 3207 L/D = 2707 UD = 1468 Compr Flans fb F 10.43 28.3 10.43 28.3 RAM 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 4.3 - 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 38.1 11.1 P Mx 67.3 13.3 P Mx 44.6 16.8 P Mx 15.8 0.1 P Mx 32.5 11.3 P Mx 35.3 8.8 P Mx 57.7 3.1 P Mx 65.4 0.3 P Mx 32.5 9.1 P Mx 18.0 2.4 02/26/07 10:56:24 Steel Code: ASD 9th Ed. My LC Interaction Eq. Angle Fy Size 0.3 8 0.74 Eq H1 -1 90.0 46 HSS6X6X3 /8 My LC Interaction Eq. Angle Fy Size 0.3 8 0.52 Eq H1 -1 90.0 46 HSS8X8X3 /8 My LC Interaction Eq. Angle Fy Size 0.0 1 0.78 Eq H1 -1 0.0 46 HSS6X6X1/2 My LC Interaction Eq. Angle Fy Size 0.0 1 0.29 Eq H1-1 0.0 46 HSS5X5X3 /8 My LC Interaction Eq. Angle Fy Size 0.0 1 0.65 Eq H1 -1 0.0 46 HSS6X6X3 /8 My LC Interaction Eq. Angle Fy Size 0.0 1 0.62 Eq H1-1 0.0 46 HSS6X6X3 /8 My LC Interaction Eq. Angle Fy Size 19.1 17 0.57 Eq H1 -1 0.0 46 HSS8X8X3 /8 My LC Interaction Eq. Angle Fy Size 14.8 6 0.53 Eq H1 -1 0.0 46 HSS8X8X3 /8 My LC Interaction Eq. Angle Fy Size 0.0 12 0.59 Eq H1 -1 0.0 46 HSS6X6X3 /8 My LC Interaction Eq. Angle Fy Size 0.0 1 0.43 Eq H1 -1 0.0 46 HSS5X5X3 /8 Column Line 6 - M Level Roof Column Line 7 - N Level Roof Column Line 8 - H.1 Level Roof Column Line 9 - N Level Roof Gravity Column Design Summary RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Column Line 9 - H.2 Level Roof Column Line 10 - M Level Roof Column Line 10 - K Level Roof P Mx 6.5 1.8 P Mx 13.4 4.4 P Mx 62.0 0.0 P Mx 14.5 5.0 P Mx 4.4 0.3 P Mx 9.1 1.7 P Mx 9.0 1.8 Page 02/26/07 10:56 Steel Code: ASD 9th My LC Interaction Eq. Angle Fy Size 0.3 6 0.13 Eq H1 -3 0.0 46 HSS6X6X3 /8 My LC Interaction Eq. Angle Fy Size 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 My LC Interaction Eq. Angle Fy Size 0.7 12 0.33 Eq H1 -3 0.0 46 HSS6X6X3 /8 My LC Interaction Eq. Angle Fy Size 0.7 12 0.08 Eq H1 -3 0.0 46 HSS6X6X3 /8 My LC Interaction Eq. Angle Fy Size 1.5 10 0.20 Eq H1 -3 0.0 46 HSS6X6X3 /8 My LC Interaction Eq. Angle Fy Size 1.4 6 0.19 Eq H1 -3 0.0 46 HSS6X6X3 /8 RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Column Line 1- G.5 Level Roof Level Roof 11 Column Line 1- ES 20 Column Line 1- A Column Line 2 - A Column Line 3.1- L Column Line 4 - J Column Line 4 - F Column Load Summary 03/23/07 07:11:09 Steel Code: ASD 9th Ed. Units: kips Column Line 1- L Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof 22 20.00 9.2 2.6 11.9 0.0 11.8 23.7 Col# Height Dead Self +Live -Live MinTot MaxTot 34 20.00 23.9 2.6 19.9 0.0 26.6 46.5 Col# Height Dead Self +Live -Live MinTot MaxTot 33 20.00 26.5 2.6 24.2 0.0 29.2 53.4 Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof ;i ` 20 20.00 10.5 2.6 17.8 0.0 13.2 31.0 Level /�1 Col# Height Dead Self +Live -Live MinTot MaxTot Roof 22 21 20.00 4.8 2.6 5.6 0.0 7.4 13.0 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 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 Level Roof RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Column Line 4.1- A Column Line 4.3 - L Level Col# Height Dead Self +Live -Live MinTot MaxT Roof 10 20.00 7.0 0.4 8.4 0.0 7.4 15 Column Line 4.6 - A Level Col# Height Dead Self +Live -Live MinTot MaxT Roof 14 20.00 15.5 0.5 16.4 0.0 16.1 32 Column Line 4.9 - L Level Col# Height Dead Self +Live -Live MinTot MaxT Roof 9 20.00 17.1 0.5 17.7 0.0 17.6 35 Column Line 5 - H Column Line 5 -D Column Line 5.4 - A Column Line 59 - L Column Line 6 - M Column Load Summary Page 03/23/07 07:1 Steel Code: ASD 9th Col# Height Dead Self +Live -Live MinTot MaxTi 15 20.00 21.6 0.7 22.4 0.0 22.2 44 Level Col# Height Dead Self +Live -Live MinTot MaxT Roof 11 20.00 38.9 0.7 27.7 0.0 39.6 67 Level Col# Height Dead Self +Live -Live MinTot MaxT Roof 12 20.00 47.8 0.7 29.9 0.0 48.5 78 Level Col# Height Dead Self +Live -Live MinTot MaxT Roof 13 20.00 19.5 0.5 16.6 0.0 20.0 3E Level Col# Height Dead Self +Live -Live MinTot MaxT Roof 8 20.00 9.9 0.4 7.7 0.0 10.3 11 Level Roof Column Line 7 - N RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Column Line 9 - H.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 Column Line 8 - H.1 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 Column Line 8 - C Level Or Col# Height Dead Self +Live -Live MinTot MaxTot Roof 1 27 20.00 48.4 2.6 38.9 0.0 51.0 90.0 Column Line 8 - A Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof 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 Column Line 8.1- B 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 Column Line 9 - N 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 Col# Height Dead Self +Live -Live MinTot MaxTot Roof 6 20.00 2.6 0.5 1.9 0.0 3.1 5.0 �ro RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a Building Code: IBC Column Line 10 - M Column Load Summary Page 03/23/07 07:11 Steel Code: ASD 9th Level Col# Height Dead Self +Live -Live MinTot MaxTo Roof 4 20.00 4.2 0.5 4.9 0.0 4.7 9.1 Column Line 10 - K Level Cal# Height Dead Self +Live -Live MinTot MaxTo Roof 5 20.00 4.2 0.5 4.8 0.0 4.7 9. Column Line 11- C Level Col# Height Dead Self +Live -Live MinTot MaxTo HighRoof 1 10.00 5.1 0.4 3.5 0.0 5.6 9. Roof 18 20.00 12.2 1.3 8.2 0.0 13.6 21. Column Line 11- B Level Col# Height Dead Self +Live -Live MinTot MaxTo HighRoof 2 10.00 5.1 0.4 3.5 0.0 5.6 9. Roof 19 20.00 12.2 1.3 8.2 0.0 13.6 21. r JOB ENGINEER DESIGN OF 1-0F '1#!V toio Otrti 14 09 Lo & MMIM V5 VW SHIMAJI & LASCOLA structural engineers SHEET NO. DATE JOB ENGINEER DESIGN OF a,* oat, 5p,k1 t de SHIMAJI & LASCOLA structural engineers e ; s* I t4, 1 2.i op W = o(lot loot '2 9) - g i- I I 6P z(vyl5b z 'i- 1co u SHEET NO. DATE 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 Pc Concrete Member Information Description Span Beam Width Beam Depth End Fixity Reinforcing Loads Shear Stirrups The Cheesecake Factory, Tukwila, WA (Concrete Slab On Grade) 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 Mmax @ Cntr k -ft 8.36 3.56 4.94 @ X = ft 7.08 9.48 9.00 Mn * Phi k -ft 9.34 9.34 9.34 Max @ Left End k -ft 0.00 -11.29 -8.47 Mn * Phi k -ft 12.97 12.97 12.97 Max @ Right End k -ft -11.29 -8.47 -8.47 Mn * Phi k -ft 12.97 12.97 12.97 Bending OK Bending OK Bending OK Shear @ Left k 2.35 3.14 2.98 Shear © Right k 3.61 2.82 2.98 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 60,000.0 psi 3,000.0 psi ' Title : Dsgnr: Description : Scope : Spans Considered Continuous Over Supports ACI Dead Load Factor Stirrup Fy 40,000.0 psi ACI Uve Load Factor End Center Centerl Centel 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 0.311n2 7.00in 7.00in 7.00in 7.00in 7.00in 0.44in2 0.441n2 0.441n2 0.441n2 0.44in2 2.00in 2.00in 2.00in 2.00in 2.00in 0.44in2 0.44in2 0.44in2 0.44in2 0.441n2 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 3.56 8.52 9.34 -8.47 12.97 -11.29 12.97 Bending OK 2.82 3.14 8.36 10.92 9.34 -11.29 12.97 0.00 12.97 Bending OK 3.61 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 @ .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 @ .8'L 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 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 (Concrete Slab On Grade) [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 Rev: 560100 User. KW- 0602701, Ver 5.6.1, 25-Oct -2002 (c) 1983 -2002 ENERCALC Engineering Software Multi -Span Concrete Beam Page 1 Shimaji & Lascola, Inc. 23682 Birtcher Drive Lake Forest, CA 92630 (949) 770 -9967 Description Fy Pc Concrete Member Information Loads 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 Title : Dsgnr: Description : Scope : The Cheesecake Factory, Tukwila, WA (Concrete Slab On Grade - Skipped LL) Job # Date: 8:02AM, 23 MAR 07 General Information Calculations are designed to ACI 318 -95 and 1997 UBC Requirements 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 Live Load Factor 1.70 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 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 0.4412 0.441n2 0.44in2 0.44in2 0.44in2 Bar Depth 2.00in 2.00in 2.00in 2.00in 2.00in Yes Yes 0.115 0.115 0.100 0.100 Yes 0.115 Yes Yes 0.115 0.115 0.100 0.100 Results Beam OK Beam OK Beam OK Beam OK Beam OK k k 8.07 4.81 0.95 4.81 8.07 6.96 10.08 9.00 7.92 11.04 9.34 9.34 9.34 9.34 9.34 0.00 -12.01 -5.57 -5.57 -12.01 12.97 12.97 12.97 12.97 12.97 -12.01 -5.57 -5.57 -12.01 0.00 12.97 12.97 12.97 12.97 12.97 Bending OK Bending OK Bending OK Bending OK Bending OK 2.31 3.34 1.45 2.62 3.65 3.65 2.62 1.45 3.34 2.31 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 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 @ .8 *L 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 Shimaji & Lascola, Inc. 23682 Blrtcher Drive Lake Forest, CA 92630 (949) 770 -9967 Rew. 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 f r 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 General Information Calculations are designed to ACI 318 - 95 and 1997 UBC Requirements Description Fy Pc Concrete Member Information 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 0.311n2 0.31In2 0.311n2 0.31in2 0.31in2 Bar Depth 7.00in 7.00in 7.00in 7.00in 7.00in Left Area 0.44in2 0.44in2 0.44in2 0.441n2 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 Uve 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 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 1n4 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 The Cheesecake Factory, Tukwila, WA (Concrete Slab On Grade - Skipped LL) 60,000.0 psi 3,000.0 psi Title : Dsgnr: Description : Scope : Yes Yes Yes Yes Yes 0.115 0.115 0.115 0.115 0.115 0.100 0.100 0.100 0.100 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 Spans Considered Continuous Over Supports ACI Dead Load Factor 1.40 Stirrup Fy 40,000.0 psi ACI Uve Load Factor 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 Query Values 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 l_ 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 rc Concrete Member Information Description Span Beam Width Beam Depth End Fixity Reinforcing Loads Shear @ Left Shear @ Right 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 The Cheesecake Factory, Tukwila, WA (Exterior Grade Beam) 60,000.0 psi 3,000.0 psi 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 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 Title : Dsgnr: Description : Scope : Spans Considered Continuous Over Supports ACI Dead Load Factor Stirrup Fy 60,000.0 psi ACI Live 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 1.201n2 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 1.58in2 1.581n2 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 0.900 132.10 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 @ .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 @ .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 16.00 Not Req'd Not Req'd Not Req'd Not Req'd Job # Date: 8:42AM, 23 MAR 07 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, 25-0ct -2002 e)1983 -2002 ENERCALC Engineering Software Multi -Span Concrete Beam Page 2 Description Query Values The Cheesecake Factory, Tukwila, WA (Exterior Grade Beam) 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 # 4 Date: 8:42AM, 23 MAR 07 Shimajl & 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 Description General Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements Fy Pc Concrete Member Information Description center center centers center 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 1.581n2 1.58in2 1.58in2 Bar Depth 4.00in 4.00in 4.00in 4.00in 4.00in Right Area 1.58in2 1.58in2 1.581n2 1.58in2 1.58in2 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 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 - Skipped LL) 60,000.0 psi 3,000.0 psi Title : Dsgnr: Description : Scope : Results Beam OK Beam OK Beam OK Beam OK Beam OK k k Spans Considered Continuous Over Supports ACI Dead Load Factor 1.40 Stirrup Fy 60,000.0 psi ACI Live Load Factor 1.70 Yes Yes Yes Yes Yes 1.935 1.935 1.935 1.935 1.935 0.900 0.900 0.900 0.900 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 @ .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 @ .8'L 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 Shit/lap & Lascola, Inc. 23682 Birtcher Drive Lake Forest, CA 92630 (949) 770 -9967 Rev: 560100 User: KW-0602701, Ver 5.6.1, 25-0ct -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 (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 Description center Center center, Centel 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 1.20in2 32.00in 0.88in2 32.00in 0.88in2 32.00in 0.88in2 32.00in 1.20in2 32.00in Left Area Bar Depth 1.58in2 4.00in 1.581n2 4.00in 1.58in2 4.00in 1.58in2 4.00in 1.58In2 4.00in Right Area Bar Depth 1.58in2 4.00in 1.58in2 4.00in 1.58in2 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 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 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 rr r r U 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 (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 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 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 : The Cheesecake Factory, Tukwila, WA (Exterior Grade Beam - Skipped LL) 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 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 Rev: 560100 User. KW -0602701, Ver 5.6.1, 25 Oct -2002 (e) 1983 2002 ENERCALC Engineering Software Multi -Span Concrete Beam Page 2 Description Query Values 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 -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 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 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 1.58in2 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 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 r p op Shimaji & Lascola, Inc. 23682 Birtcher Drive Lake Forest, CA 92630 (949) 770 -9967 Title : Dsgnr: Description : Scope : Job # Date: 8:45AM, 23 MAR 07 Rev: 560100 User. KW-0602701, Ver 5.8.1, 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 Pc 60,000.0 psi 3,000.0 psi Concrete Member Information 1.40 Spans Considered Continuous Over Supports ACI Dead Load Factor Stirrup Fy 60,000.0 psi ACI Uve Load Factor 1.70 Stirrup Rebar Area Spacing @ Left Spacing @ .2•L Spacing @ .4'L Spacing @ .6'L Spacing @ .8'L Spacing @ Right in2 0.400 in Not Req'd in Not Req'd in Not Req'd in Not Req'd in Not Req'd in 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 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 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 (Exterior Grade Beam - Skipped LL) 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 Description Center Center Centerl Centel 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 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 1.58in2 1.58in2 1.58in2 Bar Depth 4.00in 4.00in 4.0Oin 4.00in 4.00in Right Area Bar Depth 1.58in2 4.00in 1.58in2 4.00in 1.58in2 4.00in 1.581n2 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 [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 p r Shimaji & Lascola, Inc. 23682 Birtcher Drive Lake Forest, CA 92630 (949) 770 -9967 Description Fy t'c 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) 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 : 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 Rev: 560100 User. KW-0602701, Ver 5.6.1, 25-0ct -2002 (c) 1983 -2002 ENERCALC Engineering Software Multi -Span Concrete Beam Page 1 '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 1.40 1.70 Shimaji & Lascota, Inc. 23682 Birtcher Drive Lake Forest, CA 92630 (949) 770 -9967 Query Values Title : Dsgnr: Description : Scope : Rev: 560100 User. KW- 0602701, Ver5.6.1, 25-0d -2002 Multi -Span Concrete Beam (c)1983 -2002 ENERCALC Engineering Software Description 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 Job # Date: 8:45AM, 23 MAR 07 Shimaji & Lascola, Inc. 23682 Birtcher Drive Lake Forest, CA 92630 (949) 770 -9967 Rew. 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 fc Concrete Member Information Description Span ft Beam Width in Beam Depth in End Fixity Reinforcing Center Bar to Left Area Bar Depth 9 Ri ht Area Bar Depth Loads Using Uve Load This Span 7? Dead Load k/ft Uve Load k/ft Results Beam OK Mmax @ Cntr k -ft 224.93 @ X = ft 7.87 Mn * Phi k -ft 332.70 Max @ Left End k -ft 0.00 Mn * Phi k -ft 332.70 Max @ Right End k -ft - 303.92 Mn * Phi k -ft 332.70 Bending OK Shear @ Left k 56.98 Shear © Right k 87.38 Reactions & Deflections DL @Left LL © Left Total @ Left DL @ Right LL @ Right Total @ Right Max. Deflection @X= Inertia : Effective Shear Stirrups The Cheesecake Factory, Tukwila, WA (Interior Grade Beam) 60,000.0 psi 3,000.0 psi k k k k k k in ft in4 Yes 2.970 1.800 Spans Considered Continuous Over Supports ACI Dead Load Factor 1.40 1.70 Stirrup Fy 60,000.0 psi ACI Live Load Factor Center Centerl Center2 Center3 Center4 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 2.40in2 2.40in2 2.401n2 2.40in2 32.001n 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 2.970 1.800 95.97 10.53 332.70 - 303.92 332.70 Yes 2.970 1.800 132.96 10.00 332.70 - 227.94 332.70 Title : Dsgnr: Description : Scope : Yes 2.970 1.800 Beam OK Beam OK Beam OK Beam OK 95.97 9.47 332.70 - 227.94 332.70 - 227.94 - 227.94 - 303.92 332.70 332.70 332.70 Bending OK Bending OK Bending OK 75.98 72.18 68.38 68.38 72.18 75.98 Yes 2.970 1.800 224.93 12.13 332.70 - 303.92 332.70 0.00 332.70 Bending OK 87.38 56.98 23.45 67.22 57.84 57.84 67.22 14.21 40.74 35.05 35.05 40.74 37.66 107.95 92.89 92.89 107.95 67.22 57.84 57.84 67.22 23.45 40.74 35.05 35.05 40.74 14.21 107.95 92.89 92.89 107.95 37.66 -0.040 -0.009 -0.014 -0.009 -0.040 8.80 10.67 10.00 9.33 11.20 69,542.02 69,542.02 93,312.00 69,542.02 69,542.02 Stirrup Rebar Area in2 0.400 0.400 0.400 0.400 0.400 Spacing @ Left in 16.00 16.00 16.00 16.00 16.00 Spacing @ .2 *L in Not Req'd 16.00 16.00 16.00 16.00 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 @ .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 16.00 Job # Date: 10:04AM, 12 MAY 07 '��j6 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 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 -303.9 -227.9 -227.9 -303.9 Shear k 57.0 76.0 72.2 68.4 87.4 Deflection in 0.0000 0.0000 0.0000 0.0000 0.0000 Job # V V Date: 10:04AM. 12 MAY 07 Description Center centers Center2 Ce ter3 Center4 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 2.401n2 32.00in 2.40in2 32.00in 2.40in2 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 Live Load This Span ?? No Yes Yes Yes Yes Dead Load k/ft 2.970 2.970 2.970 2.970 2.970 Live Load k/ft 1.800 1.800 1.800 1.800 1.800 Results Beam OK Beam OK Beam OK Beam OK Beam OK Mmax @ Cntr k -ft 111.74 125.11 125.03 98.36 224.36 @ X = ft 7.33 9.87 10.13 9.47 12.13 Mn * Phi k -ft 332.70 332.70 332.70 332.70 332.70 Max @ Left End k -ft 0.00 - 221.93 - 249.90 - 222.08 - 305.38 Mn' Phi k -ft 332.70 332.70 332.70 332.70 332.70 Max @ Right End k -ft - 221.93 - 249.90 - 222.08 - 305.38 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 30.48 70.78 73.57 68.01 87.45 Shear © Right k 52.68 73.58 70.79 76.34 56.91 Reactions & Deflections DL @ Left k 23.45 67.22 57.84 57.84 67.22 LL @ Left k -1.38 17.27 38.93 34.02 41.00 Total @ Left k 22.07 84.48 96.77 91.86 108.21 DL @ Right k 67.22 57.84 57.84 67.22 23.45 LL @ Right k 17.27 38.93 34.02 41.00 14.17 Total @ Right k 84.48 96.77 91.86 108.21 37.61 Max. Deflection in -0.015 -0.012 -0.013 -0.010 -0.040 @ X = ft 8.40 9.87 10.13 9.33 11.20 inertia : Effective in4 93,312.00 93,312.00 93,312.00 68,867.67 68,867.67 Shimaji & Lascola, Inc. 23682 Birtcher Drive Lake Forest, CA 92630 (949) 770 -9967 Description Fy Pc Concrete Member Information 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 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 16.00 16.00 0.400 16.00 16.00 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 _ (e)1983 -2002 ENERCALC Engineering Software Multi -Span Concrete Beam Page 1 The Cheesecake Factory, Tukwila, WA (Interior Grade Beam - Skipped LL) 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 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 Job# y (/ Date: 10:09AM, 12 MAY 07 1.40 1.70 0 Shimaji & Lascola, Inc. 23682 Birtcher Drive Lake Forest, CA 92630 (949) 770 -9967 L Rev: 560100 KW-0602701, Ver 5.6.1, 25- Oct -2002 (c) 1963 -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 -221.9 -249.9 -222.1 -305.4 Shear k 30.5 70.8 73.6 68.0 87.4 Deflection in 0.0000 0.0000 0.0000 0.0000 0.0000 Job # f 1 Date: 10:09AM, 12 MAY 07 Shimaji & Lascola, Inc. 23682 Birtcher Drive Lake Forest, CA 92630 (949) 770 -9967 Description Title : Dsgnr: Description : Scope : The Cheesecake Factory, Tukwila, WA (Interior Grade Beam - Skipped LL) Job # to Date: 10:08AM, 12 MAY 07 Rev: 560100 User. KW-0602701, Ver 5.6.1, 25-Oct -2002 (c 1983 -2002 ENERCALC Engineering Software Multi -Span Concrete Beam Page 1 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 Using Uve Load This Span ?? Dead Load k/ft Uve 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 Shear Stirrups ft in in Center A Bar Depth Left Area Bar Depth Right Area Bar Depth 60,000.0 psi 3,000.0 psi 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 Spans Considered Continuous Over Supports ACI Dead Load Factor 1.40 1.70 Stirrup Fy 60,000.0 psi ACI Uve Load Factor Center Centerl Center2 Center3 Center4 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 2.40in2 2.40in2 2.40in2 2.40in2 32.00in 32.00in 32.00in 32.00in 32.00in 2.40in2 2.401n2 2.40in2 2.401n2 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 No Yes Yes Yes 2.970 2.970 2.970 2.970 2.970 1.800 1.800 1.800 1.800 1.800 249.25 6.94 158.32 88.89 226.66 8.27 10.93 9.47 9.60 12.13 332.70 332.70 332.70 332.70 332.70 0.00 - 243.89 - 162.05 - 245.51 - 299.52 332.70 332.70 332.70 332.70 332.70 - 243.89 - 162.05 - 245.51 - 299.52 0.00 332.70 332.70 332.70 332.70 332.70 Bending OK Bending OK Bending OK Bending OK Bending OK 59.99 45.67 68.01 69.48 87.16 84.37 37.49 76.35 74.88 57.20 23.45 67.22 57.84 57.84 67.22 15.98 21.14 14.43 38.15 39.96 39.42 88.36 72.26 95.99 107.18 67.22 57.84 57.84 67.22 23.45 21.14 14.43 38.15 39.96 14.34 88.36 72.26 95.99 107.18 37.79 -0.035 0.006 -0.019 -0.007 -0.039 9.07 5.07 9.60 9.47 11.20 93,312.00 93,312.00 93,312.00 71,636.09 71,636.09 Stirrup Rebar Area in2 0.400 0.400 0.400 0.400 0.400 Spacing © Left in 16.00 Not Req'd 16.00 16.00 16.00 Spacing © .2 *L in Not Req'd Not Req'd 16.00 16.00 16.00 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 © .8 *L in 16.00 Not Req'd 16.00 16.00 Not Req'd Spacing © Right in 16.00 Not Req'd 16.00 16.00 16.00 Shimaji & Lascola, Inc. 23682 Birtcher Drive Lake Forest, CA 92630 (949) 770 -9967 Rev. 560100 User KW-0 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 -243.9 -162.1 -245.5 -299.5 Shear k 60.0 45.7 68.0 69.5 87.2 Deflection in 0.0000 0.0000 0.0000 0.0000 0.0000 Job # Date: 10:08AM, 12 MAY 07 Description Span ft Beam Width in Beam Depth in End Fixity Reinforcing Center Area Bar Depth Left Area Bar Depth Area Right Bar Depth Center 20.00 24.00 36.00 Pin -Pin 2.40in2 32.00in 2.40in2 4.00in 2.40in2 4.00in centers 20.00 24.00 36.00 Pin -Pin 2.40in2 32.00in 2.40in2 4.00in 2.401n2 4.00in Center2 20.00 24.00 36.00 Pin -Pin 2.40in2 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 Center4 20.00 24.00 36.00 Pin -Pin 2.40in2 32.00in 2.40in2 4.00in 2.40in2 4.00in Loads Using Uve Load This Span ?? Yes Yes No Yes Yes Dead Load k/ft 2.970 2.970 2.970 2.970 2.970 Uve Load k/ft 1.800 1.800 1.800 1.800 1.800 Results Beam OK Beam OK Beam OK Beam OK Beam OK Mmax @ Cntr k -ft 218.62 123.37 44.38 123.37 218.62 @ X = ft 7.73 11.07 10.00 8.93 12.27 Mn • Phi k -ft 332.70 332.70 332.70 332.70 332.70 Max @ Left End k -ft 0.00 - 320.02 - 163.52 - 163.52 - 320.02 Mn * Phi k -ft 332.70 332.70 332.70 332.70 332.70 Max © Right End k -ft - 320.02 - 163.52 - 163.52 - 320.02 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 56.18 80.01 41.58 64.35 88.18 Shear @ Right k 88.18 64.35 41.58 80.01 56.18 _ Reactions & Deflections DL @ Left k 23.45 67.22 57.84 57.84 67.22 LL @ Left k 13.74 43.58 14.68 14.68 43.58 Total @ Left k 37.18 110.79 72.52 72.52 110.79 DL © Right k 67.22 57.84 57.84 67.22 23.45 LL @ Right k 43.58 14.68 14.68 43.58 13.74 Total © Right k 110.79 72.52 72.52 110.79 37.18 Max. Deflection in -0.042 -0.017 -0.003 -0.017 -0.042 © X = ft 8.80 11.07 10.00 8.93 11.20 Inertia : Effective in4 62,714.46 62,714.46 93,312.00 62,714.46 62,714.46 Shear Stirrups i 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 (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 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 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 : The Cheesecake Factory, Tukwila, WA (Interior Grade Beam - Skipped LL) Spans Considered Continuous Over Supports ACI Dead Load Factor Stirrup Fy 60,000.0 psi ACI Uve Load Factor 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 16.00 Job# OF el./ Date: 10:08AM, 12 MAY 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 -320.0 -163.5 -163.5 -320.0 Shear k 56.2 80.0 41.6 64.4 88.2 Deflection in 0.0000 0.0000 0.0000 0.0000 0.0000 Job # Vv Date: 10:08AM, 12 MAY 07 Tc:7c:TT Ln/g7/zn .. 41 I I I I I 4 I I I I I I PLTOLO :asPgLI.Pc �4M RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a -SMRF 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: II Seismic Design Category: D Provisions for. Force Ground Level: Base Dir Eccent R X +And - 8.0 Y + And - 8.0 Dir Ta Cu X 0.385 1.400 Y 0.385 1.400 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 3.82 0.00 127.53 74.85 Roof 20.00 59.53 0.00 59.72 53.37 Type: EQIBCO3 X_ E F Level HighRoof Roof Type: EQIBCO3 Y_ +E F Level HighRoof Roof Type: EQIBCO3 Y_ -E F Level HighRoof Roof Loads and Applied Forces Ta Equation Std,Ct 0.030,x.75 Std,Ct=3.030,x -0.75 T T -used Eg95521 -1 Eg95521 -2 0.844 0.538 0.134 0.227 0.857 0.538 0.134 0.227 Building Period -T Calculated Calculated 63.35 0.00 Sl: 0.488 g SDI: 0.781 g Eq95521-3 0.0470 0.0470 k 1.019 1.019 05/09/07 17 :16:29 Ht Fx Fy X Y ft kips kips ft ft 30.00 3.82 0.00 127.53 73.45 20.00 59.53 0.00 59.72 44.34 63.35 0.00 Ht Fx Fy X Y ft kips kips ft ft 30.00 0.00 3.82 128.22 74.15 20.00 0.00 59.53 66.46 48.86 0.00 63.35 Ht Fx Fy X Y ft kips kips ft ft 30.00 0.00 3.82 126.84 74.15 20.00 0.00 59.53 52.98 48.86 F w ■ !. 'II 1 1 1 ! 1. ! 1 1 1. 1 . RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a -SMRF Loads and Applied Forces 0.00 63.35 Page : 05/09/07 17:16 WIND PRESSURES: X- Direction: Y- Direction: CpWindward = 0.80 GCpn (Parapet): Height Kz ft 36.00 0.738 30.00 0.701 26.00 0.673 20.00 0.624 0.00 0.575 HighRoof Roof HighRoof Roof HighRoof Roof RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a -SMRF Loads and Applied Forces LOAD CASE: Wind Wind ASCE 7 -02/18C2003 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 Structure, 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 = 1.185 Natural Frequency = 1.168 qLeeward (qh) = 14.96 psf Winward = 1.80 Kzt qz psf 1.000 14.960 0.874 1.000 14201 0.874 1.000 13.632 0.841 1.000 12.647 0.841 1.000 11.649 0.841 Gust Factor G X Y Structure is Rigid Structure is Rigid Leeward = -1.10 CpLeeWard X Y 0.874 0.874 0.828 0.828 0.828 -0.500 -0.401 -0.401 35.87 0.00 0.00 53.76 -0.497 -0.500 -0.500 Page 3/5 05/09/07 17:16:29 Pressure (psf) X Y 43.384 43.384 16.461 16.419 39.532 39.532 13.563 14.569 12.892 13.908 APPLIED STORY FORCES: Type: Wind_IBCO3 1 X Level Ht Fx Fy X Y ft kips kips ft ft 30.00 4.73 0.00 0.00 74.15 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 30.00 0.00 4.67 127.55 0.00 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 30.00 3.55 0.00 0.00 76.25 20.00 23.35 0.00 0.00 56.15 RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a -SMRF 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 Loads and Applied Forces 26.90 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 72.05 Roof 20.00 23.35 0.00 0.00 29.08 26.90 0.00 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 0.00 40.32 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 0.00 40.32 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 26.90 40.32 Page 26.90 -40.32 05/09/07 17:16 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 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 I RAM HighRoof Roof RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a -SMRF Loads and Applied Forces 20.18 3024 20.18 -3024 20.18 -3024 Page 5/5 05/09/07 17:16:29 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 it HighRoof 30.00 2.66 -2.63 125.49 72.05 Roof 20.00 17.52 - 27.61 44.10 29.08 "1 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 WI W2 W3 W4 W5 W6 W7 W8 W9 W10 Wll W12 RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a -SMRF 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 +E F EQIBCO3 X -E F EQIBCO3 Y +E _ F EQIBCO3_Y -E F Wind _ IBCO3_1 _ X Wind _ IBCO3_1 _ Y Wind 2 +E Wind _ IBCO3 2 -E Wind 2 +E Wind 2 -E Wind +Y Wind X -Y Wind 4 +Y Wind 4 +Y Wind 4_X -Y Wind 1BCO3 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 W1 W2 W3 W4 W5 W6 W7 in in -0.06686 -0.01304 -0.05252 -0.01626 0.95395 -0.03412 0.91842 0.07756 -0.04195 1.12188 0.01088 0.95526 0.52767 0.03972 -0.03419 0.95255 0.41705 -0.03620 0.37445 0.09577 -0.07486 0.86911 0.02357 0.55971 0.37011 0.74420 Theta Z rad 0.00017 0.00015 -0.00006 0.00008 0.00013 -0.00008 0.00003 0.00008 -0.00007 0.00012 0.00026 -0.00014 0.00009 05/09/07 17:16:29 W8 W9 W10 W11 W12 0.42140 0.33047 0.22470 0.36893 0.26316 RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a -SMRF Building Code: IBC Story Displacements -0.68462 0.39264 0.72366 -0.67898 -0.34796 -0.00004 -0.00016 0.00029 -0.00025 0.00019 Level: Roof Center of Mass (ft): (59.72, 48.86) LdC Disp X Disp Y Theta Z in in rad D -0.00292 -0.00601 -0.00000 LP -0.00296 -0.00796 -0.00000 El 0.92786 -0.00008 -0.00004 E2 0.93285 0.00213 0.00009 E3 0.00713 0.95401 0.00019 E4 -0.00030 0.95070 -0.00001 W1 0.52815 0.00139 0.00005 W2 0.00588 0.80961 0.00015 W3 0.39314 -0.00026 -0.00005 W4 0.39908 0.00235 0.00012 W5 0.01132 0.61028 0.00030 W6 -0.00250 0.60414 -0.00007 W7 0.40052 0.60825 0.00015 W8 0.39170 -0.60617 -0.00008 W9 0.29298 0.45291 -0.00009 W10 0.30780 0.45947 0.00031 W l l 0.28636 -0.45791 -0.00026 W12 0.30119 -0.45134 0.00014 Page 05/09/07 17:16 I RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a -SMRF 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 Pd ElementV ri Rhoi Element kips ft' kips HighRoof 3.82 192.78 2.77 0.725 0.013 Brace 2 Roof 65.18 192.78 31.30 0.480 0.000 Cols 20,21 r max = 0.725 Rho = 1.000 Load Case: E2 Seismic EQIBCO3_X -E F Level Story V Area Ai ElementV ri Rhoi Element kips ft' kips HighRoof 3.82 192.78 3.05 0.799 0.197 Brace 2 Roof 65.19 192.78 31.56 0.484 0.000 Cols 22,32 r max = 0.799 Rho = 1.000 Load Case: E3 Seismic EQIBCO3 Y +E F Level Story V Area Ai ElementV ri Rhoi Element kips ft' kips HighRoof 3.82 192.78 4.75 1.243 0.841 Brace 3 Roof 65.24 192.78 35.15 0.539 0.000 Cols 27,26 r max = 1.243 Rho = 1.000 Load Case: E4 Seismic EQIBCO3 Y -E F Level Story V Area Ai ElementV ri Rhoi Element kips ft' kips HighRoof 3.82 192.78 4.32 1.130 0.726 Brace 3 Roof 65.23 192.78 30.46 0.467 0.000 Cols 27,26 r max = 1.130 11 NO NIP IV It Ili Ng Ili Ili Ili II IR NI II IS 05/09/07 17:16:29 RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a -SMRF Rho = 1.000 Redundancy Factors Summary Page 05/09/07 17:16: RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a -SMRF 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 : kips kips kips kips HighRoof 0.00 0.00 3.82 3.82 Roof 0.00 0.00 65.23 61.40 05/09/07 17:16:29 RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a -SMRF Building Story Shears Load Case: WI Wind Wind _ IBCO3_1 _ X Level Shear -X Change -X Shear -Y Change -Y kips kips kips kips HighRoof 4.73 4.73 0.00 0.00 Roof 36.91 32.18 0.01 0.01 Load Case: W2 Wind Wind IBCO3 1 Y Max. Allowed Distance between Nodes (ft) : 8.00 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 55.37 50.69 kips kips kips kips HighRoof -0.01 -0.01 0.00 0.00 Load Case: W3 Wind Wind IBCO3 2 X +E Roof -0.01 0.00 -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 27.68 24.13 0.00 0.00 kips kips kips kips HighRoof -0.01 -0.01 0.00 0.00 Load Case: W4 Wind Wind _ IBCO3_2 _ X -E Roof -0.01 0.00 -0.02 -0.02 Level Shear-X Change -X Shear -Y Change -Y kips kips kips kips Load Case: El Seismic EQ X +E F HighRoof 3.55 3.55 0.00 0.00 Level Shear -X Change -X Shear-Y Change -Y Roof 27.69 24.14 0.01 0.01 kips kips kips kips HighRoof 3.82 3.82 0.00 0.00 Load Case: W5 Wind Wind 1BCO3 2 Y +E Roof 65.18 61.36 0.00 0.00 Level Shear -X Change -X Shear -Y Change -Y kips kips kips kips Load Case: E2 Seismic EQ X -E F HighRoof 0.00 0.00 3.51 3.51 Level Shear -X Change -X Shear -Y Change -Y Roof 0.02 0.02 41.54 38.04 kips kips kips kips HighRoof 3.82 3.82 0.00 0.00 Load Case: W6 Wind Wind_IBCO3 -E Roof 65.19 61.37 0.01 0.01 Level Shear-X Change -X Shear -Y Change -Y kips kips kips kips Load Case: E3 Seismic EQ 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 41.51 38.00 kips kips kips kips HighRoof 0.00 0.00 3.82 3.82 Load Case: W7 Wind Wind _ IBCO3 _ 3 _ X +Y Roof 0.01 0.01 65.24 61.42 Level Shear-X Change -X Shear-Y Change -Y kips kips kips kips Load Case: E4 Seismic EQ Y -E F HighRoof 3.55 3.55 3.51 3.51 Level Shear-X Change -X Shear -Y Change -Y Roof 27.69 24.14 41.53 38.02 Page 05/09/07 17:16 Load Case: W8 Wind Wind _ IBCO3 _ 3_X -Y Level Shear -X Change -X Shear -Y Change -Y HighRoof Roof RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a -SMRF J3uilding Story Shears kips kips kips kips 3.55 3.55 -3.51 -3.51 27.68 24.13 -41.52 -38.01 Load Case: W9 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 20.76 18.09 31.13 28.50 Load Case: W10 Wind Wind_IBCO3_4 +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 20.78 18.11 31.17 28.54 Load Case: WII 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 20.75 18.09 -31.16 -28.53 Load Case: W12 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 20.77 18.11 -31.12 -28.49 Page 3/3 05/09/07 17:16:29 Frame Story Shears Frame #1 RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a -SMRF 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 05/09/07 17:16:29 RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017aSMRF Frame Story Shears Load Case: Wl Wind Wind _ IBCO3_1 _ X Level Shear -X Change -X Shear -Y Change -Y kips kips kips kips 0.99 0.99 -1.00 -1.00 Roof Load Case: W2 Wind Wind IBCO3 1 Y Level Shear -X Change -X Shear -Y Change -Y kips kips kips kips Roof 0.02 0.02 22.02 22.02 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 kips kips kips kips kips kips kips kips Roof 0.73 0.73 1.02 1.02 Roof -0.01 -0.01 -0.05 -0.05 Load Case: W4 Wind Wind IBCO3 2 X -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 0.75 0.75 -2.52 -2.52 Roof -0.01 -0.01 -0.08 -0.08 Load Case: W5 Wind Wind IBCO3 2 Y +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 0.05 0.05 12.40 12.40 Roof 1.72 1.72 0.96 0.96 Load Case: W6 Wind Wind IBCO3 2 Y -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 20.63 20.63 Roof 1.74 1.74 -2.01 -2.01 Load Case: W7 Wind Wind IBCO3 3 X +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 0.76 0.76 15.76 15.76 Roof 0.03 0.03 25.82 25.82 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 -Y kips kips kips kips kips kips kips kips Roof 0.72 0.72 -17.27 -17.27 Roof 0.00 0.00 30.23 30.23 Load Case: W9 Wind Wind IBCO3 4 X +Y CW Level Shear -X Change -X Shear -Y Change -Y kips kips kips kips Page 05/09/07 17:16 ■ RAM 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 -SMRF Frame Story Shears 0.54 0.54 Load Case: W10 Wind Wind IBCO3 4 X +Y CCW Level Shear -X Change -X Shear -Y kips kips kips Roof 0.60 0.60 7.41 Load Case: Wll Wind Wind IBCO3 4 X -Y CW Level Shear -X Change -X kips kips Roof 0.51 0.51 Load Case: W12 Wind Wind IBCO3 4 X Y CCW Level Shear -X Change -X Shear -Y kips kips kips Roof 0.57 0.57 -17.36 DeadLoad RAMUSER Shear -X Change -X kips kips 0.00 0.00 PosLiveLoad RAMUSER Shear -X Change -X kips kips 0.00 0.00 Seismic EQIBCO3 X +E F Shear -X Change -X kips kips 1.75 1.75 Seismic EQ,IBCO3_X_ E F Shear -X Change -X kips kips 1.67 1.67 Seismic EQIBCO3 Y +E _F Shear -X Change -X kips kips -0.11 -0.11 16.23 Shear -Y kips -8.54 16.23 Change -Y kips 7.41 Change -Y kips -8.54 Change -Y kips -17.36 Shear -Y Change -Y kips kips 0.08 0.08 Shear -Y Change -Y kips kips 0.11 0.11 Shear -Y Change -Y kips kips -1.01 -1.01 Shear -Y Change -Y kips kips 2.13 2.13 Shear -Y Change -Y kips kips 35.15 35.15 Page 3/9 05/09/07 17:16:29 FIF1 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 RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a -SMRF Seismic EQIBCO3 Y -E F Shear -X Change -X kips kips 0.01 0.01 Wind Wind IBCO3_1 X Shear -X Change -X kips kips 0.95 0.95 Wind Wind 1BCO3_1 Y Shear -X Change -X kips kips -0.09 -0.09 Wind Wind_IBCO3_2_X +E Shear -X Change -X kips kips 0.76 0.76 Wind Wind_IBCO3 -E Shear -X Change -X kips kips 0.67 0.67 Wind Wind_IBCO32 +E Shear -X Change -X kips kips -0.18 -0.18 Frame Story Shears Wind Wind IBCO3 2 Y -E Shear -X Change -X kips kips 0.04 0.04 Wind Wind_LBCO3 +Y Shear -X Change -X kips kips 0.65 0.65 Load Case: W8 Wind Wind_LBCO3 3 X -Y Level Shear -X Change -X kips kips Shear -Y Change -Y kips kips 30.46 30.46 Shear -Y Change -Y kips kips 1.06 1.06 Shear -Y Change -Y kips kips 29.71 29.71 Shear -Y Change -Y kips kips -1.08 -1.08 Shear -Y Change -Y kips kips 2.67 2.67 Shear -Y Change -Y kips kips 26.64 26.64 Shear -Y Change -Y kips kips 17.93 17.93 Shear -Y Change -Y kips kips 23.08 23.08 Shear -Y Change -Y kips kips ! ! ! Page 05/09/07 17:16: Roof Load Case: W9 Level Roof Load Case: W10 Level Roof Load Case: W11 Level Roof 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 -SMRF 0.78 0.78 Wind Wind D3CO3 4 X +Y CW Shear -X Change -X kips kips 0.60 0.60 Wind Wind IBCO3 4 X +Y CCW Shear -X Change -X Shear -Y ldps kips kips 0.37 0.37 21.98 Wind Wind _ IBCO3 _ 4_X Y Shear -X Change -X kips kips 0.71 0.71 Wind Wind -Y Shear -X Change -X Shear -Y kips kips kips 0.47 0.47 -11.44 DeadLoad RAMUSER Shear -X Change -X kips kips -0.11 -0.11 PosLiveLoad RAMUSER Shear -X Change -X kips kips -0.15 -0.15 Seismic EQ,IBCO3_X +E F Shear -X Change -X kips kips 29.45 29.45 Seismic EQ,IBCO3_X_ E F Shear -X Change -X kips kips 31.56 31.56 Frame Story Shears -21.49 Shear -Y kips 12.64 Shear -Y kips -20.79 Shear -Y kips -0.01 Shear -Y kips -0.01 Shear -Y kips 0.05 Shear -Y kips -0.10 -21.49 Change -Y kips 12.64 Change -Y kips 21.98 Change -Y kips -20.79 Change -Y kips -11.44 Change -Y kips -0.01 Change -Y kips -0.01 Change -Y kips 0.05 Change -Y kips -0.10 Page 5/9 05/09/07 17:16:29 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 -SMRF Seismic EQ,IBCO3 Y +E F Shear -X Change -X kips kips 2.93 2.93 Seismic EQIBCO3 Y -E F Shear -X Change -X kips kips -0.21 -0.21 Wind Wind IBCO3_1 X Shear -X Change -X kips kips 17.79 17.79 Wind Wind IBCO3_1 Y Shear -X Change -X kips kips 2.41 2.41 Wind Wind IBCO3 2 X +E Shear-X Change -X kips kips 12.08 12.08 Wind Wind IBCO3_2 X -E Shear -X Change -X kips kips 14.60 14.60 Wind Wind IBCO3 2 Y+E Shear -X Change -X kips kips 4.74 4.74 Wind Wind 1BCO3_2 Y -E Shear -X Change -X kips kips -1.11 -1.11 Wind Wind IBCO3 3 X +Y Shear -X Change -X kips kips Frame Story Shears Shear -Y Change -Y kips kips 1.57 1.57 Shear -Y Change -Y kips kips 1.78 1.78 Shear -Y Change -Y kips kips -0.05 -0.05 Shear -Y Change -Y kips kips 1.34 1.34 Shear -Y Change -Y kips kips 0.05 0.05 Shear -Y Change -Y kips kips -0.12 -0.12 Shear -Y Change -Y kips kips 0.81 0.81 Shear -Y Change -Y kips kips 1.20 1.20 Shear -Y Change -Y kips kips 7 Page 05/09/07 17:1 Fil RAM Roof Load Case: W8 Level Roof Load Case: W9 Level Roof Load Case: W10 Wind Wind IBCO34X +Y CCW Level Shear -X Change -X Shear -Y kips kips ldps Roof 14.50 14.50 0.51 Load Case: W11 Wind Wind IBCO3 4 X -Y CW Level Shear -X Change -X kips kips Roof 5.51 5.51 Load Case: W12 Wind Wind IBCO3 4 X -Y CCW Level Shear -X Change -X Shear-Y kips kips kips Roof 11.78 11.78 -0.99 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 -SMRF 15.15 15.15 Wind Wind IBCO3 3_X -Y Shear -X Change -X kips kips 11.53 11.53 Wind Wind IBCO3 4 X +Y CW Shear -X Change -X kips kips 8.22 8.22 DeadLoad RAMUSER Shear-X Change -X kips kips -0.02 -0.02 PosLiveLoad RAMUSER Shear-X kips 0.05 Frame Story Shears Change -X kips 0.05 Seismic EQIBCO3 X +E _ F Shear -X Change -X kips kips 31.30 31.30 0.97 Shear -Y kips -1.04 Shear -Y kips 0.94 Shear-Y ldps -0.57 0.97 Change -Y kips -1.04 Change -Y kips 0.94 Change -Y kips 0.51 Change -Y kips -0.57 Change -Y kips -0.99 Shear -Y Change -Y kips kips -0.01 -0.01 Shear-Y Change -Y kips kips -0.01 -0.01 Shear-Y Change -Y kips kips 0.05 0.05 Page 7/9 05/09/07 17:16:29 F Ra 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 -SMRF Seismic EQIBCO3 X -E F Shear -X Change -X kips kips 29.29 29.29 Seismic EQIBCO3 Y +E F Shear -X Change -X kips kips -2.77 -2.77 Seismic EQIBCO3 Y -E F Shear -X Change -X kips kips 0.21 0.21 Wind Wind IBCO3_1 X Shear -X Change -X kips kips 16.68 16.68 Wind Wind_1BCO3_1 Y Shear-X Change -X kips kips -2.28 -2.28 Wind Wind IBCO3_2 X +E Shear-X Change -X kips kips 13.71 13.71 Wind Wind IBCO3_2 X -E Shear-X Change -X kips kips 11.31 11.31 Wind Wind _113CO3 2 Y +E Shear -X Change -X kips ldps -4.49 -4.49 Wind Wind IBCO3 2 Y -E Shear -X Change -X kips kips Frame Story Shears Shear -Y Change -Y kips kips -0.10 -0.10 Shear -Y Change -Y kips kips 1.57 1.57 Shear -Y Change -Y kips kips 1.78 1.78 Shear -Y Change -Y kips kips -0.05 -0.05 Shear-Y Change -Y kips kips 1.33 1.33 Shear-Y Change -Y kips kips 0.05 0.05 Shear -Y Change -Y kips kips -0.12 -0.12 Shear-Y Change -Y kips kips 0.80 0.80 Shear -Y Change -Y kips kips Page 05/09/07 17:16 RAM Roof RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a -SMRF Frame Story Shears 1.07 1.07 1.20 1.20 Load Case: W7 Wind Wind _ IBCO3 _ 3 _ X +Y Level Shear -X Change -X Shear -Y Change -Y kips kips kips kips Roof 10.80 10.80 0.96 0.96 Load Case: W8 Wind Wind IBCO3 3 X -Y Level Shear -X Change -X Shear -Y Change -Y kips kips kips kips Roof 14.22 14.22 -1.04 -1.04 Load Case: W9 Wind Wind IBCO3 4 X +Y CW Level Shear -X Change -X Shear -Y Change -Y kips kips kips kips Roof 11.08 11.08 0.94 0.94 Load Case: W10 Wind Wind IBCO3 4_X +Y CCW Level Shear -X Change -X Shear -Y Change -Y kips kips kips kips Roof 5.11 5.11 0.51 0.51 Load Case: W11 Wind Wind IBCO3 4 X -Y CW Level Shear -X Change -X Shear -Y Change -Y kips kips kips kips Roof 13.65 13.65 -0.56 -0.56 Load Case: W12 Wind Wind IBCO3 4 X -Y CCW Level Shear -X Change -X Shear -Y Change -Y kips kips kips kips Roof 7.68 7.68 -1.00 -1.00 Page 9/9 05/09/07 17:16:29 RAM LP El E2 E3 E4 W1 W2 W3 W4 W5 W6 W7 W8 W9 W10 W11 W12 Frame #1: Node 19 Frame Reactions RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a -SMRF Building Code: IBC CRITERIA: Rigid End Zones: Member Force Output: P- Delta: Yes Diaphragm: Rigid Ground Level: Base Wall Mesh Criteria : Ignore Effects At Face of Joint Scale Factor. 1.00 Max. Allowed Distance between Nodes (ft) : 8.00 LOAD CASE DEFINITIONS: D DeadLoad PosLiveLoad Seismic Seismic Seismic Seismic Wind Wind Wind Wind Wind Wind Wind Wind Wind Wind Wind Wind RAMUSER RAMUSER EQIBCO3 X +E F EQI13CO3 -E F EQIBCO3 Y +E _ F EQIBCO3 Y -E F Wind Wind Y Wind 113CO3 2 +E Wind IBCO32X -E Wind 2 +E Wind 2_Y -E Wind _ IBCO3 3 +Y Wind -Y Wind 4 +Y CW Wind 4 +Y Wind 4 X -Y Wind IBCO3 4 X -Y CCW LdC Rx Ry Rz Mu Myy Tzz kips kips kips kip-ft kip-ft kip-ft D 0.00 2.51 25.80 -16.47 0.07 0.00 Lp 0.00 1.98 19.92 -13.11 0.07 0.00 El -0.86 -0.48 -0.33 5.32 -17.10 0.00 E2 -0.89 1.01 0.69 -11.23 -17.70 -0.00 E3 -0.04 -12.91 -8.82 143.87 -0.83 -0.00 E4 0.00 -15.12 -10.33 168.50 0.06 0.00 WI -0.50 0.50 0.34 -5.60 -10.00 -0.00 W2 -0.03 -11.01 -7.52 122.70 -0.69 -0.00 W3 -0.36 -0.51 -0.35 5.67 -7.14 0.00 W4 -0.39 1.26 0.86 -14.07 -7.86 -0.00 W5 -0.07 -6.20 -4.24 69.10 -1.34 -0.01 W6 0.02 -10.31 -7.05 114.95 0.31 0.00 W7 -0.40 -7.88 -5.39 87.83 -8.01 -0.00 W8 -0.35 8.63 5.90 -96.22 -6.98 0.00 05/09/07 17:16:29 RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a -SMRF Building Code: IBC Frame Reactions Node LdC Rx Ry Rz Mxx Myy Tzz W9 -0.26 -8.12 - 5.55 90.47 -5.12 0.00 W 10 -0.35 -3.70 -2.53 41.28 -6.90 -0.01 W11 -0.22 4.27 2.92 - 47.57 -4.35 0.01 W12 -0.31 8.68 5.93 -96.76 -6.13 -0.00 20 D 0.00 -2.46 28.31 15.56 0.05 0.00 Lp 0.00 -1.90 24.22 11.95 0.04 0.00 El -0.87 -0.48 0.33 5.32 -17.35 0.00 E2 -0.86 1.01 -0.69 -11.23 -17.17 -0.00 E3 0.01 -12.91 8.82 143.87 0.25 -0.00 E4 -0.00 -15.12 10.33 168.50 -0.02 0.00 WI -0.49 0.50 -0.34 -5.60 -9.73 -0.00 W2 0.01 -11.01 7.52 122.70 0.20 -0.00 W3 -037 -0.51 0.35 5.67 -7.41 0.00 W4 -0.36 1.26 -0.86 -14.07 -7.19 -0.00 W5 0.02 -6.20 4.24 69.10 0.40 -0.01 W6 -0.00 -10.31 7.05 114.95 -0.10 0.00 W7 -0.36 -7.88 5.39 87.83 -7.14 -0.00 W8 -0.37 8.63 -5.90 -96.22 -7.45 0.00 W9 -0.28 -8.12 5.55 90.47 -5.63 0.00 W10 -0.25 -3.70 2.53 41.28 -5.09 -0.01 W11 -0.29 4.27 -2.92 -47.57 -5.86 0.01 W12 -0.27 8.68 -5.93 -96.76 -532 -0.00 Frame #2: Node LdC Rx Ry Rz Mxx Myy Tzz kips kips kips kip-ft kip-ft kip -ft 24 D 0.00 2.12 52.67 -14.25 0.04 0.00 Lp 0.00 1.90 40.68 -13.13 0.03 0.00 El -0.87 0.34 -2.26 -4.39 -17.44 0.00 E2 -0.85 -1.21 -3.60 12.79 -16.97 0.00 E3 0.03 -17.50 -14.63 193.08 0.64 0.00 E4 -0.00 -15.18 -12.65 167.47 -0.05 0.00 WI -0.48 -0.69 -3.17 6.97 -9.63 0.00 W2 0.03 -14.81 -12.31 16332 0.53 0.00 W3 -038 0.40 -1.53 -4.97 -7.50 0.00 W4 -0.35 -1.44 -3.22 15.43 -6.95 0.00 W5 0.05 -13.25 -11.09 146.29 1.04 0.00 W6 -0.01 -8.95 -7.37 98.68 -0.25 0.00 W7 -0.34 -11.62 -11.61 127.72 -6.83 0.00 W8 -0.38 10.59 6.86 - 117.26 -7.62 0.00 W9 -0.29 -6.41 -6.68 70.28 -5.81 0.00 W10 -0.22 -11.02 -10.73 121.29 -4.43 0.00 W11 -032 10.24 7.17 - 113.45 -6.41 0.00 W12 -0.25 5.64 3.11 -62.44 -5.02 0.00 Page 05/09/07 17:16: RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a -SMRF Building Code: IBC Frame Reactions Node LdC Rx Ry Rz Mu Myy Tzz 25 D 0.00 -2.20 21.27 13.59 0.03 0.00 Lp 0.00 -2.02 18.46 12.15 0.01 0.00 El -0.88 0.68 -1.38 -6.57 -17.65 0.00 E2 -0.83 -0.92 0.01 10.87 -16.51 -0.00 E3 0.08 -17.65 14.71 194.03 1.57 -0.00 E4 -0.01 -15.28 12.67 168.10 -0.12 0.00 W 1 -0.47 -0.37 -0.48 4.91 -9.40 -0.00 W2 0.06 -14.91 12.38 163.99 1.29 -0.00 W3 -0.39 0.68 -1.24 -6.77 -7.73 0.00 W4 -0.32 -1.24 0.51 14.14 -6.38 -0.00 W5 0.13 -13.39 11.21 147.14 2.53 -0.01 W6 -0.03 -8.98 7.36 98.83 -0.60 0.00 W7 -0.30 -11.46 8.92 126.67 -6.09 -0.00 W8 -0.40 10.90 -9.65 - 119.30 -8.02 0.00 W9 -0.31 -6.22 4.59 69.05 -6.25 0.00 W10 -0.14 -10.97 8.79 120.96 -2.88 -0.01 W11 -0.38 10.55 -9.34 - 115.43 -7.70 0.01 W12 -0.22 5.81 -5.13 - 63.52 -4.33 -0.00 Frame #3: Node LdC Rz Ry Rz Max Myy Tzz kips kips kips kip-ft kip-ft kip-ft 18 D 0.28 0.00 11.15 -0.07 2.15 0.00 Lp 0.50 0.00 11.94 -0.08 3.64 0.00 El -14.72 -0.03 -12.05 0.56 - 162.14 0.00 E2 -15.78 0.06 -12.92 -1.19 - 173.77 -0.00 E3 -1.47 -0.76 -1.20 15.26 -16.15 -0.00 E4 0.11 -0.89 0.09 17.87 1.16 0.00 WI -8.89 0.03 -7.28 -0.59 -97.92 -0.00 W2 -1.21 -0.65 -0.99 13.01 -13.29 -0.00 W3 -6.04 -0.03 -4.94 0.60 -66.51 0.00 W4 -7.30 0.07 -5.98 -1.49 -80.37 -0.00 W5 -2.37 -0.37 -1.94 7.33 -26.07 -0.01 W6 0.56 -0.61 0.46 12.19 6.14 0.00 W7 -7.57 -0.47 -6.20 9.31 -83.41 -0.00 W8 -5.76 0.51 -4.72 -10.20 -63.47 0.00 W9 -4.11 -0.48 -3.37 9.59 -45.28 0.00 W 10 -7.25 -0.22 -5.94 4.38 -79.84 -0.01 W11 -2.75 0.25 -2.25 -5.04 -30.33 0.01 W12 -5.89 0.51 -4.82 -10.26 -64.88 -0.00 23 D -0.17 0.00 5.44 -0.09 -0.80 0.00 Lp -0.35 0.01 7.85 -0.11 -1.90 0.00 El -14.72 -0.02 12.05 0.36 - 162.14 0.00 E2 -15.78 0.04 12.92 -0.74 - 173.77 -0.00 Page 3/5 05/09/07 17:16:29 22 RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a -SMRF Building Code: IBC Frame Reactions Node LdC Rx Ry Rz Mix Myy Tzz E3 -1.47 -0.81 1.20 16.17 -16.15 -0.00 E4 0.11 -0.89 -0.09 17.80 1.16 0.00 WI -8.89 0.02 7.28 -0.37 -97.92 -0.00 W2 -1.21 -0.69 0.99 13.77 -13.29 -0.00 W3 -6.04 -0.02 4.94 0.38 -66.51 0.00 W4 -7.30 0.05 5.98 -0.93 -80.37 -0.00 W5 -237 -0.44 1.94 8.81 -26.07 -0.01 W6 0.56 -0.59 -0.46 11.84 6.14 0.00 W7 -7.57 -0.50 6.20 10.05 -83.41 -0.00 W8 -5.76 0.53 4.72 -10.60 -63.47 0.00 W9 -4.11 -0.46 3.37 9.16 -45.28 0.00 W 10 -7.25 -0.30 5.94 5.91 -79.84 -0.01 W11 -2.75 0.32 2.25 -6.32 -30.33 0.01 W12 -5.89 0.48 4.82 -9.58 -64.88 -0.00 Frame #4: Node LdC Rx Ry Rz Mxx Myy Tzz kips kips kips kip-ft kip-ft kip-ft 21 D 0.16 0.00 12.43 -0.07 1.17 0.00 Lp 0.28 0.00 17.77 -0.08 1.88 0.00 El -15.65 -0.03 -14.56 0.56 - 171.05 0.00 E2 -14.65 0.06 -13.63 -1.19 - 160.08 -0.00 E3 1.39 -0.76 1.29 15.26 15.16 -0.00 E4 -0.11 -0.89 -0.10 17.87 -1.17 0.00 WI -834 0.03 -7.76 -0.59 -91.14 -0.00 W2 1.14 -0.65 1.06 13.01 12.48 -0.00 W3 -6.85 -0.03 -6.38 0.60 -74.90 0.00 W4 -5.66 0.07 -5.26 -1.49 -61.81 -0.00 W5 2.25 -0.37 2.09 7.33 24.55 -0.01 W6 -0.53 -0.61 -0.50 12.19 -5.84 0.00 W7 -5.40 -0.47 -5.02 9.31 -59.00 -0.00 W8 -7.11 0.51 -6.62 -10.20 -77.71 0.00 W9 -5.54 -0.48 -5.15 9.59 -60.56 0.00 W10 -2.56 -0.22 -2.38 4.38 -27.94 -0.01 W11 -6.82 0.25 -6.35 -5.04 -74.59 0.01 W12 -3.84 0.51 -3.57 -10.26 -41.98 -0.00 -0.15 0.00 6.61 -0.09 -0.83 0.00 -0.33 0.01 5.63 -0.10 -2.10 0.00 -15.65 -0.02 14.56 0.38 - 171.05 0.00 -14.65 0.04 13.63 -0.79 - 160.08 -0.00 139 -0.80 -1.29 16.07 15.16 -0.00 -0.11 -0.89 0.10 17.81 -1.17 0.00 -8.34 0.02 7.76 -0.39 -91.14 -0.00 1.14 -0.68 -1.06 13.68 12.48 -0.00 Page 05/09/07 17:16: A! ! w 111. - L RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a -SMRF Building Code: IBC \S WI ! ! ! ! WI ! ! w ! \ \. \. \ t \ \ \ \ \. \. \ \ ! Frame Reactions Node LdC Ri Ry Rz Mu Myy Tzz W3 -6.85 -0.02 6.38 0.40 -74.90 0.00 W4 -5.66 0.05 5.26 -0.99 -61.81 -0.00 W5 2.25 -0.43 -2.09 8.64 24.55 -0.01 W6 -0.53 -0.59 0.50 11.88 -5.84 0.00 W7 -5.40 -0.50 5.02 9.97 -59.00 -0.00 W8 -7.11 0.53 6.62 -10.56 -77.71 0.00 W9 -5.54 -0.46 5.15 9.21 -60.56 0.00 W10 -2.56 -0.29 2.38 5.74 -27.94 -0.01 W11 -6.82 0.31 6.35 -6.18 -74.59 0.01 W12 -3.84 0.48 3.57 -9.65 -41.98 -0.00 Page 5/5 05/09/07 17:16:29 p JOB ENGINEER DESIGN OF SHIMAJI & LASCOLA structural engineers ormw) GL w II.P ce.s 2o." � 11.1 fi �o.� } �•I 214 2 ± 1 0. 3 151 n-1 SHEET NO. DATE JOB ENGINEER DESIGN OF nit LA-194, car - I Pt IfrrK0 " NO i -(5= SHIMAJI & LASCOLA structural engineers V0- ?- 10 ti r C eOVE0 - grj t 441,* J = 3 1 5,(IwY10,30 . F- (m t- sac! 1 ' f r- SHEET NO. DATE V e-e JOB CC _ ENGINEER DESIGN OF 1;41111905 SHIMAJI & LASCOLA structural engineers V P* 0 s _ 2 (o. b YI.iT " � r 1pZt d ' h V ii // , ( 4 = 11 s. p4 ir k L I ; SHEET NO. DATE V 5 417A- , FAIT Allowable Diaphragm Shear Values, q (pif, kN /m) and Flexibility Factors, F ((in. /lb)x10 (mm /N)x10 GAGE MENT 18 16 SIDELAP SPAN (ft -in., mm) ATTACH- 4' - 5' - 6' - 7' -0" 8' - 9' -0" 10' -0" 11' -0" 12' -0" BP @ 24" 3.5 +39R 4.6 +31R 6.1 +26R 7.9 +22R 10.2 +19R 12.7 +17R 15.9 +15R 19.4 +14R 23.6 +13R F 20.0 +223R 26.3 +177R 34.8 +148R 45.1 +126R 58.2 +108R 72.5 +97R 90.8 +86R 110.8 +80R 134.8 +74R 1353 1089 914 788 694 621 562 514 475 q 19.75 15.89 13.34 11.50 10.13 9.06 8.20 7.50 6.93 BP @ 12" F 3.4 +39R 4.5 +31R 5.8 +26R 7.5 +22R 9.5 +19R 12.0 +17R 14.8 +15R 18.0 +14R 21.7 +13R 19.4 +223R 25.7 +177R 33.1 +148R 42.8 +126R 54.2 +108R 68.5 +97R 84.5 +86R 102.8 +80R 123.9 +74R TSW @24" TSW @ 18" TSW @12" TSW @6" BP @ 24" BP @ 12" TSW @ 24" TSW @ 18" TSW @ 12" TSW @6" 1,220 1,520 1,830 2,130 Type 5 Weld Pattern at Supports c Button Punch or 11/2' Top Seam Weld Primer Painted or Galvanized E 2,440 2,740 3,050 3,350 3,660 1264 1030 849 738 1 641 I 577 516 475 433 q 18.45 15.03 12.39 10.77 9.35 8.42 7.53 6.93 6.32 1582 1359 1138 1040 914 862 780 750 691 q 23.09 19.83 16.61 15.18 13.34 12.58 11.38 10.95 10.08 • F 13.4 +17R 12.3 +13R 16.0+11R 14.9 +10R 18.3 +8R 17.1 +7R 20.2 +7R 19.1 +6R 22.0 +6R 76.5 +97R 70.2 +74R 91.4 +63R 85.1 +57R 104.5 +46R 97.6 +40R 115.3 +40R 109.1 +34R 125.6 +34R 1690 1440 1206 1096 1012 905 858 818 755 q 24.66 21.02 17.60 15.99 14.77 13.21 12.52 11.94 11.02 F 9 +17R 9.2 +13R 11.9+11R 11.7 +10R 11.7 +8R 13.9 +7R 13.8 +7R 13.7 +6R. 15.7 +6R 51.4 +97R' 52.5 +74R 68.0 +63R 66.8 +57R 66.8 +46R 79.4 +40R 78.8 +40R 78.2 +34R 89.6 +34R 1790 1516 1333 1201 1102 1025 964 914 872 q 26.12 22.12 19.45 17.53 16.08 14.96 14.07 13.34 12.73 F 6.9 +17R 7.4 +13R 7.8+11R 8.2 +10R 8.6 +8R 8.9 +7R 9.2 +7R 9.5 +6R 9.8 +6R 39.4 +97R 42.3 +74R 44.5 +63R 46.8 +57R 49.1 +46R 50.8 +40R 52.5 +40R 54.2 +34R 56.0 +34R 2140 1853 1661 1523 1419 1338 1273 1220 1057 q 31.23 27.04 24.24 22.23 20.71 19.53 18.58 17.80 15.43 F 3 +17R 4.1 +13R 4.2 +11R 4.3 +10R 4.4 +8R 4.5 +7R 4.6 +7R 4.7 +6R 4.7 +6R 22.3 +97R 23.4 +74R 24.0 +63R 24.6 +57R 25.1 +46R 25.7 +40R 26.3 +40R 26.8 +34R 26.8 +34R q 1656 1343 1110 962 837 751 673 617 563 24.17 19.60 16.20 14.04 12.22 10.96 9.82 9.00 8.22 F 3.2 +20R 4.3 +16R 5.9 +13R 7.7+11R 10.0 +10R 12.7 +9R 16.0 +8R 19.5 +7R 23.9 +7R 18.3 +114R 24.6 +91R 33.7 +74R 44.0 +63R 57.1 +57R 72.5 +51R 91.4 +46R 111.3 +40R 136.5 +40R 1741 1400 1172 1010 888 793 717 655 603 q 25.41 20.43 17.10 14.74 12.96 11.57 10.46 9.56 8.80 F 3 +20R 4.2 +16R 5.6 +13R 7.4 +11R 9.5 +10R 12.1 +9R 15.1 +8R 18.5 +7R 22.4 +7R 17.7 +114R 24.0 +91R 32.0 +74R 42.3 +63R 54.2 +57R 69.1 +51R 86.2 +46R 105.6 +40R 127.9 +40R 2115 1794 1502 1358 1194 1117 1011 964 888 q 30.87 26.18 21.92 19.82 17.43 16.30 14.75 14.07 12.96 F 9.5 +8R 8.9 +6R 11.6 +5R 10.9 +5R 13.5 +4R 12.8 +4R 15.2 +3R 14.5 +3R 16.7 +3R 54.2 +46R 50.8 +34R 66.2 +29R 62.2 +29R 77.1 +23R 73.1 +23R 86.8 +17R 82.8 +17R 95.4 +17R 2232 1882 1576 1420 1302 1164 1096 1039 959 q 32.57 27.47 23.00 20.72 19.00 16.99 15.99 15.16 14.00 F 6.5 +8R 6.7 +6R 8.7 +5R 8.7 +5R 8.8 +4R 10.5 +4R 10.5 +3R 10.5 +3R 12.1 +3R 37.1 +46R 38.3 +34R 49.7 +29R 49.7 +29R 50.2 +23R 60.0+23R 60.0 +17R 60.0 +17R 69.1 +17R 2339 1964 1713 1534 1400 1296 1212 1145 1088 q 34.14 28.66 25.00 22.39 20.43 18.91 17.69 16.71 15.88 F 5.1 +8R 5.5 +6R 5.9 +5R 6.2 +5R 6.5 +4R 6.8 +4R 7.1 +3R 7,4+3R 7.7 +3R 29.1 +46R 31.4 +34R 33.7 +29R 35.4 +29R 37.1 +23R 38.8 +23R 40.5 +17R 42.3 +17R 44.0 +17R 2716 2329 2070 1884 1745 1638 1552 1482 1424 q 39.64 33.99 30.21 27.49 25.47 23.90 22.65 21.63 2078 F 3.0 +8R 3.1 +6R 3.2 +5R 3.4 +5R 3.5 +4R 3.6 +4R 3.6 +3R 3.7 +3R 3.8 +3R 17 .1 +46R 17.7 +34R 18.3 +29R 19.4 +29R 20.0 +23R 20.6 +23R 20.6 +17R 21.1 +17R 21.7 +17R BP = Button Punch; TSW = Top Seam Weld Catalog VR1 VERCO MANUFACTURING CO. @ 51 RAM Floor Type: Roof RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a -SMRF Building Code: IBC �Mne36 W14,22 W14,(22 W14)P.2 J y ii W14)(22 W14)22 W16,Q6 - W16,(2 61 W1646 J J I I I I I I 2 3.1 k g 0 co W18X35 O O O X X 3 I W& L L W1845 W14x22 W14,Q2 W14)Q2 W14,(22 W14)Q2 1814x22 W14,(22 W14)Q2 c Floor Map g r r o- n * t rr 40 Q X • • �nnw uM a n Iz N X N W14Q2 44.1 14.3 1 4.6 4.5 W21x14 W21x44 W21x44 W21x44 W21)44 VV21 x44 1N21x44 14 05/09/07 17:16:29 Steel Code: ASD 9th Ed. 1 r - I J L J. y - - _ 1 T • r JOB ENGINEER DESIGN OF x . * ,cp , = 6. oc,i k o_cck 0,10 41,0 (h-: 0,141 07 p,* SHIMAJI & LASCOLA structural engineers ner2, 2t - 41, (2. 1c 1- v(. -�- 6 . tc"÷-2 v 0.2,(0,sty011-: a r- . z.s z ._-- 0-02- -p. 5 _ 0, ✓ 1 11') G r • r r 14 59,= ' 2\ r) °2 °--5+ (14s. e±.1_ p_ 40» SHEET NO. DATE JOB ENGINEER DESIGN OF ok171.callifrotivtl 1=1 01OG yX a 14 D > 0s(41) ° I Vy Z1 00Z(Oorie)(61.00 27/ 1 t , . ✓ 0:02 1 -o 2.04' - ; 1 e151 .14.' 25VTUZIE 651? "34 of 54--5 P6 r .� C , 0• ' �- : MOZ �_bb nfl-Z I.1 2�' U C�o� it PIP 41,b* rcpt SHIMAJI & LASCOLA structural engineers raw 1 SHEET NO. DATE JOB ENGINEER DESIGN OF ktif b: N lel-rbe V y I.2 (215.- l �- D, Z3.3� z ` P ' .9� x cp 9 0 0 -11 z get. = � z � -� ESL , 1) of - � p_ost, 01' o• (0 + 7 10 9 t a •°11 / 0/4 41K* 1 -2( I L b r v/ 41. 161 0.26.b5t0 1 1� � -- - o . AA 0C►2,� �Ct2_ 2 � &—M © at-6 0 p- c'b SHIMAJI & LASCOLA structural engineers r&r.-11.1, SHEET NO. DATE DESIGN OF JOB ENGINEER kt l r 1"t" V l'e2 (9'5(- 0 \ ly 0 "r (1• z- a ex V ?(1244 16 r 0 4 13:61 r2'4 6)11.1 ,Z1+ 10. 61:1 100'z 0)44' : 12? At 0 10 f 13-55' ir) -O— 0-11 I ( 1 ce74) 611 .4- 9 • p / .C.e(5) 92V p JOB ENGINEER DESIGN OF SHIMAJI & LASCOLA structural engineers wit* tel.lulczt, ti r- 1'1 a-co V/ 0- riii• 0-?-(0-65gY45 0(17-4 c) c 1 .1z - see 5- 11-,Kre;- eth-1 P 4del A 00- C t, * tM -11(z 17 41 i-22-2 0 ,*(411) tit t6 062. Yy UPH 1- 61-k cfr 1 -b ‘ 9.5 1_441, Na voy. 4 ti1 Cit1-1 .v7-÷ it - astE 4 )Y 7 a 11 - 5- y o J a bo SHEET NO. tg DATE JOB ENGINEER DESIGN OF -�F lt 111.' 1.11wc 12 -0 ��Z�U� 1-1 14)1 fret,' oi 4- 0 Nix 1 � , -In 0.5(14 ? -a V 2 42.41 SC1z > +- �Gt aciNt If6i 44, la C 1 o-ol L o -°1,5 ✓ L t7= SHIMAJI & LASCOLA structural engineers SHEET NO. DATE JOB ort- ENGINEER DESIGN OF *to Isom z5) 16� en 1 ' SHIMAJI & LASCOLA structural engineers rim o 1 +•1 T 1= 5.1 1 / 4 ' r"? < ai(0.55Yolo SHEET NO. DATE 6+Y1"ctaA v�� 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 1.201n2 32.00in 2.00in2 4.00in 2.001n2 4.00in Center, 20.00 24.00 36.00 Pin -Pin 1.20in2 32.00in 2.00in2 4.00in 2.001n2 4.00in Center2 20.00 24.00 36.00 Pin -Pin 1.20in2 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 Center4 20.00 24.00 36.00 Pin -Pin 1.201n2 32.00in 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 Moment DL k -ft 194.00 194.00 LL k -ft 0.00 @ X ft 0.00 0.00 0.00 0.00 0.00 _ Results Beam OK Beam OK Beam OK Beam OK Beam OK Mmax @ Cntr k -ft 111.45 34.66 85.41 54.25 132.61 @ X = ft 13.47 11.60 9.73 9.60 12.13 Mn' Phi k -ft 169.36 169.36 169.36 169.36 169.36 Max @ Left End k -ft - 271.60 - 251.26 - 114.37 - 139.06 - 177.18 Mn' Phi k -ft 279.06 279.06 221.86 221.86 221.86 Max @ Right End k -ft 20.34 - 114.37 - 139.06 - 177.18 0.00 Mn' Phi k -ft 279.06 279.06 221.86 221.86 221.86 Bending OK Bending OK Bending OK Bending OK Bending OK Shear @ Left k 56.99 49.23 41.16 40.48 51.25 Shear @ Right k 27.79 35.55 43.62 44.30 33.53 _ Reactions & Deflections DL @ Left k 32.08 30.29 33.50 38.80 43.51 LL @ Left k 7.11 20.37 17.53 17.53 20.37 Total @ Left k 39.18 50.65 51.03 56.32 63.88 DL @ Right k 30.29 33.50 38.80 43.51 15.32 LL @ Right k 20.37 17.53 17.53 20.37 7.11 Total @ Right k 50.65 51.03 56.32 63.88 22.43 Max. Deflection in 0.130 0.160 -0.010 -0.004 -0.018 @ X = ft 6.13 7.60 9.73 9.47 11.20 Inertia : Effective in4 17,180.83 18,773.79 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. Vet 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 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 - Frame Columns) 60,000.0 psi 3,000.0 psi Concrete Member Information in2 in in in in in in 0.400 16.00 16.00 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 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 Job # Date: 10:00AM, 12 MAY 07 1.40 1.70 Shimaji & Lascola, Inc. 23682 Birtcher Drive Lake Forest, CA 92630 (949) 770-9967 Rev: 560100 User. KW- 0602701, Ver5.6.1, 25-Oct -2002 1983 -2002 ENERCALC Engineering Software Description Query Values Title : Dsgnr: Description : Scope : Multi -Span Concrete Beam The Cheesecake Factory, Tukwila, WA (Exterior Grade Beam - Frame Columns) Location ft 0.00 0.00 0.00 0.00 0.00 Moment k -ft -271.6 -251.3 -114.4 -139.1 -177.2 Shear k 57.0 49.2 41.2 40.5 51.2 Deflection in 0.0000 0.0000 0.0000 0.0000 0.0000 Job# 1!/l Date: 10:00AM, 12 MAY 07 Page -4456r1 P . ..\ FriA-5.(4014 st- .°1 14/ 1 1 0 A JOB ENGINEER DESIGN OF ()- 11 11 — co) J c (cA---6) - 402:-=r--Q-AlAtoolvl-01) fR:6+1e xs-Dm .-vv\ i,MSt)-x---z--7--7,--= 1245 Il .A 4- V 2j5: • k SHIMAJI & LASCOLA structural engineers =-. 4. =- ts. 0 . ,j- 6 o • 7d _ Qakr"•4 • 0, 1 2, bp I • Aikv f"\Atu3S 4- W NW° • ' >(:).6g. SHEET NO. DATE (0) b 1 I •t it JOB - 7 7 7 -ete? n ENGINEER DESIGNF 'e'N trr" i.-Pcvv\- t bs, .10 a Y!r to 0. Co 6 - 1 — 0 . 7 _ - T: A 49 - 6.. ' _ °, 1 2 , bp =--. — d — 044_ . 01) I r tfi • ---1 ^Aiuct Pyr 17,4+,6 02, im,u5 x t5.0 ± e2-. • — : 0 2- • \ 42-43 (14 = 35 vs-,:(4) _4441 SHIMAJI & LASCOLA structural engineers dcl° , ..._. =19_14 0' 4 7" SHEET NO. DATE Fil RAM RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a -SMRF Building Code: IBC 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 WI 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 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 0.854 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 E4 Seismic EQIBCO3 Y -E F W1 Wind Wind _ B3CO3_I _ X W2 Wind Wind W3 Wind Wind _ IBCO32_X +E W4 Wind Wind _ IBCO32_X -E W5 Wind Wind 2 +E W6 Wind Wind _ IBCO3 2 -E W7 Wind Wind IBCO3 3 +Y W8 Wind Wind _ IBCO3 _ 3 X -Y W9 Wind Wind 4 +Y W10 Wind Wind 4 +Y W11 Wind Wind 11:CO3 4_X -Y W12 Wind Wind IBCO3 4 X -Y CCW V 05/14/07 15:50:58 Steel Code: AISC ASD Rho = 1.00 Rho = 1.00 Rho = 1.00 Rho = 1.00 RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a -SMRF 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 W10 25 * 1.000 D + 0.750 Lp - 0.750 W11 26 * 1.000 D + 0.750 Lp - 0.750 W12 27 * 1.000D +1.000 W1 28 * 1.000D +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 W10 37 * 1.000 D+ 1.000 W11 38 • 1.000D +1.000W12 39 * 1.000 D -1.000 WI 40 * 1.000 D -1.000 W2 41 * 1.000 D -1.000 W3 42 * 1.000 D -1.000 W4 43 * 1.000 D -1.000 WS 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 W IO 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 05/14/07 15:50 Steel Code: AISC A IWM Frame #1: Level: Roof Code Check Summary RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a -SMRF Building Code: IBC 60 * 0.600 D + 1.000 W10 61 * 0.600 D+ 1.000 W11 62 • 0.600D +1.000W12 63 * 0.600D -1.000 W1 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 * 0.600D -1.000 W7 70 * 0.600 D - 1.000 W8 71 * 0.600 D -1.000 W9 72 * 0.600D- 1.000WIO 73 * 0.600 D -1.000 W l 1 74 * 0.600D- 1.000W12 75 * 1.128 D + 0.750 Lp + 0.750 El 76 * 1.128 D+ 0.750 Lp + 0.750 E2 77 • 1.128 D+ 0.750 Lp + 0.750 E3 78 * 1.128 D + 0.750 Lp + 0.750 E4 79 * 1.128 D + 0.750 Lp - 0.750 E1 80 * 1.128 D+ 0.750 Lp - 0.750 E2 81 * 1.128 D+ 0.750 Lp - 0.750 E3 82 * 1.128 D + 0.750 Lp - 0.750 E4 83 * 1.120 D+ 0.700 El 84 * 1.120 D+ 0.700 E2 85 • 1.120 D+ 0.700 E3 86 * 1.120 D + 0.700 E4 87 * 1.120 D - 0.700 E1 88 * 1.120D- 0.700E2 89 * 1.120D- 0.700E3 90 * 1.120D- 0.700E4 91 * 0.480 D + 0.700 E1 92 * 0.480 D + 0.700 E2 93 * 0.480 D + 0.700 E3 94 * 0.480 D + 0.700 E4 95 * 0.480 D - 0.700 El 96 * 0.480 D - 0.700 E2 97 * 0.480 D - 0.700 E3 98 * 0.480 D - 0.700 E4 * = Load combination currently selected to use Page 3/6 05/14/07 15:50:58 Steel Code: AISC ASD Col. P # kips 33 57.85 34 51.80 Beam P # kips 117 0.00 RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a -SMRF Building Code: IBC Mmajor Mminor Vmajor Vminor LC Interact. kip -ft Up-ft Ups kips 152.89 0.07 15.54 0.00 78 0.60 Hl -1 - 154.79 0.09 15.66 0.00 82 0.64 Hl -3 Frame #2: Level: Roof Col. P Mmajor Mminor Vmajor Vmlnor # kips Up-ft kip-ft Ups kips 26 48.87 169.97 1.21 17.23 0.06 27 100.89 - 170.74 -0.41 16.94 0.02 Beam P Mmajor Mminor Vmajor Vminor # kips kip-ft kip-ft kips kips 4 0.00 - 152.55 0.00 36.77 0.00 Frame #3: Level: Roof CoL P Mmajor Mminor Vmajor kips kip-ft kip-ft kips 22 31.23 - 135.48 0.75 12.53 32 21.71 132.66 -0.73 12.30 Beam P Mmajor Mminor Vmajor # kips kip-ft kip-ft kips 116 0.00 - 107.08 -0.00 13.52 Frame #4: Level: Roof Col. P Mmajor Mminor Vmajor kips Up-ft kip-ft Ups 20 38.27 - 131.01 -0.57 12.14 21 22.60 130.81 0.11 12.15 Beam P Mmajor Mminor Vmajor • kips kip -ft kip-ft kips 1 0.00 - 103.78 -0.00 14.05 Frame #5: Code Check Summary Vmlnor LC Interact. kips 0.04 80 0.53 H1 -3 0.04 76 0.50 Hl -3 Vminor LC Interact. kips 0.03 79 0.54 H1 -3 0.01 75 0.49 Hl -3 Vminor LC kips 0.00 Interact. FY ksi 50 50 Mmajor Mminor Vmajor Vminor LC Interact. Fy kip-ft Up-ft kips kips ksi - 142.70 0.00 28.81 0.00 82 0.39 H1 -3 50 LC Interact. Fy ksi 77 0.70 H1 -3 50 81 0.79 Hl -1 50 LC Interact. Fy ksi 77 0.42 Hl -3 50 Fy ksi 50 50 Vminor LC Interact. kips 0.00 80 0.29 Hl -3 50 FY ksi FY ksi 50 50 FY ksi 75 0.29 H1 -3 50 Page 05/14/07 15:50 Steel Code: AISC A SL W 14X1 W 14X1 Sc W24X! W14X W14X Si W24X Si W14X W14X Si W24X Si W14X W14X Si W24X RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a -SMRF Building Code: IBC Level: HighRoof Col. P Mmajor # kips kip-ft 3 5.73 -0.00 Beam P Mmajor kips kip-ft 1 0.00 9.82 Brace P Mmajor # kips kip-ft 1 -7.82 0.00 Frame #6: Level: HighRoof Col. P Mmajor kips kip-ft 4 13.00 0.00 Beam P Mmajor kips kip -ft 2 -0.00 23.23 Brace P Mmajor # kips kip-ft 2 6.68 0.00 Level: Roof Beam P Mmajor kips kip-ft 32 3.86 52.72 Frame #7: Level: HighRoof Col. P Mmajor # kips kip-ft 1 6.59 7.16 Mminor Up-ft 9.38 Mminor kip-ft 0.00 Mminor kip-ft 0.00 Mminor kip-ft 19.28 Mminor kip-ft 0.00 Mminor kip-ft 0.00 Mminor kip -ft 5.13 Code Check Summary Vmajor kips 0.00 Vmajor kips 2.95 Vmajor kips 0.00 Vmajor kips 0.00 Vmajor kips 4.56 Vmajor kips 0.00 Vminor kips 1.00 Vminor kips 0.00 Vminor kips 0.00 Vmlnor kips 2.04 Vminor kips 0.00 Vminor kips 0.00 Vmajor Vminor kips kips 0.99 0.14 LC Interact. Fy ksi 79 0.14 H1 -3 46 LC Interact. 2 0.39 H1 -3 LC Interact. 82 0.04 H1 -3 Level: Roof Beam P Mmajor Mminor Vmajor Vmlnor LC Interact. # kips kip-ft kip -ft kips kips 33 3.11 5.43 0.00 1.65 0.00 82 0.06 111 -3 50 LC Interact. 80 0.28 H1 -3 LC Interact. 2 0.32 H1 -3 LC Interact. 80 0.05 H1 -3 Fy ksi 50 FY ksi FY ksi 46 FY ksi 50 Mminor Vmajor Vminor LC Interact. kip-ft kips kips 6.77 21.88 2.21 81 0.51 H1 -3 50 FY ksi Page 5/6 05/14/07 15:50:58 Steel Code: AISC ASD Size HSS8X8X1/2 Size W14X22 Size W14X43 Size HSS8X8X1/2 Size W14X22 Fy Size Jul 46 HSS6X6X3 /8 Size W14X43 LC Interact. Fy Size ksi 34 0.20 Hl -3 46 HSS8X8X1/2 Beam 3 Brace 3 Beam 6 Beam 4 Brace 4 Level: Roof Col. P kips 19 29.33 Beam 5 RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a -SMRF Building Code: IBC P kips 0.00 P kips -10.80 P kips 0.00 P Ups 10.38 P kips -0.15 Mmajor kip-ft 9.93 Mmajor kip-ft 0.00 Frame #8: Level: HighRoof CoL P Mmajor # kips Up-ft 2 15.42 -8.07 Mmajor kip-ft 23.23 Mmajor kip -ft 0.00 Mmajor kip -ft -9.98 Mmajor Up-ft 21.74 Mminor Up-ft 0.00 Mminor kip-ft 0.00 Level: Roof Fy Size Col. P Mmajor Mminor ksi # kips kip-ft kip-ft 46 HSS6X6X3 /8 18 18.30 -2.08 9.14 Mminor kip-ft 2.12 Mminor Up-ft 0.00 Mminor kip-ft 0.00 Mminor kip-ft 0.82 Mminor Up-ft 6.90 Code Check Summary Vmajor Vminor kips kips 2.98 0.00 Vmajor Vminor kips kips 0.00 0.00 LC Interact. 2 0.40 Hl -3 LC Interact. 77 0.05 H1 -3 Vmajor Vminor LC Interact. kips kips 0.07 0.50 81 0.36 H1 -1 P Mmajor Mminor Vmajor Vminor LC Interact. Ups Up-ft kip-ft kips kips 0.00 15.44 0.00 4.63 0.00 2 0.12 H1 -3 Vmajor kips 0.08 Vmajor kips 4.56 Vmajor kips 0.00 Vminor kips 1.00 Vminor kips 0.00 Vmajor Vminor kips kips 0.50 0.04 Vmajor Vminor kips kips 8.42 2.26 LC Interact. 77 0.24 H1 -3 LC Interact. 2 0.32 H1 -3 FY ksi 46 Fy ksi 50 FY ksi 46 FY ksi 50 Fy ksi 75 0.08 H1 -3 46 Vminor LC Interact. kips 0.00 LC Interact. Fy ksi 75 0.54 H1 -1 46 LC Interact. Fy ksi 82 0.32 H1 -3 50 Page 05/14/07 15:50: Steel Code: AISC A; Fy Siz ksi 50 W14X2 Fy Sis ksi 46 HSS6X6X3/ Sig HSS8X8XL W 14X4 SL• HSS8X8X1, SL W 14X; Si: HSS6X6X3 Si HSS8X8X1 Si W14X RAM RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a -SMRF Building Code: IBC Frame #1: Sty Jnt# Element Side Loc. 1 7 Web Plate Stiffener All Both 1 6 Web Plate Stiffener All Both ! • ! - ! ! ! t. Joint Code Check Summary 05/14/07 15:50:58 Steel Code: AISC ASD Joint Code Check Summary RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a -SMRF Building Code: IBC IS VI MI Frame #2: Dimensions(in) AISC Provision Sty Jnt# Element Side Loc. Dimensions(in) AISC Provision Not Required 1 13 Web Plate Not Required Not Required Stiffener All Both Not Required Not Required 1 11 Web Plate Not Required Not Required Stiffener All Both Not Required Page 05/14/07 15:50 Steel Code: AISC A RAM RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a -SMRF 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 Dimensions(in) AISC Provision Not Required Not Required Not Required Not Required Page 3/4 05/14/07 15:50:58 Steel Code: AISC ASD RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a -SMRF Building Code: IBC Frame #4: Sty Jnt# Element Side Loc. 1 8 Web Plate Stiffener All Both 1 9 Web Plate Stiffener All Both E 1_ It NI NI M. ! ! Joint Code Check Summary Dimensions(in) RISC Provision Not Required Not Required Not Required Not Required Page 05/14/07 15:50 Steel Code: AISC A PAM Seismic Provisions Member Code Check RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a -SMRF Building Code: IBC Column Parameters Story: Roof Frame No: 1 Member No: 33 Fy (ksi): 50.00 Size: W14X82 Frame Type: Special Moment Resisting Frame Criteria Perform FEMA 350 Apply one and two story exceptions where applicable Seismic Zone IV 2213.5.1 Column Requirements - OK Load Combination Compression: 1.000 D + 0.700 Lp + 2.800 E4 Tension: 0.850 D - 2.800 E4 2213.5.2 Column Splices Load Combination Compression: 1.000 D + 0.700 Lp + 2.800 E4 Tension: 0.850 D - 2.800 E4 2213.5.3 Slenderness Evaluation K can be set to 1.0 if all of the following conditions are met: 1. Column fixed both ends OK 2. Maximum fa (ksi) = 2.41 0.4xFy (ksi) = 20.00 fa<0.4fy All Std. Prov Loads OK 3. Drift meets code requirements Not Perfonned 2213.73 Width - Thickness Ratio - OK For calculation of web limit: P (kip) = 89.30 Flange b/2tf = 5.91 Limit = Web dkw = 28.04 Limit = 2213.7.7.2 Unrestrained Joint - OK Joint Above Column is Restrained Joint Below Column is Restrained Py (kip) = 1200.00 7.00 OK 52.20 OK 05/14/07 15:50:58 Steel Code: UBC 1997 - ASD fa(ksi) Fa(ksi) Result 3.09 26.30 OK 020 50.00 OK Force(kip) 74.20 4.87 Seismic Provisions Member Code Check RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a -SMRF Building Code: IBC Column Parameters Story: Roof Frame No: 1 Member No: 34 Fy (ksi): 50.00 Size: W14X82 Frame Type: Special Moment Resisting Frame Criteria Perform FEMA 350 Apply one and two story exceptions where applicable Seismic Zone N 2213.5.1 Column Requirements - OK Load Combination Compression: 1.000 D + 0.700 Lp - 2.800 E4 Tension: 0.850 D + 2.800 E4 2213.5.2 Column Splices Load Combination Compression: 1.000 D + 0.700 Lp - 2.800 E4 Tension: 0.850 D + 2.800 E4 2213.5.3 Slenderness Evaluation K can be set to 1.0 if all of the following conditions are met: 1. Column fixed both ends OK 2. Maximum fa (ksi) = 2.16 0.4xFy (ksi) = 20.00 fa<0.4fy All Std. Prov Loads OK 3. Drift meets code requirements Not Performed 2213.73 Width- Thickness Ratio - OK For calculation of web limit: P (kip) = 77.73 Flange b/2tf = 5.91 Limit = Web d/tw - 28.04 Limit = 2213.7.7.2 Unrestrained Joint - OK Joint Above Column is Restrained Joint Below Column is Restrained Py (kip) = 1200.00 7.00 OK 52.98 OK 05/14/07 15:5C Steel Code: UBC 1997 - A fa(ksi) Fa(ksi) Result 2.86 26.30 OK 0.29 50.00 OK Force(Idp) 68.68 7.00 Page 7 ma Seismic Provisions Member Code Check RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a -SMRF Building Code: IBC Beam Parameters Story: Roof Frame No: 1 Fy (ksi): 50.00 Size: W24X62 Frame Type: Special Moment Resisting Frame Criteria Perform FEMA 350 Apply one and two story exceptions where applicable Seismic Zone IV 2213.73 Width - Thickness Ratio - OK FEMA 350 - 2.9.4. For calculation of web limit: Pu (kip) = 0.00 $Py (kip) = 823.50 Flange b/tf = 5.97 limit = 7.35 OK Web h/tw = 49.58 Limit = 73.54 OK 2213.7.8 Beam Bracing - OK FEMA 350 - 2.9.5. Max Lu (in) = 52.37 Member No: 117 Lu Limit = 68.65 OK Page 3/30 05/14/07 15:50:58 Steel Code: UBC 1997 - ASD Seismic Provisions Member Code Check RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a -SMRF Building Code: IBC Column Parameters Story: Roof Frame No: 2 Member No: 26 Fy (ksi): 50.00 Size: W14X82 Frame Type: Special Moment Resisting Frame Criteria Perform FEMA 350 Apply one and two story exceptions where applicable Seismic Zone IV 2213.5.1 Column Requirements - OK Load Combination Compression: 1.000 D + 0.700 Lp + 2.800 E3 Tension: 0.850 D - 2.800 E3 2213.5.2 Column Splices Load Combination Compression: 1.000 D + 0.700 Lp + 2.800 E3 Tension: 0.850 D - 2.800 E3 2213.53 Slenderness Evaluation K can be set to 1.0 if all of the following conditions are met: 1. Column fixed both ends OK 2. Maximum fa (ksi) = 2.04 0.4xFy (ksi) = 20.00 fa<0.4fy All Std. Prov Loads OK 3. Drift meets code requirements Not Performed 2213.73 Width Thickness Ratio - OK For calculation of web limit P (kip) = 67.54 Py (kip) =1200.00 Flange b/2tf= 5.91 Limit = 7.00 OK Web d/tw = 28.04 Limit = 53.67 OK 2213.7.7.2 Unrestrained Joint - OK Joint Above Column is Restrained Joint Below Column is Restrained 05/14/07 15:5( Steel Code: UBC 1997 - A fa(ksi) Fa(ksi) Result 3.14 26.30 OK 0.96 50.00 OK Force(klp) 75.38 23.11 Page 4 Seismic Provisions Member Code Check RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a -SMRF Building Code: IBC Column Parameters Story: Roof Frame No: 2 Member No: 27 Fy (ksi): 50.00 Size: W14X82 Frame Type: Special Moment Resisting Frame Criteria Perform FEMA 350 Apply one and two story exceptions where applicable Seismic Zone IV 2213.5.1 Column Requirements — OK Load Combination Compression: 1.000 D + 0.700 Lp - 2.800 E3 Tension: No tension on column 2213.5.2 Column Splices Load Combination Force(kip) Compression: 1.000 D + 0.700 Lp - 2.800 E3 122.09 Tension: No tension on column 2213.5.3 Slenderness Evaluation K can be set to 1.0 if all of the following conditions are met: 1. Column fixed both ends OK 2. Maximum fa (ksi) = 4.20 0.4xFy (ksi) = 20.00 fa<0.4fy All Std. Prov Loads OK 3. Drift meets code requirements Not Performed 2213.7.3 Width - Thickness Ratio — OK For calculation of web limit: P (kip) =158.69 Flange b/2tf = 5.91 Limit = Web d/tw = 28.04 Limit = 2213.7.7.2 Unrestrained Joint — OK Joint Above Column is Restrained Joint Below Column is Restrained Py (kip) =1200.00 7.00 OK 47.48 OK a Page 5/30 05/14/07 15:50:58 Steel Code: UBC 1997 - ASD fa(ksi) Fa(ksl) Result 5.09 26.30 OK Seismic Provisions Member Code Check RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a -SMRF Building Code: IBC Beam Parameters Story: Roof Frame No: 2 Member No: 4 Fy (ksi): 50.00 Size: W24X62 Frame Type: Special Moment Resisting Frame Criteria Perform FEMA 350 Apply one and two story exceptions where applicable Seismic Zone IV 2213.73 Width - Thickness Ratio — OK FEMA 350 - 2.9.4. For calculation of web limit Pu (kip) = 0.00 4Py (kip) = 823.50 Flange b/tf= 5.97 Limit = 7.35 OK Web h/tw = 49.58 Limit = 73.54 OK 2213.7.8 Beam Bracing — OK FEMA 350 - 2.9.5. Max Lu (in) = 52.57 Lu Limit = 68.65 OK Page 6 05/14/07 15:50 Steel Code: UBC 1997 - A Seismic Provisions Member Code Check RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017aSMRF Building Code: IBC Column Parameters Story: Roof Frame No: 3 Member No: 22 Fy (ksi): 50.00 Size: W14X82 Frame Type: Special Moment Resisting Frame Criteria Perform FEMA 350 Apply one and two story exceptions where applicable Seismic Zone IV 2213.5.1 Column Requirements - OK Load Combination Compression: 1.000 D + 0.700 Lp - 2.800 E2 Tension: 0.850 D + 2.800 E2 2213.5.2 Column Splices Load Combination Compression: 1.000 D + 0.700 Lp - 2.800 E2 Tension: 0.850 D + 2.800 E2 2213.5.3 Slenderness Evaluation K can be set to 1.0 if all of the following conditions are met 1. Column fired both ends OK 2. Maximum fa (ksi) = 1.30 0.4xFy (ksi) = 20.00 fa<0.4fy All Std. Prov Loads OK 3. Drift meets code requirements Not Performed 2213.73 Width - Thickness Ratio - OK For calculation of web limit: P (kip) = 40.60 Py (kip) =1200.00 Flange b/2tf = 5.91 Limit = 7.00 OK Web d/tw = 28.04 Limit = 55.51 OK 2213.7.7.2 Unrestrained Joint - OK Joint Above Column is Restrained Joint Below Column is Restrained 05/14/07 15:50:58 Steel Code: UBC 1997 - ASD fa(ksi) Fa(ksi) Result 2.32 26.30 OK 1.11 50.00 OK Force(kip) 55.69 26.69 Page 7/30 Seismic Provisions Member Code Check RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a -SMRF Building Code: IBC Column Parameters Story: Roof Frame No: 3 Member No: 32 Fy (ksi): 50.00 Size: W14X82 Frame Type: Special Moment Resisting Frame Criteria Perform FEMA 350 Apply one and two story exceptions where applicable Seismic Zone IV 2213.5.1 Column Requirements - OK Load Combination Compression: 1.000 D + 0.700 Lp + 2.800 E2 Tension: 0.850 D - 2.800 E2 2213.5.2 Column Splices Load Combination Compression: 1.000 D + 0.700 Lp + 2.800 E2 Tension: 0.850 D - 2.800 E2 2213.53 Slenderness Evaluation K can be set to 1.0 if all of the following conditions are met: 1. Column fixed both ends OK 2. Maximum fa (ksi) = 0.90 0.4xFy (ksi) = 20.00 fa<0.4fy All Std. Prov Loads OK 3. Drift meets code requirements Not Performed 2213.7.3 Width- Thickness Ratio - OK For calculation of web limit P (kip) = 28.23 Flange bl2tf = 5.91 Limit = Web d/tw = 28.04 Limit = 2213.7.7.2 Unrestrained Joint - OK Joint Above Column is Restrained Joint Below Column is Restrained Py (kip) = 1200.00 7.00 OK 56.35 OK fa(ksi) Fa(ksi) Result 1.96 26.30 OK 1.31 50.00 OK Force(Idp) 47.11 31.55 Page 8 05/14/07 15:50 Steel Code: UBC 1997 - A Seismic Provisions Member Code Check RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a -SMRF Building Code: IBC Beam Parameters Story: Roof Frame No: 3 Member No: 116 Fy (ksi): 50.00 Size: W24X62 Frame Type: Special Moment Resisting Frame Criteria Perform FEMA 350 Apply one and two story exceptions where applicable Seismic Zone IV 2213.7.3 Width - Thickness Ratio - OK FEMA 350 - 2.9.4. For calculation of web limit: Pu (kip) = 0.00 4Py (kip) = 823.50 Flange b/tf = 5.97 Limit = 7.35 OK Web b/tw = 49.58 Limit = 73.54 OK 2213.7.8 Beam Bracing - OK FEMA 350 - 2.9.5. Max Lu (in) = 65.88 Lu Limit = 68.65 OK Page 9/30 05/14/07 15:50:58 Steel Code: UBC 1997 - ASD pia Seismic Provisions Member Code Check RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a -SMRF Building Code: IBC Column Parameters Story: Roof Frame No: 4 Member No: 20 Fy (ksi): 50.00 Size: W14X82 Frame Type: Special Moment Resisting Frame Criteria Perform FEMA 350 Apply one and two story exceptions where applicable Seismic Zone IV 2213.5.1 Column Requirements - OK Load Combination Compression: 1.000 D + 0.700 Lp - 2.800 El Tension: 0.850 D + 2.800 El 2213.5.2 Column Splices Load Combination Compression: 1.000 D + 0.700 Lp - 2.800 El Tension: 0.850 D + 2.800 El 2213.53 Slenderness Evaluation K can be set to 1.0 if all of the following conditions are met: 1. Column faced both ends OK 2. Maximum fa (ksi) = 1.59 0.4xFy (ksi) = 20.00 fa<0.4fy All Std. Prov Loads OK 3. Drift meets code requirements Not Performed 2213.73 Width - Thickness Ratio - OK For calculation of web limit: P (kip) = 51.34 Flange b/2tf = 5.91 Limit = Web d/tw = 28.04 Limit = 2213.7.7.2 Unrestrained Joint - OK Joint Above Column is Restrained Joint Below Column is Restrained Py (kip) =1200.00 7.00 OK 54.78 OK 05/14/07 15:50 Steel Code: UBC 1997 - A fa(ksi) Fa(ksi) Result 2.73 26.30 OK 1.26 50.00 OK Force(kip) 65.64 30.20 Page 10 Seismic Provisions Member Code Check RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a -SMRF Building Code: IBC Column Parameters Story: Roof Frame No: 4 Member No: 21 Fy (ksi): 50.00 Size: W14X82 Frame Type: Special Moment Resisting Frame Criteria Perform FEMA 350 Apply one and two story exceptions where applicable Seismic Zone IV 2213.5.1 Column Requirements - OK Load Combination Compression: 1.000 D + 0.700 Lp + 2.800 El Tension: 0.850 D - 2.800 El 2213.5.2 Column Splices Load Combination Compression: 1.000 D + 0.700 Lp + 2.800 El Tension: 0.850 D - 2.800 El 2213.5.3 Slenderness Evaluation K can be set to 1.0 if all of the following conditions are met: 1. Column fixed both ends OK 2. Maximum fa (ksi) = 0.94 0.4xFy (ksi) = 20.00 fa<0.4fy All Std. Prov Loads OK 3. Drift meets code requirements Not Performed 2213.7.3 Width - Thickness Ratio - OK For calculation of web limit: P (kip) = 29.38 Flange b2tf = 5.91 Limit = Web d/tw = 28.04 Limit = 2213.7.7.2 Unrestrained Joint - OK Joint Above Column is Restrained Joint Below Column is Restrained Py (kip) =1200.00 7.00 OK 56.27 OK fa(ksi) Fa(ksi) Result 2.14 26.30 OK 1.46 50.00 OK Force(kip) 51.32 35.15 Page 11/30 05/14/07 15:50:58 Steel Code: UBC 1997 - ASD Seismic Provisions Member Code Check RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a -SMRF Building Code: IBC Beam Parameters Story: Roof Frame No: 4 Fy (ksi): 50.00 Size: W24X62 Frame Type: Special Moment Resisting Frame Criteria Perform FEMA 350 Apply one and two story exceptions where applicable Seismic Zone IV 2213.7.3 Width - Thickness Ratio - OK FEMA 350 - 2.9.4. For calculation of web limit Pu (kip) = 0.00 4Py (kip) = 823.50 Flange b/tf= 5.97 Limit = 7.35 OK Web h/tw = 49.58 Limit = 73.54 OK 2213.7.8 Beam Bracing - OK FEMA 350 - 2.9.5. Max Lu (in) = 58.50 Member No: 1 Lu Limit = 68.65 OK Page 12 05/14/07 15:50 Steel Code: UBC 1997 - A Fil RAM Seismic Provisions MembeLCode Check RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a -SMRF Building Code: IBC Column Parameters Story: HighRoof Frame No: 5 Member No: 3 Fy (ksi): 46.00 Size: HSS8X8X1/2 Frame Type: Special Concentrically Braced Frame Criteria Perform FEMA 350 Apply one and two story exceptions where applicable Seismic Zone N 2213.5.1 Column Requirements — OK Load Combination Compression: 1.000 D + 0.7001 Lp - 2.800 El Tension: 0.850 D + 2.800 El 2213.5.2 Column Splices Load Combination Compression: 1.000 D + 0.700 Lp - 2.800 El Tension: 0.850 D + 2.800 El 2213.95 Columns Width - Thickness Ratio — OK Flange b/tf = 14.20 Limit = Web d/tw= 14.20 Limit= 16.22 OK 16.22 OK fa(ksi) Fa(ksi) Result 0.70 40.86 OK 0.24 46.00 OK Force(kip) 9.44 3.18 Page 13/30 05/14/07 15:50:58 Steel Code: UBC 1997 - ASD Seismic Provisions Member Code Check RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a -SMRF Building Code: IBC Beam Parameters Story: HigbRoof Frame No: 5 Fy (ksi): 50.00 Size: W14X22 Frame Type: Special Concentrically Braced Frame Criteria Perform FEMA 350 Apply one and two story exceptions where applicable Seismic Zone N Member No: 1 No Special Seismic Provision Checks Required For This Member Page 14 05/14/07 15:50 Steel Code: UBC 1997 - A Seismic Provisions Member Code Check RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a -SMRF Building Code: IBC 'P Page 15/30 05/14/07 15:50:58 Steel Code: UBC 1997 - ASD Brace Parameters Story HighRoof Frame No: 5 Member No: 1 Fy (ksi): 46.00 Size: HSS6X6X3 /8 Frame Type: Special Concentrically Braced Frame Criteria Perform FEMA 350 Apply one and two story exceptions where applicable Seismic Zone IV 2213.9.2.1 Slenderness — OK Max kl/r = 87.72 kl/r limit = 147.44 OK 2213.9.2.2 Lateral -Force Distribution — Additional Check Required This provision not attempted. User specified not to use frame numbers to designate a line of bracing. 2213.9.2.4 Compression Elements in Braces — OK No compression on brace 2213.9.3.1 Bracing Connection Forces Brace connections shall have the grengb_to resist the least of the following: 1. Axial tension strength (kip) = 348.68 2. Max axial force from Load Combination:1.13 D + 0.75 Lp - 2.80 E4 = 11.45 (kip) 3. The maximum force that can be transferred to the brace by the system. Brace connections shall also meet standard provision specifications. Refer to 2213.9.3.1 Seismic Provisions Member Code Check RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a -SMRF Building Code: IBC Beam Parameters Story. Roof Frame No: 5 Member No: 33 Fy (ksi): 50.00 Size: W14X43 Frame Type: Special Concentrically Braced Frame Criteria Perform FEMA 350 Apply one and two story exceptions where applicable Seismic Zone IV No Special Seismic Provision Checks Required For This Member Page 16 05/14/07 15:50 Steel Code: UBC 1997 - A 9 Seismic Provisions Member Code Check RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a -SMRF Building Code: IBC Column Parameters Story: HighRoof Frame No: 6 Member No: 4 Fy (ksi): 46.00 Size: HSS8X8X1/2 Frame Type: Special Concentrically Braced Frame Criteria Perform FEMA 350 Apply one and two story exceptions where applicable Seismic Zone IV 2213.5.1 Column Requirements — OK Load Combination Compression: 1.000 D + 0.700 Lp - 2.800 E4 Tension: No tension on column 2213.5.2 Column Splices Load Combination Compression: 1.000 D + 0.700 Lp - 2.800 E4 Tension: No tension on column 2213.9.5 Columns Width - Thickness Ratio — OK Flange b/tf = 14.20 Limit = Web d/tw = 14.20 Limit 16.22 OK 16.22 OK fa(ksi) Fa( Result 1.08 40.86 OK Force(Idp) 14.59 Page 17/30 05/14/07 15:50:58 Steel Code: UBC 1997 - ASD Seismic Provisions Member Code Check RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a -SMRF Building Code: IBC Beam Parameters Story: HighRoof Frame No: 6 Fy (ksi): 50.00 Size: W14X22 Frame Type: Special Concentrically Braced Frame Criteria Perform FEMA 350 Apply one and two story exceptions where applicable Seismic Zone IV Member No: 2 No Special Seismic Provision Checks Required For This Member It ' I ! - . � Page 18 05/14/07 15:50 Steel Code: UBC 1997 - A RAM Seismic Provisions Member Code Check RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a -SMRF Building Code: IBC Brace Parameters Story HighRoof Frame No: 6 Member No: 2 Fy (ksi): 46.00 Size: HSS6X6X3 /8 Frame Type: Special Concentrically Braced Frame Criteria Perform FEMA 350 Apply one and two story exceptions where applicable Seismic Zone IV 2213.9.2.1 Slenderness — OK Max kl/r = 86.76 kl/r limit = 147.44 OK 05/14/07 15:50:58 Steel Code: UBC 1997 - ASD 2213.9.2.2 Lateral -Force Distribution — Additional Check Required This provision not attempted. User specified not to use frame numbers to designate a line of bracing. 2213.9.2.4 Compression Elements in Braces — OK Flange b/tf = 14.19 Limit = 16.22 OK Web caw = 14.19 Limit = 16.22 OK 2213.9.3.1 Bracing Connection Forces Brace connections shall have the strength to resist the least of the following: 1. Axial tension strength (kip) = 348.68 2. Max axial force from Load Combination:1.13 D + 0.75 Lp - 2.80 E2 = 14.56 (Idp) 3. The maximum force that can be transferred to the brace by the system. Brace connections shall also meet standard provision specifications. Refer to 2213.9.3.1 Page 19/30 10 RAM ,Seismic Provisions Member Code Check RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a -SMRF Building Code: IBC Beam Parameters Story: Roof Frame No: 6 Member No: 32 Fy (ksi): 50.00 Size: W14X43 Frame Type: Special Concentrically Braced Frame Criteria Perform FEMA 350 Apply one and two story exceptions where applicable Seismic Zone IV No Special Seismic Provision Checks Required For This Member W VV V ' ' . Page 20 05/14/07 15:50 Steel Code: UBC 1997 - A Seismic Provisions Member Code Check RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a -SMRF Building Code: IBC Column Parameters Story: HighRoof Frame No: 7 Member No: 1 Fy (ksi): 46.00 Size: HSS8X8X1/2 Frame Type: Special Concentrically Braced Frame Criteria Perform FEMA 350 Apply one and two story exceptions where applicable Seismic Zone IV 2213.5.1 Column Requirements — OK Load Combination Compression: 1.000 D + 0.700 Lp + 2.800 E2 Tension: 0.850 D - 2.800 E2 2213.5.2 Column Splices Load Combination Compression: 1.000 D + 0.700 Lp + 2.800 E2 Tension: 0.850 D - 2.800 E2 2213.95 Columns Width - Thickness Ratio — OK Flange b/tf = 1420 Limit = 16.22 OK Web d/tw = 14.20 Limit = 16.22 OK Page 21/30 05/14/07 15:50:58 Steel Code: UBC 1997 - ASD fa(ksi) Fa(ksi) Result 0.92 18.14 OK 0.21 46.00 OK Force(kip) 12.48 2.78 Seismic Provisions Member Code Check RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a -SMRF Building Code: IBC Beam Parameters Story: HighRoof Frame No: 7 Fy (ksi): 50.00 Size: W14X22 Frame Type: Special Concentrically Braced Frame Criteria Perform FEMA 350 Apply one and two story exceptions where applicable Seismic Zone IV No Special Seismic Provision Checks Required For This Member Member No: 3 N . 1 11 w Page 2Z 05/14/07 15:50 Steel Code: UBC 1997 - A Seismic Provisions Member Code Check RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a -SMRF Building Code: IBC Brace Parameters Story: HighRoof Frame No: 7 Member No: 3 Fy (ksi): 46.00 Size: HSS6X6X3 /8 Frame Type: Special Concentrically Braced Frame Criteria Perform FEMA 350 Apply one and two story exceptions where applicable Seismic Zone IV 2213.9.2.1 Slenderness — OK Max kl/r = 87.72 kl/r limit = 147.44 OK 2213.9.2.2 Lateral -Force Distribution — Additional Check Required This provision not attempted. User specified not to use frame numbers to designate a line of bracing. 2213.9.2.4 Compression Elements in Braces — OK Flange b/tf = 14.19 Limits 16.22 OK Web d/tw = 14.19 Limit = 16.22 OK 2213.93.1 Bracing Connection Forces Brace connections shall have the strength to resist the least of the following: 1. Axial tension strength (kip) = 348.68 2. Max axial force from Load Combination:1.13 D + 0.75 Lp + 2.80 E3 = 22.98 (kip) 3. The maximum force that can be transferred to the brace by the system. Brace connections shall also meet standard provision specifications. Refer to 2213.9.3.1 Page 23/30 05/14/07 15:50:58 Steel Code: UBC 1997 - ASD Seismic Provisions Member Code Check RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a -SMRF Building Code: IBC Column Parameters Story: Roof Frame No: 7 Member No: 18 Fy (ksi): 46.00 Size: HSS8X8X1/2 Frame Type: Special Concentrically Braced Frame Criteria Perform FEMA 350 Apply one and two story exceptions where applicable Seismic Zone IV 2213.5.1 Column Requirements — OK Load Combination Compression: 1.000 D + 0.700 Lp - 2.800 E3 Tension: 0.850 D + 2.800 E3 2213.5.2 Column Splices Load Combination Compression: 1.000 D + 0.700 Lp - 2.800 E3 Tension: 0.850 D + 2.800 E3 2213.9.5 Columns Width - Thickness Ratio — OK Flange b/tf = 14.20 Limit = Web d/tw = 14.20 Limit = 16.22 OK 16.22 OK fa(ksi) Fa(ksi) Result 1.84 10.20 OK 0.18 46.00 OK Force(kip) 24.90 2.46 Page 24 05/14/07 15:50 Steel Code: UBC 1997 - A $ eismic Provisions Member Code Check RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a -SMRF Building Code: IBC Beam Parameters Story: Roof Frame No: 7 Member No: 6 Fy (ksi): 50.00 Size: W14X43 Frame Type: Special Concentrically Braced Frame Criteria Perform FEMA 350 Apply one and two story exceptions where applicable Seismic Zone N No Special Seismic Provision Checks Required For This Member Page 25/30 05/14/07 15:50:58 Steel Code: UBC 1997 - ASD Seismic Provisions Member Code Check RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a -SMRF Building Code: IBC Column Parameters Story: HighRoof Frame No: 8 Member No: 2 Fy (ksi): 46.00 Size: HSS8X8X1/2 Frame Type: Special Concentrically Braced Frame Criteria Perform FEMA 350 Apply one and two story exceptions where applicable Seismic Zone IV 22135.1 Column Requirements — OK Load Combination Compression: 1.000 D + 0.700 Lp + 2.800 E3 Tension: 0.850 D - 2.800 E3 22135.2 Column Splices Load Combination Compression: 1.000 D + 0.700 Lp + 2.800 E3 Tension: 0.850 D - 2.800 E3 2213.9.5 Columns Width - Thickness Ratio — OK Flange b/tf = 14.20 Limit = 16.22 OK Web d/tw = 14.20 Limit = 16.22 OK 05/14/07 15:5(1 Steel Code: UBC 1997 - A fa(ksi) Fa(ksi) Result 1.59 18.14 OK 0.25 46.00 OK Force(kip) 21.47 3.42 Page 26 Seismic Provisions Member Code Check RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 070 17a-SMRF Building Code: BC Beam Parameters Story: HighRoof Frame No: 8 Fy (ksi): 50.00 Size: W14X22 Frame Type: Special Concentrically Braced Frame Criteria Perform FEMA 350 Apply one and two story exceptions where applicable Seismic Zone IV Member No: 4 No Special Seismic Provision Checks Required For This Member Page 27/30 05/14/07 15:50:58 Steel Code: UBC 1997 - ASD RA M[PWINV ,Seismic Provisions Member Code Check RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a -SMRF Building Code: IBC Page 2E 05/14/07 15:5C Steel Code: UBC 1997 - A Brace Parameters Story: HighRoof Frame No: 8 Member No: 4 Fy (ksi): 46.00 Size: HSS6X6X3 /8 Frame Type: Special Concentrically Braced Frame Criteria Perform FEMA 350 Apply one and two story exceptions where applicable Seismic Zone N 2213.9.2.1 Slenderness — OK Max kl/r = 86.76 kl/r limit = 147.44 OK 2213.9.2.2 Lateral -Force Distribution — Additional Check Required This provision not attempted. User specified not to use flame numbers to designate a line of bracing. 2213.9.2.4 Compression Elements in Braces — OK Flange b/tf= 14.19 Limit = 16.22 OK Web d/tw = 14.19 Limit = 16.22 OK 2213.9.3.1 Bracing Connection Forces Brace connections shall have the strength to resist the least of the following: 1. Axial tension strength (kip) a 348.68 2. Max axial force from Load Combination:1.13 D + 0.75 Lp + 2.80 El = 17.21 (kip) 3. The maximum force that can be transferred to the brace by the system. Brace connections shall also meet standard provision specifications. Refer to 2213.9.3.1 RAM eismic Provisions Member Code Check RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a -SMRF Building Code: IBC Column Parameters Story: Roof Frame No: 8 Member No: 19 Fy (ksi): 46.00 Size: HSS8X8X1/2 Frame Type: Special Concentrically Braced Frame Criteria Perform FEMA 350 Apply one and two story exceptions where applicable Seismic Zone IV 2213.5.1 Column Requirements — OK Load Combination Compression: 1.000 D + 0.700 Lp+ 2.800 E3 Tension: No tension on column 2213.5.2 Column Splices Load Combination Compression: 1.000 D + 0.700 Lp + 2.800 E3 Tension: No tension on column 2213.9.5 Columns Width - Thickness Ratio — OK Flange b/tf = 14.20 Limit = Web d/tw = 14.20 limit = 16.22 OK 16.22 OK fa(ksi) Fa(ksi) Result 2.69 10.20 OK Force(ldp) 36.29 Page 29/30 05/14/07 15:50:58 Steel Code: UBC 1997 - ASD RA MEWV[NV Seismic Provisions Member Code Check RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a -SMRF Building Code: IBC Beam Parameters Story: Roof Frame No: 8 Fy (ksi): 50.00 Size: W14X43 Frame Type: Special Concentrically Braced Frame Criteria Perform FEMA 350 Apply one and two story exceptions where applicable Seismic Zone IV Member No: 5 No Special Seismic Provision Checks Required For This Member w NO Page 3( 05/14/07 15:5( Steel Code: UBC 1997 - F Fil RAM Seismic Provisions Joint Code Check RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a -SMRF Building Code: IBC Joint Parameters Story: Roof Frame No: 1 Joint No: 7 Fy (ksi): 50.00 Column Size: W14X82 Joint Frame Type: Special Moment Resisting Frame Criteria Perform FEMA 350 Apply one and two story exceptions where applicable Seismic Zone IV 2213.7.1.1 Required Strength The girder -to- column connection shall be adequate to develop lesser of Mp and Mpz: Bm Size ColSide Ms (kip -ft) Mpz (klp -ft) 117 W24X62 Flange 705.83 711.59 Ms = Beam Moment Capacity. Mpz = Moment Corresponding to Panel Zone Strength 2213.7.2.1 Panel Zone Strength - OK With Web Plate / Stiffeners FEMA 350- 2.9.3. Bm. Size Bf.Red. On) Ze (in') Cpr Ry 117 W24X62 0.000 154.00 1.10 1.10 Bm. Mpr (kip -ft) Cy x+dc/2(in) Mc (kip -ft) 117 776.42 0.78 7.151 825.42 Average height of story above and below (in) = 120.00 E(CyMc(h- db) /h) /(db- tf)(Idp)= 267.30 Panel Zone Strength Without Web Plate (kip) = 216.60 NG Web Plate Reqd Thickness (in) = 0.166 Web Plate Thickness Used (in) = 0.500 Panel Zone Strength With Web Plate (kip) - 369.50 OK 2213.7.2.2 Panel Zone Thickness - OK No plug welds specked so both column and web plate must meet Equation 13 -2 dz (in) = 22.520 Wz (in) = 12.590 Column web thickness reqd (in) = 0.390 Thickness provided = 0.510 OK Web PL thickness reqd (in) = 0.390 Thickness provided = 0.500 OK 2213.7.4 Continuity Plates - OK With Web Plate / Stiffeners FEMA 350 - 333.1 Side Flange Col FL Reqd On) Col FL Prov (In) Side B Top 1.173 0.855 Bottom 1.173 0.855 Side Flange PL (LxWx1) (in) Side B Top 12.590 x 3.375 x 0.375 Side B Bottom 12.590 x 3.375 x 0.375 2213.7.5 Strength Ratio FEMA 350 - 2.9.1. 016, 1 Col. Size M *pc (kip -ft) Zc (in') Pu (kip) Combo# Bot W14X82 551.25 139.00 57.85 78 05/14/07 15:50:58 Steel Code: UBC 1997 - ASD Stiffen Yes Yes ,Seismic Provisions Joint Code Check RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a -SMRF Building Code: IBC Bm. Size Mc (kip -ft) Mpr (kip -ft) x-1-dc/2 (in) 117 W24X62 825.42 776.42 7.15 EM*pc = FZc(Fyc- Pu/Ag) (kip -ft) = 551.25 F.Mc (kip ft) = 825.42 EM*pc/ E Mc (Eqn 9 -3) = 0.67 <= 1.0 NG Eqn 13 -3 -2: EZc(Fyc -fa) / 1.25E Mpz = 0.62 <1.0 NG Exception to 2213.75 Column is compact per 2213.7.3 beam limitations OK , AND Column must conform to any one of 1, 2 or 3 below: Maximum fa (ksi) = 2.41 Std. prov. load combination number 78 1. fa<0.4fy All Std Prov Loads OK , i1��� :� � ' 1.1 Top Lateral Story of Building AND Page 2 05/14/07 15:50 Steel Code: UBC 1997 - A VP gip) 82.23 t°7 1.1 Period of building= 0.86 (s) >1.7 OK , OR o rf . 316 1.2 Story shear limits - Not Performed, OR 1.3 Ignore third stress increase - Not Performed 2. Ratio story shear capacities joint story/story above joint (in column direction)- 0.94 NG Shear Capacity of all lateral columns at joint level in direction of column (kip) = 1458.6 Shear Capacity of all lateral columns above joint level in direction of column (kip) = 1369.0 3. Column not included in the design to resist code required shear - Not Performed VP (klp) 2213.7.7.1 Restrained Joint - OK 82.23 FEMA 350 - 2.9.2. Joint is restrained in the minor axis at both the top and bottom flange of the moment -frame beams. Note! RAM Frame assumes that a beam framing into the minor axis of the joint, braces the column at the elevation of both top and bottom flange of the girders connected to the flanges of the column. Psi 127 rfoCetin r" A oti W61 r gam `f A rkicitiDrzz Nfit?--1M --- 'WPM* crz> ota 2213 -'1. �5 Seismic Provisions Joint Code Check RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a -SMRF Building Code: IBC Joint Parameters Story: Roof Frame No: 1 Joint No: 6 Fy (ksi): 50.00 Column Size: W14X82 Joint Frame Type: Special Moment Resisting Frame Criteria Perform FEMA 350 Apply one and two story exceptions where applicable Seismic Zone IV 2213.7.1.1 Required Strength The girder -to- column connection shall be adequate to develop lesser of Mp and Mpz: Um Size ColSide Ms (kip -ft) Mpz (kip -ft) 117 W24X62 Flange 705.83 711.59 Ms = Beam Moment Capacity. Mpz = Moment Corresponding to Panel Zone Strength 2213.7.2.1 Panel Zone Strength - OK With Web Plate / Stiffeners FEMA 350 - 2.9.3. Bm. Size Bf.Red. (in) Ze (in Cpr Ry 117 W24X62 0.000 154.00 1.10 1.10 Bm. Mpr (kip -ft) Cy x+dc/20n) Mc (kip -ft) Vp (kip) 117 776.42 0.78 7.150 823.83 79.57 Average height of story above and below (in) = 120.00 E(CyMc(h- db) /h) /(db- tf)(kip)= 266.78 Panel Zone Strength Without Web Plate (kip) = 216.60 NG Web Plate Reqd Thickness (in) = 0.164 Web Plate Thickness Used (in) = 0.500 Panel Zone Strength With Web Plate (kip) = 369.50 OK 2213.7.2.2 Panel Zone Thickness - OK No plug welds specified so both column and web plate must meet Equation 13 -2 dz (in) = 22.520 Wz (in) = 12.590 Column web thickness reqd (in) = 0.390 Thickness provided = 0.510 OK Web PL thickness reqd (in) = 0.390 Thickness provided = 0.500 OK 2213.7.4 Continuity Plates - OK With Web Plate / Stiffeners FEMA 350 - 33.3.1 Side Flange Col FL Reqd (in) Col FL Prov (in) Stiffen Side A Top 1.173 0.855 Yes Bottom 1.173 0.855 Yes Side Flange PL (LxWxT) (in) Side A Top 12.590 x 3.375 x 0.375 Side A Bottom 12.590 x 3.375 x 0.375 2213.7.5 Strength Ratio - NG FEMA 350 - 2.9.1. Col. Size Bot W14X82 M "Pc (kip - ft) Ze (in') Pu (MP) 554.17 139.00 51.80 05/14/07 15:50:58 Steel Code: UBC 1997 - ASD Combo# 82 Page 3/16 Seismic 'Envisions Joint Code Check RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a -SMRF Building Code: IBC Page 4 05/14/07 15:50 Steel Code: UBC 1997 - A Bm. Size Mc (kip -ft) Mpr (kip -ft) x+dc/2 (in) Vp (kip) 117 W24X62 823.83 776.42 7.15 79.57 EM+pc = EZc(Fyc- Pu/Ag) (kip -ft) = 554.17 EMc (kip -ft) = 823.83 EM*pc/ E Mc (Eqn 9 -3) = 0.67 <= 1.0 NG Eqn 13 -3 -2: EZc(Fyc -fa) / 1.25E Mpz = 0.62 <1.0 NG Exception to 2213.7.5 Column is compact per 2213.7.3 beam limitations OK , AND Column must conform to any =of 1, 2 or 3 below: Maximum fa (ksi) = 2.16 Std. prov. load combination number 82 1. fa<0.4fy All Std. Prov Loads OK , AND 1.1 Top Lateral Story of Building NG , AND 1.1 Period of building = 0.86 (s) >0.7 OK , OR 1.2 Story shear limits - Not Performed, OR 1.3 Ignore third stress increase - Not Performed 2. Ratio story shear capacities joint story/story above joint (in column direction p 0.94 NG Shear Capacity of all lateral columns at joint level in direction of column (kip) = 1458.6 Shear Capacity of all lateral columns above joint level in direction of column (kip) = 1369.0 3. Column not included in the design to resist code required shear - Not Performed 2213.7.7.1 Restrained Joint - OK FEMA 350 - 2.9.2. Joint is restrained in the minor axis at both the top and bottom flange of the moment -frame beams. Note! RAM Frame assumes that a beam framing into the minor axis of the joint, braces the column at the elevation of both top and bottom flange of the girders connected to the flanges of the column. Seismic Provisions Joint Code Check RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a -SMRF Building Code: IBC Joint Parameters Story: Roof Frame No: 2 Joint No: 13 Fy (ksi): 50.00 Column Size: W14X82 Joint Frame Type: Special Moment Resisting Frame Criteria Perform FEMA 350 Apply one and two story exceptions where applicable Seismic Zone N 2213.7.1.1 Required Strength The girder -to- column connection shall be adequate to develop lesser of Mp and Mpz: Bm Size ColSide Ms (kip -ft) Mpz (kip -ft) 4 W24X62 Flange 705.83 711.59 Ms = Beam Moment Capacity. Mpz = Moment Corresponding to Panel Zone Strength 2213.7.2.1 Panel Zone Strength - OK With Web Plate / Stiffeners FEMA 350 - 2.9.3. Bm. Size Bf.Red. (in) Ze (in') Cpr Ry 4 W24X62 0.000 154.00 1.10 1.10 Bm. Mpr (kip -ft) Cy x+dd20n) Mc (kip -ft) 4 776.42 0.78 7.151 831.73 Average height of story above and below (in) = 120.00 E(CyMc(h- db) /h) /(db- tf)(kip)= 269.34 Panel Zone Strength Without Web Plate (kip) = 216.60 NG Web Plate Reqd Thickness (in) = 0.172 Web Plate Thickness Used (in) = 0.500 Panel Zone Strength With Web Plate (kip) = 369.50 OK 2213.7.2.2 Panel Zone Thickness - OK No plug welds specified so both column and web plate must meet Equation 13 -2 dz (in) = 22.520 Wz (in) = 12.590 Column web thickness reqd (in) = 0.390 Thickness provided = 0.510 OK Web PL thickness reqd (in) = 0.390 Thickness provided - 0.500 OK 2213.7.4 Continuity Plates - OK With Web Plate / Stiffeners FEMA 350 - 33.3.1 Side Flange Col FL Reqd (in) Col FL Prov (in) Stiffen Side B Top 1.173 0.855 Yes Bottom 1.173 0.855 Yes Side Flange PL (LxWxT) (in) Side B Top 12.590 x 3.375 x 0.375 Side B Bottom 12.590 x 3.375 x 0.375 2213.73 Strength Ratio - NG FEMA 350 - 2.9.1. Col. Size Bot W 14X82 M*pc (kip 555.58 Zc(in') 139.00 Pu (kW 48.87 05/14/07 15:50:58 Steel Code: UBC 1997 - ASD Bm. Size Mc (kip -ft) Mpr (kip -ft) x+dc12 (in) Vp (hip) 4 W24X62 831.73 776.42 7.15 92.82 EM*pc = EZc(Fyc- Pu/Ag) (kip -ft) = 555.58 EMc (kip -ft) = 831.73 EM"pc/EMc (Eqn 9 -3)= 0.67 < =1.0NG Eqn 13 -3 -2: EZc(Fyc -fa) / 1.25E Mpz = 0.62 <1.0 NG E to 2213.7.5 Column is compact per 2213.7.3 beam limitations OK , AND Column must conform to any cargof 1, 2 or 3 below: Maximum fa (ksi) = 2.04 Std. prov. load combination number 77 1. fa<0.4fy All Std Prov Loads OK , AND 1.1 Top Lateral Story of Building NG , AND 1.1 Period of building = 0.86 (s) >0.7 OK , OR 1.2 Story shear limits - Not Performed, OR 1.3 Ignore third stress increase - Not Performed 2. Ratio story shear capacities joint story /story above joint (in column direction )= 0.94 NG Shear Capacity of all lateral columns at joint level in direction of column (kip) = 1458.6 Shear Capacity of all lateral columns above joint level in direction of column (kip) = 1369.0 3. Column not included in the design to resist code required shear - Not Performed Vp (kip) 2213.7.7.1 Restrained Joint - OK 92.82 FEMA 350 - 2.9.2. Joint is restrained in the minor axis at both the top and bottom flange of the moment -frame beams. Note! RAM Frame assumes that a beam flaming into the minor axis of the joint, braces the column at the elevation of both top and bottom flange of the girders connected to the flanges of the column. Combo# 77 Page 5/16 Seismic Provisions Joint Code Check RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a -SMRF Building Code: IBC Page ( 05/14/07 15:5( Steel Code: UBC 1997 - Side Side A Side A Side Side A Seismic Provisions Joint Code Check RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a -SMRF Building Code: IBC Joint Parameters Story: Roof Frame No: 2 Joint No: 11 Fy (ksi): 50.00 Column Size: W14X82 Joint Frame Type: Special Moment Resisting Frame Criteria Perform FEMA 350 Apply one and two story exceptions where applicable Seismic Zone IV 2213.7.1.1 Required Strength The girder -to- column connection shall be adequate to develop lesser of Mp and Mpz: Bm Size ColSide Ms (kip -ft) Mpz (kip -ft) 4 W24X62 Flange 705.83 711.59 Ms = Beam Moment Capacity. Mpz = Moment Corresponding to Panel Zone Strength 2213.7.2.1 Panel Zone Strength - OK With Web Plate / Stiffeners FEMA 350 - 2.9.3. Bin. Size Bf.Red. (in) Ze (in') Cpr 4 W24X62 0.000 154.00 1.10 1.10 Bm. Mpr (kip -ft) Cy x+dc/2(in) Mc (kip -ft) 4 776.42 0.78 7.150 828.72 Average height of story above and below (in) = 120.00 E(CyMc(h- db) /h) /(db- tf)(kip)= 268.37 Panel Zone Strength Without Web Plate (kip) = 216.60 NG Web Plate Reqd Thickness (in) = 0.169 Web Plate Thickness Used (in) = 0.500 Panel Zone Strength With Web Plate (kip) - 369.50 OK 2213.7.2.2 Panel Zone Thickness - OK No plug welds specified so both column and web plate must meet Equation 13 -2 dz (in) = 22.520 Wz (in) = 12.590 Column web thickness read (in) = 0.390 Thickness provided - 0.510 OK Web PL thickness reqd (in) = 0.390 Thickness provided = 0.500 OK 2213.7.4 Continuity Plates - OK With Web Plate / Stiffeners FEMA 350 - 3.33.1 Flange Top Bottom Flange Top Bottom 2213.7.5 Strength Ratio - NG FEMA 350 - 2.9.1. Col. Size Bot W14X82 Col FL Reqd (in) 1.173 1.173 PL (LxW:T) (in) 12.590 x 3.375 x 0.375 12.590 x 3.375 x 0.375 Col FL Prov (in) 0.855 0.855 M *pc (kip-ft) Zc (in') Pu (kip) 530.47 139.00 100.89 05/14/07 15:50:58 Steel Code: UBC 1997 - ASD Ry Page 7/16 Seismic Provisions Joint Code Check RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a -SMRF Building Code: IBC 05/14/07 15:5( Steel Code: UBC 1997 - A Bm. Size Mc (ldp-ft) Mpr (kip -ft) x+dc/2 (in) Vp (kip) 4 W24X62 828.72 776.42 7.15 87.79 EM*pc = EZc(Fyc- Pu/Ag) (ldp -ft) = 530.47 ZMc (kip -ft) = 828.72 EM*pc/EMc (Eqn 9 -3)= 0.64<=1.0NG Eqn 13 -3 -2: EZc(Fyc -fa) / 1.25E Mpz = 0.60 <1.0 NG Exception to 2213.7,5 Column is compact per 2213.7.3 beam limitations OK , AND Column must conform to any Hof 1, 2 or 3 below: Maximum fa (ksi) = 4.20 Std. prov. load combination number 81 1. fa<0.4fy All Std. Prov Loads OK , AND 1.1 Top Lateral Story of Building NG , AND 1.1 Period of building = 0.86 (s) >0.7 OK , OR 1.2 Story shear limits - Not Performed, OR 1.3 Ignore third stress increase - Not Performed 2. Ratio story shear capacities joint story/story above joint (in column direction p 0.94 NG Shear Capacity of all lateral columns at joint level in direction of column (kip) = 1458.6 Shear Capacity of all lateral columns above joint level in direction of column (kip) = 1369.0 3. Column not included in the design to resist code required shear - Not Performed Vp (kip) 2213.7.7.1 Restrained Joint - OK 87.79 FEMA 350 - 2.9.2. Joint is restrained in the minor axis at both the top and bottom flange of the moment -frame beams. Stiffen Yes Yes Combo# 81 Page E RAM NfE]W7SNV Seismic Provisions Joint Code Check RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a -SMRF Building Code: IBC Joint Parameters Story: Roof Frame No: 3 Joint No: 5 Fy (ksi): 50.00 Column Size: W14X82 Joint Frame Type: Special Moment Resisting Frame Criteria Perform FEMA 350 Apply one and two story exceptions where applicable Seismic Zone N 2213.7.1.1 Required Strength The girder -to- column connection shall be adequate to develop lesser of Mp and Mpz: Bm Size ColSide Ms (kip -ft) Mpz (kip -ft) 116 W24X62 Flange 705.83 711.59 Ms = Beam Moment Capacity. Mpz = Moment Corresponding to Panel Zone Strength 2213.7.2.1 Panel Zone Strength - OK With Web Plate / Stiffeners FEMA 350 - 2.9.3. Bm. Size Bf.Red. (in) Ze (in') Cpr Ry 116 W24X62 0.000 154.00 1.10 1.10 Bm. Mpr (kip -ft) Cy x+dc/2(In) Mc (kip -ft) Vp (kip) 116 776.42 0.78 7.150 822.60 77.51 Average height of story above and below (in) = 120.00 E(CyMc(h- db) /h) /(db- tf)(kip)= 266.38 Panel Zone Strength Without Web Plate (kip) = 216.60 NG Web Plate Reqd Thickness (in) = 0.163 Web Plate Thickness Used (in) = 0.500 Panel Zone Strength With Web Plate (kip) = 369.50 OK 2213.7.2.2 Panel Zone Thickness - OK No plug welds specified so both column and web plate must meet Equation 13 -2 dz (in) = 22.520 Wz (in) = 12.590 Column web thickness read (in) = 0.390 Thickness provided = 0.510 OK Web PL thickness reqd (in) = 0.390 Thickness provided = 0.500 OK 2213.7.4 Continuity Plates - OK With Web Plate / Stiffeners FEMA 350 - 3.33.1 Side Flange Col FL Reqd (in) Col FL Prov (in) Stiffen Side A Top 1.173 0.855 Yes Bottom 1.173 0.855 Yes SIde Flange PL (LxW:T) (in) Side A Top 12.590 x 3.375 x 0.375 Side A Bottom 12.590 x 3.375 x 0.375 2213.7.5 Strength Ratio - OK FEMA 350 - 2.9.1. Col. Size Bot W14X82 M "Pc OdP Zc (in') Pu (IdP) 564.09 139.00 3123 Combo# 80 Page 9/16 05/14/07 15:50:58 Steel Code: UBC 1997 - ASD Seismic Provisions Joint Code Check RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a -SMRF Building Code: IBC Page 10 05/14/07 15:50 Steel Code: UBC 1997 - A Bm. Size Mc (kip -ft) Mpr (kip -ft) x+dc/2 (in) Vp (kip) 116 W24X62 822.60 776.42 7.15 77.51 EMspc = EZc(Fyc- Pu/Ag) (kip -ft) = 564.09 2 Mc (kip -ft) = 822.60 EM*pc/ E Mc (Eqn 9 -3) = 0.69 <= 1.0 NG Eqn 13 -3 -2: EZc(Fyc -fa) / 1.25E Mpz = 0.63 <1.0 NG Exception to 2213.7.5 Column is compact per 2213.7.3 beam limitations OK , AND Column must conform to any miof 1, 2 or 3 below: Maximum fa (ksi) = 1.30 Std. prov. load combination number 80 1. fa<0.4fy All Std. Prov Loads OK , AND 1.1 Top Lateral Story of Building NG , AND 1.1 Period of building = 0.84 (s) >0.7 OK , OR 1.2 Story shear limits - Not Performed, OR 1.3 Ignore third stress increase - Not Performed 2. Ratio story shear capacities joint story/story above joint (in column directions 0.00 OK Shear Capacity of all lateral columns at joint level in direction of column (kip) = 2143.1 Shear Capacity of all lateral columns above joint level in direction of column (kip) = 0.0 3. Column not included in the design to resist code required shear - Not Performed 2213.7.7.1 Restrained Joint - OK FEMA 350 - 2.9.2. Joint is restrained in the minor axis at both the top and bottom flange of the moment -frame beams. Notel RAM Frame assumes that a beam framing into the minor axis of the joint, braces the column at the elevation of both top and bottom flange of the girders connected to the flanges of the column. Fil RAM 2213.7.5 Strength Ratio - OK FEMA 350 - 2.9.1. Col Size Bot W14X82 Seismic Provisions Joint Code Check RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a -SMRF Building Code: IBC Joint Parameters Story: Roof Frame No: 3 Joint No: 10 Fy (ksi): 50.00 Column Size: W 14X82 Joint Frame Type: Special Moment Resisting Frame Criteria Perform FEMA 350 Apply one and two story exceptions where applicable Seismic Zone IV 2213.7.1.1 Required Strength The girder -to- column connection shall be adequate to develop lesser of Mp and Mpz: Bm Size ColSide Ms (klp -ft) Mpz (ldp -ft) 116 W24X62 Flange 705.83 711.59 Ms = Beam Moment Capacity. Mpz = Moment Corresponding to Panel Zone Strength 2213.7.2.1 Panel Zone Strength - OK With Web Plate / Stiffeners FEMA 350 - 2.9.3. Bm. Size Bf.Red. On) Ze (in') Cpr Ry 116 W24X62 0.000 154.00 1.10 1.10 Bra. Mpr (kip -ft) Cy x+dcl2(in) Mc (kip -ft) Vp (kip) 116 776.42 0.78 7.151 822.61 77.51 Average height of story above and below (in) = 120.00 E(CyMc(h- db) /h) /(db- tf)(kip)= 266.39 Panel Zone Strength Without Web Plate (kip) = 216.60 NG Web Plate Reqd Thickness (in) = 0.163 Web Plate Thickness Used (in) = 0.500 Panel Zone Strength With Web Plate (kip) = 369.50 OK 2213.7.2.2 Panel Zone Thickness - OK No plug welds specified so both column and web plate must meet Equation 13 -2 dz (in) = 22.520 Wz (in) = 12.590 Column web thickness reqd (in) = 0.390 Thickness provided= 0.510 OK Web PL thickness reqd (in) = 0.390 Thickness provided = 0.500 OK 2213.7.4 Continuity Plates - OK With Web Plate / Stiffeners FEMA 350 - 333.1 Side Flange Col FL Reqd (in) Col FL Prov (in) Stiffen Side B Top 1.173 0.855 Yes Bottom 1.173 0.855 Yes Side Flange PL (LxWxT) (in) Side B Top 12.590 x 3.375 x 0.375 Side B Bottom 12.590 x 3.375 x 0.375 M *pc (kip -ft) Zc (In') Pu (kip) Combo# 568.69 139.00 21.71 05/14/07 15:50:58 Steel Code: UBC 1997 - ASD 76 Page 11/16 RA WNW-TA Seismic Provisions Joint Code Check RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a-SMRF Building Code: IBC Page 12 05/14/07 15:50 Steel Code: UBC 1997 - A Bur. Size Mc (kip -ft) Mpr (kip -ft) x+dc/2 On) Vp (kip) 116 W24X62 822.61 776.42 7.15 77.51 EM" pc = EZc(Fyc- Pu/Ag) (kip -ft) = 568.69 EMc (kip -ft) = 822.61 EM*pc/EMc (Eqn 9 -3)= 0.69<=1.0NG Eqn 13 -3 -2: EZc(Fyc -fa) / 1.25E Mpz = 0.64 <1.0 NG Ex ception to 2213.7,5 Column is compact per 2213.7.3 beam limitations OK , AND Column must conform to any Hof 1, 2 or 3 below: Maximum fa (ksi) = 0.90 Std prov. load combination number 76 1. fa<0.4fy All Std. Prov Loads OK , AND 1.1 Top Lateral Story of Building NG , AND 1.1 Period of building = 0.84 (s) >0.7 OK , OR 1.2 Story shear limits - Not Performed, OR 1.3 Ignore third stress increase - Not Performed 2. Ratio story shear capacities joint story/story above joint (in column direction) 0.00 OK Shear Capacity of all lateral columns at joint level in direction of column (kip) = 2143.1 Shear Capacity of all lateral columns above joint level in direction of column (kip) = 0.0 3. Column not included in the design to resist code required shear - Not Performed 2213.7.7.1 Restrained Joint - OK FEMA 350 - 2.9.2. Joint is restrained in the minor axis at both the top and bottom flange of the moment-frame beams. Note! RAM Frame assumes that a beam framing into the minor axis of the joint, braces the column at the elevation of both top and bottom flange of the girders connected to the flanges of the column. Seismic Provisions Joint Code Check RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a -SMRF Building Code: IBC Joint Parameters Story. Roof Frame No: 4 Joint No: 8 Fy (ksi): 50.00 Column Size: W14X82 Joint Frame Type: Special Moment Resisting Frame Criteria Perform FEMA 350 Apply one and two story exceptions where applicable Seismic Zone IV 2213.7.1.1 Required Strength The girder -to- column connection shall be adequate to develop lesser of Mp and Mpz: Bm Size ColSide Ms (klp -ft) Mpz (kip -ft) 1 W24X62 Flange 705.83 711.59 Ms = Beam Moment Capacity. Mpz = Moment Corresponding to Panel Zone Strength 2213.7.2.1 Panel Zone Strength - OK With Web Plate / Stiffeners FEMA 350 - 2.93. Bin. Size Bf.Red. (in) Ze (in') Cpr Ry 1 W24X62 0.000 154.00 1.10 1.10 Bin. Mpr (kip -ft) Cy x+de/2(in) Mc (kip -ft) 1 776.42 0.78 7.150 827.95 Average height of story above and below (in) = 120.00 E(CyMc(h- db) /h) /(db- tf)(kip)= 268.12 Panel Zone Strength Without Web Plate (kip) = 216.60 NG Web Plate Reqd Thickness (in) = 0.168 Web Plate Thickness Used (in) = 0.500 Panel Zone Strength With Web Plate (kip) = 369.50 OK 2213.7.2.2 Panel Zone Thickness - OK No plug welds specified so both column and web plate must meet Equation 13 -2 dz (in) = 22.520 Wz (in) = 12.590 Column web thickness read (in) = 0.390 Thickness provided = 0.510 OK Web PL thickness reqd (in) = 0.390 Thickness provided = 0.500 OK 2213.7.4 Continuity Plates - OK With Web Plate / Stiffeners FEMA 350 - 333.1 Side Flange Col FL Reqd (in) Col FL Prov (in) Stiffen Side A Top 1.173 0.855 Yes Bottom 1.173 0.855 Yes Side Flange PL (LxWxT) (in) Side A Top 12.590 x 3.375 x 0.375 Side A Bottom 12.590 x 3.375 x 0.375 2213.7.5 Strength Ratio - OK FEMA 350 - 2.9.1. Col. Size M *pc (kip -ft) Zc (in') Pu (kip) Combo# Bot W14X82 560.70 139.00 38.27 79 Page 13/16 05/14/07 15:50:58 Steel Code: UBC 1997 - ASD Seismic Provisions Joint Code Check RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a -SMRF Building Code: IBC 05/14/07 15:5C Steel Code: UBC 1997 - A Bm. Size Mc (kip -ft) Mpr (kip -ft) x+dc/2 (in) Vp (kip) 1 W24X62 827.95 776.42 7.15 86.49 EM*pc = EZc(Fyc- Pu/Ag) (kip -ft) = 560.70 EMc (kip -ft) = 827.95 EM*pc/ E Mc (Eqn 9 -3) = 0.68 1.0 NG Eqn 13 -3 -2: EZc(Fyc -fa) / 1.25E Mpz = 0.63 <1.0 NG Exception to 2213.7.5 Column is compact per 2213.7.3 beam limitations OK , AND Column must conform to any =of 1, 2 or 3 below: Maximum fa (ksi) = 1.59 Std. prov. load combination number 79 1. fa<0.4fy All Std. Prov Loads OK , AND 1.1 Top Lateral Story of Building NG , AND 1.1 Period of building = 0.84 (s) >0.7 OK , OR 1.2 Story shear limits - Not Performed, OR 1.3 Ignore third stress increase - Not Performed 2. Ratio story shear capacities joint story /story above joint (in column direction p 0.00 OK Shear Capacity of all lateral columns at joint level in direction of column (kip) = 2143.1 Shear Capacity of all lateral columns above joint level in direction of column (kip) = 0.0 3. Column not included in the design to resist code required shear - Not Performed Vp (kip) 2213.7.7.1 Restrained Joint - OK 86.49 FEMA 350 - 2.9.2. Joint is restrained in the minor axis at both the top and bottom flange of the moment -frame beams. Page 14 RAM Seismic Provisions Joint Code Check RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a -SMRF Building Code: IBC Joint Parameters Story: Roof Frame No: 4 Joint No: 9 Fy (ksi): 50.00 Column Size: W14X82 Joint Frame Type: Special Moment Resisting Frame Criteria Perform FEMA 350 Apply one and two story exceptions where applicable Seismic Zone IV 2213.7.1.1 Required Strength The girder -to- column connection shall be adequate to develop lesser of Mp and Mpz: Bm Size ColSide Ms (kip -ft) Mpz (kip -ft) 1 W24X62 Flange 705.83 711.59 Ms = Beam Moment Capacity. Mpz = Moment Corresponding to Panel Zone Strength 2213.7.2.1 Panel Zone Strength - OK With Web Plate / Stiffeners FEMA 350 - 2.9.3. Bm. Size Bf.Red. (in) Ze (in') Cpr Ry 1 W24X62 0.000 154.00 1.10 1.10 Bm. Mpr (kip-ft) Cy x+dc/2(in) Mc ( kip-ft) Vp (Idp) 1 776.42 0.78 7.151 827.96 86.49 Average height of story above and below (in) = 120.00 E(CyMc(h- db) /h) /(db- tf)(kip)= 268.12 Panel Zone Strength Without Web Plate (kip) = 216.60 NG Web Plate Reqd Thickness (in) = 0.168 Web Plate Thickness Used (in) = 0.500 Panel Zone Strength With Web Plate (kip) = 369.50 OK 2213.7.2.2 Panel Zone Thickness - OK No plug welds specified so both column and web plate must meet Equation 13 -2 dz (in) = 22.520 Wz (in) = 12.590 Column web thickness read (in) = 0.390 Thickness provided = 0.510 OK Web PL thickness reqd (in) = 0.390 Thickness provided = 0.500 OK 2213.7.4 Continuity Plates - OK With Web Plate / Stiffeners FEMA 350 - 3.33.1 Side Flange Col FL Reqd (in) Col FL Prov (in) Stiffen Side B Top 1.173 0.855 Yes Bottom 1.173 0.855 Yes Side Flange PL (LxWxT) (in) Side B Top 12.590 x 3.375 x 0.375 Side B Bottom 12.590 x 3.375 x 0.375 2213.7.5 Strength Ratio - OK FEMA 350 - 2.9.1. Col. Size M *pc (kip -ft) Zc (in') Pu (kip) Combo# Bot W14X82 568.26 139.00 22.60 75 ! ! ! Page 15/16 05/14/07 15:50:58 Steel Code: UBC 1997 - ASD ,seismic Provisions Joint Code Check RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017a -SMRF Building Code: IBC Page 16 05/14/07 15:50 Steel Code: UBC 1997 - A Bm. Size Mc (kip -ft) Mpr (kip -ft) x+dd2 (in) Vp (kip) 1 W24X62 827.96 776.42 7.15 86.49 EM*pc - EZc(Fyc- Pu/Ag) (kip -ft) = 568.26 EMc (kip -ft) = 827.96 EM*pc/ E Mc (Eqn 9-3) = 0.69 <- -1.0 NG Eqn 13 -3 -2: EZc(Fr -fa) / 1.25E Mpz = 0.64 <1.0 NG Exception to 2213.75 Column is compact per 2213.7.3 beam limitations OK , AND Column must conform to any Hof 1, 2 or 3 below: Maximum fa (ksi) = 0.94 Std prov. load combination number 75 1. fa<0.4fy All Std. Prov Loads OK , AND 1.1 Top Lateral Story of Building NG , AND 1.1 Period of building = 0.84 (s) >0.7 OK , OR 1.2 Story shear limits - Not Performed, OR 1.3 Ignore third stress increase - Not Performed 2. Ratio story shear capacities joint story/story above joint (in column direction)- 0.00 OK Shear Capacity of all lateral columns at joint level in direction of column (kip) = 2143.1 Shear Capacity of all lateral columns above joint level in direction of column (kip) = 0.0 3. Column not included in the design to resist code required shear - Not Performed 2213.7.7.1 Restrained Joint - OK FEMA 350 - 2.9.2. Joint is restrained in the minor axis at both the top and bottom flange of the moment -frame beams. Note! RAM Frame assumes that a beam framing into the minor axis of the joint, braces the column at the elevation of both top and bottom flange of the girders connected to the flanges of the column. - -I 1 • DESIGN OF JOB 00 ENGINEER 30.z (i*-ZQ, WO- 9tAaftkr' (11Y1/ 01,0 < 5-$1 r SHIMAJI & LASCOLA structural engineers VIK 10s wei.k (1924) Pr-Ac 61Adiarpt7orcl-= .13. r V 41IVr)*H;: ite,ve s 1141 4 r\r5 -w - P r [ace( 4 -= (isb rree't) r14** fK, tidr °= ct?c, 1 1 - ct sttt1.0 rete, 0-114 ) CoS 3 .apet z SHEET NO. DATE TYP. 1/4 TYP.) 1/4 5/5" F.H. STIFF. FE EA. SIDE TYP. 1/4 V I /2" I' -b" VERIFY 4" 1 1/2" 1/2" BASE FE w/ (b) 7/8 "(1) A525N BOLTS STEEL COL. PER PLAN STEEL BRACE PER ELEV. 1/4 STEEL BEAM PER PLAN STEEL BEAM WHERE OCCURS PER PLAN 5/5' KNIFE Fe TYP. BRACE FRAME DETAIL I II = I L 7 D.0 \Iwo 12teeti-C15,01'Yz)c 0q1 Wrvf-rriP pfd � tit71- DESIGN OF • JOB ENGINEER R/0 1r I i4 1 ' 1 _ OCirrY o .1)3Y 0 Ain) -11V x 1,e1 0..vvp = P4/4cproCo-4 ') iketv,m 4* r4yp-v15') •- SHIMAJI & LASCOLA structural engineers 01.1'W eicior 6/three fvfe-tiOtideD) iota r C2/ *11 V r ei2 len ea+ 10 (e-b' ea 4 e #ja( 1PM) 4- 4. +Vogl) 5 1( r=11 CD( ec) e ((0,4 )(46 ( os.11 4rx. A -e' (k22 - (41-9 g1-1 4 12 ga&is fte SHEET NO. DATE JOB ENGINEER DESIGN OF VCS J rr 11' 1 - 4' r s i (c'Yi) = a to' G 4-1' va� r 01 5) LL1(1+A L .S1 s n4/ OW To 4 40 r + SHIMAJI & LASCOLA structural engineers 0 -115 5 1b a J % Poo . d- w . _ - 0- / " zC►�'J n4° VI-4) f. 1 o.o's1 VIA SHEET NO. DATE Ikt>vrf.- DESIGN OF SHIMAJI & LASCOLA structural engineers JOB ENGINEER k ere7 I - ++ WY: 1- 4- 5 -CrAt AA e ' t o.W 133. Bracing Connections 13.3a. Required Strength - The Required Strength of bracing connection; (including beam-to-column con- nectionsif part of the bracing sistem) shall be the lesser of the following: (a) The nominal axial tensile strength of the bracing member, determined as Ry Fy Ai. (b) The maximum force, indicated by analysis that can be transferred to the b by the system. V i'0 'Vs voi71 .4-6, dr.1:=P SHEET NO. DATE .000 rfr ) JOB ENGINEER DESIGN OF 13.3b. Tensile Strength The design tensile strength of bracing members and their connections, based upo the limit states of tension rupture oil the effective net section and block sh rupture strength, as specified in LRFD Specification Section J4, shall be at leas equal to the-Required Strength of the brace as determined in Section 13.3a. • 14 rtnim= ot 5•171 y 44t 1-7 +Fi a 0 :0C occ7-1 > Put* A 4F- ef( r r So5 6. < o- (P fl) A14 VAf, 4:14fy Asi ft- r eq.tifo Atv fu Ani] eel o Ott 49,,> 66(vIt3 -ist45V At) 4- 7-151 v. .biss ..rr itgLetkfil . 0 tv' pgitcci < 11(1.41 rt-1) tc4 SHIMAJI & LASCOLA structural engineers 4 3-1 1 4; SHEET NO. DATE J . 15 L N 1 9 L 14 13 co 1 10 L 12 11 7 5 U nip Floor Type: Roof RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017 -S erviceYard Building Code: UBC1 r ioor ivlap 03/27/07 09:36:3' Steel Code: ASD 9th Ed A W8x10 fl N W14x22 I II W8x1 0 W8x1 0 W14x22 I W8x1 0 W8x1 0 MI W14x22 p FR RAM Floor Type: Roof RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017- ServiceYard- Gravity Building Code: UBC1 CN W1 4102 r ioor iviap �-v 03/27/07 09:34:0: Steel Code: ASD 9th Ed 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 1 0.000 18.500 2 0.000 18.500 3 0.000 18.500 DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) DL 0.000 0.000 0.074 0.074 0.010 0.010 LL 0.000 0.000 0.123 0.123 0.000 0.000 at at at Gravity Beam Design RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017- ServiceYan l Building Code: UBC1 Red% Left Right 0.78 0.78 1.14 1.14 1.92 1.92 9.25 ft = 925 ft = 925 ft = Type NonR NonR NonR 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): -0.248 -0.364 -0.612 03/27/07 09:36:37 Steel Code: ASD 9th Ed. Fy = 50.0 ksi IUD = 895 L/D = 610 L/D = 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): I -End (0.00,12.33) J -End (18.50,12.33) 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 Q 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 Gravity Beam Design Left Right 0.78 0.78 1.14 1.14 1.92 1.92 9.25 ft = 9.25 ft = 925 ft = -0.248 -0.364 -0.612 L/D = L/D = L/D = 03 /27/07 09:36 Steel Code: ASD 9th] Fy = 50.0 ksi 895 610 363 Page Compr Flang fb Fl 13.63 32.71 RAM ITW RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017 - ServiceYard Building Code: UBC 1 Floor Type: Roof Beam Number 13 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: Dead load (in) Live load (in) Net Total load (in) DL 0.000 0.000 0.099 0.099 0.010 0.010 I -End (0.00,26.78) J -End (18.50,26.78) = W8X10 = 18.50 LL 0.000 0.000 0.166 0.166 0.000 0.000 at at at Gravity Beam Design Red% Zee NonR - NonR - NonR SHEAR: Max V (DL +LL) - 2.54 kips fv - 190 ksi Fv - 20.00 ksi MOMENTS: Span Cond Moment @ Lb Cb kip-ft ft ft Center Max + 11.8 93 0.0 1.00 Controlling 11.8 9.3 0.0 1.00 REACTIONS (kips): Left Right 1.01 1.01 1.53 1.53 2.54 2.54 9.25 ft = 925 ft = 925ft= -0.323 -0.488 -0.811 Tension Flange fb Fb 18.07 32.70 18.07 32.70 Fy = 50.0 ksi UD = UD = UD = Page 3/5 03/27/07 09:36:37 Steel Code: ASD 9th Ed. Compr Flange fb 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: UBCI 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 LINE LOADS (1c/ft): Load Dist DL LL Red% Type 1 0.000 0.000 0.000 - NonR 18.500 0.000 0.000 2 0.000 0.099 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 kip-ft Center Max + 11.8 Controlling 11.8 REACTIONS (kips): at at at @ 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 1.01 1.53 2.54 9.25ft = 9.25ft = 9.25 ft = Right 1.01 1.53 2.54 -0.323 -0.488 -0.811 Fy = 50.0 ksi L/D = 688 UD = 454 UD = 274 Page 03/27/07 09:36 Steel Code: ASD 9th Compr Flang fb FI 18.07 32.71 RAM Steel v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017 - ServiceYard Building Code: UBC1 Gravity Beam Design 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 (1c/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 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): 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 LID = 791 Live load (in) at 9.25 ft = -0.418 LID = 531 Net Total load (in) at 9.25 ft = -0.699 LID = 318 Page 5/5 03/27/07 09:36:37 Steel Code: ASD 9th Ed. Ise es m e m ! w It ! ! i ! i i i i i ! ! It It aataBase: 07017 - ServiceYard ' "03/27/07"09:36:37 LOAD CASE: Seismic Seismic ASCE 7 -02 / IBC 2003 Equivalent Lateral Force Site Class: E Fa: 0.900 Importance Factor: 1.00 Ss: 1.424 g 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 Ta Cu T X 0.169 1.400 0.599 Y 0.169 1.400 0.594 Total Building Weight (kips) APPLIED STORY FORCES: Type: EQIBCO3 X_ +E_F Level Roof Type: EQIBCO3_X -E F Level Roof Type: EQIBCO3 Y +E F Level Roof Type: EQIBCO3 Y_ -E F Level Roof RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017 - ServiceYard Eccent +And - +And - Loans ana Appiieu r urces R Ta Equation 2.5 Std,Ct= 0.030,x =0. 2.5 Std,Ct= 0.030,x =0. T -used Eq95521-1 0.236 0.342 0.236 0.342 = 13.38 Ht ft 10.00 Ht ft 10.00 Ht ft 10.00 Ht ft 10.00 Fx kips 4.57 4.57 Fx kips 4.57 4.57 Fx kips 0.00 0.00 Fx kips 0.00 0.00 Building Period -T 75 Calculated 75 Calculated Eq95521-2 Eg95521 -3 1.322 0.0376 1.322 0.0376 Fy kips 0.00 0.00 Fy kips 0.00 0.00 Fy kips 4.57 4.57 Fy kips 4.57 4.57 Si: 0.488 g SD1: 0.781 g X ft 9.25 X ft 9.25 X ft 10.21 03/27/07 09:36:3' k 1.000 1.000 Y ft 31.66 Y ft 25.84 Y ft 28.75 X Y ft ft 8.29 28.75 pia RAM awry L ispiaceinents RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017- ServiceYard Building Code: UBC1 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 +EF E2 Seismic EQIBCO3_X -E_F E3 Seismic EQIBCO3 +E_F E4 Seismic EQIBCO3 Y -E F p 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 09:36:3 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: 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 Level Roof r max Rho Load Case: E2 Seismic E Q Level Story V kips Roof 4.71 r max Rho Load Case: Level Roof r max Rho Load Case: E4 Level Roof r max Rho RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017- ServiceYard = 0.270 1.000 = 0.299 1.000 0.216 1.000 = 0.216 1.000 Seismic EQ_IBCO3 X +E_F Story V Area Al ElementV kips ft kips 4.70 1114.86 1.27 Seismic EQ _ Story V kips 4.70 iceuunuancy ractors uininary IBCO3 X -E_F Area Al ElementV ft kips 1114.86 1.41 E3 Seismic EQ_IBCO3 Y_ +E_F Story V Area Al ElementV kips ft kips 4.70 1114.86 1.02 IBCO3 Y_ E F Area Ai ElementV ft kips 1114.86 1.02 ri Rhoi Element 0.270 0.000 Cols 5,4 ri Rhoi Element 0.299 0.000 Cols 1,2 ri Rhoi Element 0.216 0.000 Cols 3,4 ri Rhoi Element 0.216 0.000 Cols 5,4 03/27/07 09:36:3 nip RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017- ServiceYard 17U11Ui11g 1311.131y O11C"t11 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 +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 -E_F Level Shear -X Change -X Shear -Y Change -Y kips kips kips Ups Roof 4.71 4.71 0.00 0.00 Load Case: E3 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 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 11` 03/27/07 09:36:3 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: Level Roof Load Case: 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 Lp PosLiveLoad RAMUSER Shear -X Change -X kips kips -0.16 -0.16 El Seismic EQJBCO3_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 Rips 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 Rips kips 0.06 0.06 Shear -Y Change -Y MN; kips -0.15 -0.15 Shear -Y Change -Y Rips kips 2.32 2.32 Shear -Y Change -Y Ups Rips 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 PosLlveLoad 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 Rips Rips 2.39 2.39 Shear-Y Change -Y kips kips 2.32 2.32 Page 03/27/07 09:3f RAM CRITERIA: Rigid End Zones: Member Force Output: P- Delta: Yes Diaphiagn1 Rigid Ground Level: Base Wall Mesh Criteria : LOAD CASE DEFINITIONS: D DeadLoad Lp PosLiveLoad El Seismic E2 Seismic E3 Seismic E4 Seismic Frame #1: Node LdC Rx Ry Rz Mxx Myy Tzz kips kips kips klp-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 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 -0.59 0.37 0.00 0.00 -0.02 E4 0.01 -0.61 0.40 0.00 0.00 0.02 11 RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017 -S erviceYard Building Code: UBC1 Frame Reactions Ignore Effects At Face of Joint Scale Factor. 1.00 Max. Allowed Distance between Nodes (ft) : 8.00 RAMUSER RAMUSER EQ_IBCO3 X +E F EQ1BCO3 -E F EQ.IBCO3 Y_ +E F EQ_IBCO3_Y -E _F 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 EA -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 I RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017 - ServiceYard Building Code: UBC1 Frame Reactions 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 klp -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 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 -0.59 0.69 0.00 0.00 -0.02 E4 -0.03 -0.57 0.72 0.00 0.00 0.02 Page 03/27/07 09:36 RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017- ServiceYard Building Code: UBC1 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 0.854 LOAD CASE DEFINITIONS: D DeadLoad RAMUSER LP PosLiveLoad RAMUSER El Seismic EQ,IBCO3 X +E F E2 Seismic EQIBCO3 X -E F E3 Seismic EQ,IBCO3 Y +E F E4 Seismic EQ,IBCO3 Y -E F LOAD COMBINATIONS: IBC 2003 ASD 1 * 1.000 D 2 * 1.000 D + 1.000 Lp 3 * 1.128 D+ 0.750 Lp + 0.750 E1 4 * 1.128 D +0.750 Lp +0.750 E2 5 * 1.128 D+ 0.750 Lp + 0.750E3 6 * 1.128 D+ 0.750 Lp + 0.750 E4 7 • 1.128 D +0.750 Lp -0.750 E1 8 • 1.128 D + 0.750 Lp - 0.750 E2 9 • 1.128D +0.750Lp- 0.750E3 10 * 1.128 D + 0.750 Lp - 0.750 E4 11 * 1.120D +0.700 E1 12 * 1.120D +0.700 E2 13 * 1.120 D + 0.700 E3 14 * 1.120D +0.700E4 15 * 1.120 D - 0.700 E1 16 * 1.120D- 0.700E2 17 * 1.120D- 0.700E3 18 * 1.120 D - 0.700 E4 19 * 0.480 D+ 0.700 E1 20 * 0.480 D + 0.700 E2 21 * 0.480 D + 0.700 E3 22 * 0.480 D + 0.700 E4 23 * 0.480 D - 0.700 El 24 * 0.480 D - 0.700 E2 25 * 0.480 D - 0.700 E3 Code Check Summary MP M t 06/06/07 11:10:17 Steel Code: AISC ASD Rho = 1.00 Rho = 1.00 Rho = 1.00 Rho = 1.00 RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 07017- ServiceYard Building Code: UBC1 26 * 0.480 D - 0.700 E4 • = Load combination currently selected to use Frame #1: Level: Roof Col. P Mmajor Mminor Vmajor Vminor LC Interact. Fy kips kip-ft kip -ft kips kips ksi 5 2.40 4.95 -0.01 0.53 0.00 7 0.45 H1 -3 46 6 7.56 5.15 -0.31 0.55 0.03 7 0.64 H1 -1 46 7 8.46 5.25 -0.11 0.56 0.01 8 0.67 H1 -1 46 8 3.18 5.39 0.14 0.57 0.02 8 0.51 H1-3 46 Beam P Mmajor Mminor # kips kip-ft kip-ft 6 0.00 -16.55 0.00 7 0.00 -15.07 -0.00 8 -0.00 -13.80 0.00 Frame #2: Level: Roof Col. P Mmajor Mminor # kips klp-ft kip-ft 1 3.18 -5.39 0.14 2 8.46 -5.25 -0.11 3 7.56 -5.15 -0.31 4 2.40 -4.95 -0.01 Beam P Mmajor Mminor kips kip-ft kip -ft 2 0.00 -13.80 -0.00 3 0.00 -15.07 0.00 4 0.00 -16.55 -0.00 Frame #3: Level: Roof Beam P Mmajor Mminor kips kip-ft kip -ft 5 -0.00 6.13 0.00 Frame #4: Level: Roof Beam P Mmajor Mminor kips kip-ft kip-ft Code Check Summary Vmajor Vminor LC Interact. Fy kips kips ksl 3.18 0.00 6 0.23 H1 -3 50 3.06 0.00 10 0.21 H1 -3 50 2.53 0.00 10 0.19 H1 -3 50 Vmajor Vminor LC Interact. Fy kips kips ksi 0.57 0.02 4 0.51 H1 -3 46 0.56 0.01 4 0.67 H1 -1 46 0.55 0.03 3 0.64 H1 -1 46 0.53 0.00 3 0.45 H1 -3 46 Vmajor Vminor LC Interact. Fy kips kips ksi 2.53 0.00 9 0.19 H1 -3 50 3.06 0.00 9 0.21 H1 -3 50 3.18 0.00 5 0.23 H1 -3 50 Vmajor Vminor LC kips kips 1.68 0.00 Interact. FY ksi 4 0.38 H1-3 50 Vmajor Vminor LC Interact. Fy kips kips ksi Page 06/06/07 11:10 Steel Code: AISC A Si; HSS4X4X3 HSS4X4X3 HSS4X4X3 HSS4X4X3 Si W 14X: W 14X: W 14X: Si HSS4X4X3 HSS4X4X3 HSS4X4X3 HSS4X4X3 Si W 14X: W 14X: W 14X: Si W 14X: Si Beam p 10 0.00 Frame #5: Level: Roof Beam p kips 9 0.00 Frame #6: Level: Roof Beam p kips 1 0.00 RAM Frame v10.0 The Cheesecake Factory, Tukwila, WA DataBase: 0 7017- ServiceYacd Building Code: UBC1 Mmajor kip -ft 10.50 Mmajor kip-ft 6.29 Mminor kip -ft 0.00 Mminor kip-ft -0.00 Code Check Summary Mmajor Mminor Vmajor Vminor 9.93 0.00 2.61 0.00 Vmajor Vminor kips kips 2.71 0.00 Vmajor Vminor kips kips 1.75 0.00 LC 2 Page 3/3 06/06/07 11:10:17 Steel Code: AISC ASD Interact. Fy Size 0.62 H1 -3 50 W14X22 LC Interact. Fy Size ksl 2 0.66 H1 -3 50 W14X22 LC Interact. Fy Size ksi 3 0.39 H1 -3 50 W14X22 i w' w 'i n i. t t I I !\ • 07 -31 -2007 DOUGLAS MIDDLETON 17701 MITCHELL N IRVINE CA 92614 RE: Permit Application No. M07 -062 230 STRANDER BL TUKW Dear Permit Applicant: In reviewing our current permit application files, it appears that your permit application applied for on 03/29/2007 , has not been issued by the City of Tukwila Permit Center. Per the International Building Code and/or the International Mechanical Code, every permit application not issued within 180 days from the date of application shall expire by limitation and become null and void. Your permit application expires on 09/25/2007 . If you choose to pursue your project, a written request for extension of your application addressed to the Building Official, demonstrating justifiable cause, will need to be received at the Permit Center prior to your expiration date of 09/25/2007. If it is determined that an extension is granted, your application will be extended for an additional 90 days from the expiration date. In the event we do not receive your written request for extension, your permit application will become null and void and your project will require a new permit application, plans and specifications, and associated fees. Thank you for your cooperation in this matter. Sincerely, er Marshall Permit Technician xc: Permit File No. M07 -062 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 COPIES DATE REV. NO. DESCRIPTION ACTION CODE 2 5/14/07 Structural Drawings signed and stamped E 2 ' 5/10/07 Structural calculations To: City of Tukwila 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 1- (206)- 431 -3670 WE TRANSMIT: herewith ❑ as requested ® via C2 Fed - Ex FOR YOUR: ❑ approval ❑ review & comment ® distribution to parties THE FOLLOWING: TRANSMITTAL Attn: Allen Johannessen -Plans Examiner ACTION CODE: A. Action indicated on item transmitted. B No action required. C. For signature and return to this office. REMARKS: ® prints ❑ originals ❑ shop drawings ❑ information ❑ use ❑ record 'AF Rece ver) 0 3baym UN 0 n 2007 DE tt l ic ry �'Ejy Date: June 7, 2007 Project: The Cheesecake Factory at 230 Strander Blvd. Westfield Southcenter Mall Tukwila, Wa 98188 Job No: 0703 D. For signature and forwarding as noted below under REMARKS E. See REMARKS below. Building Department (Allen Johannessen) : Per your request, This is in regards to providing you with Structural drawings for your review. COPIES TO: (with end.) BY: ARCHITECTS DES N G N CO NSORTIUM 1920 E. Kateto -Ave S u i t e S Orange, CA 92867 Tel (714) 997 -9734 Fax (714) 997 -7193 ❑ samples ❑ letter 0 ® Mech. permit application #M07 -062 Al A. Cadena If enclosures are not as noted, please notify us at once. Transmittal to city of Tukwila (Alien Johannessen).doc Building Division Review Memo PM'J -F catc rawsa p yoi_iietvE_Am epic-577° 5 7--/i i • vv. 1 VV. Tukwila Building Division Allen Johannessen, Plan Examiner Date: May 23, 2007 Project Name: The Cheesecake Factory Permit #: M07-062 Plan Review: Allen Johannessen, Plans Examiner The Building Division conducted a plan review on the subject permit application. Please address- the following comments in-an itemized formal witlireyised .plans, specifications and /or other applicable documentation. (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size). (If applicable) Structural Drawings and structural calculations sheets shall be original signed wet stamped, not copied.) 1. The plan show air - conditioning units ranging from 1300 Ibs. up b 3100 Its. to be installed on the roof. Please provide engineer calculations with details that shows location and roof structure shall be sufficient to support the weight of the new RTU's. Details shall identify any additional structural framing required and show how RTU's shall be secured to the roof. Should there be questions conceming the above requirements, contact the Building Division at 206 -431- 3670. No further comments at this time. G / 1 7` ?73 7 end May 24, 2007 Douglas Middleton 17701 Mitchell N Irvine CA 92614 Dear Mr. Middleton: arshall aAP hnician xc: Filc No. M07-032 City of Tukwila Department of Community Development RE: CORRECTION LETTER #1 Mechanical Permit Application Number M07 -062 The Cheesecake Factory — 230 Strander BI This letter is to inform you of corrections that must be addressed before your mechanical permit can be approved. All correction requests from each department must be addressed at the some time and reflected on your drawings. I have enclosed comments flout the Building Department. At this time the Fire Department has no comments. Building Department: Allen Johannessen, at 206 433 -7163, 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 two (2) complete 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. Correctionslrei'isions -m st 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) 433 -7165. P:'Perrnit CemonConrction Loaers1z007wMO7 -062 Corrccdor. Lrr #1.DOC Jen) •V -. V'. . VW,/ Steven M. Mullet, Mayor Steve Lancaster, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 -431 -3670 • Fax: 206 - 431.3665 May 24, 2007 Douglas Middleton 17701 Mitchell N Irvine CA 92614 Dear Mr. Middleton: hoe city of Tukwila Department of Community Development Steve Lancaster, Director RE: CORRECTION LETTER #1 Mechanical Permit Application Number M07 -062 The Cheesecake Factory — 230 Strander Bl This letter is to inform you of corrections that must be addressed before your mechanical 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 Department. At this time the Fire Department has no comments. Building Department: Allen Johannessen, at 206 433 -7163, 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 two (2) complete 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. Corrections/revisions must be made in person and will not be accepted throueh the mail or by a messen>Der service. If you have any questions, please contact me at (206) 433 -7165. Sincerely encl arshall hnician xc: File No. M07 -032 440 P:\Permit CenterCCorrection Letters \20071M07-062 Correction Ltr #1.DOC jem Steven M. Mullet, Mayor 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 Building Division Review Memo Tukwila Building Division Allen Johannessen, Plan Examiner Date: May 23, 2007 Project Name: The Cheesecake Factory Permit #: M07 -062 Plan Review: Men Johannessen, Plans Examiner The Building Division conducted a plan review on the subject permit application. Please address the following comments in an itemized format with revised plans, specifications and /or other applicable documentation. (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size). (If applicable) Structural Drawings and structural calculations sheets shall be original signed wet stamped, not copied.) 1. The plan show air-conditioning units ranging from 1300 lbs. up to 3100 lbs. to be installed on the roof. Please provide engineer calculations with details that shows location and roof structure shall be sufficient to support the weight of the new RTU's. Details shall identify any additional structural framing required and show how RTU's shall be secured to the roof. Should there be questions concerning the above requirements, contact the Building Division at 206-431- 3670. No further comments at this time. ACTIVITY NUMBER: M07 -062 DATE: 06 -12 -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: Build r g Division alAni k Public Works ❑ Structural ❑ Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete TUES/THURS ROUTING: Please Route Documents/routing slip.doc 2.28 -02 `PERMIT COORD COPY ` PLAN REVIEW /ROUTING SLIP Fire Prevention Incomplete Structural Review Required APPROVALS OR CORRECTIONS: Approved ❑ Approved with Conditions Notation: REVIEWER'S INITIALS: DATE: Planning Division DUE DATE: 06 -14 -07 Not Applicable Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials:_ ❑ No further Review Required REVIEWER'S INITIALS: DATE: DUE DATE: 07 -19 -07 Not Approved (attach comments) ❑ Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: ACTIVITY NUMBER: M07 -062 DATE: 03 -29 -07 PROJECT NAME: THE CHEESECAKE FACTORY SITE ADDRESS: 230 STRANDER BE. X Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # After Permit Issued DEPARTMENTS: Bui ;ing �I''visi •••' PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP li 0 1 51( 1414k Fire Prevention Public Works ❑ Structural ❑ Permit Coordinator n DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete I " 1 Incomplete Comments: Planning Division DUE DATE: 04-03-07 Not Applicable ❑ Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS ROUTING: Please Route 1 Structural Review Required ❑ No further Review Required REVIEWER'S INITIALS: n DATE: APPROVALS OR CORRECTIONS: DUE DATE: 05-01-07 Approved ❑ Approved with Conditions n Not Approved (attach comments) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: 1551Vi Departments issued corrections: Bldg Fire ❑ Ping ❑ PW ❑ Staff Initials: Documents/routing slip.doc 2 -28-02 I I VIII IIIs vuIIYV" - 1 \L 1l1H1 VI\1 City of Tukwila Department of Community Development 6300 Southeenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 - 431 - 3665 Web site: hrrp: / /www.c1.ztskwila.wa.u_c Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: Plan Check/Permit Number: M07 -062 0 Response to Incomplete Letter # Response to Correction Letter # 1 O Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: The Cheesecake Factory Project Address: 230 Strander 131 \ applications \form- applications on linc4cvision ssubmittdd Created: 843-2004 Revised: 109000IVUI, I — Ouu r•u4 /u9 r—uuu Steven M Mullet Mayor Steve Lancaster, Director Contact Person: 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 License Information License PHOENMC937KT Licensee Name PHOENIX MECHANICAL CORPORATION Licensee Type CONSTRUCTION CONTRACTOR UBI 602725673 Ind. Ins. Account Id 13554400 Business Type CORPORATION Address 1 PO BOX 2033 Address 2 City MANCHACA County OUT OF STATE State TX Zip 786522033 Phone 5122910785 Status ACTIVE Specialty 1 AIR CONDITIONING Specialty 2 UNUSED Effective Date 5/30/2007 Expiration Date 5/30/2009 Suspend Date Separation Date Parent Company Previous License Next License Associated License Business Owner Information Name Role Effective Date Expiration Date MANGOLD, VICTOR PRESIDENT 05/30/2007 ROYALS, MIKE SECRETARY 05/30/2007 HUGHES, NEAL TREASURER 05/30/2007 BARNARD, DEAN VICE PRESIDENT 05/30/2007 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 Bond Company Name Bond Account Number Effective Date Expiration Date Cancel Date Impaired Date Bond Amount Received Date https: // fortress .wa.gov /lni/bbip /printer.aspx ?License= PHOENMC937KT 08/14/2007 aq ua aaaa a• ia •a va •• VAS a ll I✓ MiL/VV11�1 L /l) F625- 052 -000 (8/97) 25- 052 -0(X) (8/97) REGIS ED AS PROVIDED BY LAW AS CONST CONT SPECIALTY REGIST. # EXP. DATE CCAA PHOENMC937KT 05/30/2009 EFFECTIVE DATE 05/30/2007 PHOENIX MECHANICAL CORPORATION PO BOX 2033 MANCHACA TX 78652 -2033 Detach And Display Certificate 5 e e 47‘,O) 9ca - y7i) (22ba) GSA _ REGISTERED AS PROVIDED BY LAW AS CONST CONT SPECIALTY REGIST. # EXP. DATE CCAA PHOENMC937KT 05/30/2009 EFFECTIVE DATE 05/30/2007 PHOENIX MECHANICAL CORPORATION PO BOX 2033 MANCHACA TX 78652 -2033 Signature Issued by DEPARTMENT OF LABOR AND INDUSTRIES Please Remove And Sign Identification Card Before Placing In Billfold WASHINGTON The licensee named above has been issued the business registrations or licenses listed. By accepting this document the licensee certifies the information provided on the application for these licenses was complete, true, and accurate to the best of his or her knowledge, and that business will be conducted in compliance with all applicable Washington state, county, and city regulations: w Q C, Z _ _ Z K S W C0 o 0 0 Q -J Iv) Z LI K 3 LL y w 1.1 in OEZ h M Z J 00 H V) H N U) IA =Z o LU X00 eDet0 o N wou q == Z o ° Q a 4 O e.'iZ 1- Foreign Profit Corporation PHOENIX MECHANICAL CORPORATION 11405 CONROY LN MANCHACA TX 78652 3904 TAX REGISTRATION INDUSTRIAL INSURANCE UNEMPLOYMENT INSURANCE REGISTERED TRADE NAMES: PHOENIX MECHANICAL CORPORATION Unified Business ID t: 602 725 673 Business ID B: 1 Location: 1 Director, Department of Licensing ._:y WVV''YX r �Ye ?V 'X wYa'� ?W AYa' . -rtia 6L✓ _ �V'__�Yk : ?��b✓�al+ ?uaU <r�Jt' al =3 V'x �Vkr�VU� AC1210 PACKAGED AIR CONDITIONING UNIT SCHEDULE MARC SERVES FAH INFO. IUIODH. NM iG c3 COOLING CAP • Of F BAS HEATNQ SRN CF M • SP h VF.TAl.AT10N AR OEM BJECTfrCAL DATA R.A MCA 180CP 480V-30 R-IE RB WANKS VOLTS PHASE m FOYER/VESTIBULE/ BAKERY ROOF AAON RM16 -3 C CABINET 12.2 170,000 87U 390.000 HEAT 6 5,400 0 1.0' 3 1400 480 30 31 34 45 2800 LBS 6- 20X25X2 AAON STANDARD UNITS W/ ETL USA LISTING 1. 2 STAGE GAS HEATING & COOLING 2. FACTORY WIRED NON FUSED POWER (DISCONNECT) SWITCH 3. FACTORY WIRED 120V -19 CONVENIENCE OUTLET - OPTION B 4. FACTORY INSTALLED ECONOMIZER &full REUEf HOOD - OPTION A FULL MODULATING ACTUATOR/ENTHALPY LIMIT - OPTION D 5. CONDENSER COIL GUARD - OPTION C 6. MINIMUM 12' HIGH ADJUSTABLE CURB FOR VERTICAL APPLICATION 7. SYSTEM SENSOR DUCT MOUNTED SMOKE DETECTOR DH100ACOCLP LOCATED IN THE UNIT RETURN MR PLENUM - v T.R. An BAR LOUNGE & INNING ROOF AAON RM18 -3 -C- CABINET 11.7 200.000 BTU - 390.000 HEAT 6 6,000 0 1.0 3 2000 - 480 30 - 39 42 50 N g 6- 20X25X2 © t I J' m ROTUNDA ROOF AAON RM13-3 B CABINET 10.8 120.000 BTU 270.000 HEAT 4 3,000 0 I.0' 3 1000 480 30 28 31 35 0 6- 16X20X2 © -Af-- m DINING 2 & SERVER PICKUP ROOF AAON RM25-N C CABINET 10.4 280.000 BTU 390 HEAT 6 7.500 0 1 S 2900 . 480 30 50 54 70 3100 LBS 6- 20X25X2 �' RI 1 Mk DINING 3 & PUBLIC RESTROOMS ROOF AAON RM10 -3 8 CABINET 11.0 100.000 BTU 180'000 HEAT 3 3,000 0 1.0' 2 900 480 30 24 26 35 1200 LBS 6- 16X20X2 © COOKUNE ROOF AAON RM25 -3 C CABINET 10.4 270.000 BTU 480.000 HEAT 7 6,000 0 I.0' 5 .3200 480 30 50 54 70 31°° 3100 Los 6- 20X25X2 FURNISH KITH RTS 451 ANNUNCIATORS 6 PREP- KITCHEN/ OFFICES ROOF AAON RM20 -3 "C' CABINET 11.5 220.000 BTU 390.000 HEAT 6 7.000 0 1.0' 3 2800 480 30 40 44 50 �0S0 6- 20X25X2 v AC1195 LEGEND MARK IND. SEISM TRIPE SUPPLY DUCT S. ►M/ Sr OPEC UiK11L RETURN AIR DUCT R. es PUBLIC RESTROOMS *MIA EXHAUST AiR DUCT E. 480V-30 1 OUTSIDE AIR DUCT O.S.A. es 1000 UNED DUCT (L) ' SUP-01 18'X18' FLEXIBLE DUCT 480V -30 1 CEILING DIFFUSER 1 -2 -3 OR 4 WAY THROW C.D. 07:1 900 20 ..-'•■ CEILING REGISTER C.R. Eg "T" SIDEWALL REGISTER T.R. 30 EXHAUST GRILLE G ■ 70 - 20 ACCESS PANEL A.P. ACCESSORIES: 12' HIGH CURB ROOF CURB PER DETAIL, DISCHARGE SCOOP. & DOUBLE BELT DRIVE. UL USED 762 FAN TE NO FACTORY DISCONNECT REQUIRED MECHANICAL ROOM UNIT HEATER BALANCING DAMPER B.D. I I I i•! CENTRAL 1=T=/ FiRE DAMPER F.D. ' 1 ' t I J' FLEXIBLE CONNECTOR F.C. ACCESSORIES: 12' CURB ROOF CURB PER DETAIL, DISCHARGE SCOOP, & DOUBLE BELT DRIVE, UL LISTED 762 FAN NO FACTORY DISCONNECT REQUIRED Q EXTRACTOR UNIT HEATER PREP HOODS -I' CENTRAL SMOKE DETECTOR S.D. Y r 1 1/2 0 THERMOSTAT ACCESSORIES: 12' ROOF CURB PER DETAIL DISCHARGE SCOOP. & DOUBLE BELT DRIVE. UL USTED 762 FAN NO FACTORY DISCONNECT REQUIRED 0 SENSOR ® 6 -Af-- UNDERCUT DOOR 1/2" U/C CUBE 180-7 DOOR LOUVER 1010 O DIFFUSER NO. INDICATING TYPE & MFGR. 10 ACCESSORIES: 12' HIGH ROOF CURB PER DETAIL. NON- GREASE EXHAUST APPLICATION BACKORAFT DAMPER & BiROSCREEN GENERAL CONTRACTOR G.C. e POINT OF CONNECTION TO EXISTING GREENHECK CUBE 160-4 CUBIC FEET PER MINUTE 850 EXHAUST 120 RI 1 CFR'1#J 4 CHILLED WATER GPM PIPING RISER / 1 P -XX XXX HOT WATER GPM - AC1216 DUCT HEATER SCHEDULE (ELECTRIC) MARK IND. SEISM TRIPE NE* Of VOLTARIE Sr OPEC UiK11L IFIBMROS 31 DELTA FLO PUBLIC RESTROOMS SUP-1/1 12'X12' 3 KW 480V-30 1 30 700 CCU - COMPLETE WITH CONTROL PA. STARTER. AIR FLOW SWITCH AND 24V TRANSFORMER 36 1000 27 DELTA FLO VESTIBULE SUP-01 18'X18' 30 KW 480V -30 1 30 1600 CPU - COMPLETE 111TH CONTROL PAWL. STARTER AR FLOW SMTCH A.MD 241/ TRANSFORMER © 900 20 DELTA FLO OFFICE SUP-IN 161(16" 3 KiEf 480V -30 1 I 30 1200 au - COMPLETE MTH CONTROL PANNE, STA&M AR FLOW SNITCH AND 24V TRANSFORMER 40 ASI-F AE 62.1 OUTSIDE AR CALCULATIONS 8YSiHe AREA SERVED OCCUPANTS OSACRI PROVE OSACFWOCCUPANTS MOWED -ED 62.1 NIMMUN CFM CRITERIA AC BAK ERY 45 1400 31 20 AC -2 rO DING GE 69 2000 20 20 AC - 3 ROTUNDA 36 1000 27 20 AC - 4 MtIG 2 144 2900 20 20 AC -5 01[1NG 3 & P [1BUC RR. 44 900 20 20 AC -6 COOKUNE 20 3200 160 20 AC -7 KITCHEN/ OFFICES 40 2800 - 70 - 20 OONNECTIOK SiLE BMW OIL BMW CRY EACH BONET IFFY EACH DOWN TOTAL EXHAUST Cal MOWED 20x10 1 2500 1785 2500 18x10 2 2100 1680 4200 16x10 2 1800 1644 3600 1600 2 1 1800 1644 3600 HOOD NM SECTION LENGTH I EXHNJETr I CRY i i.FT TOTAL D01AU8T CFY FEOlii® Win 0. RIGHT 10-O 250 2500 liken G CENTER 12 350 4200 MGM RE222 CENTER 12' -O' 300 3600 Mein G LEFT 12"-0" I 300 3600 110X111 PM AND AIOOM m0T�1P10 DEWCE 1 CRT FROM �A-O I 1546 I CAA FROM Ala-7 I TOM MA P AA C 0011:111101.11 Ff1011 NINA -I NO /•-7 15 - 48'X24" LAY SUPPLY DIFFUSER AT HOOD CORING 15 0 506 OEM = 7600 15 0 400 UM = 6000 15 0 906 am = 13,600 MA1t1W AEA COIEfE OMIKS DEUCE 1 CRA FROM •1M4 I 1546 I au 1110I1 AI3-4 i TOTAL WARP NM AR O IMOR 1Nq FRCP NMI MD -4 4- 48'X24 LAY-P4 SUPPLY HOOD C & GG 4 0 550 OM = 2200 4 0 250 CCU = T000 4 0 800 am = 1200 14x10 1 1500 I 1546 I 1500 18x10 1 2000 l 1600 I 2000 NM Prep 5 RIGHT ism =Jut • 414s 1 6.--0" 250 • von 1500 1 I Prep 6 LEFT Er- 250 I I 2000 NM q111111111111 - maidTrf•robpesr ..-611 ism =Jut • 414s •. .. • von sow. Is s.%.• .re artis as ••••3" nod WV 0p .. -si:S's 6CMS Tencsee re Sr sass* ayewsSr. As Isar a•mrsiss Tye - maidTrf•robpesr 30G Vff ' gl -ate Comesoei.arsals >WOS d •T: he Sabs.•xr: iiiiiii iii 1 MI iii IP VOLTS Tencsee re Sr sass* ayewsSr. As Isar a•mrsiss Tye - maidTrf•robpesr 30G = •asaar • Sayan -ate Comesoei.arsals >WOS d •T: he Sabs.•xr: AC1208 EXHAUST FAN SCHEDULE YAIC TIMES FAN I MODEL NO: OEM • • ST ATIC FA N U MOTOR OPF#t WRIT. SMARM IP VOLTS PHASE Aik EEFT MAIN HOOD ROOF CENTRAL RE222 500 2 CFM ® 800 1 480 30 LBWS ACCESSORIES: 12 HIGH ROOF CURB PER DETAIL, DISCHARGE SCOOP, & DOUBLE BELT DRiVE. UL USTED 762 FAN NO FACTORY DISCONNECT REQUIRED Q © CENTER LEFT MAIN HOOD ROOF CENTRAL RE 4224 .200 CFM 0 1.0' S P 843 1 1/2 480 30 600 LBS ACCESSORIES: 12- HIGH CURB ROOF CURB PER DETAIL. DISCHARGE SCOOP, DOUBLE BELT DRIVE & 15 GAL FACTORY CATCH BASIN. UL USTED 762 FAIN NO FACTORY DISCONNECT REQUIRED 1 © CENTER RIGHT MAIN HOOD ROOF CENTRAL RE222 3 CFM 0 1.0 ' S P_ 938 1 1/2 480 30 600 LBS ACCESSORIES: 12' HIGH CURB ROOF CURB PER DETAIL, DISCHARGE SCOOP. & DOUBLE BELT DRIVE. UL USED 762 FAN TE NO FACTORY DISCONNECT REQUIRED MECHANICAL ROOM UNIT HEATER alk RIGHT MAIN HOOD ROOF CENTRAL RE222 3.600 CfM 1.0 S.P. 938 1 1/2 480 30 § 1g ACCESSORIES: 12' CURB ROOF CURB PER DETAIL, DISCHARGE SCOOP, & DOUBLE BELT DRIVE, UL LISTED 762 FAN NO FACTORY DISCONNECT REQUIRED Q TOWER ATTIC UNIT HEATER PREP HOODS ROOF CENTRAL RE222 3 CFM 0 1.0" S P. 938 1 1/2 480 30 ACCESSORIES: 12' ROOF CURB PER DETAIL DISCHARGE SCOOP. & DOUBLE BELT DRIVE. UL USTED 762 FAN NO FACTORY DISCONNECT REQUIRED © ® 6 DISHWASHING ROOF GREENHECK CUBE 180-7 3000 all 0 0 5- S.P. 1010 3/4 120 10 ACCESSORIES: 12' HIGH ROOF CURB PER DETAIL. NON- GREASE EXHAUST APPLICATION BACKORAFT DAMPER & BiROSCREEN (E_F) PUBLIC & EMPLOYEE RESTROOMS & JAN CLOSETS ROOF GREENHECK CUBE 160-4 1.700 CFM 0 0.25' S P. 850 1/4 120 10 LBS A T2' HIGH ROOF CURB PER DETAIL. BACKDRAFT DAMPER & BIRDSCREITI AC1216 ELECTRIC UNIT HEATER SCHEDULE MARL NM. MODEL SERVES TYPE kW VIOLTAICE STAGES OPEL MST. FELIN Arli DAYTON 2Y1163 FIRE RISER ROOM WIT HEATER 5-0 KW 480V -30 M+ 40 -UNIT 16 HIGH X 14 WIDE X 7 1/2 DEEP -2YU16 MOUNTING BRACKET A.M. DAYTON 2YU63 BACK FLOW ROOM UNIT HEATER 5.0 KW 480V -30 1 40 -UNIT 16 HIGH X 14 UDE X 7 1/2 DEEP -21fU16 MOUNTING BRACKET ' REVIEWED FOR DAYTON 2YU63 MECHANICAL ROOM UNIT HEATER 5.0 KW 480V -30 1 40 - UNIT 16 HIGH X 14 WOE X 7 1/2 DEEP - 2Y1/16 MOUNTING BRAGCET M APPROVED L © M, DAYTON I 2YU 70 TOWER ATTIC UNIT HEATER 10 KW 480V -30 1 40 UNI -T 20 HIGH X 20 RIDE X 7 1/2 DEEP -21U16 MOUNTING BRACKET JUN = = l' � Pi w • i BAR LOUNGE AC1182 TOTALS FOYER/ BAKERY ROTUNDA DINING DINING 2 & PICKUP LINE DINING 3 & PUBLIC R.R. COOKUNE & PICKUP PREP KITCHEN SUBTOTAL MANHOOD & PREP. HOOD RIGHT MAiN HOOD RIGHT CENTER MAIN HOOD LEFT CENTER MAIN HOOD LEFT MAiN HOOD PREP HOODS DISHWASHING PUBLIC & EMPLOYEE RESTROOIAS AIR BALANCE SCHEDULE SUPPLY All 5400 6000 3000 7500 3000 9800 47700 RETURN Aln 4000 4000 2000 4600 2100 2800 4200 23700 24000 - 21600 = +2400 CFM POSITIVE BUILDING PRESSURE 9800 OUTSDE At EXHAUST AI 1400 2000 1000 2900 900 3200 2800 14200 2500 4200 3600 3600 3500 3000 1200 24000 21600 CREASE E MUST DUCiWOFYC FIE PROTECTION WRAP 1. ALL GREASE EXHAUST DUCTWORK SHALL BE COVERED WITH 1 -LAYER THERMAL CERAMICS Fast•rop+ 1 -1/2` THICK DUCTAIRAP SINGLE LAYER SYSTEM. 2. GREASE EXHAUST DUCTWORK FIRE PROTECTION %RAP SHALL INCLUDE VERTICAL COLLAR CONNECTIONS TO THE TOP OF THE H000 AND DUCTWORK CONNECTION TO DE UNDERSIDE CF ROOF MOUNTED FANS - SUCH AS CENTRAL FAN RE SERIES, OR TO THE TOP OF THE UNDERSIDE OF THE FLASHING FOR GREASE EXHAUST DUCTWORK THROUGH THE ROOF UTILITY SET FANS. 3 SHAW. BE INSTALLED BY A THERMAL CERAMICS QUAIFIED INSTALLATION CONTRACTOR. THE 'HSTALLNG CONTRACTOR SHALL PROVIDE A NSPECTiON OF THE DUCTMRAP INSTALLATION BY A QUAIF® THERMAL CERAMICS REPRESENTATIVE AND A REPORT ISSUED TO CHEESECAKE FACTORY RESTAURANT INDICATING THE INSULATION HAS BEEN INSTALLED N A^cCODUMNCE AM MANUFACTURER'S AND LA USING INSTRUCTIONS_ THE REPORT MUST CORE FROM AN AUTHORIZED THERMAL CERAMICS REPRESENTATIVE 11nnCemms w•e.n Data and Waage.. 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Fasiaamp• s a pans%pwtr rests atctb• MLtbaj salisswase Nid9 ss I..2 vas In essero• sated sest.rdberis WO is amiss imagism; caper*/ d •••sdsse tr• critter. sowsea.s 401000W ]OOA.'4 ab OM. • peso Lose resa ovdMdons at aro chance Horgrae h awls essay , spline Slaw Ss !rd weals* Sae "Ng molls INNS flews romp:weOr m*wax sbrtabaesrows braise lib Fsa9Pic• pandas If OM* >R•s dP5102 b t9 nad W/:s dr•q d1e 1 arse sal wallow asse -car FsUVsissfafdaar.•••bdrlYmole gar as Mae swells= d THIS% #w r {WV Cr632%. atedassr sasas • areas• s gasesIwo,spasm,nnzsbl•sascrema s •:e.:s p•••••. -Bear tsar •;Los sd os•c r Ma sspaessea Mlaw-Am maw* arses •91m~am 19C Want spdass -1• - assrow• ar =renown s. r ios *- .• r- r• rant !MOWN War • sr?••51C tad* saw sew* Ma' - rasc a ire =el rior Sues vs on* enure veb . es.r U. U*rj c -dtr.. at spe • SWAPO Oil escaorsadasT paw* vane @Wan* Sawa *Om ant iaar•a ••• taraVa •A•coc ...tipa b rpm pow .t.ardn a•oe es" esasCars =ss.oreas•a.ppe. 2 Aprteirss - T Mar Carrvv• ••lsr 0•••• OW F.r dbba• s 2 sw 1M wesesr NO i :.ww t a A•lalr is•saas FastWrap+ 1W' Commercial Kitchen Grease Duct Air Ventilation Duct a Plpsiestarradsdaiss Lio•sa wins 11 ••••aesar¢ascoresSteapace. catte watf,•ams rnMasNr Fa•elass• lord PO apps l *Sams ishF sa. PMSI asss • A Aarmal r amiss r..ara•.rs.,s•,p• 70.2777 7Th AMIE •ran•es War a are ~owe - 4essor ••• as AG IC W M s••• Oa a i PLAN NOTES t ALL. MECHANICAL WORK SHALL BE N ACCORDANCE WITH TFE 2002 MASSACHUSETTS STATE BULDNQ CODE GREASE EXHAUST SYSTEM NOTES t FIEFIFYIECIIONNIMAl10N SHAM OCE0161110' PAE1! STATE SUMO) CIOCE t WISP AR ND MAUR FAN Al1E M8FL+OCSED SUM FUN UNIT61131 131 AEA. A FEE0 CE MOWED EXHAUST HUI00NIl2133 TOOFER1TEAPD0UPPLY FAN NOM 4t Al30D S MBWMOP ERATESH3EVERTH EEXLNfWMtNOSOMA B 6. FEOD PIPE EXINd11NNOSYISBNNA MOLE W M) PICA OHM N:AFEJNODU FOR SSLYNEOUSMRCIAATICORRA MWONAE:YfA71ONOFMNCIECFWE MEMEL COMM MUM DUCT F OR IMRE THAI CIE HOOD WOOD MBE M O L E INZAFD ATEA EXCEP ION WOAD BE A S30CIDiARTFERE SUPPRESSOR SWIM OONiMEDNWE COMMON BMW DUCE 11S all ftSQFT 14410 4 SQL° a LOUD MOW ECIB SLLYSEWEDMALI DUCTS WIIFIM1CiBISDNEL PM OU /4MMREIMEEiIERf IMO ANDS= MO. sows OILY 011 SHUNT DUCA VERTICAL DUCIWOEEC AWL IE PlKAID ED III /INOPBRIQAT'KW OF THE VERK.AL RIMY° MATT PE SONILLACCESS AND DEW SKLI ORMOND! DUCKS SAL PROEM AT LEAST CIE 27182ECPBRO10POSIT PRISCHEL EIIRT. *D11 MIS NOW KOALA WENfaS BIO= TOPEMITIFNR0UR0A CLEAN001/11. SE PROANDATTE FE NIl3MAI8 ALL HOiNONDL DUCRUt10RIPE MUM V4FE ?UCH 1AOW ND1EROMDt1RHKOUTFORMSOP3O RT1RAP31iICH M01lfC0LLBCTR®UBEt OVER 75f-Cf TOD/ LENGTH DUCT MUST SLOPE T PER FE OFEASE EXHAUST DUCT =WMTOCOISLYERiNFPA -NO 90 . 7. ALLdEA9:DOWlST Al NONELW10E WITHIFPAND AMU. TIE UL USED FOR GREASE EXHAUST APPUCA1K t a Hof ONFO SHALL ELOCAL A NM GREASE MEM HOOD FEENRQ1 01iSATINS*LW. EE ULUSIED STATE RE SOCCER MAi1gWMAi• SIALLMTROYED A4PONO0ISIDRZEIBiFI P LOCAL M M tal IRIS CRA11riA/ SHALL ROSH STO MOIL M1ORMEHOMER ND7IPEI tE MILATIONHOODSMD STITTEMSTO NOLU E FNAL GREASE EXHNOTCUCIWONICCMEMON S Told Exhaust Requied - Win Hood..... - ...13,900 Totd Exhaust ReQured - PreP Mod- ___- _3,,500 Totd Exhaust Rectered Yon & Prep Hoods s ___. 17.400 • sr PLAN NOTES A. (1) GAUGE AND CONSTRUCTION: GALVANIZED SHEET METAL IN ACCORDANCE WITH RECOMMENDATIONS OF S.M.A.C.N.A. FOR LOW VEIAaTY DUCTWORK. LATEST EDITION AND TO COMPLY PAIN AU. NATIONAL AND LOCAL CODE REQUIREMENTS. (2) GREASE EXHAUST DUCTWORK: SHALL BE WELDED GALVANIZED SHEET METAL GAUGE AS INDICATED ON THE DRAWINGS AND INSTALLED PER N.F.P.A. 96. (3) (6) (7) B. INSULATION (1) (1) (3) (6) E WARRANTY DUCT SEAUNG: ALL DUCT JOINTS AND SEAMS EXPOSED ON ROOF SHALL BE SEALED TO INSURE YEATHERTIGHTNESS WITH GLENKOTE SEAL/FLEX DUCT SEALANT APPLED IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS„ NO SUBSTITUTIONS ALLOWED. MANUFACTURER: GLEMCOTE MANUFACTURING co. 1001 GLENDALE BLVD. LOS ANGELES. CALIFORNIA 90026. (4) PANTING: ALL DUCTWORK VISIBLE THROUGH OPENINGS SHALL BE PAINTED FLAT BLACK. (5) FLEXIBLE DUCT: (A) MATERIAL: PER- NSULATED FLEXIBLE FIBERGLASS AIR DUCT, ENCASED IN A VAPOR BARRIER JACKET. K FACTOR OF 0.24 AT 75 DEG. F. MEET REQUIREMENTS OF N.F.P.A. 90A FOR AIR DUCTS, SPIN-IN TYPE YAM MANUAL VOLUME DAMPER. (B) MANUAL VOLUME DAMPERS: (A) DAMPERS YWTH LOCKING AND INDICATING QUADRANTS TO BE INSTALLED N EACH BRANCH OF ALL DUCTS AS INDICATED ON THE DRAWINGS iN ADDITION TO ANY VOLUME CONTROL AT OUTLETS. (B) AFTER FINAL ADJUSTMENT OF SYSTEM. LOCK QUADRANTS AND MARK CLEARLY SHOWING DAMPER PO9DON. OPEN AND SHUT POSITIONS. (C) INSTALLATION: INSTALL IN FULLY EXTENDED POSITION USING ONLY MINIMUM LENGTH REQUIRED TO MAKE THE CONNECTIONS VAIN 1/2' NADE POSITIVE LOCKING STEEL STRAPS OR APPROVED EQUAL SUPPORT DUCT AT 3' MAX. OR AS PER LOCAL CODES. DAMPERS IN ROUND DUCTS SHALL BE OF THE SINGLE BLADE TYPE. DAMPERS IN RECTANGULAR DUCTS: - DUCTS 11' IN HEIGHT OR LESS SHALL BE OF THE SINGLE BLADE TYPE. - DUCTS 12' IN HEIGHT OR HIGHER SHALL BE OF THE OPPOSED BLADE TYPE. FIRE OR SMOKE/FIRE DAMPERS: WHERE INDICATED ON THE DRAVNNGS. SHALL BE FURNISHED AND INSTALLED BY AIREMASTERS DUCT UNNG: ALL SUPPLY MR AND RETURN AiR DUCTWORK AND PLENUMS EXPOSED ON ROOF AND EXTENDED BELOW ROOF UNE TO BE LINED UM 1" FIBERGLASS 11/2' POUND DENSITY DUCT -UNED FACED 11TH BLACK FIRE RESISTANT COATING MEETING REQUIREMENTS OF N.F.P.A. 90A AND INSTALLED AS PER MANUFACTURER'S RECOMMENDATIONS. DUCT DIMENSIONS SHOWN ON THE DRAWINGS BY (L) ME FULL SHEET METAL SIZE PATH ALLOWANCE FOR DUCT -LINER THICKNESS. (2) DUCT INSULATION: ALL SUPPLY MR AND RETURN AIR DUCTWORK INSTALLED IN CONCEALED SPACES SHALL BE WRAPPED PATH 1" THICK UL1RAUGHT 1 1/2 POUND DENSITY WITH FOIL FACE VAPOR BARRIER. (3) MINIMUM STANDARD OF INSTALLATION: END JOINTS ARE CLOSED LATH 2' OVERLAPPING VAPOR BARRIER FLAP AND 2' JOINT FLAP IS FORMED OVER LONGITUDINAL JOINT. OVERLAPPING FLIPS ARE STAPLED AND SEALED PATH PRESSURE SENSITIVE TAPE OR PLAIN TAPE APPLIED WTH MASTIC. C. AUTOMATIC TEMPERATURE CONTROLS AS INDICATED ON DRAWINGS. D. BALANCING AIRSIASTERS SHALL BALANCE. ADJUST AND TEST ALL AIR MOVING EQUIPMENT. AIR DISTRIBUTION. HEATING SYSTEMS. EXHAUST AND MAKE -UP AIR SYSTEMS AS SPECIFIED AND AS INDICATED ON DRAWINGS. (2) BALANCING AND TESTING SHALL NOT BEGIN UNTIL ALL SYSTEMS ARE COMPLETED AND IN FULL WORKING ORDER. CHANGES IN NITERS. DRIVES AND DAMPERS OR THE ADDITION OF DAMPERS. CONTROL DEVICES OR GAUGES REQUIRED TO CORRECT BALANCE AS REQUIRED SHALL BE MADE AT NO ADDITIONAL COST TO OWNER. (4) ALL EQUIPMENT AND SYSTEMS SHALL BE RUN THROUGH THEIR CYCLE TO CHECK FOR CORRECT WIRING AND SEQUENCING. (5) AU. NSTR A ENTS. FORMS AND PROCEDURES SHALL MEET TIE REQUIREMENTS SET FORTH BY THE NATIONAL ENVIRONMENTAL BALANCING BUREAU (N.EB.B.). COPES OF BALANCE REPORT SHALL BE AVAILABLE TO THE CHEESECAKE FACTORY & CITY OF ALBANY (I) THE ENTIRE AIR CONDITONING AND VENTILATION SYSTEM TO BE FREE OF DEFECTIVE WORKMANSHIP AND MATERIALS FOR A PERIOD OF ONE YEAR FROM DATE OF START-UP. (2) R ALL CARRY A MANUFACTURERS REPLACEMENT PART WARRANTY FOR A PERIOD OF ONE YEAR FROM THE DATE OF START-UP. (3) ALL AIR CONDITIONING COMPRESSORS Fl1RMSHED /ANN N STALUD RILL CARRY AN ADDITIONAL FOUR YEAR MANUFACTURERS REPLACEMENT WARRANTY (PARTS ONLY) AT EXPIRATION OF ORIGINAL ONE -YEAR WARRANTY. (4) THE EQUIPMENT WARRANTIES ARE BASED UPON PROPER AND NORMAL MAARITENANCE OF THE EQUIPMENT DURING THE WARRANTY PERIOD BY A QUALIFIED, UCENSED AIR CONDTIOt NG COMPANY. REGULARLY ENGAGED IN THE SERVICE AND MAINTENANCE OF AIR CONDITIONING EQUIPMENT. IF. N THE OPINION Of AIREMASTERS COMPANY OR AN N DEPEiVDENIT QUALWED AR CONDI110NNG CONTRACTOR OR ENGINEER SELECTED BY THE VAINER. THE AIR CON Dl11OMNG EQUIPMENT UNDER THIS WARRANTY HAS BEEN ABUSED. NEGLECTED DAMAGED. MODIFIED OR FUNCTION AND APPtJCATEON MISAPPIED. THE WARRANTY MAY BE CANCELLED WITHOUT RECOURSE TO AREMASTERS CEASE EXHAUST HOOD EXHAUST/ MAKEUP AR CALCULAi1ONS SPRING AR MODEL FN-B UL LISTED CANOPY HOOD - SEE SHEET K8.1 FOR DETAILS Total ExF,ajst Provided - Mein Hood....._._.13,900 Totd E>Arolsst Provided - Prep Hood_ 3500 Totd EMdroAMst Provided Skin & Prep Hoods-17.400 • DESIGN TEMPERATURES OUTDOOR COOLING - SS FDB /66 FWB HEATING - ( +) 23 FDB INDOOR Coate - 74 FDB/50X RH 110% HEATING - 70' MINIMUM SPARE PARTS - STORED WIDE ROOF TOWER CENTRAL FANS - 1 OF 1 HP & MATCHING BELTS FOR EF -1 1 OF 1 1/2 HP & MATCHING BELTS FOR EF -2. EF -3, EF -4. OR EF -5 WEATHERITE - MUA -1 1 OF 5 HP & MATCHING BELTS SI Ran WW E VIe•st Is Stltvjed io Sloe's and animism A;rchel daaateents does not &dintlef lldz`�ci ce node or ordnance. Mutt Ci awe ..�'j c an �6dctoFbada e� Date R- /Y City of Tukwila BUDDING DIVISION Mdceup & Supply Air Provided to Min Hood_- ..-___._..._._.13J600 Outside A's from Restaant A/C Totd Md:euW & Supply: Air Provided to Prep Hood_ __.__._4200 Outside Ar frorn Restairant A/C SysteesL_...___.. ______ Totd Provided ..._.3,500 Totd Mdreup & Outside Air Provided ....- ..- ..._...- .- ,.... -- __17.400 or DIRECT FIRED MAKE UP AIR UNIT MANIC GREASE EXH. HOODS FAN LOCATION ROOF Maa BEATiERITE MODE. ROt TOT21 OEM • STATIC 9.800 CFM 0 1.0` SP. FAN IPM 835 IP 5 MOTOR VOLTS 480V PHRASE 30 IEA111NO OAB!FUT 900.000 aTUH FOE 70' OPER INCR. 1.300 LBS REMARKS FOR OUTDOOR APPLICATION. VERTICAL SUPPLY AIR DISCHARGE. 16' HIGH ADJUSTABLE ROOF CURB, MOTORIZED INLET DAMPER. V -BANK FILTER SECTION (FARR 30/30). HORIZONTAL FA INTAKE HOOD. FM & Etl APPROVAL. FACTORY MOUNTED DISCHARGE AIR & OUTSIDE AIR THERMOSTATS, SPARE MOTOR W/ BELTS AC1216 ELECTRIC SILL HEATER SCHEDULE MARK THRU 1 DAYTON MODEL 2YU86 SERVES EXTERIOR DIALING AREAS TYPE DROP -IN KW 1.5 KW NOLTAOE 120V -10 STAGES 1 OPEL SKIT. 10 MINKS - REPLACE MFR. GRILLE WITH METAL AIRE 2030 W/ BLACK POWDER COAT PAINT- SEE AIR DISTRIBUTION SCHEDULE - HEATER HOUSING IS 14 -1 /6`X7 -1 /4'X6 -1/2' DEEP - 15 3/4 X 8 3/4 OD * VERIFY EXACT SIZE BASED UPON FIELD CONDITIONS • nininaanS : . - j . : : a �:.� . depWr4;AL, :e Tam. =zP:L' .A E PERMIT F-2 J�(aED SRS I: Fled eGE ica1 Qs F0 cf =at'YAfa'a BURDI : DiVLSION i iEGJ.EG CRY( Tt= vi:‘ � 4r2T/S: •, ,,'TliJ i^t MOF oi- :.• MuS.ar:ir MIDIP G DIVISION I NOTE: D ESE PM AI FOR iNGfOIE11ON AO Comictroi U.ENG Film MIDIS CURLY. IilRIYSTFiUS M 0{ Mt 6 ITE-SEIECO R moon comaix MO iR1 flRd 1 RD I 1U. u MIMIC ;NCR RD MUM NS OC ED a fl€ Otis. 0 8 0 z Z cc O Z O N I`- U Id O 0 v, 11.1 co W 0 W Q co U z zo S W w 0 w - 0 � w F I- Id Id E ASCII IMF- ,LIRA' ,•, Z 0a O CO CO � 1 1 N � V) 1 I- Z O U Z g 3 � Q 0 m W m C° - ▪ 10 Za Dr 11Q Es Imo: AC -1 d 4 1368 I 1 460V -30 460V -30 460V -30 3/4' CONDUIT FROM AC PANEL TO ABOVE CEIJNG FOR FUTURE DATA CABLE ALL CLASSIFIED A.C. LOac BY AIRM S RS. EINST LEDDNEBY . SEE FLOOR PLAN FOR LOCATION R DISC. Sir. IIMIN■ww .11! prt - ,.i , 1 S m. l3C irr T E CIE 11N... 1,,.,.ar Er (3:� {=IFS [� S EE sue. r TT- rig rte: TO LIGHT 011�Y By PANEL YAARJ FACTURER -4 = , L • AC -1 FOYER/VESTIBULE/BAKERY roF AC -3 ROTUNDA AC-5 DUNG 3 & PUBLIC R.R. CIRCUIT BREAKER BY E.C. --•- E af AC-7 PREP. IOTCHEN/ OFFICES cs- : r • rr;,: r....l+. �i • " ..�. rte EF -6 DISHWASHER HOOD 120V -10 120V -10 CRCUIT BREAKER BY E.C. O E 1 RAM RESTROOMS INTERLOCK TO AC -7 & INDICATOR UGHT BY PANEL MANUFACTURER NOE= 120V -1i BREAKER. TWEE PANEL SERWIG EF -7 SHALL BE SIZED TO A OK OF 20 AMPS •N L No AC -2 BAR & LOUNGE `©. AC -4 DINING 2/ SERVER PICKUP AC -6 COOKUNE DISCHARGE AIR TEMPERATURE i I NOTE. TOP OF PAMa a • B1 .DINE FIE ALARM SYSTEM NOTES RELATNG TO SUPPLY AR MOVING EQUIPMENT UPON ACTIVATION OF TIC WADING ERE ALARM SYSTEM. I. A SIGNAL IS SENT TO THE AR CONDITIONING CONTROL PANEL (ACP) TO SMUT DOM ALL SUPPLY AR MOVING EQUIPMENT. 2. A SIGNAL IS SENT TO THE CREASE EXHAUST HOOD MAKEUP MR UNIT WA -1 TO SHUT OOMN. CONTACTS FROM FIRE ALARM SYSTEM O DI'SSC. STi 0 FAN AIR CONDITIONHG CONT I& PANE. (ACP) U. LISTED EXH. FAN (LEFT l ICE MR KEY LOCO EO 10 -114 OUTSIDE AR SENSOR IN MUA -1 OUTSIDE AIR HOOD SEE SHEET AC-3 PUBLIC & EMPLOYEE RESTROO(LIS 4 CLOSETS III {��- -- OEM 115V -10 CONVENIENCE OUTLET 460V -30 460V -30 TO FAP LOCATED IN MAINLINE OOO KING MIA PLENUM SEE SHEET AC -4 FOR LOCATION • • Rae • • O aRCUIT BREAKER BY E.C. (TIN) OEM DISCONNECT SWITCH 0 UNIT REMOTE TEMPERATURE SENSOR SEE FLOOR PLAN FOR LOCATION (TTP) 00.G•1e • ∎ 1 t DUCT SMOKE DETECTOR NOTES SCE MET E-9) EACH ANON ROOFTOP AIR CONDIilOMI3 LINT WALLED ST AN3AA8TB16 WLL BE ALL® WITH A 88184 elENSOR NODE.ONTOOACDCtP DUCT MOUNTED SMOKE DETECTOR N THE IEUfll PUMA. THE ELECTRICAL CONTRACTOR WU- BE IEOPGNSEL.E FOR RRHBHNC NBTALL.N° AHD RAPID A OOHPA110LE, ADDRESSABLE MODULE TO MBFACE BEiWEEN WE UM SMOKE DECTECTOR AND BULDNQ RE ALARM 8Y81BA 1}E SMOKE DETECTOR RESET AND L® tau VAL BE FURNISHED WITH THE 81101E DETECTOR HSiTALLED AND ME D BY B.ECIRCAL CONTRACTOR N LOCATION NDOOED ON SHEET E-9. DUCT BMOICE DETECTORS NBTAl® N ACOOKIDANCE WITH SECTION e062 2 20001 FLORDA BUI.DNQ CODE, IECHMMCAL VOLUME REMOTE WALL MOUNTED SENSOR • 490" AFT. SEE FUT PLAN FOR LOCATION (TYP.) U.N.O. i 1 REMOTE SENSOR DETAIL INSULATED BASE FILL J BOX WITH MINERAL WOOL INSULATION AND WRAP FOIL FACED INSULATION ON ALL SIDES OF J BOX BY E.C. 1b • • • • -!1 • • • • • 1sT.•. O< sR SAS •© i T3OY -1• N ELECTRIC SILL HEATER (MD WIRING DIAGRAM 0 CIRCUIT BREAKER EO 0 C0161LA110N STARTER/DiSCONNECT OE 0 INSCO•tECT O 0 STARTER FURNI E0 11TH UNIT® - -SR 410V -J0 I`7J 0 © OVER LOAD ft CD RELAY (1W4 EXH. FAN p v 480V- 3•-60HZ BY -PASS TIERS C.B. FACTORY PREIMRED ELECTRIC HEATER CONTROL PANEL U ▪ NIT (TV.) EXH. FAN 0 ANSHt. SYSTEM NKRO SMITOES® 0 GREASE EXHAUST HOOD FANS KEY OPERATED CFF-ON sums 0 ADDRESSABLE FIRE ALARM MODULE EO E@18 GAL DUCT HEATER 410V -Jr EXH. FAN • 1 STAGE/24Y. HEAING SAT W/ COVER 9E SHEET AC-4 FOR LOCATIONS 3KW 30KW 3KW GENERAL NOTES NOTES• 1. ALL WOW AND EOUPME NT SHALL COMPLY Will THE LATEST APPLICABLE CODE. 2. ALL HELD CONDITIONS MNO JOB571E DBAENSIONS ARE TO BE VERFTED PRIOR TO OOLRIENCDMENT OF SAY WORK. 3. ALL KAxIC SHALL BE COORDINATED w1H OTHER TRACES. 4. THE LOCATION OF ALL ROOF PENETRATIONS SHALL BE COORDINATED METH THE AROOIECTl1RAL AND STRUCTURAL DRAWNGS. S TIE LOCATION OF ALL CUING AR DISTRIBUTION DEVICES SNAIL BE COORDINATED VAIN TIE ARCHITECTS REFLECTED OGLING PLAN AND UEIHING PLAN. GENERAL CONTRACTOR@ 1. PROVIDE ALL LEVEL EOWUDIT CURBS. RUNNERS AND PLATFORMS TO INCLLAE SHEET METAL CAPS CR LEVELING OF FACTORY CURBS 2 PROVIDE ALL REOURED ROOFING. PATCHING. CUTiNG. LEADING. RATED SHAFTS. ACCESS DOORS. FURRING, FLASHING AND PANTING. 3. 97E AND LOCATION OF ALL HT/AC RELATED ROOF. MALL AND COMM PETETRAi>ONS TO BE COORDINATED NiH ARMASiERS. PLUMBING CONTRACTOR@ 1. PROVIDE AL REOUE1ED DRAMS. GAS. WATER & CONDENSATE P1P*G COILPLETE MI1N APPUCABLE TRAPS AND VALVES. ELECTRICAL CONTRACTOR 1. SYMBOLS LIE VOLTAGE tR31G (BY EC.) - LOW VOLTAM WRING (BY E.c.) O ITEMS FURlI9I D AND NSTA1.L BY EC. ® ITEMS FURNISHED BY ARMASTERS AND INSTALLED BY LC. • HMS FURNISHED AND *STALLED BY ARMASTERS. • HEMS FUURfs*D AiD IISTALLED BY LANDLORD 2 ELECT. TO FURAK94 AND INSTALL ALL CONDUIT FOR UK AND 24Y 1469IG. 3. SENSOR WALL BOSS TO BE VOLUTED 0 t air ABOVE FEr191 FLOOR ABOVE RASPED FLOOR (VERTICAL BOXLUJ!1Q 4. FLORAS! AND *STALL AIL SNITCHES. MAGNETIC STARTERS. CONTACTORS. RELAYS. CROAT SMALLR% OISOONOECI STITCHES. TALE CLOCKS AND 5. ME FINAL COaL+ECfONS TO (rumor' TO BE FWOBLE CONDLAT (SEALTITE OR EQUAL} 6. 1TE TORAG ((A(RA'S ARE SC EN/MCC. II1DDED TO SHOW SCO UENCE AND LEWD OF OPERADON. ALL ELECTRICAL saw TO CCAPLY MTH ALL LOCAL AND STATE CODES 7 . DILL L O W VOLT (VIREIG TO BE /14 1RiE BY E.C. commerisa 4 5 1SS WO dir 490-30 440Y -30 EXH. FAN DH - THERMOSTAT IS T87/BRUSHED ALUMINUM GUARD DH -2 THERMOSTAT IS T87/BRUSHED ALUMINUM GUARD DH - THERMOSTAT IS T87/BRUSHED ALUMINUM GUARD GREASE EXHAUST HOOD FIRE PROTECTION SYSTEM (AMU NOTES RELATNG TO GREASE EXHAUST FANS AiM MAKER AR UNIT UPON ACTNATION CF THE GREASE E»IAUST HOOD FIRE PROTECTION SYSTEM (MAUL). THE CREASE EXHAUST FANS AiD MAKEUP AR UNIT ARE AFFECTED IN THE FOLLONNG MANNER 1. WA -1. MAKEUP AR UNIT SERUM THE HOODS. IS SHUT OOMN. EF -1 THRU EF -5 TIA L CONTINUE TO OPERATE_ 2. A SIGNAL IS SENT TO THE BURDNG FIRE ALARM PANEL. N TURN SIGNAL SENT TO AR CONDITIONING CONTROL PANEL„ SHUTTING DOTiN ALL 9JPPLY AR MOVING EOUIPMDIT. 3. If TiE GREASE OOIAUST FANS. EF -1 THRU EF-5. AND MAKEUP AR LINT MUA -1 ARE OFF AT 1FE SYSTEM OFF -ON SWITCH. DIE AVE GREASE COMUST FANS MULL OEM OPERATION. WA -1 WLL NOT START. AC PROP COOIO a UNl WOOF STRUCTURE EXH. FAN I TEFL TV LOP of PARAPET NAIL GR loolaa SCOW IMSOURGE DCW30014 SR WEAL SKEET AG-3 O Nelorac was CUM woo AR mut T./ 014X0! TORA11Ol F1RL SUE Oa MAW CPOsIG PERFORMED SRA4t RAN es Lead Gs RORAR O >!• 7[ r-cr mew= OnlISRAXEL TiN_ IS RAGES O Marx SLiDLT AR OOIIFJCT01 MOOED CR CURIO RDRAt aR - ss.al[ RHINE wouneTWERS HasauaGE SoOOP- HOOD MOUS ROD (er _ 01100 - SEE COOOG AFRLKAiS POT 1r o taawS O Tr. an ooaaoaRc sum. two O R MED ROOD Lloali O AllaaflRR OWED T-• Os: • $I -Ci• - mac Q 7 Roe m Re TOP mom o, Ro • W.4 tO tr-r a zinc Sr MR O RAN SURF Moe au* O Ipso( FAGS a sou" 6 R- Poo Isif ME or coo= TILT O d lari GI CaPaICE - 70. a 0001710 SWAM TO HOTTER LP QROOD RO ODCT RARE 10 >aoluR AT Ira or COO ILO G ISP E: 9 mu. or 'me Iva RtAe 9 as sA most ow ova rat um '(•E SIR Ar 4 ) 9 9 0 9 O 0 0 (n ALL DUCT CEERIOUT DOORS SKILL BE A Wawa' OF CITY MUM 011•ER'0SE IOOTFaI Alp SIA41 RAVE A sat 'ACCESS PANEL-CO NOT OBSTRUCT i 480V -.30 TO FAP ORCUIT BREAIIER DISC. SW. 0 MAT 480Y -3• MAKE -UP AiR O , BUILT -IN THERMOSTAT EUH -1 THRU EUH -3 ARE 5.0 KW M D I .4X if EUH -4 IS 10 KW FA T ama 10 I CAW Fake CREASE !J asa MCI GNP FIE PROTECTOR - >S 481 AC -I Fat pis AIL s0I2aRRL SEAN OK DACE "mu sun r PE! rt. lNIR>ta Tomo sow • ow Fiat TO 2S0S 077 DUCT QERIOUR LKat SEE (I) R10• - 54E a Moos Taro gam owe= coma= nut CO•EC004 A .O4 - 8r 7 R N CA MT CYIAYEt. TER/OT >4 ML nu mom a IOOU fat TOR wean nos comic ltiL SV C' i - \ J aEAta aro rums sr a a Cif+0C T IEIIOaXs OEM QP ST RR C IaORST Oaluta nos NSW LDQ OF 1100,1 i.1 O ER ERR OF COMIC SMUT PURL mIDO T 4{i. >4F allaustal !FL - !r cc iii Mews h 1R nom Amor or mai a 8001 Oa ALL URA$ ei 1w ar CPOOOOIIC CC A MUM moon SEAT •>I>4 PON-J ATtTt 01101 nil PI016C101 18E . Au HOOD S4>?PCRT S? 1GIt W. AR DUCT PLR IA7hT RA. IRiGI 100♦ - Forams a I TEWITO A MR taalaA IR P.Ca TYPICAL T1-D1 IL USIED CASE ESL MAIN HOOD MD FAN UR MEP HOW REVIEWED FO CODE COMPLIANCE APPROVED iV { - K.1 TO AO-4 ACP OSA SENSOR COM[CTION To Ac -s ACP CONNECTION City Of Tulchila IL DIVISION I 'I : 9� NOTE: HEE RATS JOIE RR MURK AID , SLAM RUM WS Ott IIREIMOS OSKEVOING IS Of Mac RE- OD RR COONCNNG «OiKI?Ei CR RIO RI FLR1R: A!) !NM AL EGNIICt MICR Ala MILS 6 IICUI D 01 Rn LE3RAtJ a III St x SHEET NO: c CO c AC -2 d 1388 n til 8 I- Q N 0 0 O 00 O Z (0 a , I � p v v V WI- N 03 6 Cu) U . � x (U p n- Q >n at 0 (0 (n c 1 Wig 0 ICC G v co J E w \ � v :7 YODEL A B RW 'I GA. $ § CENTRAL RE 22 CENTRAL RE 24 24' 2C 18 19.5' • 70` A.F.R. U 0 m Er aa. 0 3 0 J w 0 50eX21'(L) RA & SA UNIT CONNECTIONS TRANSITION TO 50 SA & RA DTR — ICE MACHINE CONDENSERS - BY TMR--WRFY EXACT SIZE W/ DAR DUCT ELBOW FACING DN. 12" COMBUSTION AIR — WITH PC - 72 A.F.R. /4200] VERIFY EXACT REQUIREMENTS & STORAGE TANK LEVEL PLATFORM BY GC DOMESTIC HOT WATER HEATER 18'X18" 16 GA WELDED DUCT DOWN THRU ROOF 3500 CFM 0 1650 FPM 0 0 OUTLINE OF HOOD BELOW FLUE EXTENSION & CAP W/ GUY WIRES BY AIREMASTERS. FINISH BOTTOM OF FLUE CAP W/ TOP OF PARAPET WALL • J 16 (AL) DTR OVERSIZED CATCH 60' A.FR. BASIN UNDER SCOOP 20'X20 16 GA WELDED DUCT DOWN THRU ROOF 4200 CFM 0 1516 FPM DISCHARGE EXTENSIONS TO PARAPET HEIGHT (T1(P.5) 36' A.F.R. 60' A.F.R. • TRANSITION FROM FAN DUCT CONNECTION TO 20'X10' 16 GA WELDED DUCT DOWN THRU ROOF 2500 CFM 0 1785 FPM 60' A.F.R. 18'X1 16 GA WELDED DUCT DOWN THRU ROOF 3600 CFM 0 1640 FPM OUTLisIE OF HOOD BELOW • 18`X18' 16 GA WELDED DUCT DOWN THRU ROOF 3600 CFM 0 1640 FPM 1.6 50'X211L) SA DTR 50'X21'(L) RA & 48'X20" EXTERNALLY INSULATED MAKEUP AIR DUCT WITH RUSKIN 014 36 IN SOUND TRAP VERTICAL RISER TYP.4) i NOTE ALL OUISDE AIR MAKES SHALL BE 10r-U FROM EICHAUST 11311ANA11014, FLUES OR FUMING %MS. ALL E GWEF 1ERUNA 10NS SHALL BE A 111411U1A OF 10r-0' FROM PARAPET WILL 0 50`X30'(L) SA & RA DTR CONNECTIONS TRANSITION TO 50 RA & SA UNIT r 38'X14(L) RA & 38'X21'(L) SA DTR ROOF PLAN R t% I I� I 1= 1 1v1 I I` =�I ! I -_I I! o. B • 0 38'X21'(L) SA DTR 38X14(L) RA & 50'X21 `(L) SA DTR 50'X21(L) RA & O • i • 500X21(L)_ d o 50'X21' SA= DTR . .13 • r 8.1 • V1014)(0). IN TbWER ATTIC • SPACE ROOF STRUCTURE : i O . ECONOMIZER HOOD FACTORY INSTALLED SMOKE DETECTOR ACCESS — UNE do LOW VOLTAGE WIRING RELIEF HOOD CONNECTIONS ARE INSIDE ROOF CURB 3 CANTILEVERED CONDENSER SECTION 12" HIGH FACTORY CURB SEE SCHEDULE FOR HEIGHT CANT (BY G.C.) ROOF INSULATION/ROOFING (BY G.C.) ROOF DECK UNED SUPPLY & RETURN DUCTWORK INTO ATTIC FRONT ELEVATION - TYPICAL AAON 'C' CABINET ROOFTOP UNIT • A' & `B' SIMILAR CABINETS NO SCALE EXTERNAL CONTROL PANEL ACESS DOOR 16' HIGH ADJUSTABLE ROOF CURB (AIREMASTERS) CANT & ROOFING (BY OTHERS) 20"X48' EXTERNALLY INSULATED. MAKEUP AIR DUCT THRU ROOF DAMPER SECTION FILTER SECTION FAN FURNANCE SECTION SOUND TRAP OUTSIDE AIR HOOD W/ BIRD SCREEN WS7 ERICO PIPE SUPPORTS _ _ (TYP. 4 PLACES) SUPPORT -4 PLACES (AIREMASTERS) -L ROOF STRUCTURE AFR ELEVATION OF MUA -1 I N° SCALE 10 • 0 0 0 0 (30 e """i s CENTRAL RE SERIES EXHAUST FAN DISCHARGE EXTENSIONS ROOF LEGEND A SMARM LIME VOLTAGE COWAN' NO WRING S1LS-UP LOCATION OCANEC1l470 EOIEIENT BY ELECSRICAL CONTRACTOR MAN UN1S COMM! RODE ROOF CURB INDICATES LOW VOLTAGE COMM A. A.NO WRING SRS -UP LOCATION COILYEC110N k TO EOI O NE BY ELECTRICAL CONTRACTOR AAAN UNIS- CONrEC:T I►'SF)E ROOF CURB tiOICATES GAS MING STUB-UP LOCATION AND CONNECTION TO ECIUME1IT BY TIE PLUNKING OdIIRACTOR, COMPLETE MIN DIRT LEG MO 9Ji -OFT YALVE. I.2 INDICATES 31C TRAPPED M VENTED CO WISSATE ORAN PIPE MDT DISCHARGE TO NI APPROVED RECEPTOR BY DE PLUMBING CONERACTOR. MOUES FACTORY CU II. F . ISIED ND SET II PLACE BY DE IR04AIPCAL CCHNIACTOR. SECURED TO ROOF BY THE GOERAL CONTRACTOR. F 41171CAlES FEND FABRICATED Me. 1100D ROOF CUPS FROM MOOR 2 X LI 9ER BY DE GENERA. CONTRACTOR COMPLETE T1TH CANT MP. ITOICAIES FACTORY ECOIIOI12ER OSA Baum cot maw OSA WEATHER Iu000 111H BACIERAFT DAMPER MANUAL VOLUME DALEM Rio 8RDSCRECK. AS APPLICABLE. H SIDICAAES 3/4' =UMW ORATE PIPE Tl1H CISOURGE TO WWI LOCATION Brae PLL>1SFIG CONTRACTOR. IO MCATES APRIAVCE FLUE VENT OL9LIHARCE INWCATES GREASE EXRWAUST OIFAIL -our ACCESS. K LOCATES APFRObED me SMOTE DETECTOR LOCATED UP STREAM CF MI OSA 110AUE. L INDICATES 0194MCTION OF 3 /s' CONCE SATE ORAii UK BY PLUTMFjew: C ITRACTOR, ROLLED TO IN PPPRJIP-9 1REC>FPRIR- 113 TRAP CR VENT WM. 0 BOCATES GRFAAE EI•UUST DUCTWORK TO FAN CONNECTION 1RAPPlD wail 311 15A 013CT TRW FM PI30RCSON O I INCAAS 1f1' DOMESTIC OPT NMI REPLY STUB.-A9 Loc* io, • NO I /4' CONNECTCIL TO EOIPIExT 00101E 7E MN SiLIT -OFF WV& FACICAIES ENACT HEA7'LI 1 9KA E CE _CRIE EE SPRY E FERMI AR PLF7E71/ RTiSOE • LIST ACCE'S98LE T+R131.104 LNIT ACCESS DOOR - CAM Os MIT ACCESS DOM SNARL BYOICAE "SOMME CEECTRR NNE PS ACCESS P1443.- O P • CICA TES ANGLE NON SIPPER T SET OE E:DCO PIPE BASE PER 0 LOCATES APPROVED NUR ACNE RES.10.1 T POICA1a tEL PLATORY !Ft 9 WEER CAP BT VIE MEWL CO�I+�t•CTOR I SCALE: 7 REVIEWED FOR CODE COMPLIANCE APPROVED JUN _ City Of Tluk .-M NOTE: RREc - JEO w . R I?IA6 sof F R AD COQ/Wm! REIREDI FILM +MS MY. irairses ,Ft OVOTOAlG 6 WE aO OS' Fft-StIEM fir CENATARG CC RWC117R 10 ■i. FRAM AO !CAL XL IC** Ellf L cR AS . is SS SOCARD a ISE MIMS � Z . >_ 0-0 CI- c � Z ▪ o q) U co I h■ t(? 1 a �� 1- U W O nc 0 \ 5 /) O A0 � z 0) I SOLE /6 SKIS KB Kt fJ a. U- 0 0 V -1.1fA SHEET Nil \ AC -3 1368 0 0 f— W !O 2 O H 0 1Y 0 0 0 0 Z O 4' 1 SHEET TITLE: NOIR - V MEMO= O1M PRIMO ROIARLC POIND MOM . LEMUR I 2' B•{,Tr 4'Irl a . ♦Tlr 9 DOA' 041" 7-7X 4 7' 0•E4' !0'l s oafs w *qv 0 14.11E 141f WNW 7 SW .ii oafs 5 144116 a 141Fs • ^200 VCFM — 8'0 8'0 O T50 CFM 50 SA Sc RA UTR TO AC -7 12'1(141 O 300 CF1A d : AL / j. 14 - 0 • Ez- t i 4011h, rA mwo rs'1 E!1 .; 100 • 01,3 -- PI AN TOTES' AVOID OUC7 PASSING OVER ELECTRIC PANELS ctio 0 CFM 10'0 500 1 2 - 0 '1 • • 8'0 �. • . I • 12'X12 14'X14' 1 8'X18'(.) UTR TO EF -7 400 DH -1 0 48 - AFF I 200 Cr t M • 12'X12' • .15) h figlI IEYNOIBB ALL C EASE MAUR DUCT IMAM WILMER 11411EFIAIL CI3IAI188 0 0 0 0 0 20'X10' 16 GA WELDED UTR. TO EF -1 (2500 CFM 0 1785 FPM) 20'X10' 16 GA WELDED CONNECTION TO HOOD TERMINATE COLLAR 0 9' - (2500 CFM 0 1785 FPM) 20'X20 16 GA WELDED UTR. TO EF -2 (4200 CFM 0 1516 FPM) NOT USED .0 16GA WELDED -SLOPE TOWARDS HOOD CF (2100 M • 1680 FPM) O6 18'1(10' 16 GA WELDED CONtiEC TO 11000 - TERMINATE COLLAR 0 9' -8' (2100 CFM 0 1680 FPM) 0 18'X18 16 GA WELDED UTR. TO EF -3 (3600 QUO 1660 FPM) ® NOT USED ® 10 16GA WELDED -SLOPE TOWARDS H000 (1800 CFR 0 1644 FPM) 0 rr 10 16'X10 16 GA WELDED CONNECTION TO HOOD- TERMINATE COLLAR A 9' -8' (1800 OEM A 1644 FPM) PL ENUM 400 CFM 4 0 84 AFF 1 2 0 — DIRECT AR VERTICALLY I ESN 1 -9 O 48- AFF 0400 cnA 14 0 400 CFM 12'0 .. . - 20'X20'0..) 10 10'0 Fa1lWi'apt. f11E PR01EC110N WRAP - SEE NEU AO-1 FOR 11011ES 300 CFM 11 18 - X18' 16 GA WELDED UTR. TO EF -4 (3600 CFM • 1660 FPM) 0 NOT USED 0 10'X16 16GA VELDED -SLOPE TOWARDS HOOD (1800 CFM 0 1644 FPM) 14 I6 16 GA WELDED CONNECTION TO HOOD- 7ERMNATE COLLAR 0 9' - 8' (1800 CFM • 1644 FPM) 0 18' X18' 16 GA WELDED UTFL 70 EF - (3500 CFM 0 1640 FPM) 16 8'X10 16 GA WELDED -SLOPE TOWARDS HOOD - (2000 CFM 0 1600 FPM) Oj - • 17 18 - X10' 16 GA WELDED CONNECTION 10 HOOD- TERMNATE COLLAR i 0 9' - (2000 CAM A 1600 FPM) 18 14110' 16 GA WELDED -SLOPE TOWARDS" 11000 - (1500 CFM 0 1546 FPM) • ® 14'X10' 16 GA WELDED CONI(EC1ION 70 H000- TERMNAIE COLLAR 0 9' -8', (1500 CFM O 154E 17?M) ® 1� CLEANOUT WITH ACCESS PANEL/5EE NOTE THIS SHEET ® 612' CLEANOUT WITH ACCESS PANELiSEE' NOTE THIS 'SHEET '14 16'X16'0) 30 Xi8'(L) - 8'0 10'0 300 CFM 300 CFM J- 0 300 CFM 8 0 300 CFY • • Dl9i#NASINMIAII,4TIE NOl ALL DIEWNAMIKi DUCT B /UMW WALED WA113010 R @ 18108' UTR TO EF -6 (3.000 CFA) ® 14'X14 DUCT SLOPE TOWARDS HOOD 2© 14114' DUCT CONNECTION TO HOOD - TERMINATE COLLAR AT 8' - FOR FINAL CONNECTION BY OTHERS (1500 CFM) o 400 CFM KEY NOTEb`. :.. v I 1 ARCIITECIURAL RETURN AIR SLOT BY G.C. • 10'0 GLASS (TYP.3) HOOD DESIGNATION - SEE SHEET AC -1 FOR SCHEDULE !' B 400 ©400 CFM CFM 10'0 A >112 12'X12'(L) 8 0 OO M Di OIR(CT AR VERTICALLY 303 — 10'0 O 84' 'AFT ii £94 10-15 48" A • MigaP ARIEYNOIEB -EEE SEC710N, INEETA0 ALL WIGAN DUCTS YAWNED WI T,1112I FOL FACED DUCT WRAP 0 0 ® 0 0 0 0 0 0 0 0 31 300 10-0 1 0'0 10'0 48'X20' MUA DUCT UTR. TO MUA -1 - 9800 CFM - BOO 0 IS -0 t 46'X2YX24 CEPJNG MUA PLENUM - SEE SECTION. SHEET AC-2 11P7A8 Nl61111c tItMotili 2' 11211 QFiE 1JM1 EDWIA weiN1 1jp Min MAKEUP 10'0 AC SUPPLY DUCT CONNECTION W/ M1E1 TO 18'X18' MAKEUP AIR DUCT '' MU DUCT 18 MUA A 0T St. 1 _` 'I 20'06' MUA DUCT 201t24' MUA DUCT 20'X30' MUA DUCT 18 MUA DUCT D014 W/ MVO TO CEILING PLENUM 20'118' MUA DUCT • 18'X18' MUA DUCT/ UD OFF BOTTOM OF PLENUM 50X21' (L) SUPPLY Sc RETURN DUCT UTR TO AC -6 0 BOTTOM OF DUCT O 14' -0 f 18'X18'(.) RISE ' -TAPS 10 "0 WTO 14'X10 18'X18•(L) • . 1eX16 2 ; 0 84' AFF 0 300 4 - CFM DIRECT AIR VERTICALLY : 1O -0 1 ' • I. : 0 300 GEM DIRECT AIR VERTICALLY 10's DUCT (TYP.14) \ 1 0'0 REVIEWED COMPLIANCE I C d APPA VED 1131 City 01 Tukwila I D ON 151 N ESH 16-24 A 48 AFT 10 - 400 OEM -- ' 0 2 r0 CAME ( :4 ) Xref I D- 9.1_07010.dwg _ 14 - X10'(L) ON. CHASE (TYP.4) 14 BOTTOM TOP INTO 14'Xt0'(L) RISER i • 0 AR DUCT tl bl-PDV2- DIMENSIONAL DATA 1 INCHES — MCS FRAME FOR CONCEAL MOUNTING N HARD SURFACES r 1 1 //2' DUCT CEI.NG FRAMING M E ETR FLAT LEAD f8 SYS MIN. 14 TOP TAP MIN. 6 SIDE TAP 5/8' DRAWL TAPED & VamER OOIIGIRSLAK FLATHEAD SITS OR PCP WENS MILL 4 PLACES OR 4'-O OD. 1. IWAN AS FLAT 10 MING' AS PO55BLE SO ORYWA . 141. NOT BE NOD DOIIN TO BELOIT 'TAPE EDGE' OF !PEAR DIFFUSER 2. CARE SHOULD BE TAKEN TO WARM A CONSTANT 'V DIMENSION !EN OISTALLOG N INACCURATE FRAMING 3 LING SECTIONS MAY FE .IOIOD NYY 'S SUP CONVECTIONS 4. EOUXLY SPACE ROLO O TAP OO MECIONIS 1FETNEVER POSSIBLE S SHOE TAP PLENUMS ARE ALWAYS PREFERABLE tr , 1/2' LITER USTED - B DIM* d i f 2 1/2' 0 0 0 20'X36' AC -7 SUPPLY DUCT 20 - X30' AC-7 SUPPLY DUCT 20 - x20 • AC -7 SUPPLY DUCT 18'X18 AC -7 SUPPLY DUCT 14'X14 - AC -7 SUPPLY DUCT 12'0 AC -7 SUPPLY DUCT 12'0 W/ VD OFF BOTTOM OF AC -7 PLENUM 14'0 AC -7 SUPPLY DUCT DIFFUSER SCHEDULE TAG SZE TYPE LURE MODEL CELTIC ROtARKS 0 0 / 0 0 ^ 0 0 0 0 ^ 0 0 0 0 0 0 0 0 O 0 0 6'x30' TEL BUD. r -0' x 2 SLOT IIEAR X 6 SLOT LINEAR Y' -O' X 2 SLOT LIEAR G -o' X 2 SLOT UIEAR 5 -0' x 2 SLOT .NEAR 12'x12' MODULAR 14'X14' I W OULAR METAL•ARE 141t14' MODULAR METAL•ARE $2112' MOOII AR 20120 MODULAR As'x22' PERT 12'X12' FIX. BID. 14'X14' FIX OLD. 16'X16' fDL OLD. 48"3124' OK BED. 22'X22' FIX. LLD. 46x8• FOL OLD. 36'616' fnL OLD. METAL•ARE MET/LIME METAL•ARE METAL•ARE META-MIRE METAL•ARE METAL•ARE METAL•ARE MET/VANE METAL•ARE uET11ANURE 2030 NR MANAGERS MCS -1' AN MANAGERS MCS-1' Apt MANAGERS TICS -1' AYR MANAGERS NICE -1' AR MANAGERS MCS-1' METAL•ARE 900010 900010 900010P 900060P 900060 700680 RH RH RH RH Rif RH RH GYP. B0. GYP. 00. GYP. 8D. R.A. GYP. 00. GYP_ 00. GYP. BD. GYP. BD. GYP. BD. T -B R LAY -IN T -BAR LAY -LAN T-BAR LAY -IN T -BAR LAY -111 GYP. BD. GYP. 00. GYP. BD. GYP. BD. T -BAR LAY-IN T -BAR LAY -IN GYP. 90. LAY -14 DUCTWCW NOTES 1: 1Bir 4A1E RA DUCT FHOY UNT AT BOTTOM CF STRUCTURE 2 NO DUCTWIOw SHALL PASS OME31ELECTRICAL PANELS N PREPARA ON iIITC1134 AIEA a ALL WD NAVE FED TAG* FIOR ICENTF1CA110N LECEND n� IESCATES DRY0ML CRAG ACCESS PANEL FOR DUCT HEATER ri MCA?ES RUIOVAaE T -BAR A aSS PANEL FOR DUCT HEATER 1111N11M 12' 1191 WED OfWSER CAN SEE DETAIL MS MEET R& MODES L) 001 SEX *L AMA 4O I5 0E11E01 THE GOOF XO £ tiiOR TOILS SO AS 14 FOiOF lI NIR NEST OCLOSIDE HEM 9UEL OdfUli110 0016.6181E MAIMS. NOW FOE CR RARER IMAM RAMOSE if If1Ab1 AR HEIRM BALL 11.1E A RATE- SFREXI IBEX OF 10T WOE OM 23 NO A 910E IE19LPO) MAC OF 1IOT I OfNE if SO ROI T£SIED I ACOTIE NtE WS 1E TEA FOR SOICE ROOD 56 � i1C X0-fl IFOR OMR F EDAM sm re some alma 2) WIER OMICRON' ROM FERM1ERS OE SOIERAL 00FTRACi01t 5 10 SEAL ALL RA/ EDGES IT ROM INS LABOL 3) POO ILALALTOL 95818E OF A 118E AMMO Nraa 119 A arm 11R RDIM. 4) 900E PRIORY NO CIONIT CDEOLSATE WPM MESH WWI AR P,EI[I 9UUL BE 1i6L. ANN RBI ItALA971 WOOED RR LEE I RUM AR PtDtk BY PLC constirm Si) AEG assn VAT ACERMIE SCORE ACS SOfRT�FRAl■f' A 00019LC Sri0R BE COIF a1YOF t a 1 1 INSPECTION TASK NSPECIEN FREOlIE CV REFERE CE FOR COMA warms PERIODIC BC SECTION NCI 530 /ASCE 5/116 402o H SJO! 1 /ASIX 6/OG Ma 1_ AS MASONRY CONmfmTION BEGI6, THE FOLLOMNG 9W1 BE %TRIED TO ENSURE M ANC - X K1 31&3.51, 7.1 -7.7 19035 1907.1. 1907.7. 1914.4 A& LRHD. Sec. 1125 a PROPERTIES OF SUE PREPARED'TORUN _ - X - - NIL 26A b. CONSTRUCTION OF MORIN JOINTS. - X - - ART. 3,36 e LOCUM OF RETNFORCAOiT. CONNECTORS, PRFSRSSNG TEiIDONS & ANDIORAGE. - X - - ANN. 3.4. 36A d P UG TEONQUE - X - - MT. 166 e. GRADE a WE OF PRESIRE55NG TENDONS a AN TONCE . - X - - ART. 2_48. 2.411 2. THE t115PECRON PROCINI SRL NWT: 9. ERECTION OF PRECAST CONCRETE MEMBERS. - X A0 31& 01 16 - a SERE & LOCATION OF O. OtJAS. - x - - ART: 33G h.TYPE. SUE a LOCATION OF AI&HORSti MIQUIDII>G ODER OEULS OF /ICHONCE OF WOOTEN TO STRRJC INUL NEi1EAS. MT?A14S - X - SET. 122(e). 2.1.4. 3.1.6 - OR OTHER COMOUCUON C. SFECIFTED SUE. GRIME & IRE of RONFORCOENT. I - x SET. 1.3 ART_ 2.4.3.4 d HELPING OF RENFOR016 SIRS. X - - SECT. 2.1.1117.1, 133.4(b) e. PRE 101 OF NSW, O HIND COLD REINER BELOW I) OR NOW MUM OOPS. MME 901) - X W. 2104.3. 2104.4 - NIL INC. 1190 L MUM & 1EJl9ORE1111NT OF POSIRESSS6 rca:. - x - Mr. IN 3: R TO GROUING. THE FOLUM6 9tIL SE MILD TO E CORNICE a GROIN SFOICE 6 CLEM - x - - 117. 32D b Racoon OF RE>6CRCOEI a COTiNN a FRESNO= TOMAO6 - X - SCI 1.13 AONL 3.4 a PAOPORROt6 OF sir PJTEP1 O MUT a Ply NWT FOR BONS iOIDOIII . - X - - SRL 2.691 d COi6O0Un011 OF MDR nos. - x - - ANL 336 X - - - NIL 35 L OW PUf>E LOW 9411 a %C IED TO OGRE CORNICE mow a wigwam Doom PR7Y6 06. a GRON6 OF ME IG NNW M EM X - - - NIL 36C S. WINGER OF /NF =MD NON SPEAKS. ROM SPECIMEN & mR PRL9115 SOIL BE 066931100. - X KO. 210522. 21053 - NIL to & CORNICE Mt mama mum re lsoes OF TINT _ ��000.71065 a NE JPPR013D S NNOLS - I - - M. 1.5 WWTCAUON a INSPECTION CONTINUOUS PERIODIC REF. SIDS. BC REF. 1. M#TERW. VERIFICATION OF NCH STRENGTH BELTS NUTS a %USBHERS: a klentiTioo6on mailings to conform to AS1M standords s n the e opproad construction documents. b. Uanufochurer s cerb'Nc@te of comp/once required. - - X Appkoble MI motedol specs. ANSC ISM Sec. M.4 AEC MD. Sec. A3.3 - 2. INSPECTION OF HIGH STRENGTH BOLTIN G a Bearing type connections. b. Op areal connections_ X ac x A& LRHD. Sec. 1125 1704.3.3 1 WIERNL VERIFICATION OF SIRUCiUW. STEEL: a 1dIFientootion mortungs to conform to ASIA standards specified b. Mo in cot approved of oomp6once required. - - ASIlM A.6 or AS1Y 568 1708.4 4. WARM WRIf AI ON OF MELD FRIER MINN: a Identikaton mailings to conform to NITS apeoifioce ons in the approved COOSIIucbon documents. b. Malufactuiefs certificate of conferee required. - - AM ASO Sec. A 36 A$ TOD. Sec A3.5 - S MOM OF a StSUdurd sleet i 1 Complete & pared' penetration Snore welds. 2 M Single pass Net welds. 3 gle pass met welds > 5/W. 4 Seigle poss filet welds < 5/W. Roar 6. Reinfor . sleek 1) Verification of reinforcing reinforcing steel other ISM AN& 2) Rdinforcig sled resisters) Beard & add forces is ilternledate & special moment frames, & boemday demo ear dements of special reinforced concrete sham Eats a shear re rdorcemei4. Shaw 3) reinforamod. 4) Other refacing sled. M ac X x ac X ac X X MS 01.1 A 1 M 1 013 AG3I& 3.52 17043.3 190352 6. 1SPE000N OF STEEL ROME JOINTS FOR COII'W NCE AIM PFPROAD CONSTRUCTION CIOQEN IFS: a Details arch as bracing a dieing. b. Member lacdicns. C. App&el;on of jorlt detds 0 each connection. - - - X - 170432 7. FABRICATION MD ERECTION OF SIRUCTURPL STEEEL: - X - 1905.11. 1905.13 1914.9 VERIFICATION a INSPECTION CONTINUOUS PER100IC REF. SIDS. BC. REF. 1. REFECTION OF RIVEC8CNC STEEL, NCLUOING PAESIRESSi1C►. a WASHERS: - X ACi 31&3.5. 7.1 -7.7 1903.5, 1907.1. 1907.7. 1914.4, 2. INSPECTION IT REINFORCING STEEL MELDING N ACCORORNCE w/ TABLE 1704.3, OEM 58. - - MS 01.4 AO 31& 35.2 19035.2 3. INSPECT BOLTS TO BE INSTALLED II CONCRETE PRIOR TO a DURING PUCEHEM OF CONCRETE ISERE ALLOWABLE LOADS WIVE BEEN NCRFASEO. X - - 19125 4. WRONG USE OF REQUIRED DESIGN MDT. - X ACI 31& 014, 5.2 -5.4 1904, 1905.2. 1905.4, 19142 1914.3 5. SAMPLING FRESH CONCRETE a PERFORMING SLUMP, AIR CONTENT a DETERRING DIE TEiPERATURE OF FRESH Sim AT DIE TIME OF MAKING SPECIMENS FOR X - ASTM C 172, ASTM C 31 a ACH 31 &5.9,5.8 1905.6. 1914.10 & INSPECTION OF CONCRETE & SHOTCRETE PLACEMENT FOR TEMPERATURE & TECHNIQUES. X - A0 3186.9,5.10 19053, 1905.10 1914.6, 1914.2, 1914.8 7. INSPECT= FOR MAINTENANCE OF SPECIFIED CURING CONTENT a DEIERIItNG THE TEIPERAiURE OF FRESH - X A0 318.5.11-5.13 1905.11. 1905.13 1914.9 8. INSPECTION OF PRESTRESSED CONCRETE a Appiootion of prestressing forces. b. Grouting of bonded prestressing tendon in the seismic- force - resisting system. X - A0 31& 18.18 ACI 318: 18.16.4 - 9. ERECTION OF PRECAST CONCRETE MEMBERS. - X A0 31& 01 16 - 10. VERIF1CA110N OF N -SIZE CONCRETE STRENGTH. PRIOR TO STRESSNG OF TENDONS N POSlUISIONED CONCRETE & PRIOR TO REMOVAL OF SHORES & FORMS FROU BEAMS & STRUCTURAL. SIABS. - X A0 31& 6.2 1906.2 11. CONSTRUCTION OF AUGER CAST CONCRETE FILES X - - - 12. INSPECTION OF CONCRETE ADHESIVE ANCIDRS: X - - - CONT. GRADE BEAM SCHEDULE SCHEDULE MARK OLUM caws SIZE BASE PLATE SIZE REMARKS CI H55 4' x 4' x 3/8' II' 50. x 3/4' THK O CO TOM G2 H1555 5' x 5` x 3/8' 12' 50. x 3/4` THK. 36' C3 HS5 6' x 6' x 3/8' 15' 50. x 3/4' THK. G4 H55 6' x SI x 3/8' 15' 50. x 3/4' 114:. G5 H55 6' x 6'x1/2' 13' 50.x3/4' THK. G6 H568 IT' SO. xI'THK ` GT PI 14 x 82 21' 50. x I I/2' THK CONT. GRADE BEAM SCHEDULE MARK WIDTH DEPTH CONT. REINF. TIES 661 24` 36' O CO TOM '4 ® 16`OG 652 24' 36' (4) *7 T4B a4 a 16'oc - r 1 e Er • e AeelEVU►Tt �N AB. ANCHOR BOLT ABV. ABOVE AT: t. ADDITIONAL ALT. ALTERNATE ARC.HL. ARCHITECTURAL MILAN. BEWEEN BIM. BELOW BLDG. BUILDING BLK6. BLOCKING BM. BEAM B.N. BOUNDARY NAILING 6.0.5. BOTTOM OF SHT6. BOTT. BOTTOM B.S. BOTH 50E5 B6MT. BASEMENT CLR. CLEAR GL6. CEILING WO. CONCRETE MASONRY INT PSI COL. GOLD 91 PSI CONC. CONCRETE REINF. CONN. CONNECTION REVD. COW. CONSTRUCTION SCHEE). CONT. GONTRIOU �JF CONTR. CONTRACTOR SW. CF. CUBIC FOOT SIM. G.J. CONST. JOINT SPEC. DIA. DIAMETER SQ. DWG. DRAWING STD. It)/EXIST. EXISTING 511. EA. EACH STRUG. E F. EACH FACE 5YM. ELECt ELECTRICAL 111K. ELEV. ELEVATION T4B EN. EDGE NAILING T.O.F. ENGR ENGINEER T.OL. EXP. JT. EXPANSION JOINT T.O.S. EQ. EGTIAL TRANS. EXT. EXTERIOR T5 F.F. FINISHED FLOOR TYP. F.6. ISH . FINED GRADE UNO. FN. FLR F.S. FDN. F.O.C. F.0.5. FT. FT&. 6A. 6ALV. 6RD. H&R HORIZ. INFO. INT. FIELD NAILING FLOOR FAR SIDE FOUNDATION FACE OF CONCRETE FACE OF STUD FOOT, FEET FOOTING GAGE GALVANIZED GROUND GRADE HANGER HEIGHT HORIZONTAL INFORMATION INTERIOR KP. KS1 / LON&. LT. WT. MAX. MB. MD. MECHL. MANE. MIN. MISC. t4.5. OG OPP. VERT. Ye/ WP SYWBOLS L ANGLE PL. KIN& POST KIPS PER 50 INCH POINDS LON& LONGITUDINAL LIGHT HEIGHT MAXIMUM MACHINE BOLT ME TAL DECK MECHANICAL MANUFACTURER MINIMUM MISCELLANEOUS NEW NEAR SiDE ON CENTER OPPOSITE POUNDS PER SQ. FOOT POUNDS PER SQ. INCH REINFORCEMENT REWIRED SCHEDULE SQUARE FOOT SHAT SIMILAR SPECIFICATION SQUARE STANDARD STEEL STRUCTURAL SYMMETRICAL THICK TOP 4 BOTTOM TOP OF FOOTING TOP OF LEDGER TOP OF STEEL TRANSVERSE TUBE STEEL TYPICAL UNL ESS NOTED OTHERWISE VERTICAL WIDE FLANGE BEAM NTH PITH= PULPED WIRE FABRIC WEIGHT PJIORKIN6 POINT AT CENTERLINE PLATE NMBER DIAMETER PROPERTY PPERlY LINE 1 r 1 Note: The contractor shd notify the 6uiderg official of the names of the indvidods who wi be parcelling the special irwpectiorls- e appiooble. also see Section 1707.1. Special inspection for seilsnnic resistance. TABLE 1704.4 F or 9t c =(7 - 37) /tar A. The specie s9aabds rust.... J .e those idea in Chapter 35. VERIFICATION a NSPEC110N of CONCRETE REQUIRED VEOTEFIGTION a • UBLE 17045.1 1704.3 M 141°P I • STIVCTIJRAL 8TEB.: I. ALL ROLLED STRUCTURAL STEEL SHALL CONFORM TO ASTM A442 6R50, AND STANDARD 22 -I, VOL. 111. MESS* NOTED OTHERWISE. SHALL BE DETAILED, FABRICATED AND ERECTED IN AC.GORDANGE WITH TIE AISG SPECIFJGATiONLS AND CODE OF STANDARD PRACTICE AS AMENDED TO DATE. 2. ALL. MISC.. AN 61.ES. STAIR STRINGERS, BASE PLATES, STIFFEMER5 AND GONEGTION PLATES SHALL CONFORM TO ASTM #36. 3. STRUCTURAL TUBES SHALL CONFORM TO ASTM A -500. GRADE B. 4. STRUCTURAL PIPE COLUMNS SHAD. CONFORM TO ASTM A-53, TYPE 5, GRADE B. 5. AU. BOLTS, WTS, AND WASHERS SHALL CONFORM TO A5TM 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 FABRIGAT1ON. ALL STEEL FABRICATION SHALL BE PERFORMED IN A SHOP APPROVED BY TIE BUILDING DEPARTMENT. 1. ALL. Y LDINIG SHALL BE PERFORMED BY EXPERIENCED CERTIFIED YELPERS U51N& THE ELECTRIC. ARG YEIAN6 PROCESS AND ETOXX SERIES ELECTRODES. YELDIN6 SHALL CONFORM TO AISG AND AWS STANDARDS 8. EXCEPT I ERE ENCASED IN CONCRETE, MASONRY, OR SPRAYED -ON FIREPROOFING, ALL STEEL SHALL BE PAINTED UNLESS NOTED OTHERWISE ON THE DRAWINGS. 9. OPENINGS SHALL NOT BE PLACED IN STEEL MEMBERS UNLESS SPECIFiCAL.LY DETAILED. STEEL IMEMEIER5 SHALL BE SHORED WHEN PERMISSIBLE HOLES ARE GUT WITH A TORCH AFTER STEEL IS ERECTED. THE SHORES SHALL REMAIN IN PLACE UNTIL THE STEEL TEMPERATURE HAS RETUNED TO AIR TEMPERATURE. 10. ALL WELDS NOT SPECIFIED SHALL BE GONTIWOUS FILLET WELDS THE SIZE OF THE WIELD SHALL BE BASED ON AMC STANDARDS FOR THE THICKER PART JOINED. Ii. STRUCTURAL STEEL SHALL BE DELNERED TO THE JOB SITE FREE OF EXCESSIVE RUST, MILL SCALE, GREASE, ETC. AND SHALL BE PRIMED. 12. THE CONTRACTOR SHALL SUBMIT WRITTEN FELDN& PROCEDURES SPECIFICATIONS APPS) FOR MOMENT FRAME CONNECTIONS TO THE STRUCTURAL ENWEfR OF RECORD OR THE ARCHITECT RESPONSIBLE FOR THE STRUCTURAL DESIGN PRiOR TO THE START OF FAERIGATION FOR REVIEW AND APPROVAL. THE SPEGIFiGATIONLS SHALL BE MADE AVAILABLE TO THE SPECIAL INSPECTOR 4 ALL FABRICATORS 4 YIELDERS ON THE PRO. EGT 4 TO THE FIELD INSPECTION DIV. UPON REQUEST. THE W°S 51401W BE DEVELOPED BY A COMPETENT MELD** ENGINEER 4 AS A MIN. SHALL INCLUDE TIE FOLLOWING INFORMATION, I) PROCEDURE IDENTIFICATION 2) BASE METAL IDENTIFICATION 3) WELDING PROCESS 4) TYPE OP FE.DNN& 5) P1051TION OF YELDIN6 6) FILLER METAL SPECIFICATION 1) FILLER METAL CLASSIFICATION 6) NUMBER OF PASSES STRUCTURAL METAL STIR? FRAl11NVG NOTE$ I. ALL STEEL STUDS AND TRACK SHALL. BE FORMED FROM STANDARD GOMP4ERGAL BABE STEEL WITH A MINIMUM YEW POINT AT 50000 PSI AND SHALL COMPLY WITH ASTM -A510. 2. ALL FRAMN6 COMPONENTS SHALL BE CUT TO FIT SMARTLY A6AINST BRACIN& OR ABUTTING MEMBERS. COMPONENTS SHALL BE HELD FIRMLY IN POSITION UNTIL FASTENED IN A PROPER MANNER 3 ALL STEEL STUDS SHALL BE ATTACIED BY YELDN6 OR APPROPRIATE SIZE AND QUANTITY OF FASTENERS. WIRE TYNE WILL NOT BE PERMITTED. 4. BM MELDS OR SPLICES MAY BE USED AT ALL TRACK JOINS SPLICES IN AXIAL LOADED STUDS OR BRACES WILL NOT BE PERMITTED. ALL YELPS SHALL BE SEAM, BUTT OR FM YEWS. MOE STUDS ME WINED 1IROI$H BY P .DINS, A SUTABLE STITCH PLATE SHALL BE PROVIDED. 5. CONTINUOUS STEEL TRACK SHALL EE U PUNC.IED, lb GAGE AND / OR SIMILAR DiNENSIONS MADE TO INSURE A PROPER FIT, UNLESS NOTED OTHERWISE. DESIGN CRITERIA (2003 lee) DESIGN LOADS ROOF DEAD LOAD ROOF SIAM LOAD SEISMIC DESIGN: R = 8 Ss .1.424 SoIS. Ss• O_486 5_•0181 5135146 USE 6ROI1P U SSiTE GI.AEfa E In. i.15 le L/5 is. IJO Pg s Zips, Pf W25psff Co =LO Gt= SPECIAL. WEB. MOMENT FR/ME SESMIC DESI6NN CATEGORY D' Cos = 0.34 BASE SHEAR = 6336___ V 16Hk qo act, EXPO3JRE Er Ji 1 a EfitJIPNSSif LOADS ARE AS NOTED GN ROOF FRAH MG Fi.At DEFERRED SUAITTALIk (SHOP CRAWWIGS) 9.etuTAL 170CLMENTS FOR DAD SIJIN4ITAL f D i SHALL OE SWOTTED TO THE ARCHITECT CR ENGINEER OF RECORD. MO SHALL REVIEW fl@4 I FAWN) DEM TO THE EDWIN& OFFICIAL PITH A NOTATION IIDSGATIWISXr THAT THE DEFERRED 9a4IT L DOE, trS HAVE EWI RENEWED 4 THAT THEY HAVE BM FOUND TO OE NN 6BERAIL GOWORWCE NTH DE D01611 OF THE BUEDN6_ THE DEFERRED 5UMfTTAL 11TH SHALL NOT EE (STALLED MX. TIER DESIGN 4 seem QOIGN@fi5 NAVE BEEN APPRIOI/ED BY THE OUIJA* OFFiCIIL FLANS FOR TIE DEFERRED =MIX 1f145 SHILL EE SEND S> N A MELT MWWEt THAT ALLOWS A HMO, OF 00 t10RM% DAYS FYUR MAL RAN 'NEVER ALL COMMENTS RELATED TO THE DEFERRED 8E4TTAL MIST EE ADDNAE56E0 TO THE SATISFACTION OF TIE PLAN °ECG vivisiON PRIOR TO APPROVAL OF THE SUBMITTAL ITER*. NOJTE: 6DN CONTRACTOR � L ALLOI1 A T1 MOWN 4 FOR ARCHITECTS OCR EN6MERS REVIB1 PRIOR TO APPROVAL. STRUCTURAL OBSERVATION PER SECTION IlOcI OF THE 2003 EDITION! OF THE INTERNATIONAL B YLDI S CODE ADD SHAU. BE PERFORMED BY TIE STRUCTURAL Eti5DE R OF RECORD OR TIER DESIGNATED OBSERVER AT TIE FOLLC N6 STASES OF CONSTRUCTION. I_ OBSERVE REINFORCING STEEL PLACEMENT IN FOOTINSS NID SLAB PRIOR TO PLACEMENT OF CONCRETE. A THREE DAY MIN. STANDARD NOTICE BY TI£ CONTRACTOR TO THE ENSIN E R IS REQUIRED 2. OBSERVE S(65TANTIAL CONPLETION OF THE ROOF FRAMING. A THREE DAY MINIMUM ADVANCED NOTICE BY THE CONTRACTOR TO THE ENSINEER OF RECORD IS REQUIRED. GBERAL STRUCTURAL NOTES; t. THE CONTRACTOR SH AU. VERIFY ALL DIMENSIONS 4 CONDITIONS AT THE JOB SITE PRIOR TO STARTN6 GOt61RIIGTiON AND TIE ARCHITECT / Dl&I EER SHALL SE NOTIFIED OF ANY DISCREPANCIES OR INCONSISTENCtESa. 2. ALL PHASES OF WORK SHALL GOFORM TO TIE t4NR4N STANDARDS OF THE 2003 INTERNATIONAL EUILDIN6 CODE (2003 IBC). 3. Tte GOMRACT CONSTRUCTION DRAY41466 AND SPECIFICATIONS REPRESENT TIE PONIED STRUCTURE. MESS OTIEIYRISE NOTED, THEY DO NOT INDICATE Tie mace OF GONSTWUGTICI& THE CONTRACTOR SHALL FROV1DE ALL tefr AeE5 1EGE56ARY TO PROTECT TIE STRUCTURE, Y1OE04131, /NV O71ER PERSONS DURN6 CONSTRUG1101L SUCH 'EAM ES SHALL INCLUDE. BUT NOT LIMITED TO, BRAGIN6, ALL SHORING, FORMS, AND SCAFFOLDING. 4. °PE NN S& POCKETS. ETC. SHALL NOT BE PLACED IN SLABS BEMfa, COLUMNS, PULLS, ETC, 114.566 SPECIFICALLY PETALED ON THE STRUCTURAL PRAPINf 6. 5. ALL A51)4 SPECIFICATIO15 NOTED ON THESE DRANIN6S SHALL BE OF DE LATEST REVISION. 6. CONTINUOUS INSPECTION BY A QUALIFIED PERSON APPROVED BY THE ARCHITECT AND /OR EN6IN1 ut AND lit BIALDN& DEPART ENT SHALL I'JE MOORED FOR THE FOLLOY4NS TYPES OF WORK. A. ALL CONCRETE (WORK ABOVE GRADE INNOLVN6 CONCRETE STRENGTH OPENER THAN 2000 PSI. a FOUNDATION CONCRETE INVOLVING CONCRETE STRENGTH 6REATE R THAN 2500 P.SJ. G. ALL FIELD NE.DIN6 D. ALL WORK INVOLVING HIGH STRBJSSTH BOLTS E. ALL WOW INVOLVING EPDXY ANCHORS. F. SEE MASONRY SECTION FOR ADDITIONAL R6d5REMENi5. .7. IN DE EVENT THAT CERTAIN FEATURES OF CONSTRiUCTTON ARE NOT FULLY SHOIMI ON THE DRAWINGS OR GALLED FOR IN THE NOTES OR SPECIFICATIONS NOTIFY THE: ARCHITEGT/EN6INEER IMNEDiATELY AND WAIT FOR NSTRUCT10N5. FOUNDATION& I. FOUNDATION DESIGN 15 BASED ON THE SOIL INVESTIGATION REPORT BY: SHANNON I WILSON, INC.. PRO.ECT NO: 21- 120643 -001 DATED: MARGIN 2. 2001 2. DESIGN SOIL BEARING PRESSURE IS 2500PSF FOR SHALLOW SPREAD FOOTN65 SEE SOIL REPORT FOR DRILLED PILES AND / OR CAISSONS. 3 PRIOR TO THE CONORiAGTOR RSTN6 A ELIDING DEPT. FOUNDATION WSPEGTIONL THE SOILS INSIEBt SHALL ADVISE TIE ELUDING OFFIUAL„ IN PRITI146, THAT A. TIE SEEDING PAD WAS PREPAIED AGGORDINSs TO THE SOILS REPORT. E. TIE rcatioAnai EXCAVATIONS GGWLY MOH THE PRINT OF TIE SOILS REPORT. G. TIE UMLITY TRi9NGLES HAVE TEEN PROPERLY HAMMED AND COM+ACTiED 4. THE SOILS REPORT SHALL EE PART OF THE PLANS AND SHALL BE KEPT AT AT JOB SITE AT ALL TIES. HOAFORctlG STEEL: L ALL REINFORCING STEEL SHALL CONFORM TO THE REQUIREMENTS OF ASTM A-615 GRADE 60. 2. CLEAR COVE RALSE OF CONCRETE OVER CUTER RENFORGNS BARS SHALL BE AS FOLLOY'!5, A. CONCRETE POURED DIRECTLY AGAINST EARTH, 3' CLEAR B. STRUCTURAL SLAB, 3/4° CLEAR TOP AND BOTTOM UNLESS NOTED OTHERWISE. C. CONCRETE FORMED AGAINST EiARTH OR EXPOSED TO WEATHER I i/2' CLEAR (2' CLEAR FOR sb BARS AND LARGER) D! IMERIOR BEAMS S AND COLJI N% 1 V2' CLEAR TO FACE OF STIRRUP_ E. FORMED CONCRETE NOT NGUJDEP ABOVE, 3/4' CLEAR a WIRE MESH SHALL CONFORM TO ASTM A -TES, AND SHALL BE LAPPED I i/2' SPACES OR IT MINIMUM. 4. ALL REIWORGIWIG BAR BENDS SHALL BE MADE GOLD. 5. REINFORCNS SELL SHALL BE SPLICED WITH GLASS B SPLICES UNLESS NOTED 07F13041SE ON THE DRAWINGS 6. CONTRACTOR SHALL NOT PLACE ANY REINFORGN6 UNTiL APPROVED SHOP PRAWINGS ARE RECEIVED ON TIE .MOB ?. LOW HYDROGEN ELECTRODES SHALL BE USED P* REVER REINFORCING STEEL IS YIELDED. CONCRETE I. CONCRETE MIXES WALL BE DE5I6IE32 BY A REGO6NMZ1D TEST** LABORATORY AND COPIES OF THE DESIGN SHALL BE SENT TO THE ARCHITECT AND THE ENSI EER. COMPRESSIVE S1REi5TH TEST REF'ORTS SHALL BE SUBMITTED TO TIE ElLPN6 DEPARTMENT AND THE ARCHITECT. ALL CONCRETE EXCEPT FOUNDATION GGWCRETE SHALL CONTAIN POLYMER BASED WATER REDUGI146 ADMIXTURE. 2. PORTLAND DEMENT SHALL CONFORM TO ASTM C-I50. TYPE VIE. A66R56ATE FOR STONE CONCRETE SHALL CONFORM TO A6114 C3S AGGREGATE FOR LI6HTV I6HT CONCRETE SHALL GOWOR4 ASTM 6350. 3. ALL RIWORCI NS BASSI, ANCHOR BOLTS, FRE STREWN& TENDONS. AND ALL O1HER CONCRETE WtERTS SHALL BE YELL SECURED N posmow PRiOR TO PLACING CONCRETE. 4. THE HAMLIN 54.1W SHALL. NOT EX6E D 3' .1- T` FOR F00TIN6S.a, SLABS ON EARTH, AND MASS CONCRETE, AND 4' v/- I' FOR OTTER CONCRETE. 5. MiMM1M ULTIMATE COMPRESSIVE STRENGTH AT 26 DAYS SHALL BE AS FOLLOWS`: MINTHIJM 5.0 SLACKS OF CEMENT PER CUBIC YARD; MAXII4JM WATER / CE 4ENT RATIO TO BE 6.0 GALLONS WATER / SACK OF GO U) A. SLABS ON EARTH, SIDEWALK. CURBS ETC____ 3000 P5.1. B. FOUNDATIONS 3000 PSJ. C. GRADE BEAMS S (WHERE DENOTED) 1000 PSI D. GROUT DRIVEN PILES 4300 PSJ. E. PILE GAPS 4500 P.S.I. 6. ALL STRUCTURAL CONCRETE IS TO BE REMFORGED. 1. CONTRACTOR SHALL SUBMIT SLAB CONSTRUCTION JOINT LAYOJT DRAWN66 TO THE ARCHITECT AND 13AS EER FOR REVRD^L a PROJECTING GORIBZS OF BEAD, COUSINS, WALLS. ETC SHALL SE FORMED WITH A 314' CHAMFER MESS DETAILED OTFE!'OSE. L BLOCK 14AS01Rr UNITS SHALL EE SINGLE OR POIELE OPEN END BOLD BEAN UNIT'S, GRADE 'NC CONFORMING TO ASTM G-40 AND ACI.530 / ASGE -5 / 1145-4O2 LATEST E f10l& MINIMIa4ILTTT4ATE STREWTH OF BLOCK SHALL BE 2500 PSi. 2. 6R0UT FOR TIE BLOCK MI5 SHALL HAVE A M ND4X4 COMPRESENE STREIbTH OF 3000 P51 AT 2b DAYS. MORTAR SHALL HAVE A 10104.14 4 5TRENSTH OF 2500P5I AT 26 DAYS 3. SE E 'RFORCN6 5T>$' SECTION OF ETD ER/AL. NOTES FOR ASTM SPECIFICATIONS OF RETNFORCRAS STEEL.. 4. MORN LAP OF REST-CRGiN6 STEEL SHALL BE 45 BAR DfAHETERS OR ANOF7 -O". 5. 6ROUTN6 PROCEDURE FOR LIFTS EXCEEDS* 12 RICAEst PROVIDE GLEAN-OUT OF1201E+6 AT TIE BOTTOM OF THE LiFT IN EVERY CELL TO BE FILLED. LFT IS NOT TO EXCEED 4'-0"_ 6. MI &MIN4 OROUTI4Sr. FiLL ALL CELLS, TYPICAL LN.ES! NOTED OTH3WOW ON FLATS. 7 ALL BOLTS SHALL BE GROUTED IN RACE 14TH AT LEAST 104C.H OF GROUT BETWEEN THE BOLT AND THE MASONRY. 8. VE RTIGA1 EXPANSION JOINTS SKILL BE PROVIDED AT 2f7-0"oc !WNW 4. HOT READER GON STRUCTlatt THE FOLLOv IG NOT PEA1HEt PROCEDURES SHALL 8E IMFLOVl1TD WHEN STIER TIE FOLLOle46 CONDITIONS EXIST: TIE N- 4T TEMPERATURE EQUALS OSCREES F. 490 17E561REES G) OR THE AHISE11T TEMPERATINE EGUALS OR EXCEEDS 40 EIEGREE'S F. 02 17EE610E5 G) WITH A MD VELOCiTY 6REATER THAN arch 43b or/a 0) MORTAR SHALL NOT EE SPREAD MORE THAN 4 FEET 0214 a en) MEAD OF MASONRY LINTS. w KASOIIRY UNITS SHALL LE L ND WITHN I MITE AFTER MORTAR PLC. 10 CONTINUOUS MEEMTION OF PORK I VOLVINE. MA50hRY IS REWIRED IXEMOBIAMERS Han 1C -Dili' SOT FRS HRTi 14T HY ■W EPDXY A@HES(VE i4TTJ iCEW DP. MCFCMS Si SSON `MY ERIJIY FOHE?SHVE SIMSSON ET' EIVIXY ADHESIVE C OCO METAL STUDS RAMt5ET 'meow .T' DP ANCHORS SIMPSSOt VIM WO' COMET ADHESIVE a WThoz REVIEWED FOR CODE COMPU »CE APPROVED 1 Gtj Of ,;- r 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 I THE c•AsvwcS, sPECi1GWONs AND one* oocum NTS PREPARED eV TIE ARCNTECT FOR TMs PROJECT ARE NSIMMENTS OF THE mowers SERVICE ran USE SOLELY IMrtN RESPECT TO MS PROJECT MO MESS OTMTRA6E PROVIDED. ME AROIIECT 91NL EIE COMA DE AUTHOR OF THESE COMMENTS AND SHALT. RETA,N ALL COMMON LAW. STATUTORY NM OTHER RESERAED Rom sexuom TAT_ COPOJOHT. TIE Aflaeiwrs DRTWAGS SPECi1CnT1ONS OR OTHER eocta as SHALL NOT EE USED Of THE OWNER OR OTTERS ON OTHER PROJECTS. FOR Acomoss TO MS PROJECT OR FOR COIBLETON OF TMs PROJECT BY OTHERS EXCEPT 9Y AGREEHAENT w 1Rt T G ETf TIE ARCNIECT. • 0 PROGRESS PRINT 223-01 • PLAN CHECK 9w THE O BID SET O CONSTRUCTION moat Q FCFLEXAT TI ,GTIONS A 0 A A A A A 0 A W Z RECEIVED _.7 . PST t.E 619.ERAL. NOTES and SGHEGULES ORNIN fl OEM* err RS SOIL 1/4•01"-0° .108 Kt OiaOTT OF 9IEET RI NEER S1 6 CONSTRUCTION RESTAURANT BOLT SIZE DEED_ U5451 14 V2"• 4' 5113' • 4' 3N4' • 5' T/a • 6' 1'• T • 1 -O' I• =r- I 22 TYP. SERVICE YARD WALL ST 40' ROE LESS TH•V4 24' 15 AVMABLE UP_ i=11i = _�IfII- I2)*5 • TCP MOMS OMS MIS VERT. EA. SCE OF OFE1646 CMU WALL R I F. • OPENINGS 4•• MAX GALV. SLEEVE I OR NORM) (2) ADDL. *5 T4B T4B FER PLAN CONCRETE STAR SECTION 11 =1 I I- -� 3'-O' HG 4` IQt CO STARS rd •3 • Woo YP T. BASE PLATE AB LAYOUT I'=1• -O' CLASS 8" LAP SPLICE LB1G1I (Inches) 8418 SIZE f & = 3000 f = 4000 it = 5.000 I6 16 I6 12 12 12 T 22 22 22 16 16 W .3 T B # B T 2i 27 21 B 20 20 20 T 36 313 33 25 24 24 48 41 38 34 30 21 B T >" B T 63 56 41 B 45 34 35 T 80 M 62 B 51 44 44 •4 T 101 88 ?1 B T2 63 56 T 124 fOg 46 - � B 8q 77 64 SINGLE CURTAIN LENGTH OF BEMS SHALL BE LAR6ER OF 113 OR PER Imo' BARS TO MATCH t• /3 SPLICE I TES Pet SQBA Wit T1 5 ELEVATION IS *FAIT TO EIE USECI AS A WOE TIE ACTUAL SPLICE LOCATICO S MAY OCCUR AT DIFFERENT T LOCCATIOl&e Is. THE TOP BARS QQlm tarp TO au 9LIGED AT EVERY GOLLM( IIAEVEI j MERE TOP OARS ARE SPLICED. WE GEIt'iER OF THE SPLICE 14,15T OCC R AT TIE CENTER OF THE COMM. VALIE'S ALE FOR MIRI4AL IE16NT lCONCiETE. FOR L!ff /119618 caaGIIETF. i!>tTrty VALLES BY 133 r.rte• 's T-0 • • • SEE ARGIL. (2) *5 GOVT_ 1'=I' -O' *5 HORIZ. • 32'oa 8' GONG. BLOCK W *5 VERT. • IVoa EF. 6ROUTED SOLID *4 VMS. • 16'Oc YE SLAB OCCURS 7 / ARc Ht GONG . PAVING PER . WHERE OCGULS 3' GLR. TYP (5) *5 CONT. T 4 B 17 iI HOOD ROD SUPPORT SEE ARCHL STEEL BEAM PER PLAN / UNISTRUr Pg86' /CLAMP -TYP. U ISTRUT P1000' TYP. 1/2'4 ALL-THIRD. PERK ------ - -' - - SEE ARGHL • 3' GL (2) 15 CONT. 8' CCM. BLOCK di/ *5 VERT. • I&'oa SOLID GROUT ALL CELLS *5 HORIZ. • 48'Oc OOYlE1$ TO MATCH 4 LAP VERT. REIW (ALT. BEND) *4 VMS. • 16'oc WHERE SLAB OCCURS GONG. PAVING PER ARGHL MERE OCCURS 42' (3) *5 GOVT_ l!� 1/2' • ALL- THREAD rd/ VOL. NUTS • T4B TYP. • 8' -O'oc. MAX ATTACH TO HOOD PER HOOD MAW. RECO*@DAT1OIS -TYP. HOOD PER KITCHEN P$166. (Iocplf MAX) I TYP. FOR C.010EGTION BY HOOD MAN1F. METAL STUDS PER PLAN STEEL BEAM PER PLAN UNISTIT T PI386' GLAH P --TYP. UIISTRUT Yt000' TYP: 1/2'• ALL -THIRD. PER • I'2Is-O' 9 24' MIN. \NO EXCAVATION DOUBLE CURTAIN 1 1. NO PIPE SHALL PASS TROUGH FOOTING. 2. PROVIDE SUEVE MIN. 1' • LAR6ER THAN PIPE. 3. PLACE Mw GONG. FILL PRIOR TO TIIARRS FOOTN6 PAR HAKE FILL SAFE MIN AS FOOT,* t FU U. GEM OF pro* - MOM TYP. TRENCH FIG DETALS T413 DAM WHERE OCCURS-TYP. MOM THIS ME. SECTION A -A I -o• 5 6 OFFSETS AND SPLICES lo• BEND 135• BEND TYPICAL STIRRUPS AND TIES TIE WIRE 4d or 2 1/2'MIK. Q 180' BEND TYPICAL HOOKS AND BENDS £J Ga. 48 (24'MIN) M MASOt4R1f GLASS 8' SPLICES • GRAVE 0EAMS UNO. TYP. REINFORCING BENDS FOR BRAC3i6.6 TOP SEE VET CONG.SLAB 1 =115 11 I I� I I� I I� 11, I "- T l t• III SECT. @$ AL STUDS • WOG NON -BRS. PALL I .%1191e I e I NONBEARING PARTITION DETALS I I'2r-o I REVIEWED FOR CODE COMPLIANCE APPROVED Aaz L BOLTS 9V L LL BE PACED 1IDt closet THAN • VIA. AFAR T CT" (6) BOLT VIA FROM BD OF - . OT 11,11:AvZ 2. INCREASE EMBEDMENT BY 7 FOR AP5'ls N TIE TOP OF . - GOLI11 6 AND MISTERS. ij j `:4 _ � %i __ - 3_ DO RE D- b•04 AB. ARE PLACED VERTICAL DEL rtx f ig •: . SSGT_ A-A 11!.71 O.I45'• 7C-17N' SHOT ORNEN PAWS • 32'oa i2/ 1 V4' MIN. 138 4 1/8'• x 146*. DISCS-TYP. URIC. BOLT FACE OF CCNIC aR CM N AL L MINI/4M BEND D2 TRW 16 D28d FOR 01 T1RD *11 D2IOd FOR N4 TFRU *16 M1111MIM INSIDE STIRRUP 4 TIES DI. 4d FOR *5 THRU *5 DI2 6d FOR *6 mar *a 1 -0• V8' VIDE SAN= .POINT 1 CONTRACTOR 51404.L LOCATE JOINTS ALONG COLUMN LINES WEt1EVER L A S C O L A structural engineers 23682 blrtcher drive lake forest ca. 92630 (949) 770 - 9967 tel (949) 770 - 9542 fax SIGNATURE TT• auMNGS. sPECi1G11WN5 ANO OTHER 00aRENTS PREPARED BY THE ARCHITECT FOR MS PROJECT ARE NISTRUHENTS OF THE moiTEtrs SERVICE FOR USE SCREW MTH RESPECT 10 MS PROJECT AND UNLESS OTHOHMSE FRONDED. THE Am mmCr Swett DE CEDED THE MJTHOR OF 1Ti:E DOCIJUEMS me SHALL RUM ALL OOIiaON ua. STATUTORY NO OMNER RESEW() Rion. MCuPONG lit COPV10GIQ. THE IIRDITECrS ORAHNGS. SPEcinc c•S oR OTHER OOCUIlEHIS SWILL NOT DE USED BY RC OTINER OR ODERS ON OVER PROJECIS. FOR ADOIROhS TD THT5 PROJECT OR FOR COITPLETION OF THIS PROJECT SI OTHERS EXCEPT BY ACREETIENT w *RIMS BY THE ARCHITECT. - 0 PROGRESS PRINT 223-01 • PLAN CHECK - O BID SET 5A4/O1 parratat 0 9EE! T+AC CRANIA BY 11 QECIIED Bf SCALE V4'ar -Or MI NM • 'r s• "4t. 0 CONSTRUCTION z 0 1- 0 fr 1- z 0 0 W z RECENED ..:. • PEKT1i1 _ ri .�:t TYPICAL DETAILS SHIT NUMBER OF _1 co J °D Q � ai W 3 F z W 0 I I- D 0 0 J Wm I W 1 S1.1 ic • 1 -O' I• =r- I 22 TYP. SERVICE YARD WALL ST 40' ROE LESS TH•V4 24' 15 AVMABLE UP_ i=11i = _�IfII- I2)*5 • TCP MOMS OMS MIS VERT. EA. SCE OF OFE1646 CMU WALL R I F. • OPENINGS 4•• MAX GALV. SLEEVE I OR NORM) (2) ADDL. *5 T4B T4B FER PLAN CONCRETE STAR SECTION 11 =1 I I- -� 3'-O' HG 4` IQt CO STARS rd •3 • Woo YP T. BASE PLATE AB LAYOUT I'=1• -O' CLASS 8" LAP SPLICE LB1G1I (Inches) 8418 SIZE f & = 3000 f = 4000 it = 5.000 I6 16 I6 12 12 12 T 22 22 22 16 16 W .3 T B # B T 2i 27 21 B 20 20 20 T 36 313 33 25 24 24 48 41 38 34 30 21 B T >" B T 63 56 41 B 45 34 35 T 80 M 62 B 51 44 44 •4 T 101 88 ?1 B T2 63 56 T 124 fOg 46 - � B 8q 77 64 SINGLE CURTAIN LENGTH OF BEMS SHALL BE LAR6ER OF 113 OR PER Imo' BARS TO MATCH t• /3 SPLICE I TES Pet SQBA Wit T1 5 ELEVATION IS *FAIT TO EIE USECI AS A WOE TIE ACTUAL SPLICE LOCATICO S MAY OCCUR AT DIFFERENT T LOCCATIOl&e Is. THE TOP BARS QQlm tarp TO au 9LIGED AT EVERY GOLLM( IIAEVEI j MERE TOP OARS ARE SPLICED. WE GEIt'iER OF THE SPLICE 14,15T OCC R AT TIE CENTER OF THE COMM. VALIE'S ALE FOR MIRI4AL IE16NT lCONCiETE. FOR L!ff /119618 caaGIIETF. i!>tTrty VALLES BY 133 r.rte• 's T-0 • • • SEE ARGIL. (2) *5 GOVT_ 1'=I' -O' *5 HORIZ. • 32'oa 8' GONG. BLOCK W *5 VERT. • IVoa EF. 6ROUTED SOLID *4 VMS. • 16'Oc YE SLAB OCCURS 7 / ARc Ht GONG . PAVING PER . WHERE OCGULS 3' GLR. TYP (5) *5 CONT. T 4 B 17 iI HOOD ROD SUPPORT SEE ARCHL STEEL BEAM PER PLAN / UNISTRUr Pg86' /CLAMP -TYP. U ISTRUT P1000' TYP. 1/2'4 ALL-THIRD. PERK ------ - -' - - SEE ARGHL • 3' GL (2) 15 CONT. 8' CCM. BLOCK di/ *5 VERT. • I&'oa SOLID GROUT ALL CELLS *5 HORIZ. • 48'Oc OOYlE1$ TO MATCH 4 LAP VERT. REIW (ALT. BEND) *4 VMS. • 16'oc WHERE SLAB OCCURS GONG. PAVING PER ARGHL MERE OCCURS 42' (3) *5 GOVT_ l!� 1/2' • ALL- THREAD rd/ VOL. NUTS • T4B TYP. • 8' -O'oc. MAX ATTACH TO HOOD PER HOOD MAW. RECO*@DAT1OIS -TYP. HOOD PER KITCHEN P$166. (Iocplf MAX) I TYP. FOR C.010EGTION BY HOOD MAN1F. METAL STUDS PER PLAN STEEL BEAM PER PLAN UNISTIT T PI386' GLAH P --TYP. UIISTRUT Yt000' TYP: 1/2'• ALL -THIRD. PER • I'2Is-O' 9 24' MIN. \NO EXCAVATION DOUBLE CURTAIN 1 1. NO PIPE SHALL PASS TROUGH FOOTING. 2. PROVIDE SUEVE MIN. 1' • LAR6ER THAN PIPE. 3. PLACE Mw GONG. FILL PRIOR TO TIIARRS FOOTN6 PAR HAKE FILL SAFE MIN AS FOOT,* t FU U. GEM OF pro* - MOM TYP. TRENCH FIG DETALS T413 DAM WHERE OCCURS-TYP. MOM THIS ME. SECTION A -A I -o• 5 6 OFFSETS AND SPLICES lo• BEND 135• BEND TYPICAL STIRRUPS AND TIES TIE WIRE 4d or 2 1/2'MIK. Q 180' BEND TYPICAL HOOKS AND BENDS £J Ga. 48 (24'MIN) M MASOt4R1f GLASS 8' SPLICES • GRAVE 0EAMS UNO. TYP. REINFORCING BENDS FOR BRAC3i6.6 TOP SEE VET CONG.SLAB 1 =115 11 I I� I I� I I� 11, I "- T l t• III SECT. @$ AL STUDS • WOG NON -BRS. PALL I .%1191e I e I NONBEARING PARTITION DETALS I I'2r-o I REVIEWED FOR CODE COMPLIANCE APPROVED Aaz L BOLTS 9V L LL BE PACED 1IDt closet THAN • VIA. AFAR T CT" (6) BOLT VIA FROM BD OF - . OT 11,11:AvZ 2. INCREASE EMBEDMENT BY 7 FOR AP5'ls N TIE TOP OF . - GOLI11 6 AND MISTERS. ij j `:4 _ � %i __ - 3_ DO RE D- b•04 AB. ARE PLACED VERTICAL DEL rtx f ig •: . SSGT_ A-A 11!.71 O.I45'• 7C-17N' SHOT ORNEN PAWS • 32'oa i2/ 1 V4' MIN. 138 4 1/8'• x 146*. DISCS-TYP. URIC. BOLT FACE OF CCNIC aR CM N AL L MINI/4M BEND D2 TRW 16 D28d FOR 01 T1RD *11 D2IOd FOR N4 TFRU *16 M1111MIM INSIDE STIRRUP 4 TIES DI. 4d FOR *5 THRU *5 DI2 6d FOR *6 mar *a 1 -0• V8' VIDE SAN= .POINT 1 CONTRACTOR 51404.L LOCATE JOINTS ALONG COLUMN LINES WEt1EVER L A S C O L A structural engineers 23682 blrtcher drive lake forest ca. 92630 (949) 770 - 9967 tel (949) 770 - 9542 fax SIGNATURE TT• auMNGS. sPECi1G11WN5 ANO OTHER 00aRENTS PREPARED BY THE ARCHITECT FOR MS PROJECT ARE NISTRUHENTS OF THE moiTEtrs SERVICE FOR USE SCREW MTH RESPECT 10 MS PROJECT AND UNLESS OTHOHMSE FRONDED. THE Am mmCr Swett DE CEDED THE MJTHOR OF 1Ti:E DOCIJUEMS me SHALL RUM ALL OOIiaON ua. STATUTORY NO OMNER RESEW() Rion. MCuPONG lit COPV10GIQ. THE IIRDITECrS ORAHNGS. SPEcinc c•S oR OTHER OOCUIlEHIS SWILL NOT DE USED BY RC OTINER OR ODERS ON OVER PROJECIS. FOR ADOIROhS TD THT5 PROJECT OR FOR COITPLETION OF THIS PROJECT SI OTHERS EXCEPT BY ACREETIENT w *RIMS BY THE ARCHITECT. - 0 PROGRESS PRINT 223-01 • PLAN CHECK - O BID SET 5A4/O1 parratat 0 9EE! T+AC CRANIA BY 11 QECIIED Bf SCALE V4'ar -Or MI NM • 'r s• "4t. 0 CONSTRUCTION z 0 1- 0 fr 1- z 0 0 W z RECENED ..:. • PEKT1i1 _ ri .�:t TYPICAL DETAILS SHIT NUMBER OF _1 co J °D Q � ai W 3 F z W 0 I I- D 0 0 J Wm I W 1 S1.1 I • • • • C'.) ._... 4141 .. -- - ••••••• • - • -- ...41.._41... _ swum.... -- . ___ 4141. ■ .4141..... • III r _IMO 11 . 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