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HomeMy WebLinkAboutPermit D12-244 - WESTFIELD SOUTHCENTER MALL - ALDO - STORAGE RACKSALDO SHOES 657 SOUThCENTER MALL D12-.244 City ("Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Inspection Request Line: 206 - 431 -2451 Web site: http: / /www.TukwilaWA.gov DEVELOPMENT PERMIT Parcel No.: 9202470010 Address: 657 SOUTHCENTER MALL TUKW Suite No: Project Name: ALDO SHOES Permit Number: D12-244 Issue Date: 08/07/2012 Permit Expires On: 02/03/2013 Owner: Name: WESTFIELD PROPERTY TAX DEPT Address: PO BOX 130940 , CARLSBAD CA 92013 Contact Person: Name: CHARLES MATTHEWS Address: 1320 GRAHAM , VILLE MONT ROYAL QC H3P3C8 Phone: 586 - 744 -5876 Contractor: Name: SAJO INC Phone: 514 - 850 -0333 Address: 1320 GRAHAM BL , MONT -ROYAL QUEBEC CANADA H3PC8 Contractor License No: SAJOII*893CZ Expiration Date: 03/04/2013 Lender: Name: Address: DESCRIPTION OF WORK: INSTALL STORAGE SHELVING AND MOBILE SHELF. Value of Construction: $0.00 Fees Collected: $779.67 Type of Fire Protection: International Building Code Edition: 2009 Type of Construction: II -B Occupancy per IBC: 0019 Electrical Service Provided by: PUGET SOUND ENERGY * *continued on next page ** doc: IBC -7/10 D12 -244 Printed: 08 -07 -2012 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: N Fire Loop Hydrant: N Number: 0 Flood Control Zone: Hauling: N Start Time: End Time: Land Altering: Volumes: Cut 0 c.y. Fill 0 c.y. Landscape Irrigation: Moving Oversize Load: Start Time: End Time: Size (Inches): 0 Sanitary Side Sewer: Sewer Main Extension: Private: Public: Storm Drainage: Street Use: Profit: N Non - Profit: N Water Main Extension: Private: Public: Water Meter: N Permit Center Authorized Date: zed Signature: � 1 I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating to this permit. • - , ormance of work. I am authorized to sign and obtain this development permit and agree to the conditions attached construction or t Signature: Creel Date: / 7 7/ Z_ Print Name: (;1; This permit shall become null and void if the work is not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: ** *BUILDING DEPARTMENT CONDITIONS * ** 2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the Building Official. 3: All permits, inspection records, and approved plans shall be at the job site and available to the inspectors prior to start of any construction. These documents shall be maintained and made available until final inspection approval is granted. 4: 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. 5: All rack storage requires a separate permit issued through the City of Tukwila Permit Center. Rack storage over 8 -feet in height shall be anchored or braced to prevent overturning or displacement during seismic events. The design and calculations for the anchorage or bracing shall be prepared by a registered professional engineer licensed in the State of Washington. 6: Remove all demolition rubble and loose miscellaneous material from lot or parcel of ground, properly cap the sanitary doc: IBC -7/10 D12 -244 Printed: 08 -07 -2012 sewer connections, and properly fill or othe a protect all basements, cellars, septic t lls, and other excavations. Final inspection approval will >retermined by the building inspector based tisfactory completion of this requirement. 7: Manufacturers installation instructions shall be available on the job site at the time of inspection. 8: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. 9: ** *FIRE DEPARTMENT CONDITIONS * ** 10: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 11: Install mechanical stops between the shelving units or in the tracks so that when the units are rolled together, a 6 inch minimum transverse flue space is maintained every 4 ft. along the length of the rolling shelving. (Contact Al Metzler 206 - 971 -8718 for further information.) 12: Storage shall be maintained 2 feet or more below the ceiling in nonsprinklered areas of buildings or a minimum of 18 inches below sprinkler head deflectors in sprinklered areas of buildings. (IFC 315.2.1) 13: Clearance between ignition sources, such as light fixtures, heaters and flame - producing devices, and combustible materials shall be maintained in an approved manner. (IFC 305.1) 14: Maintain fire alarm system audible /visual notification. Addition/relocation of walls or partitions may require relocation and/or addition of audible /visual notification devices. (City Ordinance #2328) 15: 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 #2328) (IFC 104.2) 16: Sprinklers shall be installed under fixed obstructions over 4 feet (1.2 m) wide such as ducts, decks, open grate flooring, cutting tables, shelves and overhead doors. (NFPA 13- 8.6.5.3.3) 17: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2327 and #2328) 18: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 19: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575 -4407. doc: IBC -7/10 D12 -244 Printed: 08 -07 -2012 CITY OF TUKW Community DevelopmMT Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Building Per No. 11(0)-- Z- � Project No. 7 - • Date Application Accepted: Date Application Expires: (For office use only) CONSTRUCTION PERMIT APPLICATION 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 ** SITE LOCATION I, �,, King Co Assessor's Tax No.: Site Address: �J�j�/ ��4 -peen A!f /%a ��. Th X W I /�. Suite Number: loor: Tenant Name: 4/ O O 3// Oe 3 New Tenant: .... Yes 0.. No PROPERTY OWNER I ) Name: / %S icil =l a SOW4Can r" /4 if Address ,0 se . fgalf City:: K /a. State:' ' 7et Zip: Cpes CONTACT PERSON — person receiving all project communication Names��II0, A A j( .S Address: /-597 O City: State: Zip: Phone:5.84_ -7811, go ax: Email:c/i a-Ahe_/ i SJo tae lleff 'eiW can GENERAL CONTRACTOR INFORMATION Company Name:C v Corry t u _ /_� tom' �� Address: 1,3j, 0 Gra horn City: ,V11I 171 _ (. p a I State: Q ^ Zip:h3D /a 1 ' / tfJflt ItO� l� 1 Jl� Phone: 51y . 3 O3�ax:SJw - 3ts5 - 5596, Contr Reg No.: Exp Date: Tukwila Business License No.: H:Wpplications\Forms- Applications On Line \2012 Applications\Permit Application Revised - 2- 7- 12.docx Revised: February 2012 bh ARCHITECT OF RECORD Name: Address: Company Name: Architect Name: Address: City: State: Zip: Phone: Fax: Email: ENGINEER OF RECORD Name: Address: Company Name: Engineer Name: Address: City: State: Zip: Phone: Fax: Email: LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: Address: City: State: Zip: -7,05 :51 Page 1 of 4 BUILDING PERMIT INFORMATION — 206 - 431 -3670 Valuation of Project (contractor's bid pri : $ 2O/ 00° Describe the scope of work (please provide detailed,ipformation): Existing uilding Valuation: $ &Loc k- A'o0»7 Al/ 7 t / mod,% S4 Q-/7e Will there be new rack storage? �..... Yes ❑ ..No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below 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: ❑ Sprinklers ❑ Automatic Fire Alarm ❑ None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes ❑ No If `yes', attach list of materials and storage locations on a separate 8 -1/2" x 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. H:Wpplications\Fonns- Applications On Line\2012 Applications\Permit Application Revised - 2- 7- 12.docz Revised: February 2012 bh Page 2 of 4 Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC l' Floor 2nd Floor 3rd Floor Floors thru Basement Accessory Structure* Attached Garage Detached Garage Attached Carport Detached Carport Covered Deck Uncovered Deck 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: ❑ Sprinklers ❑ Automatic Fire Alarm ❑ None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes ❑ No If `yes', attach list of materials and storage locations on a separate 8 -1/2" x 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. H:Wpplications\Fonns- Applications On Line\2012 Applications\Permit Application Revised - 2- 7- 12.docz Revised: February 2012 bh Page 2 of 4 PERMIT APPLICATION NOTES - • Value of Construction - In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review - Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The Building Official may 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). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING Signature: OR _... s RIZED AGENT: agin Print Name: l��J a'�i, Mot 4detas Mailing Address: 4.040 G'& a H: VApplications'Forms-Applications On Line \2012 Applications\Pttmit Application Revised - 2- 7- 12.docc Revised: February 2012 bh Date: -7/1J-1/ Day Telephone: 51043 %/q - s"-e-76 c:'i1 / i' Roy4 ( 0e' 1/3P 3e3 City State Zip Page 4 of 4 PUBLIC WORKS PERMIT INF TION — 206 - 433 -0179 • Scope of Work (please provide detailed information): Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water District ❑ .. Tukwila ❑ ...Water District #125 ❑ .. Water Availability Provided Sewer District ❑ .. Tukwila ❑ .. Sewer Use Certificate ❑... Highline ❑ ...Valley View 0... Renton ❑ ...Sewer Availability Provided 0... Renton 0... Seattle 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" x 34 ") ❑ .. Technical Information Report (Storm Drainage) ❑... Geotechnical Report ❑ .. Traffic Impact Analysis ❑ .. Bond 0... Insurance ❑... Easement(s) 0... Maintenance Agreement(s) ❑ .. Hold Harmless — (SAO) ❑ .. Hold Harmless — (ROW) 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 ❑ .. Total Fill cubic yards cubic yards ❑ .. Sanitary Side Sewer ❑ .. Cap or Remove Utilities ❑ .. Frontage Improvements ❑ .. Traffic Control ❑ .. Backflow Prevention - Fire Protection Irrigation Domestic Water 0... Right-of-way Use - Profit for less than 72 hours 0... Right-of-way Use — Potential Disturbance O ... Work in Flood Zone O ... Storm Drainage 0... Abandon Septic Tank ❑...Curb Cut 0... Pavement Cut 0... Looped Fire Line O ... Grease Interceptor ❑... Channelization 0... Trench Excavation O ... Utility Undergrounding ❑ .. Permanent Water Meter Size (1) " WO # (2) " WO # (3) " WO # ❑ .. Temporary Water Meter Size (1) " WO # (2) " WO # (3) " WO # ❑ .. Water Only Meter Size 9, WO # ❑ .. Deduct Water Meter Size " ❑ .. Sewer Main Extension Public ❑ Private ❑ ❑ .. Water Main Extension Public ❑ Private ❑ FINANCE INFORMATION Fire Line Size at Property Line Number of Public Fire Hydrant(s) ❑ .. Water ❑ .. Sewer ❑ .. Sewage Treatment Monthly Service Billing to: Name: Day Telephone: Mailing Address: Water Meter Refund/Billing: Name: Mailing Address: City State Zip Day Telephone: City State Zip H:Wpplications\Forms- Applications On Line\2012 Applications\Permit Application Revised - 2- 7- 12.docx Revised: February 2012 bh Page 3 of 4 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.TukwilaWA.aov RECEIPT Parcel No.: 9202470010 Permit Number: D12-244 Address: 657 SOUTHCENTER MALL TUKW Status: PENDING Suite No: Applied Date: 07/25/2012 Applicant: ALDO SHOES Issue Date: Receipt No.: R12 -02268 Payment Amount: $474.30 Initials: JEM Payment Date: 08/02/2012 12:40 PM User ID: 1165 Balance: $0.00 Payee: CHARLES N MATTHEWS TRANSACTION LIST: Type Method Descriptio Amount Payment Credit Crd VISA Authorization No. 134406 ACCOUNT ITEM LIST: Description 474.30 Account Code Current Pmts BUILDING - NONRES STATE BUILDING SURCHARGE 000.322.100 469.80 640.237.114 4.50 Total: $474.30 doc: Receiot -06 Printed: 08 -02 -2012 • 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.TukwilaWA.gov RECEIPT Parcel No.: 9202470010 Permit Number: D12-244 Address: 657 SOUTHCENTER MALL TUKW Status: PENDING Suite No: Applied Date: 07/25/2012 Applicant: ALDO SHOES Issue Date: Receipt No.: R12 -02198 Payment Amount: $305.37 Initials: WER Payment Date: 07/25/2012 03:38 PM User ID: 1655 Balance: $474.30 Payee: CHARLES MATTHEWS TRANSACTION LIST: Type Method Descriptio Amount Payment Credit Crd VISA Authorization No. 03574A ACCOUNT ITEM LIST: Description 305.37 Account Code Current Pmts PLAN CHECK - NONRES 000.345.830 305.37 Total: $305.37 doc: Receiot -06 Printed: 07 -25 -2012 INSPECTION NO. CITY OF TUKWILA BUILDING 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 431-2451 INSPECTION RECORD Retain a copy with permit D 2.. -144 PERMIT NO. DIVISION ' (206) 431 -3670 Project: Type of-Inspection: Address: ' � S/ 14 �o S Date Called: Special Instructions: Date Wanted:. t a.m. Requester: Phone No: Approved per applicable codes. ElCorrections required prior to approval. r COMMENTS: n M(t Lip(e f n Inspec( or: ri 1 Date: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 1:1z, (206) 431-3670 Permit Inspection Request Line (206) 431 -2451 Project: j � , (tCO .S%.O -e S Type of Inspection: P: Ai A. ,7 Addr ss: Sc . ! Date Called: Special Instructions: Date Wanted:. y. m.. — i.0 V(' P.m. Requester: Phone o: 5N* - '74 - S '1,. JApproved per applicable codes. 0Corrections required prior to approval . COMMENTS: Inspector:( t C-21/-1 A-t et re f riez . f",r Date: REINSPECTION FEE REQUIRED. Prior to next inspection fee %must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule'reinspections.' • Kro aZan & ASSOCIATES, INC. GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRU(WCI 'lbG & INSPECTION August 10, 2012 City of Tukwila Building Department Address City, State Zip RE: Final Letter Aldo 657 Southcenter Mall Tukwila, WA To Whom It May Concern: AUG 2 0 20111 Cow +t44UNLrf DIVE .0PNT KA No. 066 -12161 j Permit No. D12-244 In accordance with your request and authorization, we have performed special testing and inspection services for the above referenced project. The special inspections for this project were: • Proprietary Anchors To the best of our knowledge, all work which has been tested and/or inspected has been found to be in general accordance with the approved plans and specifications, engineering revisions, and Chapter 17 of the 2009 International Building Code. If you have any questions, or if we can be of further assistance, please do not hesitate to contact our office at (253) 939 -2500. Respectfully submitted, William Throne Operations Manager Puyallup CC: Sajo Construction With Offices Serving The Western United States 922 - Valley Avenue NW Suite 101 • Puyallup, WA 98371 • (253) 939 -2500 • Fax: (253) 939 -2556 --Krazan & Associates, CENED FIELDREPQ_ TNO: ,AUG 2 0 2D12) GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING AND INSPECTION DATE: O.`0l - 2-D`2_ PROJECT #: D 6 PROJECT: A LAD 0 LOCATION: S7 504 nc =rt('- rn At( KRAZAN PROJECT MANAGER: rt CONTRACTOR: JURISDICTION: Tuk.c,si \ t PERMIT #: <D' 12 '- 2 4G( INSPECTOR: (-r i i►T ✓P► kt WEATHER: , 14nny -4 k. k v� TEMP: 6..r Cv rvArm!r rr c rtchoy i„s-c rte._ . V4et45e + 6u H ardx TTY-\ S c 4YS l e -76r C e' -f-ra G-k uAT i n — (� v ct i,Z uks a < el -. c man tiictch P-ftY Sp e 'i cr4c15 . q_11, v zd mom— d1 tp -- Z �� Equipment/Asset Number(s): nem e To the best of my knowledge, the above Superintendent /Rep AS NOT performed in accordance with the approved plans, specifications, and regulatory requirements. tative: Technicians 14h re-Ls. This report indicates our inspector's observation and testing results based on the site condition and contractors activities. This information is subject to review prior to final submittal. By signing this report, our inspector does not accept responsibility for validity of the results. Some information on this report may have been provided by others on site. The information provided on this report is prepared for the exclusive use of the client. This report may not be reproduced in any format without the written permission of the client and Krazan & Assoc. Bothell (425) 485 -5519 DAILY FIELD REPORT 2009.doc Offices Serving the Western United States Gresham (503) 665 -3574 Poulsbo (360) 598 -2126 Puyallup (253) 939 -2500 EFFECTIVE: 4/22/2009 nscEIVED AI's & Associates �ln0 2M21 i;U: ,N►USITY GEOTEcHNICAL ENGINEERING • ENVIRONMENTAL ENGNEERINGI)EvELOP3iENI CONSrRUGT10N TESTING AND INSPECTION DATE: 7 " 3 1 - 2-19I 2 PROJECT #: 0 trG, I Z 1 6 I PROJECT: Al- b LOCATION:. I I S7 SOttikt ealti -e4 fn*J KRAZAN PROJECT MANAGER: FIELD REPQ*T NO: 15 4 0 6 9 CONTRACTOR: JURISDICTION: 1'w4041 tat, PERMIT #: (� /,Z -,.Z'y INSPECTOR: '1• T I A- r VV- Fjippq WEATHER: S ur>17 TEMP: ,' 'J f S*-}•c., Aar Yuma Ltt- `ref Spcct�t is�S�r.c of me hulk bot+s -:i• ti. 1/e-Y of 11 etc" Ma 44C1 a`,e$ park .'(•s+ ` I. Frs Hari df L�(cafg 1_� 1- dti■,..ho r,5 k n t ea t--c- pr »r Dio eii.atl a ` tA.S (^t& qie in{ ex.( 13-4 "''G M WC ptsv61-ets ct,h+riftetert yNoVrt4 L i t i p c O T ®S VJ o rk, e-r 1' me...st.loc,,p` 1rn • 1 rAuY' Avv,),ors ruirx I l tot- atr i -- ip c -c r • >/e G;1�,s -�,Ft a u 1'e4t• upon comp- o-( work. Equipment/Asset Number(s): I1 Q•1 ei To the best of my knowledge, the above WAS / WAS NOT performed in accordance with the approved plans; specifications, and ,regulatory requirements. Superintendent/Representative: Techn' 'an: (ih orze This report Indicates our inspectors observation and testing results based on the she condition and contractors tor's activities. This information is subject to review prior to final submittal. By signing this report, our inspector does not accept responsibility for validity of the results. Some Information on this report may have been provided by others on site. The information provided on this report Is prepared for the ezdushve use of the client. This report may not be reproduced in any format without the written permission of the dent and Krazan & Assoc. Offices Serving the Western United States Bothell (425) 485 -5519 Gresham (503) 665 -3574 Poulsbo (360) 598 -2126 Puyallup (253) 939 -2500 DAILY FIELD REPORT 2009.doc EFFEC IVE:41222009 Job No. 12 -385 Sheet No. 1 By Richard Dahlmann, P.E. Date 4/12 PILE COPY CLIENT: Fitch 16435, North Scottsdale Road, Suite 195 Scottsdale, AZ 85254 PROJECT Aldo Stockroom Shelves SouthCenter Mall Seattle, WA GENERAL INFORMATION: CARUSO TURLEY SCOTT, INC. consulting 1215 W. Rio Salado Tempe, Arizona 85281 480/ 774-1700 480/ 774 -1701 (FAX) File: T:IENGIFORMSICALC COVER SHEET.DOC REVIEWED FOR CODE COMPLIANCE APPROVED AUG 032012 City of Tukwila BUILDING DIVISION I 1- a 1-1 RECEIVED JUL 262012 PERMIT CENTER Z Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 47.46070000000001 Longitude = - 122.25990000000002 Spectral Response Accelerations Ss and S1 Ss and S1 = Mapped Spectral Acceleration Values Site Class B- Fa= 1.0 ,Fv = 1.0 Data are based on a 0.05 deg grid spacing Period Sa (sec) (g) 0.2 1.429 (Ss, Site Class B) 1.0 0.489 (S1, Site Class B) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 47.46070000000001 Longitude = - 122.25990000000002 Spectral Response Accelerations SMs and SM1 SMs =FaxSs and SM1 =FvxS1 Site Class D - Fa = 1.0 ,Fv = 1.511 Period Sa (sec) (g) 0.2 1.429 (SMs, Site Class D) 1.0 0.740 (SM1, Site Class D) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 47.46070000000001 Longitude = - 122.25990000000002 Design Spectral Response Accelerations SDs and SD1 SDs = 2/3 x SMs and SD1 = 2/3xSM1 Site Class D- Fa= 1.0 ,Fv = 1.511 Period Sa (sec) (g) 0.2 0.953 (SDs, Site Class D) 1.0 0.493 (SD1, Site Class D) CARUSO TURLEY SCOTT consulting structural engineers 1215 W. Rio Salado Pkwy Suite 200 Tempe, AZ 85281 T: 480 - 774 -1700 F: 480-774-1701 1'. -. ire _4 - -. a ■__��j ■ WEthUL nimsa � im ���p 4 �.J._I_._Y: Job Name GT,'D Job No. Z -385 By i - ").i Sheet No. Date 1:442 P Ic ■�■ ■ / 1111 a_ i i- 1 s 1111 ®1111■ `1111■ C■■ / f1Tce -t--- - -j__. -. -� _J_r_ rmari■■� ■■■ R■■ ■■■t�El _i 1 1 11�■n11 �■ 11� ■ ■■■11 1111 ■ - r i� t11i1� ■a ; CARUSO TURLEY SCOTT consulting structural engineers 1215 W Rio Salado Pkwy Suite 20C Tempe. AZ 85281 T: 480 -774 -1700 F: 480-774-1701 Job Name //A LD p Job No. izZ --3ac Sheet NO. t, By Date 1/4-4 rte= n/69" 03. : - _1_4. - _ 7- i._ , II - -- _. _ I - - _� ._..11 II - - l - .' -I - t ..� —,_ . .... ~ _ _. 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Page 2 Material: A715 Grade 50 No strength increase from cold work of forming. Modulus of Elasticity, E 29500 ksi Yield Strength, Fy 50 ksi Tensile Strength, Fu 60 ksi Warping Constant Override, Cw 0 in ^6 Torsion Constant Override, J 0 in -4 Stiffened Channel, Thickness 0.03 in Placement of Part from Origin: X to center of gravity 0 in Y to center of gravity 0 in Outside dimensions, Open shape Length Angle Radius Web k (in) (deg) (in) Coef. 1 0.3300 270.000 0.30000 None 0.000 2 0.6600 180.000 0.30000 Single 0.000 3 3.2000 90.000 0.30000 Cee 0.000 4 0.6600 0.000 0.30000 Single 0.000 5 0.3300 - 90.000 0.30000 None 0.000 Full Section Properties Hole Size Distance (in) (in) 0.0000 0.1500 0.0000 0.3000 0.0000 1.6000 0.0000 0.3000 0.0000 0.1500 Area 0.13558 in ^2 Wt. Ix Sx(t) Sx(b) Iy Sy(1) Sy(r) I1 I2 Ic Io 0.00046096 k /ft Width 0.16995 in ^4 rx 0.10622 in ^3 y(t) 0.10622 in ^3 y(b) . Height 0.00627 in ^4 ry 0.04099 in ^3 x(1) 0.01236 in ^3 x(r) Width 0.16995 in ^4 rl 0.00627 in ^4 r2 0.17622 in ^4 rc 0.19686 in ^4 ro 1.1196 in 1.6000 in 1.6000 in 3.2000 in 0.2150 in 0.1530 in 0.5070 in 0.6600 in 1.1196 in 0.2150 in 1.1401 in 1.2050 in Ixy a Xo Yo jx jy Cw J 4.5192 in 0.00000 in ^4 0.000 deg - 0.3901 in 0.0000 in 1.8958 in 0.0000 in 0.011900 in ^6 4.0673e -05 in ^4 Fully Braced Strength - 2007 North American Specification - US.(ASD) Material Type: A715 Grade 50, Fy =50 ksi Compression Positive Moment Pao 2.6653 k Maxo 3.1803 k -in Ae 0.095950 in ^2 Ixe 0.16995 in ^4 Sxe(t) 0.10622 in ^3 Tension Sxe(b) 0.10622 in ^3 Ta 4.0592 k Shear Vay Vax 0.9472 k 0.0000 k Negative Moment Positive Moment Mayo 0.3702 k -in Iye 0.00627 in ^4 Sye(1) 0.04099 in ^3 Sye(r) 0.01236 in ^3 Negative Moment Maxo 3.1803.k -in Mayo Ixe 0.16995 in ^4 Iye Sxe(t) 0.10622 in ^3 Sye(1) Sxe(b) 0.10622 in ^3 Sye(r) Section contains no web elements for horizontal shear. 0.3613 k -in 0.00585 in ^4 0.03334 in ^3 0.01207 in ^3 CFS Version 6.0.2 Section: Section 1.sct Channel 0.75x1.5 -18 Gage Page 1 eng10 Caruso Turley Scott, Inc. CFS Version 6.0.2 Section: Section 1.scl Channel 0.75x1.5 -18 Gage L. L/ I '.) eng10 Caruso Turley Scott, Inc. Page 2 Material: A715 Grade 50 No strength increase from cold work of forming. Modulus of Elasticity, E 29500 ksi Yield Strength, Fy 50 ksi Tensile Strength, Fu 60 ksi warping Constant Override, Cw 0 in "6 Torsion Constant Override, J 0 in ^4 Channel, Thickness 0.0451 in (18 Gage) Placement of Part from Origin: X to center of gravity 0 in Y to center of gravity 0 in Outside dimensions, Open shape Length Angle Radius Web (in) (deg) 1 1.5000 180.000 2 0.7500 90.000 3 1.5000 0.000 Full Section Properties k Hole Size Distance (in) (in) 0.0000 0.7500 0.0000 0.3750 0.0000 0.7500 (in) Coef. 0.093750 Single 0.000 0.093750 Cee 0.000 0.093750 Single 0.000 Area 0.16055 in ^2 Wt. Ix Sx(t) Sx(b) Iy Sy(1) Sy(r) I1 I2 Ic Io 0.01729 in ^4 rx 0.046096 in ^3 y(t) 0.046096 in ^3 y(b) Height 0.03652 in ^4 ry 0.057411 in "3 x(1) 0.042280 in ^3 x(r) Width 0.03652 in ^4 rl 0.01729 in ^4 r2 0.05381 in "4 rc 0.32821 in ^4 ro 0.00054589 k /ft 0.3281 in 0.3750 in 0.3750 in 0.7500 in 0.4769 in 0.6362 in 0.8638 in 1.5000 in 0.4769 in 0.3281 in 0.5789 in 1.4298 in Width 3.5600 in Ixy 0.00000 in ^4 a - 90.000 deg Xo - 1.3073 in Yo 0.0000 in jx 1.3726 in jy 0.0000 in Cw 0.0033444 in ^6 J 0.00010886 in ^4 Fully Braced Strength - 2007 North American Specification - US (ASD) Material Type: A715 Grade 50, Fy =50 ksi Compression Positive Moment Pao 2.5715 k Maxo 0.7712 k -in Ae 0.092574 in ^2 Ixe 0.012043 in ^4 Sxe(t) 0.025758 in ^3 Tension Sxe(b) 0.042638 in ^3 Ta 4.8070 k Shear Vay • Vax 0.3994 k 2.3020 k Negative Moment Maxo 0.7712 k -in Ixe 0.012043 in ^4 Sxe(t) 0.042638 in ^3 Sxe(b) 0.025758 in ^3 Positive Moment Mayo 0.3030 k -in Iye 0.011269 in ^4 Sye(1) 0.029163 in ^3 Sye(r) 0.010120 in ^3 Negative Moment Mayo 1.2659 k -in Iye 0.036523 in ^4 Sye(1) 0.057411 in ^3 Sye(r) 0.042280 in ^3 9 SHELF LOADING- SEISMIC LOAD CASES PER RMI 2.1 BASED ON.RMI SECTION 2 LOAD CASES INTERIOR CONDITIONS - NO WIND LOAD, ROOF LOAD, SNOW LOAD OR RAIN LOAD 1. DL 2. DL +PL 3. (0.6 - 0.11 Sds)DL + .75 (0.6 - 0.14Sds)PLapp - .75 (.67 X EL) 0.46 DL + 0.32 PL - 0.50 EL 4. (1 + 0.11Sds)DL + .75 (1 + 0.14Sds)PL + .75 (.67 X EL) = 1.14 DL + 0.88 PL + 0.50 EL For load support beams and their connections only: 5. DL + .88PL + IL Seismic loads: // Sds= 1.268 Sd1= 0.689 �5= . q 53 ` •26 8 'Du R= 4 (worst case) Ip= 1.0 r .'-(9 < • 687 .0' a%r Cs= Sds /R= Cs min= .044 Sds= Cs= 0.32 0.32 0.06 or.5S1 /R= 0.09 Number of Shelves= 6 Shelf depth= 28 inches DL per shelf= PL per shelf= Pallet Loading Criteria: A..67 PL (all shelves) B. PL (top shelf only) 30 lbs 50 lbs Total DL= Total PL= 180 lbs 300 lbs Ws= DL +.67 PL= 381 lbs Ws= DL+ PL top shelf only 230 lbs EL Case A= Cs Ip Ws= 121 lbs EL Case B= Cs Ip Ws= 73 lbs Seismic Load Distribution Loading Criteria A: .67 PL (all shelves) DL= 30 lbs per shelf PL= 50 lbs per shelf EL= 121 lbs Load Case #1 DL DL per shelf= 30 lbs PL per shelf= 0 lbs EL= O lbs level wi hi wiXhi % Fi Mi(' Ibs) 1 30 0.25 7.5 1% 0.0 0.0 2 30 2.41 72.3 8% 0.0 0.0 3 30 4.3 129 14% 0.0 0.0 4 30 6.2 186 20% 0.0 0.0 5 30 7.66 229.8 25% 0.0 0.0 6 30 9.5 285 31% 0.0 0.0 180 909.6 100% 0.0 0.0 Mot= 0 'Ibs T= -90 lbs Load Case #2 DL +PL DL per shelf= 30 lbs PL per shelf= 50 lbs EL= 0 lbs Mr= 210.0 'Ibs level wi hi wiXhi % Fi Mi(' Ibs) 1 80 0.25 20 1% 0.0 0.0 2 80 2.41 192.8 8% 0.0 0.0 3 80 4.3 344 14% 0.0 0.0 4 80 6.2 496 20% 0.0 0.0 5 80 7.66 612.8 25% 0.0 0.0 6 80 9.5 760 31% 0.0 0.0 480 2425.6 100% 0.0 0.0 Mot= 0 'Ibs T= -240 lbs Mr= 560.0 'Ibs Load Criteria A: Load Case #3 (0.6 - 0.11 Sds)DL + .75 (0.6 - 0.14Sds)PLapp - .75 (.67 X EL) 0.46 DL + 0.32 PL - 0.50 EL DL per shelf= 13.8 lbs PL per shelf= 15.8 lbs EL= 60.7 lbs level wi hi wiXhi % Fi Mi(' Ibs) 1 30 0.25 7.4 1% 0.5 0.1 2 30 2.41 71.5 8% 4.8 11.6 3 30 4.3 127.5 14% 8.6 37.0 4 30 6.2 183.9 20% 12.4 76.9 5 30 7.66 227.2 25% 15.3 117.4 6 30 9.5 281.8 31% 19.0 180.7 178 899.2 100% 60.7 423.8 Mot= 424 'Ibs T= 93 lbs Mr= 207.6 'Ibs Load Case #4 (1 + 0.11Sds)DL + .75 (1 + 0.14Sds)PL + .75 (.67 X EL) 1.14 DL + 0.88 PL + 0.50 EL DL per shelf = 34.2 lbs PL per shelf = 44.2 lbs EL= 60.7 lbs level wi hi wiXhi % Fi Mi(' Ibs) 1 78 0.25 19.6 1% 0.5 0.1 2 78 2.41 188.8 8% 4.8 11.6 3 78 4.3. 336.9 14% 8.6 37.0 4 78 6.2 485.7 20% 12.4 76.9 5 78 7.66 600.1 25% 15.3 117.4 6 78 9.5 744.2 31% 19.0 180.7 470 2375.3 100% 60.7 423.8 Mot= 424 'Ibs T= -53 lbs Mr= 548.4 'Ibs IZ Seismic Load Distribution Loading Criteria B: PL (top shelf only) DL= 30 lbs per shelf PL= 50 lbs on top shelf only EL= 73 lbs Load Case #1 DL DL per shelf= 30 lbs PL per shelf= 0 lbs EL= 0 lbs level wi hi wiXhi % Fi Mi(' Ibs) 1 30 0.25 7.5 1% 0.0 0.0 2 30 2.41 72.3 8% 0.0 0.0 3 30 4.3 129 14% 0.0 0.0 4 30 6.2 186 20% 0.0 0.0 5 30 7.66 229.8 25% 0.0 0.0 6 30 9.5 285 31% 0.0 0.0 180 909.6 100% 0.0 0.0 Mot= 0 'Ibs T= -90 lbs Load Case #2 DL +PL DL per shelf= 30 lbs PL per shelf= 50 lbs EL= 0 lbs Mr= 210.0 'Ibs level wi hi wiXhi % Fi Mi(' Ibs) 1 30 0.25 7.5 1% 0.0 0.0 2 30 2.41 72.3 5% 0.0 0.0 3 30 • 4.3 129 9% 0.0 0.0 4 30 6.2 186 13% 0.0 0.0 5 30 7.66 229.8 17% 0.0 0.0 6 80 9.5 760 55% 0.0 0.0 230 1384.6 100% 0.0 0.0 Mot= 0 'Ibs Mr= 268.3 'Ibs T= -115 lbs 3 Load Criteria B: Load Case #3 (0.6 - 0.11 Sds)DL + .75 (0.6 - 0.14Sds)PLapp - .75 (.67 X EL) 0.46 DL + 0.32 PL - 0.50 EL DL per shelf= 13.8 Ibs PL per shelf= 15.8 Ibs EL= 36.6 Ibs level wi hi wiXhi % Fi Mi(' Ibs) 1 14 0.25 3.5 1% 0.2 0.1 2 14 2.41 33.3 6% 2.1 5.2 3 14 4.3 59.4 10% 3.8 16.4 4 14 6.2 85.7 15% 5.5 34.2 5 14 7.66 105.8 19% 6.8 52.2 6 30 9.5 281.8 49% 18.1 172.2 99 Mot= 280 'Ibs T= 71 Ibs 569.4 100% 36.6 280.2 Mr= 115.2 'Ibs Load Case #4 (1 + 0.11Sds)DL + .75 (1 + 0.14Sds)PL + .75 (.67 X EL) 1.14 DL + 0.88 PL + 0.50 EL DL per shelf = 34.2 Ibs PL per shelf= 44.2 Ibs EL= 36.6 Ibs level wi hi wiXhi % Fi Mi(' Ibs) 1 34 0.25 8.5 1% 0.3 0.1 2 34 2.41 82.4 8% 2.9 7.0 3 34 4.3 147.0 14% 5.2 22.3 4 34 6.2 211.9 20% 7.5 46.4 5 34 7.66 261.9 25% 9.3 70.9 6 34 9.5 324.8 31% 11.5 109.1 205 1036.5 100% 36.6 255.8 Mot= 256 'Ibs Mr= 239.3 'Ibs T= 7 Ibs T max= 93 Ibs per shelving unit/ 2 columns= 46 Ibs per column Vmax= ' 60.7 Ibs per shelving unit/4 columns = 15 Ibs per column 3/5'' 7e2 ne S,4 14 I L„- J l/ (') )4 130(7 CP-4cl, co/v/14A) www. hilt i.us Company: Specifier: Address: Phone I Fax: E -Mail: PROFIS Anchor 2.0.6 Caruso Turley Scott, Inc. 1215 W. Rio Salado Parkway, #200 Tempe. AZ 85281 (480) 774-17001(480) 774 -1701 Page: Project: Sub- Project I Pos. No.: Date: 1 Specifier's comments: 1. Input data Anchor type and diameter: Effective embedment depth: Material: Evaluation Service Report:: Issued I Valid: Proof: Stand -off installation: Profile Base material: Reinforcement: Geometry [in.] Kwik Bolt TZ - CS, 3/8 (2) h,, = 2.000 in. Carbon Steel . ESR 1917 9/1/200719/1/2009 design method ACI 318 / AC 193 no profile cracked concrete , 2500, f: = 2500 psi; h = 4.000 in. condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Loading [lb, in. -lb] Governing loads N =67 )t--(b•". Mz= 0.000 x =54 7f5 -' MY = 0.000 Vx =0 Mx = 0.000 h,,,,, =2.625 x Governing loads (Load case 1) N V V, M, M M 67 0 54 0.000 0.000 0.000 h = 4.000 Eccentricity (structural section) [in.] e, = 0.000; eY = 0.000 Seismic loads (cracked concrete assumed; categories C, D, E, or F): no Input data and results must be checked for agreement with the existing conditions and for plausibility) PROFIS Anchor ( c) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan I " -f www.hilti.us PROFIS Anchor 2.0.6 Company: Caruso Turley Scott, Inc. Page: Specifier: 1215 W. Rio Salado Parkway, #200 Project: Address: Tempe, AZ 85281 Sub - Project I Pos. No.: Phone I Fax: (480) 774-17001(480) 774 -1701 Date: E -Mail: 2 2. Load case /Resulting anchor forces Load case (governing): Anchor reactions [lb] Tension force: ( +Tension, - Compression) Anchor Tension force Shear force Shear force x Shear force y 1 67 54 0 54 max. concrete compressive strain [ %o]: 0.00 max. concrete compressive stress [psi]: 0 resulting tension force in (x /y)= (0.000/0.000) [lb]: 67 resulting compression force in (x /y) =(0/0) [lb]: 0 3. Tension load Proof Load N. [lb] Capacity 4)N, [lb] Utilization 13N [ %] = N./cjN, Status Steel Strength' Pullout Strength' Concrete Breakout Strength** 67 67 67 most unfavorable anchor **anchor group (anchors in tension) Steel Strength N. [lb] 4875 1 OK 1475 5 OK 1563 4 OK ON,; [lb] N. [lb] 6500 0.750 4875 67 Pullout Strength N, [lb] (f,' /2500)°.5 4N, „„ [lb] N. [lb] 2270 1.000 0.650 1475 67 Concrete Breakout Strength A,k [ire] AN.. fn2] c [in.] c.. [in.] 36.00 36.00 393.701 4.375 N, e„.„ [in.] e.2.N [in.] W..2,N tiv.y.N k., 0.000 1.000 0.000 1.000 1.000 1.000 17.000 [lb] ON., [lb] N. [lb] 2404 0.650 1563 67 Input data and results must be checked for agreement with the existing conditions'and for plausibility! PROFIS Anchor ( c ) 2003 -2009 Hilti AG, FL -9494 Schaan HIM us a registered Trademark of Hilti AG, Schaan i r: www.hilti.us =::r PROFIS Anchor 2.0.6 Company: Caruso Turley Scott, Inc. Page: Specifier: 1215 W. Rio Salado Parkway, #200 Project: Address: Tempe, AZ 85281 Sub - Project I Pos. No.: Phone I Fax: (480) 774 -1700 1 (480) 774 -1701 Date: E -Mail: 3 4. Shear load Proof Load V. [Ib] Capacity 0V. [Ib] Utilization l3 [ %] = V./4)V„ Status Steel Strength* 54 2337 2 OK Steel failure (with lever arm)* N/A N/A N/A N/A Pryout Strength" 54 1683 3 OK Concrete edge failure in direction** N/A N/A N/A N/A ' most unfavorable anchor **anchor group (relevant anchors) Steel Strength V. [IN 4) 4)V.. [Ib] V. [Ib] 3595 0.650 2337 54 Pry out Strength AN. AN.. [in21 36.00 e,, . [in.) 36.00 1.000 e„,„ [in.] \ Pearl Wee.N k 0.000 1.000 0.000 1.000 1.000 N. [Ib] 4)V... [Ib] V. [Ib] 2404 0.700 1683 54 5. Combined tension and shear loads pN = N. /AN. 13. = V./0V„ 1.000 17.000 Utilization 13WV [ %) Status 0.045 0.032 5/3 1 OK pN = 13w +13;,<=1 6. Allowable Stress Design (Refer to ICC -ES Evaluation Service Report) single anchor relevant (tension); relevant to a single anchor (shear) Tension (ib) Shear [Ib] including excluding including excluding Reference for load seismic seismic seismic seismic ACI318 Section D.4.4 1054 1202 ACI318 Section D.4.5 952 1086 = Re / a + VN <= 1.2 7. Proof of the transmission of the anchor loads to the supports Transmission of the anchor loads into the concrete Checking the transfer of loads into the base is required in accordance with ACI318! Shear resistance of base material Shear resistance of the base material must be checked according to relevant approval or standard! Input data and results must be checked for agreement with the existing conditions and for plausibility! PROMS Anchor ( c) 2003 -2009 Hilti AG, FL -9494 Schaan Hitti is a registered Trademark of Hilti AG, Schaan www.hilti.us -- ,._,,,,,_:, ;,�:.. -.mss -•s•�-:,:�x a.4 %.4 " sA PROFIS Anchor 2.0.6 Company: Caruso Turley Scott, Inc. Page: Specifier: 1215 W. Rio Salado Parkway, #200 Project: Address: Tempe, AZ 85281 Sub - Project I Pos. No.: Phone I Fax: (480) 774-1700i (480) 774 -1701 Date: E -Mail: 4 8. Warnings Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential concrete failure prism into the structural member. Condition B applies where such supplementary reinforcement is not provided, or where pullout or pryout strength governs. IBC 2006, Section 1908.1.16, requires that the governing design strength of an anchor or group of anchors be limited by ductile steel failure, if this is NOT the case, ACI 318 -D Section D.3.3.5 requires that the attachment that the anchor is connecting to the structure shall be designed so that the attachment will undergo ductile yielding at a load level corresponding to anchor forces no greater than the design strength of anchors specified in ACI 318-D section D.3.3.3, or the minimum design strength of the anchors shall be at least 2.5 times the factored forces transmitted by the attachment. Refer to the manufacturer's product literature for cleaning and installation instructions. Fastening meets the design criteria! Input data and results must be checked for agreement with the existing condtions and for plausibility! PROF1S Anchor ( c ) 2003 -2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan alvairaeatam www.hilti.us PROFIS Anchor 2.0.6 Company: Caruso Turley Scott, Inc. Page: Specifier: 1215 W. Rio Salado Parkway, #200 Project: Address: Tempe, AZ 85281 Sub - Project I Pos. No.: Phone I Fax: (480) 774-17001(480) 774 -1701 Date: E -Mail: 5 9. Installation data Anchor plate, steel: - Profile: no profile Hole diameter in the fixture: d, = 0.438 in. Plate thickness (input): 0.000 in. Recommended plate thickness: not calculated Coordinates Anchor [in.] Anchor x y c„ c„ c,, c,, 1 0.000 0.000 Anchor type and diameter: Kwik Bolt TZ - CS, 3/8 (2) Installation torque: 300.000 in. -lb Hole diameter in the base material: 0.375 in. Hole depth in the base material: 2.625 in. Minimum thickness of the base material: 4.000 in. Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c) 20032009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 3 3 os° SK -3 aldo stationary shelf plate loads.r3d Company Designer Job Number 4:39 PM Checked By: Cold Formed Steel Properties G fksil A 1 A570 33 _ ..._.. 29500 11346 .._ .3 .65 .49 33 I b1 ...all 52 2 A607.:C1 55 - 29500 11346 .3 .65 .49 50 70 Cold Formed Steel Section Sets Labe lyy final 1 column column CFA Column CU A607_C1_55 Typical .161 .037 .017 1e -6 2 - - beam.' beam : .-..Beam. ` CS-= . A607_C1_55 .. Typical .- .136` .006 :17 - 4:1e -5 3 brace brace VBrace None A607_C1_55 Typical .051 2e -5 .002 .000258 Joint Coordinates and Temperatures Label X [ft] N1 0 Y [ft] 0 Z [ft] 0 Temp [F] Detach From Diap... 0 0 3 N3 0 2.33 0 0 4.16. 0 5 N5 0 6 0 0 N6: 7.82 0 7 N7 0 9.67 0 0 N8 0 9 N9 3 .5 0 0 10 2.33 . 0 11 N11 N.12 . 3 4.16 0 0 .12... 13 N13 .N14 3 7.82 0 0 -14, 9:67, : - 15 N15 0 0 -2.33 0 6. N1.6 -2:33 0 17 N17 0 2.33 -2.33 0 18 N18 4.16 0 19 N19 N20 0 5.16 -2.33 0 20° -2.33 21 N21 0 7.82 -2.33 0 22 N22 . 9.67. -2.33 23 24; N23 3 0 -2.33 0 N24 .5 -2.33. 0 25 N25 3 2.33 -2.33 0 l26 N26-. 4.16 - 2.33; - 27 -28 N27 3 5.16 -2.33 0 N28 2.33:._:. 29 N29 N30 3 7.82 -2.33 0 0 9.67 Joint Boundary Conditions 1 N1 Reaction Reaction Reaction 2'. N8:` : .Reaction : - Reaction Reaction. 3 N23 Reaction Reaction Reaction b . :- <N 1,5 ` ; :: Reaction .: Reaction, `. Reaction . : RISA -3D Version 9.1.1 [T: \rad \aldo brea \aldo stationary shelf plate loads z axis and gravity.r3d] Page 1 Company • Designer Job Number 4:39 PM Checked By: z Member Primary Data L 1 M1 N1 N2 - - --- N2 180 column Column CU A607_C1_.. Typical 2 M2 N2 Na 3 180 column Column CU A607_C1 .. A607_C1_.. Typical Typical 3 M3 N3 N4 N4 180 column Column CU 4 i T.,M,V ':,:. - . N4 :. - N5. : P4 180 column':. Column CU A607 C1_.. Typical:: 5 M5 N5 N6 P.S. 180 column Column CU A607_C1_. Typical qen Steel ' M6 N6. ' N7 . :P6 -.,. 180. . column -.. Column ; . .CU A607_C1 .. Typical;;:. Typical 7 M7 N8 N9 180 column Column CU A607_C1_.. 8 : M8. N9 .. 'N10. 180 column Column .CU A607_Cl_. Typical 9 M9 N10 N11 180 column Column CU A607_C1_.. Typical 10 - "M10 • N11 ,' N12 • 1.80. column •. Column CU A607_C1_:. A607_C1 ^. Typical Typical 11 M11 N12 N13 180 column Column CU `12 •.:.;M12 N13 1 N14. , . ; 180 column.. Column .. CU A607_c1 :.. Typical-' 13 M13 N15 N16 column Column CU A607_C1_.. Typical .14 M14 -: N16.:.....N17 . column::;:. Column CU A607_C1 ^.. A607_C1_. Typical... Typical 15 M15 N17 N18 column Column CU 16 -M16 :_ N18 ..: " N:19 column. -- Column .. CU.. A607_Cl A607_C1_.. .. Typical_: Typical 17 M17 N19 N20 column Column CU 18 :M18. `.:. .. N20 '° N21 column ` Column CU A607C1_ .. A607_C1 ^. Typical Typical 19 M19 N21 N22 column Column CU 211 :-M20.... . .N23. N24 - column ::° Column CU A607_C1_. A607_C1_.. :Typical. Typical 21 M21 N24 N25 column Column CU 22 '.: M22 N25 - 'N26 column Column CU A607_Cl .. Typical Typical 23 M23 N26 N27 column Column Cu A607_C14. 24 M24 ; N27 N28 - column - Column: CU. A607 C1.:. Typical 25 M25 N28 N29 column Column CU A607_C1_.. Typical 26 _.M26. ` N29 :.: ' N30 :. ' column Column CU . A607_C1_ . Typical 27 M27 N2 N16 beam Beam CS A607_C1_.. Typical : TS6caf. , Typical 28 M28. .: N4: , . N:1,8.` _ - ;beam: Beam CS A607_c1_.. 29 M29 N5 N20 beam Beam CS A607_C1^ . 30 M30 N7-..Y - ..:.N22 :.: :< :: ` : beam Beam CS A607 C1_, A607_Cl_.. . Typical Typical 31 M31 N9 N24 180 beam Beam CS 32` - M32 ` N11 N26 ' 180 beam Beam CS A607_C1_. A607_C1_.. Typical Typical 33 M33 N12 N28 180 beam Beam CS 34 -.. M34 : N14 : N30: 180 . beam -: Beam CS A607 C1_.., A607_Cl_. Typical Typical 35 M35 N16 N26 brace VBrace None 36: M36 : . N24 - N18 -- brace . VBrace None A607_C1 ^. Typical Typical 37 M37 N19 N30 brace VBrace None A607_C1_.. 38:. :` ` M38 N27 N22 _ • brace VBrace None A607_C1_.. Typical Plate Primary Data C Joint 1 - _ - -.- Al P1 .. — ._.. -• - - --- N2 — --•• •- N16 N24 ....v.. .. N9 v1011 IUULGU ma wna qen Steel I l llVnl IGJJIII 2 < . = P2 • 3 N17 N25..... .- N10 . . . . . : . . gen.' Steel - .04 .: 3 A3 x P3 N4 N18 N26 N11 qen Steel .04 ° 4 . .. -,. ,A4x : P4 . .: N5 N20. N28 . , .. N12... ....... en..Steel . .04 5 P.S. N6 N21 N29 N13 qen Steel • :.. :P6 -.,. _ N7 N22 _ . N30.: :_ 1.N,14: qen Steel... .04 . _. .04`; Basic Load Cases Category Joint 1 - _ - -.- Al None .. — ._.. -• . . .... •...••.... . wet It v1011 IUULGU rll cat evic... oul lat.ctr.. 6 3 A3 x None 12 .. -,. ,A4x •4. :None ..,. >- _..�ti ................... ,,...a; "- �:.. 12_. RISA -3D Version 9.1.1 [T: \rad \aldo brea \aldo stationary shelf plate loads z axis and gravity.r3d] Page 2 Company Designer Job Number . Basic Load Cases (Continued) 4:39 PM Checked By: ZZ Category 5 A3 z None .• vic..•„y , V.cvay L V1aVILy Junit Point utstnoutea Area(Me... Surtace(P.. 12 6 A4 z - None 12 7 B1 None 6 8 , B2: .: None` 6 9 B3x None 12 .1.0 Box: =:: ;: None 11 B3z None 12 12 B4z None 12 Plate Surface Loads (BLC 1 : Al) Plate Label 1 P1 P2,_- Direction Y Magnituderksf.deal 3 P3 Y P4.;< 5 P5 Y Plate Surface Loads (BLC 2 : A2) -.004 -.004 -.004 -.004 -.004 -.004` Plate Label 1 P1 Direction Y Maanitudefksf.degl P2' 3 P3 Y P4 5 P5 Y P6': Plate Surface Loads (BLC 3 : A3 x) -.011 .011 -.011 -.011: -.011 -.011 1 Plate Label Direction 2 3 P1 Y Maanitudefksf deal P2 P3 Y P4 5 6 P5 P6� 7 P1 X -.004 -.004 -.004 -.004 -.004 9 P2 10. 11 P3 .4.. X 1 e -5 .0006 2 P5 X P6` Plate Surface Loads (BLC 4 : A4 x) .001 .002 .002 .003 Plate Label 1 P1 Direction Y Magnitudefksf.deol P3 Y 5 P5 Y 7 9 -.011 - .01 1: -.011 .011' . -.011 P1 X P3 X 7e -5 .0007' 11 P5 X RISA -3D Version 9.1.1 [f : \rad \aldo brea \aldo stationary shelf plate loads z axis and gravity.r3d] .001 .002 .002 Page 3 Company Designer Job Number 4:39 PM Checked By: r Plate Surface Loads (BLC 4 : A4 x) (Continued) 112 Plate Label P6 1 Direction X Maanitudefksf,degl .003 Plate Surface Loads (BLC 5 : A3 z) Plate Label P1 Direction Y Maonitudefksf.deol 3 P3 Y P4 5 P5 Y 7 P1 Y z -.004 -.004 -.004 .004 -.004 =.004 9 P3 10.. z 1 e -5 .0006:..: 11 12 P5 z P6 Plate Surface Loads (BLC 6 : A4 z) .001 .002. .002 .003 Plate Label 1 P1 Direction Y Maonitudefksf,deol 3 P2 Y P3 Y 5 6 P5 Y P6 7 8 9 P1 z -.011 -.011 -.011 - .0.11: • -.011 -:011 'P2` 10 P3 z 1 e -5 .0006 P4.: 11 P5 12 P6 z Plate Surface Loads (BLC 7 : B1) .001 :002 .002 :003 1 Plate Label P1 Direction Y 3 P2 Maonitudefksf.deq] -.004 P3 Y 5 P_4''- P5 Y P6.:, Plate Surface Loads (BLC 8 : B2) -.004 -.004 -.004 -.004 -.004 _ Plate Label 1 P1 Direction Y Magnitudefksf,degl 3 5 P3 Y P5 Y Plate Surface Loads (BLC 9 : B3x) -.004 .00..4::,, -.004 - .004:.._ -.004 .011.. 1 P1 LI II Ccuon Y Maanitudefksf.deq] - <P2 Y. -.. � . :002 � 3 P3 < -.002 .. RISA -3D Version 9.1.1 [T: \rad \aldo brea \aldo stationary shelf plate loads z axis and gravity.r3d] Page 4 Company Designer Job Number Plate Surface Loads (BLC 9 : B3x) (Continued) 4:39 PM Checked By: Plate Label 5 P4 Direction Y Maonitudefksf deal P5 7 P6 Y Y P1 X -.002 -.002 -.004 9 +P2. -10 11 P3 P4. X 12 P5 P6 X 3e -5 :0003: .00054 .0008:::::..: Plate Surface Loads (BLC 10 : B4x) .001 :003. Plate Label P1 Direction 3 P2; Y Maanitudefksf.de P3 5 P4 Y P5 • Y 7 P1 9 P2 X -.005 ql -.005 -.005 -.005 -.005 10 11 X 4e -5 .0004:: .00074 12. P3 P4.: X P5 P6 X Plate Surface Loads (BLC 11 : B3z) 001 .001 .002 1 Plate Label P1 Y Magnitudejksf.deg] 3 Direction P2 P3 Y 4. 5 6 7 z -.002 -.002 • -.002 -.002 -.004 9 Y Y P4:' P5 Y P6 P1 Y P2 P3 z 10. 11 P4 P5 z 12.. P6 z 3e -5 .0003 .00054 .0008 Plate Surface Loads (BLC 12 : B4z) .001 .003 . 1 Plate Label P1 Direction 3 • ;P2,.. Y Maanitudefksf.degl 5 P3 P4 Y P5 Y 7 P1 z 9 11 P3 z -.005 :005 -.005 -.005 4e -5 :0004 .00074 P5 z :001 .001 :002' RISA -3D Version 9.1.1 [T: \rad \aldo brea \aldo stationary shelf plate loads z axis and gravity.r3d] Page 5 • 3 S m 1 ;7 W cam. 15 A -z AA IS (N '1) G ry v l I i (,)/v '�'° ...■O V°.9 SK -1 aldo stationary shelf plate loads.r3d Company Designer Job Number 4:39 PM Checked By: Load Combinations 1 Description Solve PD... SR... BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor Al Yes Y 1 1 2 Yes Y 2 1 3 A3X Y 3 1 A4X_.. 5 A3Z Yes Y 5 1 A4Z Yes 7 B1 Yes Y 7 1 8' Yes 8. 9 B3X Y 9 1 10 - B4X 10 11 B3Z Yes Y 11 1 12'. B4Z Yes :12 Envelope Joint Reactions Joint LC LC MY fk -ftl LC 1 N1 max 0 11 .163 6 0 2 0 1 0 1 2 0 0 1 2 2 min mini 0 _ ... 8 .045 1 -.01 5 2 0 2 0- 11 0 3 N8 max N2 0 1 .163 6 0 1 0 1 0 1 0 0 2 1 4 min :, 0 °. .:: 11' .. .045 1 -.01 5 0 0 8 0 1 0' 11. 5 N23 max 0 N3 1 .12 2 0 1 0 1 0 1 2.47e -3 0 0 1 6 min 0 . 6 . :11: -.036 11 -.01 6 0. _ 1 0_ 1 .' p • 2 0 7 N15 max 0 11 .12 2 0 2 0 1 0 1 .08 0 3.075e -4 1 8 min 0. _ 1..: -.036 11 . -.01 6. 0 1 0 1 6 0 ;.:: <.:1: . 0 9 Totals: max 0 11 .48 2 0 2 0 5 0 1 .091 6 10 11 min 0 8.. .101 11 -.041 6 min -.002 6 0 Envelope Joint Displacements • 1 N1 max 0 8 0 1 0 5 4.56e -4 6 0 2 0 11 2 ..... mini 0 .. 11 0 6 0 2 0 2 0- 11 0 2` 3 N2 max 0 2 0 1 .002 6 2.873e -4 6 0 2 0 11 4. :. miry 0.: 11. 0 6 0 8 0 1 0' 11. 0 5 N3 max 0 6 0 1 .041 6 2.47e -3 6 0 1 0 2 6 . min' . :: 0 11 0. 6 ' 0 2 • 0 2 0 ' 11 7 N4 max 0 11 0 1 .08 6 3.075e -4 11 0 11 0 11 8 min 0 1 -.001 6 0- 2 . 0 9 N5 max 0 5 0 1 .091 6 2.551e-4 11 0 2 0 11 10 ;.....,r -_ min -.002 6 0 2 0 - , 1. 0 11. 11 N6 max 0 11 0 1 .109 11 1.412e -3 11 0 2 0 2 - 1 - 2 -12 _ � ' ' - -`miri 0 ;. 1 -.002 6 0 2 0 2 0 11 13 N7 max 0 11 0 1 .13 11 1.587e -4 11 0 2 0 6 ,14 _ min • . 0 1: -.002 - 6 0 . ' 2 - '.0 1 Q_ 6:: ' :: 0 :1:1:'. 15 N8 max 0 11 0 1 0 5 4.56e -4 6 0 11 0 1 16 4 -miri :: :0 1 • 0 6 0 0 2_ p 1 0 1;1.. 17 N9 max 0 11 0 1 .002 6 2.873e -4 6 0 11 0 2 18 _ miri • 0• :1 , : 0 6 . 0 2 : :: • 0 • :, 2 . 0 _ . .•1 19 N10 max 0 11 0 1 .041 6 2.47e -3 6 0 11 0 11 -20 mm 0 • :_ 6 • ,.. 0_ 6 . 0 _ 2: • p 2 0 .. 2 '. , 0 .. 2•'.; 21 N11 max 0 2 0 1 .08 6 3.075e -4 11 0 1 0 2 , min .: 0' =: `11:, ..4::001 6 0 ='` - 2 :- _ 0 :. '. :2 .' ' -;0- -11 0._ 23 .N12 max 0 2 0 1 .091 6 2.551e-4 11 0 11 0 2 2.4 .?:., ,min 0.- 45 -:002 6 : ;- . 0 • 2 ,:;- p;:'. ; ...2:.. 0 : 5 0. 1 =1'. 25 N13 max 0 2 0 1 .109 11 1.412e -3 11 0 2 0 11 J'26_ , -.. ',M, :.. grim. .t • 1.1... _ :002 .6; :. 0 .. , 2.;:.. , :0= . _ . :1 0L_' ..- " -16-'7"-" 0 _.._.2' RISA -3D Version 9.1.1 [T: \rad \aldo brea \aldo stationary shelf plate loads z axis and gravity.r3d] Page 6 Company Designer Job Number 2"1 4:39 PM Checked By: Envelope Joint Displacements (Continued) Z finl LC Y Rotation 27 N14 max max 0 6 2 0 1 .13 11 1.587e -4 11 0 0 2 0 11 28 min 0 ...:045 11 -.002 6 0 2 0 2 :0 6 0 6 29 N15 max 0 max 1 0 11 0 6 4.56e -4 6 0 2 0 11 30: 1 4 min 0 11 .. -.0 2 0 2 0 2 0.: 0 11 0. .. ...8... .A 31 0 _..:: N16 5 max 0 3 2 0 11 .002 6 2.874e -4 6 0 0 2 0 11 X32` _ 0 1 ;: min 0 =` 1 1 0 2 0 8 . 0. 1 0 11" 1 - :.0 :_: 33 0 N17 X11 max 0 6 0 11 .041 6 2.47e -3 6 0 6 1 0 8 34- 6 0 , :min 0 11 .: 0 2 0' 2:. 0 2 ` "0 `: 0 :11 0 : .;;' .::11: 35 N18 max 0 11 '0 11 .08 6 3.075e -4 11 0 1 11 0 11 1 .005 6 min 0 1'0 1 0 2 0 2 0.. 1 0 2. 0 - 1 0 . N19 0 max 0 "1 "1r 11 0 11 .086 6 7.058e -4 11 0 0 11 0 11 38 0 1 min :.. 0 1 -.001 2 ....min. ` .038` " .1 .0 1.: 39 1 N20 - max :- .019 - 0 .. 0 5 0 11 .091 6 2.551e-4 11 0 .124 2 0 11 :4U .01 6 0 min 1 0 1 1 -.001 2 0 2 0: 1:. 0:- 'ruin-: .11 1 . 0 41 1 . N21 1 ' max ' , 0 :014 ::: 11 0 11 .109 11. 1.412e -3 11 0 3 2 0 1 42 1 .01 min" ::. . 0: 1 1.. -.001 2 0 2 0: .. ' 2 : 0`; �.u: 11 - .: 0 ' .' 1`1 43 0.. N22 1 max 1. 0 11 0 11 .13 11 1.587e -4 11 0 2 0 6 44 6 0 min. .01 0 0 1 -.002 2 0 2 0 1 0 `.:`:: 6 0.: , , 45 =: , .038 N23 0 max 1 0 1. 11 0 11 0 6 4.56e -4 6 0 19 11 0 .11` 1 X46: . . � . ; :: 6 min .: . 0 .01 1.. 0 2. 0 1 . 0'. 2 _. . 0 : : . ; 1.. - :,0 .:.1 1 47 N24 max 0 11 0 11 .002 6 2.874e -4 6 0 11 0 2 48' ....: .. Min 1 0 2 0 2' 0 2 _ 0 1." .. :` 0;.... `11 49 N25 max 0 11 0 11 .041 6 2.47e -3 6 0 11 0 11 50 ;, min , . 0 . 6.. 0 2 51 N26 max 0 2 0 11 .08 6 3.075e -4 11 0 1 0 1 52 min Min . .. 11 0 .. 2 0:: 2 0..:- ;,2::: 0 :1 <;1 ' _' 11 .. 53 N27 max 0 2 0 11 .086 6 7.058e -4 11 0 2 .0 0 2 54 min . 0 11. -.001 2 0 2 0:: 2 0 1 1. . 0 x.1:1. 55 N28 max 0 2 0 11 .091 6 2.551e-4 11 0 11 0 1 56 .; min. 0 :... 5 -.001 2 0 .. 2: 0 2.:. 0.. 5: :.:: .0 11. 57 N29 max 0 2 0 11 .109 11 1.412e -3 11 0 2 0 11 58 min :;. 0 11 -.001 2 0 . 2 59 N30 max 0 2 0 11 .13 11 1.587e -4 11 0 2 0 11 60.: min . 0 11 -.002 2 0 2 0 Envelope Member Section Forces 1 M1 1 max .163 6 0 1 .01 6 0 1 0 1 0 1 min" ...:045 1 0 1 0 3 2 max .163 6 0 1 .01 6 0 1 .001 6 0 1 4 _ min .045 1 0 1 0 1 0 1 .A 1:. 0 _..:: -11. 5 3 max .163 6 0 1 .01 6 0 1 .003 6 _ 0 1 ;: =` min .045 1 0 1 0 1 0 1 - :.0 :_: =' 1 0 -- X11 7 4- max .163 6 0 1 .01 6 0 1 .004 6 0 1 ruin : '.045. 1 0 1 0 1 0 1. 9 5 max .163 6 0 1 .01 6 0 1 .005 6 0 1 1'0 min .045. 1 0 1 0 . 1 0 . 1 0 1. :: "1 "1r 11 M2 1 max .124 6 0 1 .01 6 0 1 0 1 .:':_0_ 0 1 ....min. ` .038` " .1 .0 1.: 0 1 0' - 1 :- .019 - 6 .. 0 -11 -: 13 2 max .124 6 0 1 .01 6 0 1 0 1 . 0 1 r 4 'ruin-: .="-:038 1 . 0 1 . 0 . 1 ' .. - 0. ' , 1. :014 ::: 15 3 max .124 6 0 1 .01 6 0 1 0 1 0 1 '''f.6-;;...:;'1' �.u: min: ,':::038::: - - .1 0.. ` 1 0 1. 0' 1 =.009: 6 , ' '0 .. _ :1'1 17 4 max .124 6 0 1 .01 6 0 1 0 1 0 1 18. `.:`:: :: , , 'min: =: , .038 1 ` 0 1 0 1. p. 1, ' -:004 _` 6 0;',. < ` 1 <' 19 5 max .124 6 0 1 .01 6 0 1 0 6 0 1 RISA -3D Version 9.1.1 [f: \rad \aldo brea \aldo stationary shelf plate loads z axis and gravity.r3d] Page 7 Company Designer Job Number Envelope Member Section Forces (Continued) 4:39 PM Checked By: 20 - -- min • •,,�,,,S. .038 ,., 1 V .nioaiin, 0 LV 1 c'nCdrlKl 0 w 1 I oroueJK -rrj 0: Lc 1 y -y Momen.. 0 LC 1 z -z Momen... 0 LC 1 21 M3 1 max .104 6 0 1 .009 6 0 1 0 6 0 1 22 min .03 1 0 1 0 1:: .. 0 1 ": 0. 1. 0 1 23 2 max .104 6 0 1 .009 6 0 1 6 0 11 24 min .03 1 0 1 0 1 0 I .005 0 1 0 25 3 max .104 6 0 1 .009 6 0 1 6 0 11 26 . Min , . 03 1 .009 27 4 max .104 6 0 1 .009 6 0 1 6 0 11 28 min" .03: 1 0 1 .013 29 5 max .104 6 0 1 .009 6 0 1 6 0 11 30. min ` .017 31 .... M4 1 . - max .065 6 0 1 .008 11 0 1 0 1 0 11 '32 : .min .023 1 0 1 0 1 0 1 - :007....::11. 33 2 max .065 6 0 1 .008 11 0 1 0 1 0 11 34 min ..:'.023.. 1 0 1. 0 1 0 1 -:003 1.1 35 .- 3 max .065 6 0 1 .008 11 0 1 0 6 0 1 -.36 min ` .023 37 4 max .065 6 0 1 .008 11 0 1 6 0 1 38 : ; min :..023. 1 0 j' .004 11- 39 5 max .065 6 0 1 .008 11 0 1 11 0 1 40 . : -min .023 1 0 1 0 1 0 1` .0.07 0 1 "0 ':, . 11 41 M5 1 max .04 2 0 1 .006 11 0 1 . 0 1 0 1 42.. , min .013 5 0 1 .0. 1. 0 1: .. ` =:011 11 0;' 1:1 43 2 max .04 2 0 1 .006 11 0 1 0 1 0 1 min .013 5 0 1 0 1 0 -.:008!: 0 45 3 max .04 2 0 1 .006 11 0 1 0 .11 1 0 1 46 min .013: 5 0 1 0 ;1 -. 0: ` °'1 -. -.005 ...::11 47 4 max .04 2 0 1 .006 11 0 1 0 5 0 1 48 min `.013 5 0 1 0:: 1' 0 1 -:002•'-. '11 49 5 max .04 2 0 1 .006 11 0 1 6 0 1 50 • Min 013 5 0 1: .002 51 M6 1 max .025 12 0 1 .005 11 0 1 6 0 1 52 min .005. 5 0 1 0 1 0 1. •002 1. 53 2 max .025 12 0 1 .005 11 0 1 11 0 1 54 min .005 5 0 ... 1 0 1 .. 0 1 .003 0` ,,. 1. ....... 0 :1 _. 55 3 max .025 12 0 1 .005 11 0 1 11 0 1 56.. .....:... min .005 5 0 1 0 .. 1:...0..:::.1 .005 0 ,. . 57 4 max .025 12 0 1 .005 11 0 1 11 0 1 58 min .005' 5 0 .....1 0 .007 59 5 max .025 12 0- 1 .005 11 0 1 11 0 1 60 :'' ? min `005 5 0 1 : 0 " 1 0:. -:1 .009 61 M7 1 max .163 6 0 1 .01 6 0 1 0 1 0 1 . 62` Min 045 1 0 1 63 2 max .163 6 0 1 .01 6 0 1 6 0 11 _min :045.. 1. 0 ..... 1 0 1:..: :;0 1 .001 0 65 3 max .163 6 0 1 .01 6 0 1 6 0 11 66 min .045 .003 67 4 max .163 6 0 1 .01 6 0 1 6 ., _ 0 11 687 :min ....0.45 1 0 1 0 1 0 1. .004 0 69 5 max 163 6 0 1 .01 6 0 1 6 0 11 ,70 - min 045 .:. 0 1._ .005 0. 1 71 M8 1 max .124 6 0 1 .01 6 0 1 0 1 0 , 11 ... .,. -. min :038 1 0 1 0...., ..:1 0 ti • `,.6 °. 0 1 73 2 max 124 6 0 1 01 6 0 1 0 1 .; . , 0 { 11 74 ... - -:, z.,. °mm. ; '= :038... . • .;...0.14. 7:;::::'1.6:' ".Oo 75 3 max .124 6 0 1 .01 6 0 1 0 , 1 . 0 11 76 -., . ... . ": min :. .038.': 1 . ,0 . 1 0 1 -: 0 1. =:009 6; • . RISA -3D Version 9.1.1 [T : \rad \aldo brea \aldo stationary shelf plate loads z axis and gravity.r3d] Page 8 Company Designer Job Number 7,1 4:39 PM Checked By: Envelope Member Section Forces (Continued) LC Torauefk -ft] LC v -v Momen.. LC z -z Momen... LC 77 4 max .124 6 0 1 .01 6 0 1 0 1 0 1 78 min .038 1 0 •1 0 1 0 1. -.004 6.. 0 1 79 5 max .124 . 6 0 1 .01 6 0 1 0 6 0 1 80 min .038 1 0 .1. 81 M9 1 max .104 6 0 1 .009 6 0 1 0 6 0 1 0 1.. 0 1 0- 83 2 max .104 6 0 1 .009 6 0 1 .005 6 0 1 84 min .03 1 0 1 0 1 0 1 0.. :1 0 11 85 3 max .104 6 0 1 .009 6 0 1 .009 6 0 1 86 - . ._ min. .03 1 0 1 0 0 1; 0 1 0. ` 11' 87 4 max .104 6 0 1 .009 6 0 1 .013 6 0 1 88 ::. .. min .03 1 0 1: 0 1:: 0 1 °.:. 0 1 0: :11 89 5 max .104 6 0 1 .009 6 0 1 .017 6 0 1 . 90 - min .03 1 0 1 0 1_ 0 _ 1 0.,: 1 , 0: _ .. '11` 91 M10 1 max .065 6 0 1 .008 11 0 1 0 1 0 1 92 min .023 . 1 0 1 0 T 0: 1r, - :007 11 .. 0 _ :11 93 2 max .065 6 0 1 .008 11 0 1 0 1 0 1 :94 min .023 1. 0 1 0 1 0.: 1 -.003 11 0 11.. 95 3 max .065 6 0 1 .008 11 0 1 0 6 . 0 1 96 min. 023. 1 0 1.. 0 1:. 0':: 1 0 .. .. '_ 1 :..: 0 .. 97 4 max .065 6 0 1 .008 11 0 1 .004 6 0 1 98 min .023 1 0 99 5 max .065 6 0 1 .008 11 0 1 .007 11 0 11 -100. min .023 1 101 M11 1 max .04 2 0 1 .006 11 0 1 0 1 0 11 102 min .013 5 0 1 0 1 . 0' 1 =.011 : 11 103 2 max .04 2 0 1 .006 11 0 1 0 1 0 1 104 min .013 5 0 1 0 1`; 0 1 - :008.. 11 0 1 105 3 max .04 2 0 1 .006 11 0 1 0 1 0 1 106 min .013 5 0 .. 1. 0 1 _ . 0' 1. ;:005 .11 0: 107 4 max .04 2 0 1 .006 11 0 1 0 5 0 1 108 .. min .013 5 0 1 0 1:.: 0. 1 ,. -.002: 11 :;,.0 109 5 max .04 2 0 1 .006 11 0 1 .002 6 0 1 110. min .013 5 111 M12 1 max .025 12 0 1 .005 11 0 1 .002 6 0 1 112 min .005 5 0 1 0 1.. 0' 1 ::.: < :..0` :'., 1. :: ::0:. 1 113 2 max .025 12 0 1 .005 11 0 1 .003 11 0 1 114 min .005 5 0 1 0. 1 0 115 3 max .025 12 0 1 .005 11 0. 1 .005 11 0 1 11.6 min .005 5 0 .1. 0. 117 4 max .025 12 0 1 .005 11 0 1 .007 11 0 1 118 .'... min .005 5 0 1 0 1. 0 1. -0 _ '1 0 119 5 max .025 12 0 1 .005 11 0 1 .009 11 0 1 1 20.::: min. .005 5 0 . 121 M13 1 max .12 2 0 1 0 1 0 1 0 1 0 1 1:22 : - ..,. ' : min ' - :036' .. 11. 0. 1 . ' 123 2 max .12 2 0 1 0 1 0 1 0 1 0 11 124 ; ' min " -.036 11 0 1 -.01 6 0 1 - :001 125 3 max .12 2 0 1 0 1 0 1 0 1 0 11 126 - .:: " :. min .. -.036 11 . 0 .1 - , -.01 .: 6 0 1 :.003:.....6 :0 . :: 1. 127 4 max .12 2 0 1 0 1 0 1 0 1 0 11 Y128 - min -.036. 11 0 1, ... -.01 6 0' ;1 -:004 129 5 max .12 2. 0 1 0 1 0 1 0 1 0 11 130: '.. min , -.036 11 0 _ 1` ::. -•01 - • 6 0; =1 ::. -:005 . ':6 0 .:: _ 1 131 M14 1 max .1 2 0 1 0 1 0 1 .019 6 0 11 .1.3 ; ._u.. min- ;' =:021: , .11 -" - -= =.01 133 2 max .1 2 0 1 0 1 0 1 .014 6 0 11 RISA -3D Version 9.1.1 [T: \rad \aldo brea \aldo stationary shelf plate loads z axis and gravity.r3d] Page 9 CoFipany Designer Job Number Envelope Member Section Forces (Continued) 4:39 PM Checked By: 159 5 max .06 2 0 1 0 1 0 1 0 1 160 min -.009 11 0. 1 - .008 11 0 1 ., :001 . '..6 161 M17 1 max .06 2 0 1 0 1 0 1 0 1 162 min - .009'. ..11 0 1 - .008:: 11 :1::: -:001. 163 2 max .06 2 0 1 0 1 . 0 1 0 1 164 - min - :009 11 0 1. .. - .008 11:. 0:. 1: . -:003 - 165 3 max .06 2 0 1 0 1 0 1 0 1 166 min -.009 11 0 1 -.008 11 0 1 -.004 ' 11 167 4 max .06 2 0 1 0 1 0 1 0 1 168 min -.009 11 0 1 -.008 ° 11 0 1 -.006. 11 5 max .06 2 0 1 0 1 0 1 0 1 170 min -.009 11 0 1 -.008 ..- 11 1 ...- _.007', 1.1 171 M18 1 max .04 2 0 1 0 1 0 1 .011 11 172 min .003 11 0 1 - .006 `:...11 0:," ::' :`- :;1 0 ::.: ;1'- 173 2 max .04 2 0 1 0 1 0 1 .008 11 min 174::.. .003 11 0 1 -.006 1,1 0: 0.. ,1 175 3 max .04 2 0 1 0 1 0 1 .005 11 176 _- min :003 11 0. 1 -:006 11. .0`. .. 1. 177 4 max .04 2 0 1 0 1 0 1 .002 11 -178 min .003 11 0 1 -.006 5 1.79 5 max .04 2 0 1 0 1 0 1 0 1 180 min` . . :003 , 11 0 1 = .006 11 0 . :1 ',. -.002 181 M19 1 max .02 2 0 1 0 1 0 1 0 1 182: min '. 0 11 0 1.. - .005.. 1,1 0 • , :: -;002- 183 2 max .02 2 0 1 0 1 0 1 0 1 184 . min 0 '11 0 1 -.005 11 0 1 -:003 " 11 185 3 max .02 2 0 1 0 1 0 1 0 1 ;.1'86. min 0 11 0 1 -.005 .. 11: ' 0.'` 187 :1; - ; =:005 � ; ?11 4 max .02 2 0 1 0 1 0 1 0 1 1'88 min. = 0 11 :0 1: ' .005 ..11'. 0 - 1' ` "k A.007 . :41 189 2 5 max .02 2 0 1 0 1 0 1 0 1 X 19.0 • •` ..:.- min- � . 0��-• 11 .. 0 :1;. - :005 � 1:1 0: � • - :009'.: -11. z -z Momen.. LC 0 11 0 1 1 0 1 0 1 0 0 0 1 0 0 0- 0 1 11.. 0 i0.:. 0 0 0..- 0 0 0 0 0.:_. 0 0 0 0 0 0. 0 .. 0 ... 0 ..:0 ;.0:; 0 O 0 0: 0 0 0'- 1 1 '11 1 11 1 11 1 ;11'. 1 1 1 1 1 1 1 11 11 1 1 1 1 1 1 1 RISA -3D Version 9.1.1 [T:\rad\aldo brea \aldo stationary shelf plate loads z axis and gravity.r3d] Page 10 1 1 . ---- ,,...tRi Lt. y y OI ICC1IRI LL. z oneanm Lc TorquelK -ttl_ LC y -v Momen.. LC 134 m min - -.021 1 11 0 0 1 1 - -.01 6 6 0 0. 1 1 0 0 1 1 135 3 3 m max . .1 2 2 0 0 1 1 0 0 1 1 0 0 1 1 . 6 136 m min - -.021 1 11 0 0 1 1 - -.01 6 6 0 0 1 1.. . .009 6 1.:. 137 4 4 m max . .1 2 2 0 0 1 1 0 0 1 1 0 0 1 1 . ..0. 1 6 138 m min - -.021 1 11 . .; 0 .004 6 139 5 5 m max . .1 2 2 0 0 1 1 0 0 1 1 0 0 1 1 0 0 1 1 140 , ,..., " "; m min - -.021 1 11 0 0.. .. 1 1. - -:01 6 6 0 0 1 1 0 0 6 6 141 M M15 1 1 m max . .08 2 2 0 0 1 1 0 0 1 1 0 0 1 1 0 0 1 1 142 m min - -.025 1 11 0 0 1 1 - -.009 143 2 2 m max . .08 2 2 0 0 1 1 0 0 1 1 0 0 1 1 0 0 1 1 144 ' ' m min - - .025. - - -11 1 1: : :009 ,...: 6 6 0 0 „ „ 1. . ._.005" 145 3 3 m max . .08 2 2 0 0 1 1 0 0 1 1 0 0 1 1 0 0 1 1 146 m m in - -.025 1 11 0 0 1 1 - -.009 . =.009` 6 6 147 4 4 m max . .08 2 2 0 0 1 1 0 0 1 1 0 0 1 1 0 . = 1 148 m min - -.025 1 11 0 0 1 1.. - -:009 6 6; 0 0: : :1 : :.013 149 5 5 m max . .08 2 2 0 0 1 1 0 0 1 1 0 0 1 1 0 0 1 1 150 m min . - .025. 1 11 ` . . 0 0.: .. 1 1 - .00 6 • .:.:.: 0 0 ` `,1 : : -:017' '. 151 M M16 1 1 m max . .06 2 2 0 0 1 1 0 0 1 1 0 0 1 1 . 11 152 : :. . .: m min - -.009 1 11 0 0 1 1 - - :008 1 1'1,. 0 .007 1 1 153 2 2 m max . .06 2 2 0 0 1 1 0 0 1 1 0 0 1 1 . 11 154 m min - -.009 1 11 0 0 1 1: - -.008 1 11 .005 1 155 3 3 m max . .06 2 2 0 0 1 1 0 0 1 1 0 0 1 1 . 11 156 . . m min - -.009 1 11 . .0 1 1 - -.008 ' 1 11 .003 . 1 157 4 4 m max . .06 2 2 0 0 1 1 0 0 1 1 0 0 1 1 . 11 -158 - -... min < <.009 1 11 0 0 1 1 = =:008 1 11' .001 1 z -z Momen.. LC 0 11 0 1 1 0 1 0 1 0 0 0 1 0 0 0- 0 1 11.. 0 i0.:. 0 0 0..- 0 0 0 0 0.:_. 0 0 0 0 0 0. 0 .. 0 ... 0 ..:0 ;.0:; 0 O 0 0: 0 0 0'- 1 1 '11 1 11 1 11 1 ;11'. 1 1 1 1 1 1 1 11 11 1 1 1 1 1 1 1 RISA -3D Version 9.1.1 [T:\rad\aldo brea \aldo stationary shelf plate loads z axis and gravity.r3d] Page 10 1 1 Compaiy Designer ob Number 4:39 PM Checked By: Envelope Member Section Forces (Continued) 7 Chen Tor k ft M 191 - M20 - - -- 1 max - -- .._... .12 ...� 2 . ..:.v..: �,.` 0 Lv 1 0 w 1 Que[ ] 0 LlJ 1 y-y ulupCII.. 0 LC 1 L-G IVIUIIIeII... 0 Ll, 1 192 min -.036 11 0 1 -.01 6° 0 1 193 2 max .12 2 0 1 0 1 0 1 0 1 0 1 194 min -,036 11 0 1 -. 1 .. <,6 ... -. p. . 1:. :: -,001: 6 0' 11 195 3 max .12 2 0 1 0 1 0 1 0 1 0 1 196 min' -.036 11 0 1 -:01 6 0, 1 -.003 6: 0 11 197 4 max .12 2 0 1 0 1 0 1 0 1 0 1 198 min - .036:. 11 0 .: 1: -:01 6 0: 1 - :004 6. 0 11: 199 5 max .12 2 0 1 0 1 0 1 0 1 0 1 200 :...... min - .036.' 11 0.. 1 -.01` 6 0 1. • - :005 6 0... ;11- 201 M21 1 max .1 2 0 1 0 1 0 1 - .019 6 0 1 202 .... : . . . . . . : min =:021 1 .1- 0 1 -:01 6: . , 0 ' ,; • .1 0 `: _ 1 �. 0 ; : , :.1.1. 203 2 max .1 2 0 1 0 1 0 . 1 6 . 0 1 204. min -.021 11 0 1 - 01:: 6 ",. 0 1 .014 _ 0 1 0 > -11. 205 3 max .1 2 0 1. 0 1 0 1 6 0 1 206 min -:021 11 .0 1 -.01.. 6 0 1` .009 0 1 0 ; .11. 207 4 max .1 2 0 1 0 1 0 1 .004 6 0 1 208 _: mine -.021 11 0 1 -:01 �6':. ... 0. ;, ': 1 209 5 max .1 2 0 1 0 1 0 1 0 1 0 1 210 min: - .021:: 11 0 1 -.0'.1 211 M22 1 max .08 2 0 1 0 1 0 1 0 1 0 1 212 min -.025 11 0 1 -.009 6 0 1 0 6 213 2 max .08 2 0 1 0 1 0 1 0 1 0 11 214 .. .: min -:025 11 0' 1 • -.009 6 0 1 -.005 215 3 max .08 2 0 1 0 1 0 1 0 1 0 11 216 .. min: -.025 11 0 1..... -,009 6. 0` ::1`... -:009 .. ;6 0 ' 217 4 max .08 2 0 1 0 1 0 1 0 1 0 1.1 218 min -.025 11 0 1 -.009 6':. :..0:,:. 1 -.013 219 5 max .08 2 0 1 0 1 0 1 0 1 0 11 220 min -.025 11 0 1. -.009 6': 0.: 1 -.017 221 M23 1 max .06 2 0 1 0 1 0 1 11 0 11 222 min " -.009 11 0 1 -:008 11 .007 223 2 max .06 2 0 1 0 1 0 1 11 0 11 224 min -.009 11 0' 1. -.008 1..1 .005 225 3 max .06 2 0 1 0 1 0 1 11 0 11 226 min -.009 11 0 1 . -.008 ; 11 .003 227 4 max .06 2 0 1 0 1 0 1 11 0 1 228 min -.009 11 0 1 - :008 11. 0 1 .001 p. 1 0 1 229 5 max .06 2 0 1 0 1 0 1 0 1 0 1 230 . . min -.009 11 0 1 . - .008: ..11. - 0 .,1 - `.6 231 M24 1 max .06 2 0 1 0 1 0 1 .001.,_.: 0 1 0 1 232 min -.009 11 0... 1 - .008`: 11.... "0:' T. .001 233 2 max .06 2 0 1 0 1 0 1 0 1 0 1 234 mm ri -.009 11 . 0 1 , .: =.008 1.1 0;.; :: 1: - :003. 235 3 max .06 2 0 1 0 1 0 1 0 1 0 1 236 ;.. _ min -.009 11 0 1 -.008 11 0 1 - .004.: 11 237 4 max .06 2 0 1 0 1 0 1 0 1 0 1 238 = . min::. :009 - 11 0 1 -.008 11 " 0 : :1' `. - :006 :. •.11 0 :1 : 239 5 max .06 2 0 1 0 1 0 1 0 1 0 1 240 min, = -.009, 11 0 1 .- :008 11 0 ..$ . - .007: 11 0 11.' 241 M25 1 max .04 2 0 1 0 1 0 1 11 0 1 242 ,:`,. min ' ...003 .1-1 0 .. 1 -.006'. 11:., :: 0 1 = ". .011 "0 _ ..: 243 2 max .04 2 0 1 0 1 0 1 11 0 1 ruin . <;,i003 . 11 °- ..0 ..: :. 1. ;::_:006 1'1 :.. 0<: 1; .008 :: 1 245 3 max 04 2 0 1 0 1 0 1 11 0 1 246. -min ': ::.003. :.11 0 1 _.006':.1.1.:..: 0 :. .. T: .005 0` , : 1:..:: 247 4 max .04 2 0 1 0 1 0 1 .002 11 0 1 RISA -3D Version 9.1.1 [T: \rad \aldo brea \aldo stationary shelf plate loads z axis and gravity.r3d] Page 11 Company Designer ' Job Number 4:39 PM Checked By: 72 Envelope Member Section Forces (Continued) M Torouefk -ftl I r M M 248 min .003 11 0 1 . ..,.. -.006 11 0 1 v omen.. 0 LV 5 z -z omen.. • 0 LV 1 249 5 max .04 2 0 1 0 1 0 1. 0 1 0 1 250. min .003. 11 0' 1 -.006 ._: 11 . 0 . 1 , -.002 251 M26 1 max .02 8 0 1 0 1 0 1 0 1 0 1 252 .. :min.::: 0 ... ,11. 0 1 -.005 11 0 1 -.002 253 2 max .02 8 0 1 0 1 0 1 0 1 0 1 254 min 0` 11 0 1.= - :005. 11 _ 0 1_ - :003: 11 255 3 max .02 8 0 1 0 1 0 1 0 1 0 1 256 min' 0 11. 0 1 ' -.005 Y. 11:: 0 1 -.005- 257 4 max .02 8 0 1 0 1 0 1 0 .11 1 0 1 258: _:.: m.in 0 11 :, 0 :' -1 . -.005 11' ;; 0- _ :,1 - :007 • ,.11 259 5 max .02 8 0 1 0 1 0 1 0 1 0 1 260 min 0 11 0 1 -.005 11 : 0 1' - .009., •.:,11 261 M27 1 max 0 11 .02 6 0 1 0 1 0 1 6 262 min 0 1 .0. .. 1. 0.�.. 1 •:: :.. 0. .1 :0`. 1.. .024 263 2 max 0 11 .02 6 0 1 0 1 0 1 6 264.. . min: _ . 0 1. 0,.. : 1 • : 0: 1 0......, .. 1. 0• 1 .012 265 3 max 0 11 .02 6 0 1 0 1 0 1 0 1 266 min 0 1. 0 . _ . 1:. 0 . 1:. 0 1- : 0. 1 0 11 267 4 max 0 11 .02 6 0 1 0 1 0 1 0 1 268 min 0 1 0 `' 1 0 1 :: 0: 1. 0 . :: 1 ':012 6. 269 5 max 0 11 .02 6 0 1 0 1 0 1 0 1' 270 min 0' 1 0 ::. 1 0.:.:.. >1 0. ..: 1 _ .0 1 ' . - ':: 6- 271 M28 1 max 0 1 .02 6 0 1 0 1 0 1 .024;:: 6 272 . ' . . min' 0 1.1 ` 0 . .023 273 2 max 0 1 .02 6 0 1 0 1 0 1 6 274 min "_ 0. 11 .012 0 1 275 3 max 0 1 .02 6 0 1 0 1 0 1 0 11 276 :.. mm" : 0.;.;.:. 11 277 4 max 0 1 .02 6 0 1 0 1 0 1 0 1 278. min. : 0 . .11 0 :'.. 1 . 0 ` 1 : 0 .:::. 1: 0 1 ,':-.012,,,- : 6 . 279 5 max 0 1 .02 6 0 1 0 1 0 1 0 1 280 min' 0 11 0 1:.. 0 1 0 1 0 1 -:023 6 281 M29 1 max 0 1 .015 11 0 1 0 1 0 1 11 282 niin 0 5 0 .. :.1. 0 1 0' ,- 1. 0 1::. .018 283 2 max 0 1 .015 11 0 1 0 1 0 1 11 284 min 0 5 0 1...: 0 1 0. - 1 0 .009 285 3 max 0 1 .015 11 0 1 0 1 0 1 0 6 286 min 0 5` 0 1. 0 1: 0: -' ' 1 0 1 0 . 1.I. 287 4 max 0 1 .015 11 0 1 0 1 0 1 0 1 288 _. - min 0 5 0.:.., 1` 0" 1 . ..:..0 1 0 . 1 ''..,. -.009 ;.11. 289 5 max 0 1 .015 11 0 1 0 1 0 1 0 1 290 :.... .. min 0 5 0 .. 1 0 ..: 1 : _:0 1:.; ::: 0 : :....1 :0;18 291 M30 1 max 0 1 .008 11 0 1 0 1 _ 0 ..:. 1 ...'11: 11 292 • .:,. min 0 11 0 1 0 1 0 1: 0. 1. .009 0. 1:`. 293 2 max 0 1 .008 11 0 1 0 1 0 1 11 294 min ` 0 . 11 0 1: 0 .: , ' .;0 :1 =: 0 1 .005 : 0 295 3 max 0 1 .008 11 0 1 0 1 0 1 0 6 296. min. 0 11 �:.. 1. 0. 1- 297 4 max 0 1 .008 11 0 1 0 1 0 1 0 1 ''298' ` - . - mini :. . 0• 11 0 1 . - -- 0...: • : 1; 0 :. 1 y:.: 0 .. , 1: = :005_. ':T1 • 299 5 max 0 1 .008 11 0 1 0 1 0 1 0 1 300 min. 0 11 0 1 0 ::: .1 0..: 1,, :, :. Os .: 1 '3009. 1.1. 301 M31 1 max 0 11 0 1 0 1 0 1 0 1 0 1 302 min • ; :. ; 0.: - _ 1 .:::, :._:02 6 : :. :0' ' r •,'� 0 1� - 0 1 :024. �:.:,i6:: 303 2 max ' 0 11 0 1 0 1 0 1 0 1 0 1 30'4 .} mm :,° 0 : 1 : :' . -.02 :6 ` . . 0 . 1. . 0 . 1..: 0' • 1.. !-::::0121'•-:'.16_''.' RISA -3D Version 9.1.1 [T : \rad \aldo brea \aldo stationary shelf plate loads z axis and gravity.r3d] Page 12 Company Designer Job Number . 4:39 PM Checked By: Envelope Member Section Forces (Continued) Member Sec 305 3 max Axial[k] LC y Shear[kl LC z Shear[k] LC Torque[k -ft] LC yy Momen.. LC z -z Momen... LC 0 11 0 1 0 1 0 0 1 0 11 306 min 0 -.02 1 0 1 1 307 4 max 0 11 0 1 0 1 0 1 0 1 .012 6 308 min -.02! 309 5 max 0 11 0 1 0 1 0 1 0 1 .024 6 -310 min 311 M32 1 max 0 1 0 1 0 1 0 1 0 1 0 1 312 Min 11 -.02 :023 313 2 max 0 1 0 1 0 1 0 1 0 1 0 1 31.4 min 11. -:012 315 3 max 0 1 0 -.02 . . 1 0 1 0 1 0 1 0 6 316 min 11 1:1 317 4 max 0 1 0 1 0 1 0 1 0 1 .012 6 318 min 11 -.02r 319 5 max 0 1 0 1 0 1 0 1 0 1 .023 6 320 min 11 -.02 1 321 M33 1 max 0 1 0 .015' 1 0 1 0 1 0 1 0 1 322 Min: 11 11 323 2 max 0 1 0 1 0 1 0 1 0 1 0 1 324 min -.015 11 -.009 11; 325 3 max 0 1 0 1 0 1 0 1 0 1 0 11 326 min -.015' 11 327 4 max 0 1 0 1 0 1 0 1 0 1 .009 11 328 min :01'5 11 329 5 max 0 1 0 1 0 1 0 1 0 1 .018 11 =330. min 5 1.1: 331 M34 1 max 1 0 1 0 1 0 1 0 1 0 1 332 -min 11. -.008 11. -.009 :- 333 2 max 0 1 0 1 0 0 1 0 1 0 1 334 Min 11 :008:;; .005.: 1'1: 335 3 max 0 1 0 1 1 0 1 1 0 1 336 min 1.1 -.008 11 337 4 max 0 1 0 1 0 1 0 1 0 1 .005 11 338 min 11 -.008 11 0 1- 0 339 5 max 0 1 0 1 0 1 0 1 0 1 .009 11 340 min 11 -.008 11. 1 0 RISA -3D Version 9.1.1 [T: \rad \aldo brea \aldo stationary shelf plate loads z axis and gravity.r3d] Page 13 3 3 3 3 Sddior Envelope / ; g 3 z AJ ( 5 r 3A X SK -2 aldo stationary shelf plate loads.r3d Company Designer Job Number 4:46 PM Checked By: Load Combinations 1 Description Solve PD... SR... BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor Al Y 1 3 A3X Yes Y 3 1 A4X-.' Yes • 5 A3Z Y 5 1 • A4Z 7 B1 Y 7 1 9 B3X Yes Y 9 1 10- • "B4X. Yes 10 11 B3Z Y 11 1 B4Z 12' Envelope Joint Reactions 1 Joint X [k] LC Y [k] LC Z [k] LC MX [k -ft] LC MY [k -ft] LC MZ [k -ft] LC N1 max -.01 10 .073 4 .001 4 0 3 0 3 0 3 Min .016 =.003 10.. 0 3 N8 max min -.01 :016 10 .158 4 0 10 0 3 0 3 0 3 :053 5 N23 max min= -.008 10 .215 4 0 10 0 3 0 3 0 3 6 :01'4:: .092 • .001 0:- 7 N15 max min . -.008 10 .016 .053.. 4 .001 4 0 3 0 3 0 3 - .014'- .. 10 9 Totals: max -.036 10 .461 4 0 3 10.. min .0fi1..;:' 101 10. Envelope Joint Displacements Join LC LC X Rotation 1 N1 max 0 4 0 9 0 10 4.539e -5 4 0 4 -3.57e-4 10 2 min ..:; . 0;..:, , : '10 _ ": 0 4 0 . :... . 4 2.732e5 10 - 0 10 '::::45.99e4; `4 3 N2 max .003 4 0 9 0 4 6.233e -5 4 0 4 -3.678e-6 10 4 min - :002 10 0 4 0: 10 3.7316-5 10 0 10 -6.161e-6 4 5 N3 max .024 4 0 9 .011 4 7.258e -4 4 0 4 -1.024e-5 10 6 min .014 •10 0 4 .007- 10 *341e-4 10 .. 0' '. ' 10 .- 1.7084 5' 7 N4 max :044 4 0 9 .023 4 7.866e -5 4 0 4 -1.263e-5 10 8 .:. - mine :026 -' 10 0: 4 .014 ' 10 41728e -5 10 0 10 :-2:1016 -5 r. 9 N5 max .065 4 0 9 .025 4 4.936e -5 3 0 4 -1.493e-5 10 10 min.. .039. .10 0 :::, " 4 :015 -... 10, .`2.99e -5 10. ,... .10: -4A-7.16'L5 • .4 11 N6 max .078 4 0 9 .03 4 3.553e -4 3 0 4 -1.501e-5 10 '12 , nun ' `.047 10 : 0 4 .018 10 •2.14964 '.10:. _ 0.. .10..: - 2.4736 -5. 13 N7 max .085 4 0 9 .036 4 4.093e -5 3 0 4 -1.399e-5 10 .14- min . :051: 10' ' -.001 4 :022 10 2 :474e -5 10' ' '_. :_.10' :-2.303e.:6:3.41 '.. 15 N8 max 0 4 0 9 0 4 -2.767e-5 10 0 4 -3.586e-4 10 16 .... min :.:.: 0 . . -1 "0 " 0. " 4 .., 0 . 1'Os'=4 :6684=5. .4:. ::: 0.:' . 10. 6:0;166,4: 17 N9 max .003 .4 0 , 9 0 10 - 3.79e -5 10 0 4 - 4.525e -6 10 18 :: min - .•:002 .' 10 :. 0: 4';. 0 ..1: '. 4:: - 6 :394e -5 :'4'= . :, 0. X10:. ..7.5726 =6` :41.' 19 N10 max .024 4 0 9 -.007 10 - 4.438e -4 10 0 4 - 1.004e -5 10 _r20: , :; "min:. . Al :4 `.. 10 _ :> 0 ;`.` .4 `. - .012:1 :4 . - 7:4846-4 .4., ; 0 :- . 10! ;4:6.75645 21 N11 max .044 4 0 9 -.014 10 - 5.58e -5 10 0 4 - 1.292e -5 10 - _, min ;:026 ,.-..:10 .:. -:001 :- :4,,... :- :02:3 '�..4:: •1.9!337e =5. ;.4, :. _ 0 :.- u. .4i48e..5:. 4.? 23 N12 max .065 4 0 9 -.015 10 - 3.937e -5 10 0 4 -1.444e-5 10 24� -. `:, i'i - :'•min :.039 ` "_ .:10. - -:002 - :4 ! .= .026 • = 4 ? . =650e-5 43 <, Or,�', .. 1.0`.2391e5.:4'i 25 N13 max .078 4 0 9 -.019 10 -2.255e-4 10 0 4 -1.512e-5 10 26, .. ,mift 0475. }<10 ¢f.,.:002'.. :4..1 '.032x:f . .= . ,.124`4 .3 : 0-,.'sr • , :2..49:14`.5 ,i4= -3D Version 9.1.1 [T : \rad \aldo brea \aldo stationary shelf plate loads x axis.r3d] Page 1 Company Designer ,Job Number 4:46 PM Checked By: r G Envelope Joint Displacements (Continued) 7 finj • 27 N14 max .085 4 .. .. 0 -� 9 -.023 ._.. 10 .....,........... - 3.908e -5 10 .'.yuol's -..I 0 0 y-y IVIVIIIGII.. 0 4 - 1.426e -5 10 28 min . .051 10 -.002 .4 -.038 4 - 6 :469e -5 ..3 0 10 - 2.348e -5 4 29 N15 max 0 4 0 3 0 10 4.461e-5 4 10 0 4 -3.041e-4 10 30 :. min .:,:..0 :10 0 4..;• ,.:0 . 4 2:6856--5, .10 4 . 0_ 0 10 .-5.103e4 -4: 31 N16 max .003 4 0 3 0 4 6.207e -5 4 10 0 10 4 -9.557e-6 10 32 _ 10 mii i I ;.001 10' 0 4 _ 0 10 :3 :7166 -5' 10 : =.017 ` 0.. : 10: = 1.581e -5 33 N17 max .006 4 0 9 .011 4 7.259e -4 4 4 0 10 4 2.335e -5 3 34 3 min :004... 9 -0 4 :007 10.:.4.341e =4 '_10, :.. 0 -.017: 10 :.1�.41e.5 :-.10 35 N18 max .008 4 0 9 .023 4 7.841e -5 4 max 0 4 4- 1.372e -4 10 36- 0 min: '- :005 -''. .g:. 0 . 4` ...014. 10...4.7186 75: :10 0. - . ..:10 . 9 ; -2.268e-4 4 37 N19 max .022 4 0 9 .024 4 1.001e -4 3 0 max 4 -6.298e-4 10 38'. . min :- .013. `.:10 •0.; . ', : 4. . - ;014' 10 6 :072e =5..10 - 12' 0 10...--1.0666 3_ :9 39 N20 max .026 4 0 9 .025 4 4.969e -5 3 13 0 4 1.557e -4 3 40 -.007 ^min -.01-5 '''. 10 0 4. : :: :015 .. .10 3 :005625: ?:10 , _ 0 10 :9:41186S- :1.0:. 41 N21 max .03 4 0 9 .03 4 3.552e -4 3 ' - 005 0 15 4 -6.453e-5 10 42. .061 min ' :.018. ` 10 0 .:' :'" 4 :.018 . 10 2.1486= 4 :..10 -.002 - 0 10 4 }, 10 1.065e- 4..::3. 43 N22 max .028 4 0 9 .036 4 4.089e -5 3 , ., " -003 ..`;4, 0 s - , ,.;0..,_.::; 4 -1.836e-5 10 44 - max Min `:017: 10.': . `.0 4 _ . :.022 10 :2.4716=5: -10 0 0 '1.0. - 3:0356.5::4 ;. 45 N23 max 0 4 0 9 0 4 -2.814e-5 10 : 3' 0 ;:4 4 -3.001e-4 10 :46, .. min._ . 0 _ 10 0 4 0 10: - 4.7456 -5, 4: 0 0 10 -..- 5:0366 -4 4: 47 N24 max .002 4 0 9 0 10 - 3.806e -5 10 0 4 2.267e -6 3 48 min' :001 .: ..1.0 0 4 0 4 ' - 6:4196 =5 4' 0 10 1':3326 -6 :1 :0' 49 N25 max .006 4 0 9 -.007 10 - 4.438e -4 10 0 4 - 4.137e -5 10 50 min: .004 - 9 7 :001' : 4 .'-.012 4 - 7.484e -4 4 0 10 -6:832675- 51 N26 max .008 4 0 9 -.014 10 - 5.583e -5 10 0 4 1.427e -4 3 52. min - .005'. _. 9 : - :002` .. 4 :. _- .024.... . 4 . 79.3436 =5 ,.4 .0.. :10 :'.8.635675.- :10:: 53 N27 max .017 4 0 9 -.015 10 - 6.953e -5 10 0 4 - 6.728e -4 10 54. min • :0:1 9 = .002 ': 4.: -:025 4 - 1.1486 74. ' 3 0 ' 10 1.1376 3 : 4 55 N28 max .026 4 -.001 9 -.015 10 - 3.93e -5 10 0 4 - 1.536e -4 10 56. .. ' . min- ' :015 ,1'0 - = :002 :..: 4 : . 7.026 4 ..- 6.4986=5 .3 0. :.. 1.0 2:5386 4` 3: 57 N29 max .03 4 -.001 9 -.019 10 - 2.255e -4 10 0 4 5.816e -6 9 58 min :0:18: : :10 :. - .003.3:: 4: .- :032 4 - 3.7.136 -4 ;, 3 :'.. 0: - 10- 2:1736 6., =_10! 59 N30 max .028 4 -.001 9 -.023 10 - 3.911e -5 10 0 4 - 4.888e -5 10 60� ' min. .017- 10 <; -.003 4 -.038 ' 4 = 6.473e -5 . 3 0 10: - 8 :062e -5 3 Envelope Member Section Forces LC 1 M1 1 max .073 4 •.` -.01 ry 10 v. v .,..I 0 10 .'.yuol's -..I 0 I.v 3 y-y IVIVIIIGII.. 0 LL 3 L-L IVIVIIICII... 0 Ll, 3 2 : 'min: 003::. `.9 :017` 4= ' -:001 3 2 max .073 4 -.01 10 0 10 0 3 0 10 4 4 ... mm -:003 9 . -.017 , 4 -.001 3 0 3 0 ::. 3.. .002 °..001 10. 5 3 max .073 4 -.01 10 0 10 0 3 0 _ 10 .. 4 6 •min :: -.- :003: 9;• : =.017 ` 4 : -.001 3 0 3:, : ..{ ._ . 3 .004 . :002 . '.:10. 7 4 max .073 4 -.01 10 0 10 0 3 0 .. 10 4 min 7.003v.:-• . 9 -.017: .4' =.001 3 0 3 0 3 .006 ::004..:..10 °. 9 5 max .073 4 -.01 10 0 10 0 3 0 10 4 min .. ..003`.;: ` . 9 ; : ` - .01 "7::. 4 - .001: 3 ` . Y 0; . .' <3 : 0 ` : 3 .008 - :005 : x:10: 11 M2 1 max .061 4 -.007 10 .003 4 0 3 -.003 . 10 -.006 10 - 12' min' `'.001` :9 011 -` : 4: '..002 10 0' 3 -.006 4 - :0.1.- , °4•. 13 2 max .061 4 -.007 10 .003 4 0 3 -.002 10 -.003 10 ''14 -min' .001 .9 :01,1:.x..4'`: , :'002 10: .. - 0 3' -1004; _ 4.' ' - 005 15 3 max .061 4 -.007 10 .003 4 0 3 -.002 10 .. 0 10 4 }, ,1 min :.;';‘':':•-, 001:':r. 9 =: 0.;r1',- 01:1:,x, 4 . :002:. ';:10; . s • .0 3:--- , ., " -003 ..`;4, s - , ,.;0..,_.::; 17 4 max .061 4 -.007 10 .003 4 0 3 0 10 4 :18- - , ..:: .,.. • - min � -:- .001` "• .:9.• :; 011 <'. 4 :. :002 _10':' P.O . : 3' :..x001., : ;:4 .005 :003__ 19 5 max .061 4 -.007 10 .003 4 0 3 0 •:..: 4 .01 4 RISA -3D Version 9.1.1 [f : \rad \aldo brea \aldo stationary shelf plate loads x axis.r3d] Page 2 Company Designer Job Number 4:46 PM Checked By: Envelope Member Section Forces (Continued) Mem 20 min -:001 ' 9 -.011 4 .002 10 0 3 . 0 9 .006 10 21 M3 1 max .055 4 -.006 10 .003 4 0 3 0 4 -.006 10 22 : min: .003 . :9 -:01 . 4` .. .002 10 .. 3:° 0 9 - .009: 4 23 2 max .055 4 -.006 10 .003 4 0 3 .001 4 -.003 10 24 min . .003 9 - ,.01 4. .002. :1A: 0 3 . 0 . - 10 ... -.005 :. 4: 25 3 max .055 4 -.006 10 .003 4 0 3 .003 4 0 10 26 _ .. . _ min 003' 9. =.01 4 • :002 10 0; . , 3.: .002 10 27 4 max .055 4 -.006 10 .003 4 0 3 .004 4 .005 4 28 .: `' mine - .003 9 -.01 4 .002 - 1.0 0 3 :002 10 .003 10 29 5 max .055 4 -.006 10 .003 4 0 3 .005 4 .009 4 30 min. : :003.:. 9 -.01. 4 :002:. 10 0 .3 -.. '...003.' . .10 _ - .006 .:10; 31 M4 1 max .044 4 -.006 10 0 3 0 3 0 10 -.006 10 32 � � �. mm „ -� .004.. • 9:' :01'1'' 4 :..: 0 ` 10 : ' .0 3 � 0 3 =.01 33 2 max .044 4 -.006 10 0 3 0 3 0 10 _ -.003 10 34 min : .004: _ ... 9 - :011.. 4 0 10 0 3 0 .: ; 9. -.005' ' . 4, 35 3 max .044 4 -.006 10 0 3 0 3 0 4 0 10 36. min :004 • ` - .011 4 0 10 0: ` :` 4 37 4 max .044 4 -.006 10 0 3 0 3 0 4 .005 4 38 min- .004: 9 : -.011 4'- 0: 10 : ; : 0 : _ 3 0 ` -10 :003 ' .: 10 39 5 max .044 4 -.006 10 0 3 0 3 0 3 .01 4 40 min .004 9 °_.. - .01:1.. 4 0 . 10.. 0 3 0 . 10 :: ; :006 :: :.10.. 41 M5 1 max .033 4 -.004 10 .001 3 0 3 -.002 10 -.004 10 42 min: :006 -. ,9 - .00:7: .4 0` °. : 10. 0 3. ` - .003.::. :3 -.006- - ...4 43 2 max .033 4 -.004 10 .001 3 0 3 -.001 10 -.002 10 44 :, min .006 9 := . -.007 4�: 0 10 0' - 3 = - :002: ' 3 - :003:: 4 45 3 max .033 4 -.004 10 .001 3 0 3 0 10 0 3 46 :::.. min, ._..006 -.:::9 -.007: 4 0 :; 10 ::. : 0 .: 3: -:001 47 4 max .033 4 -.004 10 .001 3 0 3 0 10 4 48 Min' :006`. .'i9 -:007 4` 0 :10 .. 0. 3 0. 3 .003 .::.:.10 49 5 max .033 4 -.004 10 .001 3 0 3 0 10 .002 .006 4 50 min ; ..006 :.. 9 .. -.007 .: 4 0` 10 . :.:. 0 3 0 3 .004 - 410. 51 M6 1 max .02 4 -.002 10 .001 3 0 3 0 10 -.002 10 52 in :007. 9 - -:003 9 0 10 0 3, 0 3 -.003. 9 53 2 max .02 4 -.002 10 .001 3 0 3 0 3 0 10 54 min - :;.007 ' 9 - -.003 9 0 10 0 3 - 0 10 -.001 " 9 55 3 max .02 4 . -.002 10 .001 3 0 3 .001 3 0 3 56 - : min -. .007 .: 9 -.003 9 0 10 0: .. 3......0 10 0 10 57 4 max .02 4 -.002 10 .001 3 0 3 .002 3 9 58 min 1007::....9 -.003: 9 0 :::.. 10 ::. 0:.: 3 °.: .001 10 .001 0 _ ..:: 1-0 59 5 max .02 4 -.002 10 .001 3 0 3 .003 3 9 60 mii ': :007 . .9 -.003. 9 0_ 10 0 3 :002 10 .003 " .10 61 M7 1 max .158 4 -.01 10 .001 3 0 3 0 3 .002 0 3 62 :... •„ .min 053. • 9 .01:7 4 0 10 63 2 max .158 4 -.01 10 .001 3 0 3 0 3 4 64 min '-'.053 ,9 - .017. 4 _.: 0:: . _ 10 0 3 - .0 . 10 .002 . .001.' . .10= 65 3 max 4 -.01 10 .001 3 0 3 0 3 , 4 '66 66- min .053' 9 : -:01;7 4 • _ : .0 •- 0 3 . 0 10. .004 _.002 :._ x'10 67 4 max .158 4 -.01 10 .001 3 0 3 0 3 _ 4 '68 ... _ m ;.053:• 9 ..._.017. 4: 0:.:. 10 0m ` -3 . -..��0 ..; :10 .006 ;.'.004 :- .,:1.0° 69 5 max .158 4 -.01 10 .001 3 0 3 0 3 4 .min' :053`' _ 9,: - :01'7 4 0�. 10 `0' .3 ' - °• '0 10 .008 71 M8 1 max .131 4 -.007 10 -.002 10 0 3 .006 4 .005:..;.-.�10. -.006 10 72 Y min :045'... 9 -.011 4 : :003 4.: 0 3 ;:`.003 ":10: ': =. :01: 73 2 max .131 4 -.007 10 -.002 10 0 3 .004 4 -.003 10 '774 ,� , • ::.. ;:. mm'-:'' ,.045_:r 9' . :0:1`1: 4:':. -1003 4 .x .`0,; ‘>3, K -`003 ..' ,;10 : = '00 :; 75 3 max .131 4 -.007 10 -.002 10 0 3 .003 4 0 10 Min' ::045' '-9.' ..011`. . 4.. •003 4 . ...,.0 3 :,. :002 :' ':10 0 :: 4 °: RISA -3D Version 9.1.1 [T: \rad \aldo brea \aldo stationary shelf plate loads x axis.r3d] Page 3 Company Designer ,Job Number . 4:46 PMrJ Checked By: Envelope Member Section Forces (Continued) hearfkl LC Torauefk -ftl LC v -v Momen.. LC z -z Momen.. LC 77 4 max .131 4 -.007 10 -.002 10 0 3 .001 4 .005 4 78 min .045 9. -.011 4 -.003 4 • 0 • 3 0 10 .003 10. 79 5 max .131 4 -.007 10 -.002 10 0 3 0 3 .01 4 80 ° min.:. :045 .. 9. -:011 . :. 4 -.003: 4 0 3 0 .. -..4. .006 10 81 M9 1 max .098 4 -.006 10 -.002 10 0 3 0 3 -.006 10 :82.. :.. min. .033 9 " _.01 - .003. 4 • . -:009 -: 4 83 2 max .098 4 -.006 10 -.002 10 0 3 0 10 -.003 10 84 ; .. min :.. ; .033 9 .01 4 : -:003 4 0 3 -.001 -:005 4. . 85 3 max .098 4 -.006 10 -.002 10 0 3 -.002 10 0 10 :86 _ min, - : -.033 % 9 -.01; 4 :: -:003: 4' 0' 3 • -.003 4 0 4 87 4 max .098 4 -.006 10 -.002 10 0 3 -.002 10 .005 4 88 .: r: mm:: 'Min m .033 •9 -.01�° .4` - .003 4 0 .: _ 3 -:004. 4: '':.003 ,10 89 5 max .098 4 -.006 10 -.002 10 0 3 -.003 10 .009 4 90 _ ._ , min ' .:033 9 -.01 : 4 ... -.003. - .: 4 0 3 -.005. _..4.. - .006..:.. 10 91 M10 1 max .071 4 -.006 10 0 10 0 3 0 3 -.006 10 92- . :::. = °:.min : .025 9 : - .011.:.. .4 . 0 _ °... 3 0 :.. 3 0. 10 - .01:::::4. 93 2 max .071 4 -.006 10 0 10 0 3 0 9 -.003 10 94 min .025- -9 - .011 4 0 3 0 3 0 10 _:005 95 3 max .071 4 -.006 10 0 10 0 3 0 9 0 10 96., . .. : ,... min .025 9 -.011 97 4 max .071 4 -.006 10 0 10 0 3 0 10 .005 4 98 . min::. .025 .:: . 9 -.011: 4 0 3 0 . - 3 . ': . 0 . 4 ' ::003 - 10 99 5 max .071 4 -.006 10 0 10 0 3 0 10 .01 4 100 10 - min ': :.: .025; 9' ' -.011 r4: � 0:;:_ .: 3. 0. " 3 0 3 .006 ::: 10 101 M11 1 max .044 4 -.004 10 0 10 0 3 .003 3 -.004 10 -102 min- ` :.016. 9 -.007• 4:' -:001_ 3. 0 = ; 3 :002: 10 . -.006 4 2 max .044 4 -.004 10 0 10 0 3 .002 3 -.002 10 104 > :.. min. .016 : .9 : -.007 -.001 0 : 3: :001 10 -.003 ::..,.4 105 3 max .044 4 -.004 10 0 10 0 3 .001 3 0 10 106 min =: .016: 9 : -.007 - 4 -.001 3 0 3 0 10 107 4 max .044 4 -.004 10 0 10 0 3 0 3 .003 4 108 :. :..: min .016" 9. - :007 - 4 -:001 3 0 3 0. 10.`.':002 -` `10 109 5 max .044 4 -.004 10 0 10 0 3 0 3 .006 4 110 , :..: min: _ ° .016 9 -:007 4 -.001 3- 0 3 0 10' :004 10 111 M12 1 max .019 10 -.002 10 0 10 0 3 0 3 -.002 10 112 min mm .007 3 -.003 9 -:001 3 0 :3 0 10 -.003 9 113 2 max .019 10 -.002 10 0 10 0 3 0 10 0 10 114 1 . min, . '.007. 3 .. -.003 9: - -.001 ; 3 0 3 0 3 -.001: 9 115 3 max .019 10 -.002 10 0 10 0 3 0 10 0 3 116 mm.. ..007 ` : 3 -.003. .:.9 - .001.: _ '3 0. 3 -.001 ` . .: 3: 0 : .. 10 117 4 max .019 10 -.002 10 0 10 0 3 -.001 10 .001 9 118 mini .007 3 -.003 9 -.001 _ 3 0 3 -.002. 3 0 : 10. 119 5 max .019 10 -.002 10 0 10 0 3 -.002 10 .003 9 120 : :: min .007 3 -.003 9 -.001 3 0 3.. . -:003. . 3 . .002:. 10 121 M13 1 max .016 4 .014 4 .001 3 0 3 0 3 0 3 1•2 ::. min' ';: -.053 3 .: .008 10 :0- : :10 ..: . 0.. >:3.. :0 123 2 max .016 4 .014 4 .001 3 0 3 0 3 -.001 10 `124 -r ; min .. -.053 3 " .008 . 10 0 10:. 0 • : ` 3 0. :10 : . -.002 125 3 max .016 4 .014 4 .001 3 0 3 0 3 -.002 10 126 min- :- :053' 3 .008:; 10 • 0 10 <: 0- 3: 0 . 10 :: - .003 :.. ;4 127 4 max .016 4 .014 4 .001 3 0 3 0 3 -.003 10 :128 ; ° min , ':053. ::.008: -,' :10 0. _ =10 . 0 ; 3 . _0 :-.10 : - -.005 129 5 max .016 4 .014 4 .001 3 0 3 0 3 -.004 10 130 k,- 4,_ = : min., . :053 - . 3 . :008 10 ': 0 , . 10 r • 0 3 0 : ' ,.10 - : -.007 : 4':. 131 M14 1 max .048 4 .002 4 -.002 10 0 3 .006 4 .002 4 132 .. . _. • ::min . " 013.. ?. g, :001' °. ;: g...:.003r_ .. _ ; , 4': •.,0 =. �- ..`�3., - , ; `.003 �- . : X10. ' .0. 9 :.. 133 2 max .048 4 .002 4 -.002 10 0 3 .004 4 0 4 RISA -3D Version 9.1.1 [T: \rad \aldo brea \aldo stationary shelf plate loads x axis.r3d] Page 4 Company Designer Job Number 4:46 PM Checked By: Envelope Member Section Forces (Continued) Member Sec Axialfkl LC v Shearfkl LC z Shearfkl LC Torauefk -ftl LC v -v Momen.. LC z- 134 min -:013 9 :001 • 9 -.003 4 0 3 .002 10 - ------ - - - - -- 0 - 9 135 3 max .048 4 .002 4 -.002 10 0 3 .003 4 0 10 136 mine :: .0:11:. • 9 :001 9 -.003 4.: 0 3 :002`.. 10 0 3 137 4 max .048 4 .002 4 -.002 10 0 3 .001 4 0 9 138. min. ' .013'.: 9 .001 9 - .003' 4 0 3 0 10 =.001 :: 4. . 139 5 max .048 4 .002 4 -.002 10 0 3 0 9 -.001 9 140 ..... ,.. min :013•. ;9.. .001.. 9 -.003 4.,. 0. 3 0 4..: - :002 - • 4 141 M15 1 max .031 4 0 10 -.002 10 0 3 0 9 0 4 .1'42 `. :. ;. ,- .mm:_; :016:. '9 0..; 3 .. -:003 143 2 max .031 4 0 10 -.002 10 0 3 0 10 0 4 - min. _ :016 9 0 3 -.003 4 0' 3 � :. • -.001 4 0. 10 145 3 max .031 4 0 10 -.002 10 0 3 -.002 10 0 3 14`6 �" : ' . �� min - '; ':016 ' 9:: 0 3 =:003 . :,4< .,:: 0 � - 3 � -.003 • .4 0 10 147 4 max .031 4 0 10 -.002 10 0 3 -.002 10 0 3 .148 min :.. :- - .016 9': 0 3...... -:003. 4 .. 0 :3. • -.004. ; 4; 0` 10 149 5 max .031 4 0 10 -.002 10 0 3 -.003 10 0 3 -150 'min' `' x=:01.6 9_ 0 3 -.003 4`' 0 3 -.005 :. .4 0: .. 10 151 M16 1 max .023 4 .016 4 0 10 0 3 0 3 .011 4 152 ::.: min::: ..:012. .01 10, 3.: 0 3. 0. 10 .007:: 10 153 2 max .023 4 .016 4 0 10 0 3 . 0 3 .007 4 '1.54 •min 012.? : 9 . :01' 10 0 3:. 0: 3 0 10 .004-. • 10 155 3 max .023 4 .016 4 0 10 0 3 0 9 .003 4 156 -mm . :012' • 9: :' 01 - •10 0 3; 0- 3 ::. 0.. = 10 .002 • 9 157 4 max .023 4 .016 4 0 10 0 3 0 9 0 10 158 min. ;.;;.:012 " .. 9:: .01 . 10 0. : .. 3.. 0... 3 0. 4 -:001 159 5 max .023 4 .016 4 0 10 0 3 0 9 -.003 10 160. min -.: :012 9' .01 10 0 3 0 3 0 4: =.005: 3 161 M17 1 max .049 4 0 10 0 10 0 3 0 9 -.003 10 ::162 .:.... :. min ..008-.: 9 : - .002. 9. 0 .'" . 3 - 0. .. 3 0 ,.4, -.005' "::: :3 163 2 max .049 4 0 10 0 10 0 3 0 10 -.003 10 1.64 .min :008 9 -.002 9 :. 0 .. 3 . _. .. 0 3 0. 4 - -.005 " 4 165 3 max .049 4 0 10 0 10 0 3 0 10 -.003 10 166 min ::.008 9 -.002 9 0 3 0. 3 0 4 -.005 4 167 4 max .049 4 0 10 0 10 0 3 0 10 -.003 9 168 mine :. .008` 9 -.002. . 0... 3. 0... 3 0 :- .. 3 -:005 4 169 5 max .049 4 0 10 0 10 0 3 0 10 -.002 9 .170 ; .::., min -.008 9 -.002 9 0 3 . 0 ,:. 3 0 ... 3 ` =.005- .- ..4 . 171 M18 1 max .038 4 .003 4 0 10 0 3 .003 3 .003 4 172 min- .. :01: _ 9 .002 10 •-.001 3 .:... . 0 3 ':002 ` .10 •.002 ..:10 173 2 max .038 4 .003 4 0 10 0 3 .002 3 .002 4 174 min _ 01 9 .002 10 -.001 3:. 0 3: ' ..001 10 :.: :001 10 175 3 max .038 4 .003 4 0 10 0 3 .001 3 0 3 '176 min .01' . 9 .002 10 -.001 3: 0:. • 3,: , : 0 10 .:: 0 .: 10. 177 4 max .038 4 .003 4 0 10 0 3 0 3 0 9 178. min ` .01:: - ` 9 ' .002 • `_10 ' -.001 ' 3_ . ' : 0 3 -_ =;0 ': 10 ;= 0 . .: • 179 5 max .038 4 .003 4 0 10 0 3 0 3 -.001 9 180 min ,..Y..:01'....: '. 9..: .002 - 10::": -:001 .:.;3' `: 0 3 0 10 -.002 4:... 181 M19 1 max .019 10 0 9 0 10 0 3 0 3 0 9 182 min. .006::. 9. -.002 3 .. =:001 3 0 : 3_ 0 • . -:::10 - .002.. 183 2 max .019 10 0 9 0 10 0 3 0 10 0 9 184 • min• .'_:006 :.9 : := :002 " 3" =:001 3'• 0. 3" :..` , .3 -:001 185 3 max .019 10 0 9 0 10 0 3 0 10 0 10 186 .. ... ; .:mm ::� 6- .: :9:' '- -.002, =:3, ". . :00"1:._ : 3.: .- 0 ..; -' -3: ..: '001.,' 187 4 max .019 10 0 9 0 -10 0 3 -.001 10 0 3 188 :: min ::,<=006} ' :- .002•• _ • , 3. , .. ,'.001-, 3 -} : ; ; 0.. 3 . =:002 :::'.:3 189 5 max .019 10 0 9 0 10 0 3 . -.002 10 .002 3 '.190 r = - min.:: 006- :9 . : =.002 : • " 3`: ":001 - %,�,-3+: "0' + ::3 - :003:' RISA -3D Version 9.1.1 [T : \rad \aldo brea \aldo stationary shelf plate loads x axis.r3d] Page 5 Company Designer Job Number Envelope Member Section Forces (Continued) 4:46 PM Checked By: 191 M20 - -- 1 max , S,', ,,, .215 ,-� 4 y 01 icai tnj .014 L.L. 4 L OnearLiy 0 LV 10 i orqueLK -ttj 0 Le 3 y -y Momen.. 0 LC 3 z -z Momen... 0 LC 3 192 min .092. 9 ..008.: 10 - .001.. 3 : 0 . 3 0. •.3 O. 3 193 2 max .215 4 .014 4 0 10 0 3 0 10 -.001 10 194 _. _ - min: ` _- :092: 9 .008. 10 - .001.. ' 3 ;: 0 3 0 3 -.002 4 195 3 max .215 4 .014 4 0 10 0 3 0 10 -.002 10 :196 min , :092. 9 .008 ., 10 . - -:001 - .,, 3 ;0 ..3 ,, U : 3 . :- ...,.4. 197 4 max .215 4 .014 4 0 10 0 3 0 - 10 :-:004 -.003 10 198 min" ...092. 9 .008.: 10 -.001- :`` . 3 �:' 0 . 3 ' 0 :: . 3 : =;005. 4 199 _.., 5 max .215 4 .014 4 0 10 0 3 . , 0 10 -.004 10 =200 Min, 092 9 008. 10 _' =:'001 3 .0 .... 3 p ;3 _ :007.: 4. 201 M21 ,._ 1 max .186 4 .002 4 .003 4 0 3 -.003 10 .: 4 X202 �. min :083Y 9' 0 9 , . ,002 • . ' 10 0 - :006.. ::.4: .002 203 2 max 186 4 .002 4 .003 4 0 3 -.003 10 0 4 204 - mm • .083 ._ 9 0 9. .002 ;10 0 ._ 3 - :004 205 3 max .186 4 .002 4 .003 4 0 3 -.002 10 0 3 206 min: _, 083'-- 9: .:0 9 .002 . ::10 . '.: 0 3 = 4 0. 10 207 4 max .186 4 .002 4 .003 4 0 3 .003 0 10 0 9 208 min= ..083 9 0 -:::: ::9. .002 - <10 0 ::3 401.: - 209 5 max .186 4 .002 4 .003 4 0 3 0 4 0 9 210 mm : ` ".083.. ° :9 0: 9: 002.:.:. 10 ;0 3 0,.: 3 : 4: 211 M22 1 max .165 4 .001 4 .003 4 0 3 0. 4 -:001 0 4 2.12 in .078 9 0 10 002 10. 0 3 :0 0 10 213 2 max .165 4 .001 4 .003 4 0 3 .3 4 0 4 min : .078:` 9;_ 0 :.. 10 :002. . -.10 .001 215 3 max .165 4 .001 4 .003 4 0 3 4 0 10 21`6 :. ; :. ;: min ' -: :078: - 9... 0:: . .10.. .:_:002 . •10 . - ,0 3 .003 ; :002 10 :... 0: 3 217 4 max .165 4 .001 4 .003 4 0 3 _.. • 4 0 10 2.18. :: .`.....:. min -:. . :078 9 : 0 10 .002:..., 10 0 3 .004 10 i 0 4 219 5 max .165 4 .001 4 .003 4 0 3 .002 4 0 10 220 ':" min .. .078.:' g:.' . 0. ":. 10 :.002 10 0..: 3 .005 .003 10 =.002 4: 221 M23 1 max .092 4 .009 4 0 3 0 3 0 10 4 222 ::. min 041:. 9 005:: 10 : 0 ,:. .: 10 0 3 0 : 3 .009 005: 10 223 2 max .092 4 .009 4 0 3 0 3 0 10 _ . 4 224 ..: ::. .:: min ..;041 9 .005 , 10 0 10 0 3 0 3 .007 '.004. 10 225 3 max .092 4 .009 4 0 3 0 3 0 10 4 226 min ::041 9 .005 10 0. 10 0 3 0 9 .004 10 227 4 max .092 4 .009 4 0 3 0 3 0 4 .003. 4 228 min 041 9 005 10 0 10 0.. 3 0' 9 .002 001. 10 229 :. 5 max .092 4 .009 4 0 3 0 3 0 4 0 9 230 Min 041_;: 9 :: .:005 10 0.. 10 0 . 3> 0 10 231 M24 1 max .092 4 .009 4 0 3 0 3 0 4 0 9 232 :. . min : 041 9 005 10 0 :.; 10 0, 3 0; g;`' 0 : ?10. 233 2 max .092 4 .009 4 0 3 0 3 0 4 . 0 9 .:234 .....:- min 041 9 :005 .10 0;;.: 10- 0:: 3: 0; 10 - 4:.. 235 3 max _ .. .092 4 .009 4 0 3 0 3 .. 0 4 :002 -.002 9 236 :, min .. .041 . 9 ..005 10 0 10: ^ :. 0 : 3. 0: - 4; 237 4 max .092 4 .009 4 0 3 0 3 0 ,10... 4 .004. :: -.003 10 238 :. min.:: 041: 9 `- :-:005: :: 10 0 ; • ,10.. 0 3: 02' 10_ : -.006 ' 4 . 239 5 max .092 4 .009 4 0 3 0 3 , : 0 _ 3 10 240 rnin 041' 9 : :005 '10- 0: ` : 10:.' . 0_ 3 : J 0:, -10 -.004 -:007 241 M25 - 1 max .065 4 0 4 .001 3 0 3 - . -.002 10 0 4 242 :: • :- mn .. ,..033_.- 9 ..:. , ::..0 ::. > g;% .:..: 0:• >- : t10 0 ,- :3 ~ ;_:003 3` 0 243 2 max 065• 4 0 4 .001 3 0 3 -.001 10 0 10 10 244 ;min: .033 :, ..: ., `10i :„...;.002. -- 3 245 . 3 max .065 4 0 4 .001 3 0 3 0 10 0 10 246 =: :4 mm :.:;.033 -- ..• .9 .,. 0 9 ::. 0.,i= �:: >10 • :.. 0'. 3' :001 3: ; 0 3:, 247 4 max .065 4 0 4 .001 3 0 3 0 10 . 0 9 RISA -3D Version 9.1.1 [T : \rad \aldo brea \aldo stationary shelf plate loads x axis.r3d] Page 6 Comtany Designer • Job Number 4:46 PM Checked By: Envelope Member Section Forces (Continued) LC T ftl 248 min .033 9 0 9 0 10 0 • 3 0 3 momen.. 0 LL, 4 249 5 max .065 4 0 4 .001 3 0 3 0 10 0 9 250 ;. ;': _: ": min . .033 9 . 0 . .. 9 0 : 10 0 3 0 3 -.001 4 251 M26 1 max .046 4 0 9 .001 3 0 3 0 10 0 9 252 min .029 9 -:002 3: 0 10 0` 3 . 0:. 3 - :002.:.. 3- . 253 2 max .046 4 0 9 .001 3 .' 0 3 0 3 0 9 : :254 ..:min ..::029 9 -• .. --.002. 3 0 : :. . :10 A..: 3 : • .. . 0.. -.. :10 255 3 max .046 4 0 9 .001 3 0 3 .001 3 0 3 256 C . min` .. `.029`- 9' -:002 .: 3 0`; ' 10 0 _ ; _3 ; ;0 :. 10 . - :: 0 ... 10 257 4 max .046 4 0 9 .001 3 0 3 .002 3 3 258 • mm min 9 -.002 • 3 Q" .... :10 0 ::.:: - • .``.001, _ 10 .001 ,. 259 5 max .046 4 0 9 .001 3 0 .3, 3 .003 3 3 260 '• min .029 :9 - :002'.: 3. 0' X10 0..:, 3 <; " :002 :..10 .002 0 g 261 M27 1 max 0 10 .004 4 0 3 0 10 0 3 4 262..:. . -. _ .min 0 3 :003.. 10 _ ,. 0: 3 0.. 3 0...: 3. .005 ..:003 10 263 2 max 0 10 .004 4 0 3 0 10 0 3 4 264 min 0 3 .003: 10 . - 0... ..;3 ; .0' :. 3. :'... 0 :; 3 .003 :001....10. 265 3 max 0 10 .004 4 0 3 0 10 0 3 0 3 266 ::. min ., 0 _: 3...:.003 - .10, 0: ~3 0 ;.; -:3.. 0 . .. 3 . 0.. -. 10. 267 4 max 0 10 .004 4 0 3 0 10 0 3 -.001 10 268 min 0`:: 3 ::. ; . :003 , : 10.. 0: :... : 3 0 ': : 3., .. 0: 3 = - 4 -. 269 5 max 0 10 .004 4 0 3 0 10 0 3 :002 -.003 10 270 ". min 0: 3 .003 10 0: 3 0 . " ;3: 0. 3... -.005 4 271 M28 1 max 0 10 .005 4 0 3 0 10 0 3 4 272 : min .. 0 , :. 3. :: . :.003 10 3 : 0 3° 0'. 3 .006 10 273 2 max 0 10 .005 4 0 3 0 10 0 3 .004... 4 274 min, :- : 0' 3`:. :003' 10 0:: 3 0 ... 3 : 0 3, .003 10 275 3 max 0 10 .005 4 0 3 0 10 _ 0 3 .002` 0 3 276 :; .: min" 0 3 `... 003 TO 0`..; 3. 0.. 3 0: -_ 3 0 10 277 4 max 0 10 .005 4 0 3 0 10 0 3 -.002 10 278 ;:.: ?':.... min 0 - 3 :003 10 0' 3 . 0.. 3 0 3 -.003 4 . 279 5 max 0 10 .005 4 0 3 0 10 0 3 -.004 10 -280 min 0 3 .003 10 0 3 0 3' 0 3 -.006 4 281 M29 1 max 0 10 .003 3 0 3 0 3 0 3 3 282 min 0 3 :002 10 0` 3' 0 10 0 3 .003 10 283 2 max 0 10 .003 3 0 3 0 3 0 3 .002 3 284 .:. : . . : . : min 0 3 .002.... .10 ... 0 3 0.: 10 .. 0.. 3- .002 0 .. 10 285 3 max 0 10 .003 3 0 3 0 3 0 3 0 10 286 min 0' 3. .002. .10 0 ,'. 3 : 0 10 0. 3.. 0 .. 3 287 4 max 0 10 .003 3 0 3 0 3 0 3 0 10 288.. min 0. : 3 . .002 10 0 . 3 0 " .. _10' 0 3 -.002. _ 3 289 5 max 0 10 .003 3 0 3 0 3 0 3 -.002 10 290 . min 0 3 ..:.002 . 10 0 3 . 0, 10 0 3 :: - .003 291 M30 1 max 0 10 .002 3 0 3 0 9 0 3 3 292 = mm 0^ 3:: _ 001 10 0.: 3: := . ,. 0 3 :0: 3 • .003 '....10. 293 2 max 0 10 .002 3 0 3 0 9 0 3 .002- 3 294 .. min _.. 0 . 3 • ;.001. 10: 0 3. 0 3 0. 3 .001 0 10 295 3 max 0 10 .002 3 0 3 0 9 0. 3 0 3 :296..: ,min 0. •3` . .001... 10 .: ;0:= 3 :' 0 3 • 0;. 3; 10 297 4 max 0 10 .002 3 0 3 0 9 0 3 ....0 0 10 298 �: ='' min 0 ... :3 '1._ - 00 10 :0: 3 0;_:, _.3 : :.. ,. 3 299 5 max 0 10 .002 3 0 3 0 9 0 3 .- .001 -.002 10 306 . t..� min :" 0 ...:' :. 3 .001 ' ':210. m 0., 3 .0 ;; ' 3.` 0 . 3. 301 M31 1 max 0 10 .004 4 0 3 0 3 _ 0 3 :.- .003. 4 302 '.: ; > : ; :. :. = min..;: 'W. ;.: 3: >` - .003:-. ' :10: :.0 ;; 0 . • .:10 0..: 3' .005 :. :003: :,: 303 2 max 0 10 .004 4 0 3 0 3 0 3 4 :SO 4' .. - : :. min , • 4. '' :003 . ;10: .',-N.'" .. -0: 10 {__.'0' .-: .• .003 . ,:002. .:10 RISA -3D Version 9.1.1 [T : \rad \aldo brea \aldo stationary shelf plate loads x axis.r3d] Page 7 Comiany Designer Job Number 4:46 PM Checked By: Envelope Member Section Forces (Continued) M 305 3 max 0 10 .004 4 _.........'J 0 -.. 3 ....vv v�,. ,.L 0 Lv 3 , , • • II .n.. 0 Lv 3 -t IYIVIIIGII... 0 LV 10 306 min 0 3 .003 10 0 3. 0 10 0 3 0 3 307 4 max 0 10 .004 4 0 3 0 3 0 3 -.002 10 308: min .: 0..:. 3 :003. 10:. 0 3.. .::: p ::: 10 0 3 -:003 4. 309 5 max 0 10 .004 4 0 3 0 3 0 3 -.003 10 :31'0 ' • - :min• • 0 3 ` . :003 10 0 ^3 . • 0 ..:. 10 .. - :,0 3 -:005. ` 4 311 M32 1 max 0 10 .005 4 0 3 0 3 0 3 4 312 min :: 0 3.: :003 .. 10 0 3 . 0 10 0 3 .006 '10' 313 2 max 0 10 .005 4 0 3 0 3 0 • 3 .004- 4 314 min 0;- .. 3' .003: 10. 0 3. 0 : 10 :::0' 3 .003 ::002. ,10_. 315 3 max 0 10 .005 4 0 3 0 3 0 3 0 10 3.16:: :: spin . .0. ". -. 3 - :.003 •10. 0 3 0 10. 317 4 max 0 10 .005 4 0 3 0 3 0 3 -.002 10 348 :,' min . 0.: 3 .; ,.003 -10 0; 3 0. 10 0 3: -:003 319 5 max 0 10 .005 4 0 3 0 3 0 3 -.004 10 320 min <:: ` 0.; ;3:; : ".003 '. 10 0,; 3. : 0 :. 10 0 .: 3.. -.006 4 321 M33 1 max 0 10 .003 3 0 3 0 10 0 3 . 3 322 min - :.:..0 3 .002. 10 . 0 3 . 0 3 p 3 . .003 - `10: 323 2 max 0 10 .003 3 0 3 0 10 0 3 .002 3 324. min : :: 0::. : 3 ..002° - '10 0 ` 3 ": . ` 0 3 0 3 .002 0 .:.: 10 325 3 max 0 10 .003 3 0 3 0 10 0 3 0 4 326':.. '. min'. 0 3 .002 1 10 0 3`.': .0 3 0 3 0 10 327 4 max 0 10 .003 3 0 3 0 10 0 3 0 10 328 :.. min 0 8:, .002 10 p,. 3 0 3,_ 0 3, -.002 3 329 5 max 0 10 .003 3 0 3 0 10 0 3 . -.002 10 330 %. min 0.. 3 : - '.002 ::' 10 0. 3' 3 - :003... 3" 331 M34 1 max 0 10 .002 3 0 3 0 10 0 3 .003 3 332 min ' :. 0 . 3 .001 -, '.10 0.:: 3 .:: i 0 3 0 3 10 333 2 max 0 10 .002 3 0 3 0 10 0 3 .002 3 334 min ::" 0 -.. 3: :001 .1.0.: 0 :3, -:: 0.. : -.3, .` 0 3 .001 0. 10 335 3 max 0 10 .002 3 0 3 0 10 0 3 0 10 -336 .. min.: 0 ' 3 °:. ..001: ..10. ... 0:_... :3: p : 3' .0 3 0 3 337 4 max 0 10 .002 3 0 3 0 10 0 3 0 10 338 .: :' mio ::. ..0: 3 .001: 10 0 3 0' 3 0 3 -.001` 3 339 5 max 0 10 .002 3 0 3 0 10 0 3 -.002 10 .340 min 0 3. :001 ° 10 0 3' 0 3 0 3 -.003 3 341 M35 1 max -.032 10 0 3 0 3 0 3 0 3 0 3 342 .: min =.054. 3 0. 3 0 3:. 0:' 3 0 3 0 3 343 2 max -.032 10 0 3 0 3 0 3 0 3 0 3 344 , min:: . - .054:.: 3;::: ;: ..0 3 .: p 3.: 0: 3 0 3` p 3 345 3 max -.032 10 0 3 0 3 0 3 0 3 0 3 346 - ; ._ mrn ... - .054.. p 347 4 max -.032 10 0 3 0 3 0 3 0 3 0 3 :348 =` " ; '! min • ". :054. , 3 0 3 0 3 ,0 3 p,: 3 0 3 349 5 max -.032 10 0 3 0 3 0 3 0 3 0 3 350 :.•min" - :054- 3;.': 0` 3:' :0 3: .''0' __ _ 3 • 0 3 0 3< 351 M37 1 max -.019 10 0 3 0 3 0 3 0 3 0 3 '3.82' min . `:03.1.. ; 3 0; . 3 ..0' • 353 2 max -.019 10 0 3 0 3 0 3 0 3 0 3 354 min :-- :.031;., ' 3: 0.. .. :3 •• 0 :,3. 355 3 max -.019 10 0 3 0 3 0 3 0 3 0 3 '356 . =: .Min ' = :031` • '3 .... 0 3 '• 0 . , .:3; 3" 0 3.... 357 4 max -.019 10 0 3 0 3 0 3 0 3 0 3 358 min: , 4.031:x, ;. 3: 0.:. - 3., 0 . ;.3 p _ , .> 3: 0:.. 359 5 max -.019 10 0 3 0 3 0 3 0 3 0 3 ;360, • .1 :. :.L ._ " ' •m in` ; .031 : - 3:..< 0:."' .,3 ,.,;:r7 0..:: : '=0.: RISA -3D Version 9.1.1 [T: \rad \aldo brea \aldo stationary shelf plate loads x axis.r3d] Page 8 CARUSO TURLEY SCOTT consulting structural engineers 1215 W. Rio Salado Pkwy Suite 200 Tempe, AZ 85281 7:480-774-1700 F: 480-774-1701 Job Name A L-1)0 Job No. By ri-417 • n i 7 •• : . t 1 i:. : _.t t_ i..., 4 i-1-11rqi-1,- i ,_ _i_i. _I. J.,,, H...1...t..;. i..:. ,. J. ':___4_-..,- -;--; 1.-i -1- ! , T.-1.-T-- : , • • ; , , , i....i;_i !--E-1-' . Hr-r-i-- 1 t / . -4---1-1--•!. '--!--t , , , , ; • : ; i ; tleolites4 10b-L -:, ---4- ...,__,..!. ,...,...., . • ,„•„,.. .,...:_.:., •; _, .:. -, • f -1 -t.- --;-. 7-! • ' •• ' ; , . ' ■ : : 1 ' : • ! . : . 1 • . ' ! - .; . . r- "-,..!.-;- ' •;—.— i '4- , - —. - • , • • ::: - 1 '', ; ' ; ; , 1 ! ; ; ; , • .• • . , i , : : • :: ; • ; , • , 4 • 4 • ..t_. ; t • !- • .c• 7 -1,*-; • T-1 • - ...4. .1 : • _ft.,' • - -I--; -., id=u .; :7 7 ; • • • '!• •-.• • • ' i• 1-1—' '• j — . L. ' ; . 4 ' .1 • •:"I• • ;;)43.0., • , . , , I ) • ! , 1- 1: :••••i H----;•*; : • 1" ' , L • . : • . , • • • ; — ' ,, ... 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Member Check - 2007 North American Specification - US (ASD) Page 1 Material Type: A715 Grade 50, Fy =50 ksi Design Parameters: Lx 1.8300 ft Ly Kx 1.0000 Ky Cbx 1.0000 Cby Cmx 0.6000 Cmy Braced Flange: None Red. Factor, R: 0 1.8300 ft 1.0000 1.0000 0.6000 Loads: Entered Applied Strength P Mx (k) (k -in) 0.2150 0.07200 0.2150 0.07200 0.6430 0.77120 Lt 1.8300 ft Kt 1.0000 ex 0.0000 in ey 0.0000 in Stiffness, k4: 0 k Vy My (k) (k -in) 0.0170 0.22800 0.0170 0.22800 0.3994 0.30298 Vx (k) 0.0100 0.0100 2.3020 Effective section properties at applied loads: Ae 0.160555 in ^2 Ixe 0.017286 in ^4 Iye 0.036523 in ^4 Sxe(t) 0.046096 in ^3 Sye(1) 0.057411 in ^3 Sxe(b) 0.046096 in ^3 Sye(r) 0.042280 in ^3 Interaction Equations NAS Eq. C5.2.1 -1 (P, Mx, My) NAS Eq. C5.2.1 -2 (P, Mx, My) NAS Eq. C3.3.1 -1 (Mx, Vy) NAS Eq. C3.3.1 -1 (My, Vx) 0.334 + 0.058 + 0.460 = 0.084 + 0.093 + 0.753 = Sqrt(0.009 + 0.002)= Sqrt(0.566 + 0.000)= 0.852 <= 1.0 0.929 <= 1.0 0.103 <= 1.0 0.753 <= 1.0 CARUSO TURLEY SCOTT consulting structural engineers 1215 W. Rio Salado Pkwy Suite 200 Tempe, AZ 85281 T: 480- 774 -1700 F: 480-774-1701 Job Name Job No. I '1 Sheet No. L By ra...4 Date -/// Z .t - - , itirt41:::::r --17-1"-- 1 1 _,_7:1- • - A ; I- - -��� - � ....-- - � ��.vl-c 21 ---, s: _ ZAI 11_-_17,7.- , ; _.--, lil III i t- 1.__ ►- ■■■ ■ ■■ I Si or wg. 3 j 1111 AIIIIIll , ----- i Ulla griPrii .011‘, 'A . _.,_ IHHIIIIHIIHIIII 1 I ' -1HIIIHHIHI 1 1 11111 -I 11111__IHUII5iiiiil 1 !1! IIIII Eimii.1111111111IIIIIHII 1111 - , 11111111 �11011 i11! I 011011 iiii , , CFS Version 6.0.2 Section: aldo shelf beam.sct Channel 4.5x0.6x0.3 -22 Gage eng10 Caruso Turley Scott, Inc. Member Check - 2007 North American Specification - US (ASD) Page 1 Material Type: A715 Grade 50, Fy =50 ksi Design Parameters: Lx 2.3300 ft Kx 1.0000 Cbx 1.0000 Cmx 0.6000 Ly 2.3300 ft Ky 1.0000 Cby 1.0000 Cmy 0.6000 Braced Flange: None Red. Factor, R: 0 Loads: P (k) Entered 0.00000 Applied 0.00000 Strength 0.99424 Mx Vy (k -in) (k) 0.2760 0.02000 0.2760 0.02000 1.9911 0.94720 Lt 2.3300 ft Kt 1.0000 ex 0.0000 in ey 0.0000 in Stiffness, k4: 0 k My Vx (k -in) (k) 0.0000 0.00000 0.0000 0.00000 0.3563 0.00000 Effective section properties at applied loads: Ae 0.135576 in ^2 Ixe 0.16995 in ^4 Iye Sxe(t) 0.10622 in ^3 Sye(l) Sxe(b) 0.10622 in ^3 Sye(r) Interaction Equations NAS Eq. C5.2.1 -1 (P, Mx, My) NAS Eq. C5.2.1 -2 (P, Mx, My) NAS Eq. C3.3.1 -1 (Mx, Vy) NAS Eq. C3.3.1 -1 (My, Vx) 0.00627 in ^4 0.04099 in ^3 0.01236 in ^3 0.000 + 0.083 + 0.000 = 0.083 <= 1.0 0.000 + 0.139 + 0.000 = 0.139 <= 1.0 Sqrt(0.008 + 0.000)= 0.089 <= 1.0 Sqrt(0.000 + 9.999)= 3.162 > 1.0 Section contains no web elements for horizontal shear. Ni/A CARUSO TURLEY SCOTT consulting structural engineers 1215 W. Rio Salado Pkwy Suite 200 Tempe, AZ 85281 T: 480-774-1700 F: 480-774-1701 • . 1 I L.. .— ._, -- -. i L I —i Nor- 1 r • Job Name lX)0 Job No. IZ- Sheet No. 77 By 'r � Date V r> -s 3 - S Eat Z --7 'r _ .- .��.. -- - 4 -_I I t i - i- c.� i � al • •• 1 .... _ ME • di. - -�- r - T , .■■ ■■■■■ a r -i ■■■■■■■■■ n ■ ■ u ■. ■ r , ! 1. ■.■■ illi ■ 114:::: 11 T ■ r �;■i..... .111.CC1111C1 :111 1C L_ _ ...._ - -- - ■ - r•Gi: CARUSO TURLEY SCOTT consulting structural engineers 1215 W. Rio Salado Pkwy Suite 200 Tempe, AZ 85281 T: 480-774-1700 F: 480-774-1701 Job Name A l.O Job No. I Z/' f'5 Sheet No. 5 By • Date 44171-- _ • _. I. r xj� ..'..... LI }..__a _.T.,. - . 1 .�_ .. mil_. : ,. . — .. _ .. �_� ' __. .. — I - -- 4-: I INN I- -4 - 1 r - -.1-ir- ---±112-1 L—r-r- -I- r- ________ KW ._-_- - - !" . . ,. 1St 4- 171 o 0......m... nmu r % i wail ■ ' ■ n n Ci.. it A� ■ ..■m. ■■ ■Gi.■■■.■.■■■■■.■.■ r 1a 1■100 ■ IRE . � ■ ■.• . .m gngJrt■ L .■■■1.114011 ■ ■■ ■■■■n ■. ■... U7 n..... n in 1111111 Iliiiiiiiiiiiiiii11111111 ■■ ■ �i 1111 ..■■■.■■ .. ■ r 111111 . "'' OHIO! . ki .■■n■■■ CARUSO TURLEY SCOTT consulting structural engineers 1215 W. Rio Salado Pkwy Suite 200 Tempe, AZ 85281 T: 480 - 774 -1700 F: 480-774-1701 Job Name (j Job No. f' - '7$S Sheet No. `19 By s'3 Date 4-4/./ f.'�YCj -- 57IV�7 L.L ( I t .. / ' Si ?ec '7.' y-t C kl�i�Ki/t~ — ._,_1_._�.. J C. _- - - - - --) .'- f- f-,-+-b- • II' — J. (0! 1 � 16'(U 1► L_� - • -4t - i r , 1 , .. i ' -I— 4- _ ` r F l i� ,_ • • - -� —G n OM _ ■- — s -- - L_r_ 1-- ;- -a- 1 + 1-1 1 ■ . i L , , ,_ 1 .., T 1 • 1H L • 11.11111!••• i MO •■ •• ••ii n ■■■■ sessou n ■ ••■■n■■ 11 I ••••••••• I1 11111 ■ ■■■ 1111 ; 1 I •111 IN111111 I 1 • ■ n ■■■■ ■■■ ■■ •n�� I ' I-- ■ ■■■■ 0.11 ii! . 1111 I 1 1iIIP!1 ii11 �■■ ■�n■■■1■■■■ 1 ■■■■ , • • 2001 North American Specification Project: 15' tall stud max Date: Model: P1 Unif Ld Ib/ft R1 R2 15.00 ft Point Loads P1 Load(Ib) 46 X- Dist(ft) 10.00 Sb Section : 362S162 -33 Single C Stud (X -X Axis) Fy = 33.0 ksi Maxo = 440.9 Ft -Lb Moment of Inertia, I = 0.551 inA4 Va = 1023.6 Ib Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft -Lb (in) Ft -Lb Ma(Brc) (in) Ratio Center Span 328.7 0.746 328.7 Full 440.9 0.746 0.784 L/230 Combined Bending and Web Crippling Reaction or Load Brng Pa Mmax Intr. Stiffen Pt Load P(Ib) (in) (Ib) (Ft -Lb) Value Req'd ? R1 67.8 1.00 165.2 0.0 0.49 No R2 83.2 1.00 165.2 0.0 0.60 No P1 46.0 3.50 444.4 328.4 0.87 No Combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load (Ib) (Ft -Lb) Factor VNa M /Ma Unstiffen Stiffen R1 67.8 0.0 1.00 0.07 0.00 0.00 NA R2 83.2 0.0 1.00 0.08 0.00 0.01 NA P1 48.2 328.4 1.00 0.05 0.74 0.56 NA 2001 North American Specification Project: 17 tall stud max Date: Model: P1 7:0 Unif Ld lb/ft R1 17.00 ft Point Loads P1 Load(lb) 46 X- Dist(ft) 10.00 Section : 362S162 -43 Single C Stud (X -X Axis) Maxo = 612.0 Ft -Lb Moment of Inertia, I = 0.710 inA4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Fy = 33.0 ksi Va = 1739.1 lb R2 Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft -Lb Maxo Ft -Lb (in) Ft -Lb Ma(Brc) (in) Ratio Center Span 434.4 0.710 434.4 Full 612.0 0.710 1.000 U204 Combined Bending and Web Crippling Reaction or Load Bmg Pa Mmax Intr. Stiffen Pt Load P(Ib) (in) (Ib) (Ft -Lb) Value Req'd ? R1 78.4 1.00 276.7 0.0 0.34 No R2 86.6 1.00 276.7 0.0 0.38 No P1 46.0 3.50 766.9 434.4 0.78 No Combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load (Ib) (Ft -Lb) Factor VNa M /Ma Unstiffen Stiffen R1 78.4 0.0 1.00 0.05 0.00 0.00 NA R2 86.6 0.0 1.00 0.05 0.00 0.00 NA P1 37.7 434.4 1.00 0.02 0.71 0.50 NA 4 • • 2001 North American Specification Project: 19' tall stud max Date: Model: P1 Unif Ld lb/ft f R1 R2 19.00 ft Point Loads P1 Load(lb) 46 X- Dist(ft) 10.00 Section : 600S162 -33 Single C Stud (X -X Axis) Maxo = 950.6 Ft -Lb Moment of Inertia; I = 1.793 inA4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Fy = 33.0 ksi Va = 638.1 lb Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft -Lb Maxo Ft-Lb (in) Ft -Lb Ma(Brc) (in) Ratio Center Span 532.9 0.561 532.9 Full 950.6 0.561 0.602 L/379 Combined Bending and Web Crippling Reaction or Load Bmg Pa Mmax Intr. Stiffen Pt Load P(Ib) (in) (Ib) (Ft -Lb) Value Req'd ? R1 88.3 1.00 152.8 0.0 0.69 No R2 90.7 1.00 152.8 0.0 0.71 No P1 46.0 3.50 429.5 532.8 0.69 No Combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load (Ib) (Ft -Lb) Factor VNa M /Ma Unstiffen Stiffen R1 88.3 0.0 1.00 0.14 0.00 0.02 NA R2 90.7 0.0 1.00 0.14 0.00 0.02 NA P1 27.8 532.8 1.00 0.04 0.56 0.32 NA 2001 North American Specification Project: 26' tall stud max Date: Model: P1 R1 26.00 ft Point Loads P1 Load(lb) 46 X- Dist(ft) 10.00 Section : 600S162 -43 Single C Stud (X -X Axis) Fy = 33.0 ksi Maxo = 1390.0 Ft -Lb Moment of Inertia, I = 2.316 in "4 Va = 1415.7 lb Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Unif Ld lb/ft R2 Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft -Lb Ma(Brc) (in) Ratio Center Span 843.9 0.607 843.9 Full 1390.0 0.607 1.449 L/215 Combined Bending and Web Crippling Reaction or Load Brng Pa Mmax Intr. Stiffen Pt Load P(Ib) (in) (lb) (Ft -Lb) Value Req'd ? R1 119.3 1.00 259.1 0.0 0.55 No R2 108.7 1.00 259.1 0.0 0.50 No P1 46.0 3.50 744.8 842.3 0.68 No Combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load (lb) (Ft -Lb) Factor VNa M /Ma Unstiffen Stiffen R1 119.3 0.0 1.00 0.08 0.00 0.01 NA R2 108.7 0.0 1.00 0.08 0.00 0.01 NA P1 49.6 842.3 1.00 0.04 0.61 0.37 NA • PERNT COON C PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D12 .-244 DATE: 07 -25 -12 PROJECT NAME: ALDO SHOES SITE ADDRESS: 657 SOUTHCENTER MALL X Original Plan Submittal Response to Incomplete Letter # _ Response to Correction Letter # Revision # After Permit Issued DEPARTMENTS � �7ding'DiVislon � i Public Works n 4iAux) Aux) rre Prevention Structural Planning Division Permit Coordinator L DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 07-26 -12 Complete Comments: Incomplete Not Applicable Permit Center Use Only INCOMPLETE LETTER MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: LETTER OF COMPLETENESS MAILED: TUES /THURS ROUTING: Please Route Structural Review Required REVIEWER'S INITIALS: nNo further Review Required DATE: APPROVALS OR CORRECTIONS: Approved Notation: Approved with Conditions DUE DATE: 08-23-12 Not Approved (attach comments) REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Documents /routing slip.doc 2 -28 -02 Contractors or Tradespeople Peer Friendly Page 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. Business and Licensing Information Name SAJO INC UBI No. 601884767 Phone 5143850333 Status Active Address 1320 Graham Blvd License No. SAJOII'893CZ Suite /Apt. License Type Construction Contractor City Mont -Royal Effective Date 3/4/2011 State QC Expiration Date 3/4/2013 Zip H3P3C8 Suspend Date County Out Of Country Specialty 1 General Business Type Corporation Specialty 2 Unused Parent Company GUERRERA TEDESCHI INVESTMENTS Other Associated Licenses License Name Type Specialty 1 Specialty 2 Effective Date Expiration Date Status CONSTSI0240T CONSTRUCTION SAJOINC Construction Contractor General Unused 9/30/1998 9/11/2012 Re- Re- Licensed Business Owner Information Name Role Effective Date Expiration Date GUERRERA, SALVATORE President 02/07/2011 Amount TEDESCHI, FRANCA Secretary 02/07/2011 66458312 TEDESCHI, NICOLA Vice President 02/07/2011 Bond Information Page 1 of 1 Bond Bond Company Name Bond Account Number Effective Date Expiration Date Cancel Date Impaired Date Bond Amount Received Date 1 Travelers Cas & Surety Co SW1514(50008840) 04/12/2010 Until Cancelled $12,000.00 02/22/2011 Assignment of Savings Information No records found for the previous 6 year period Insurance Information Insurance Company Name Policy Number Effective Date Expiration Date Cancel Date Impaired Date Amount Received Date 3 CHARTIS INS CO 66458312 12/01/2011 12/01/2012 $1,000,000.0011 /29/2011 2 Liberty Mutual Ins Co tb1b71072805060 11/01/2010 12/01/2011 $1,000,000.00 11/04/2011 1 Liberty Mutual Ins Co tb1b71072805060 11/01/2010 11/01/2011 $1,000,000.00 03/04/2011 Summons /Complaint Information No unsatisfied complaints on file within prior 6 year period Warrant Information No unsatisfied warrants on file within prior 6 year period https://fortress.wa.gov/lni/bbip/Print.aspx 08/07/2012 SEPARATE PERMIT REQUIRED FOR: relethanical lirtlectrical Ilnlumbing Geas Piping City of Tukwila BUILDING DIVISION . ISSUED: AUGUST, 30 2007 ALDO RESPONSIBILITY SCHEDULE 4"NNNN 4%N4INI4't& ONO / MART MARTS 600N. CON1RACTOR REMARKS X BP BARRICADE PLAN X DM 1 DEMOLITION PLAN 4 ELEVATION 5 iTEMPORARY •CLEANP PM % AND RES DEMOLITION CEILING PLAN X 1 FIXTURE PLAN X • - ( I. ) 0 INTERIOR ELEVATIONS X 1 C INTERIOR ELEVATIONS X - rAYCLITION X 2A LIGHT FIXTURE SCHEDULE X • • - ELECTRIC. I 711.11410105) CONSTRUCTION DETAILS X 3B LIGHT BOX DETAILS • • - X 4A STOREFRONT SECTIONS X 4B • X - GENERAL DETAILS Emma ware Kra 0 • X No. MECHANICAL / ELECTRICAL • LZWIMP■VE AS room WALL STUDS • • X M - 2 MECHANICAL SPECIFICATIONS X NM 4 DESTINE DT LANDLCOO 04041151/40 WALL arm BOARO • • ELECTRICAL/LI6HTIN6 PLAN X E- 1 A ELECTRICAL LE6END EXISTRiti sk. TO PATCH 1 REPAIR AS ROMEO It#11100147MTI1ION WITH R6261102 SLOCKINS ELECTRICAL PANELS / NOTES X E-3 ELECTRICAL DETAILS • • - 0170614 SONO 011.11411 No. MECHANICAL / ELECTRICAL S1 MOBILE SHELVE 5 • • - 000481140/12 caula S3 STATIONARY SHELVES X • • - memt AN. pro CE • • - ST OT IN OREPRN SOTERIO • 6 - IN R SION • 0 Lifer SZ: !LUMINA= , MARKETINO BIWA • • - MINOR DOOM • • mix To Pea SclectLE W4.SH1001 FIXTURES • • waif 4G. WASFROOM ACC451301003 • • NM SY 0.6. PAINT • • - FLOM FINISH :I * • - DOOR HARDKNE • 6 " 1 gP141 SWIM CASH comae • • - PRE STANDING FLOOR UN ITS 0' 41111 - 141!G R MALL 4 006144) 111 _ 111 WALL PIXTUNS • 0 - STOCKROOM SHIM* • • - LEATHER PON MGM . - , g I .U407104 100% AT GASH WRAP • • CASH ROM" MIMIC • • - YON IN CASH 114AP • I - TELEPHONE INS11119.11104 / KRIM • • _ 151011410 CONDUIT • . . LIIHT PINTOS I ECUS • • - 11ZOTRIGAL MIL I &RACE • • *LOCATED ar LANDLORD, pm' To ammo& SIMPORNI 00 KVA IRANOPC10411 • • ' SECURITY SYSTO4 • • - SPEAKER OMEN WA SPEAKER MINI • • - I i ; N ' R PIM P!!1104 • • " PIM I1�/1M • • - spur SYSTEM WAG) • • NM TO HWANG& ORAWINt6 WAG CONTROL (flisHoSTAT) • 0 - DucTIN04K 0 0 111,124111TIRCHANICAL P'UlMBINII 0 • 211111,45P1240/41 SMOKLINS 0 0 =gamma!' SOUTHCENTER WESTFIEL SEATTLE, WASHINGTON UNIT #: 1525 SPRINKLER NOTE AN AUTOMATIC. FIRE SPRINKLER SYSTEM 15 EXISTING WITHIN THIS SPACE. THE CONTRACTOR SHALL REWORK AND MODIFY FOR NEV ROOM LAYOUT AND CEILING HEIGHTS IN CONFORMANCE MIN N.F.P.A. 15 STANDARDS AND LOCAL CODES t REGULATIONS. ALL WORK SHALL BE 170N E BY A GUALIFIED SPRINKLER CONTRACTOR WHO SHALL DESIGN AND PREPARE SHOP DRAWINGS AND SUBMIT THEM TO THE LANDLORD FOR APPROVAL PRIOR TO FABRICATION AND INSTALLATION. SPRINKLER CONTRACTOR SHALL BE LANDLORD APPROVED. ALL SELLING AREA SPRINKLER HEADS MUST BE FULLY RECESSED, USE STANDARD HEADS IN OPEN CEILING CONDITIONS. CENTER SPRINKLERNEADS IN arm OF TILE WHEN USED. SPRINKLER HEADS MUST BE CONGEALED TYPE IN THE DRYWALL CEILING. PROJECT INFORMATION LANDLORD INFORMATION: NEWFIELD LLG 655 SOUTHGENTER MALL SEATTLE, WA c18188 fapSCOTT PRIMER 525.518.3844 FAX MALL INFORMATION WESTFIELD SOUTHGENTER MALL 610 SOUTHGENTER MALL SEATTLE, WA 48188 AgElgo ANDREW GIARROGGHI 206.246.0423 FAX STORE ADDRESS: ALDO 610 SOUTHCENTER MALL, SPACE * 1525 SEATTLE, WA 618188 atrE: WA WA FAX WA CLIENT INFORMATION: THE ALDO 6Ri9UP 2500 EMILE BELANGER VIUE ST-LAURENT, MON1REAL GIXBEC, CANADA, H4R 5J4 'TYPE OF CONS1RUCTION: IIB FULLY SPRINKLBRED APPLICABLE CONSTRUCTION CODE 2001 SEATTLE BUILDING CODE 2001 SEATTLE MECHANICAL CODE 2001 INTERNATIONAL PLUMBING CODE 2005 SEATTLE ELECTRICAL CODE 2001 WASHINGTON STATE ENERGY CODE 2001 SEATTLE FIRE CODE ICC/ANSI A111.1 4 AD.A. ALL APPLICABLE AND JJRISDICTIONAL ORDINANCES OR AMENDMENTS OF THE STATE OF WASHINGTON OCCUPANCY 6ROUP: GROUP M MERCANTILE) OCCUPANT LOAD: (SALES \ ( STOCK ) AREA + 1$ OF OCCUPANTS 30 ) 300 (VOID AREA) = 0 occuP. 1,366 855 soo )= 4.1c.10I OCCUPANTS -5852 EXT. 6184 MARIE-CHANTAL VILLENENE ( 141-6504 ( 62 = 0 OCCUR 0 ARCHITECT: AADFITCH, INC. 16455 NORTH SCOTTSDALE RD. SUITE le SCOTTSDALE, AZ 85254 19-10N5 450.115.4200 FAX: 460.41q8.1223 WARE FOOTAGE : NET SALES AREA: NET STOREFRONT AREA NET STOCKROOM AREA NET WASHROOM AREA TOTAL NET AREA GROSS AREA TO LEASE LINE 11Nre-Vg6Lffitin CARUSO 111RLEY SCOTT INC. 1215 11. RIO SALADO PKWY, SUITE 200 TEMPE, AZ 85281 PHONE 480.114.1100 , FAX 480.714.1101 ELEC1RICAL/MECHANICAL ENGINEER; DON PENN CONSULTING ENGINEER 635 WESTPORT PARKWAY, SUITE 300 GRAPEVINE, TX 16051 PHONE: 811.4102858 FAX 811251.84 I I 1,04c1 sq.ft. 105 eq.ft. 445 :mit 50 Nit. 1641 sq.ft. 2,545 sq.ft. MALL ADDRESS: 651 SOUTHGENTER MALL SEATTLE, WA c16186 LANDLORD NOTES: TENANT 6.C. MUST ABIDE BY ALL RULES AND REGULATIONS AS SET FORTH N THE TENANT CONSTRUCTION MANUAL. TENANT G.C. MUST ATTEND A PRE-CONSTRUCTION MEETING WITH MALL. OPERATIONS PRIOR TO STARTING ANY WORK. A REVIEWED FOR CODE COMPLIANCE APPROVED AUG 03 2012 City of Tukwila BUILDING DIVISION AMIIMMINIMINNIII~MINIA111011110111•10 1111■1111111~1101•010111111.1. t REVIF'( ' No changes f."1 — of wor: Tu . - NOTE: Revs 7r, and may incuie ; FILE C1PY Perrnit Pion rrvi3w approval is subject to errors and omissions. .,1.1 of construction documents does not authorize .):;oFi of any adopted code or ordinance. Receipt o L.Agoved As • 4y and .' • • • ns is acknowledged: OPIOne-.'15#2:Lal" By Dte. 817// City Of ibkwiia BUILDING DIVISION 'to the scope ?provel of vision. new plan submitt: - an review fees. ALDO DRAWING INDEX No ARCHITECTURAL TS TITLE SHEET X BP BARRICADE PLAN X DM 1 DEMOLITION PLAN 4 ELEVATION X D M 2 DEMOLITION CEILING PLAN X 1 FIXTURE PLAN X 1 A FINISH SCHEDULE X 1 B INTERIOR ELEVATIONS X 1 C INTERIOR ELEVATIONS X 2 REFLECTED CEILING PLAN X 2A LIGHT FIXTURE SCHEDULE X 3 CONSTRUCTION PLAN X 3A CONSTRUCTION DETAILS X 3B LIGHT BOX DETAILS X 4 S.F. PLAN, ELEVATION, 4 DETAILS X 4A STOREFRONT SECTIONS X 4B STOREFRONT DETAILS X 4C GENERAL DETAILS X SV SITE VERIFICATION PLAN X No. MECHANICAL / ELECTRICAL M-1 MECHANICAL PLAN X M- 1 A MECHANICAL DEMOLITION PLAN X M - 2 MECHANICAL SPECIFICATIONS X P 1 PLUMBIN6 PLAN X E- 1 ELECTRICAL/LI6HTIN6 PLAN X E- 1 A ELECTRICAL LE6END X E-2 ELECTRICAL PANELS / NOTES X E-3 ELECTRICAL DETAILS X F- 1 FIRE PROTECTION PLAN X No. MECHANICAL / ELECTRICAL S1 MOBILE SHELVE 5 X S2 MOBILE SHELF DETAILS X S3 STATIONARY SHELVES X MALL ADDRESS: 651 SOUTHGENTER MALL SEATTLE, WA c16186 LANDLORD NOTES: TENANT 6.C. MUST ABIDE BY ALL RULES AND REGULATIONS AS SET FORTH N THE TENANT CONSTRUCTION MANUAL. TENANT G.C. MUST ATTEND A PRE-CONSTRUCTION MEETING WITH MALL. OPERATIONS PRIOR TO STARTING ANY WORK. A REVIEWED FOR CODE COMPLIANCE APPROVED AUG 03 2012 City of Tukwila BUILDING DIVISION AMIIMMINIMINNIII~MINIA111011110111•10 1111■1111111~1101•010111111.1. t REVIF'( ' No changes f."1 — of wor: Tu . - NOTE: Revs 7r, and may incuie ; FILE C1PY Perrnit Pion rrvi3w approval is subject to errors and omissions. .,1.1 of construction documents does not authorize .):;oFi of any adopted code or ordinance. Receipt o L.Agoved As • 4y and .' • • • ns is acknowledged: OPIOne-.'15#2:Lal" By Dte. 817// City Of ibkwiia BUILDING DIVISION 'to the scope ?provel of vision. new plan submitt: - an review fees. ALDO rn I '4 J 0 03 JUIL. 2012 PRINT DATE: 2012 06 28 10354 REGISTERED ARCHITECT 6/olevio BLAIR S. LEACH STATE OF WASHINGTON 4 EmIsDATE /issuED MAY 01, 2012 ALDO / SAJO / LL., BID 4 PERMIT JUNE 04, 2012 I ISSUED FOR CONSTRUCTION JUNE 28, 2012 ISSUED FOR SITE CONDITION rn I '4 J 0 03 JUIL. 2012 PRINT DATE: 2012 06 28 10354 REGISTERED ARCHITECT 6/olevio BLAIR S. LEACH STATE OF WASHINGTON 4 2012-0-28 PER FIELD CONDITIONS 5 2012-0-50 PER SAJO COMMENTS 2 • 2012-05-50 PER LANDLORD COMMENTS I 2012-05-21 PER ALDO COMMENTS NO. DATE REVISION THIS DRAWING HAS BEEN PREPARED FOR THE EXCLUSIVE USE OF THE ALDO GROUP AND ITS ASSOCIATED COMPANIES TO EXPLAIN THE 40 '14z-- ,„1,4 A44,4,4..444. • LAYOUT AND SERVICES REQUIREMENTS FOR THE TRADE FIXTURES OR. TO EXPLAIN COMPANY CONSTRUCTION STANDARDS. ALL DIMENSIONS SHALL BE VERIFIED ON SITE. ALL ERRORS AND DISCREPANCIES SHALL BE REPORTED TO THE OWNER BEFORE PROCEEDING WIN THE WORK. NO DIMENSIONS SHOULD BE MEASURED ON THE DRAWING. DIMENSIONS AND AREAS ON THIS DRAWING ARE FOR INFORMATION ONLY ?RD AAD:FITCH, Inc. SD, - . • - • ' . . KEY PLAN LEVEL I N.T.S. SPACE NO. 1525 RECEIVED JUL 26 2012 CENTER 16435 North Scottsdale Rd. Suite 195 Scottsdale, Arizona 85254 T+1 480 998 4200 F+1 480 998 7223 www.FITCH.com P.N. A17012005 G R O U P E 2300 EvILE-BELA\ GER, vIONTREAL QUEBEC, CANADA, H4R 3J4 TEL.: (514) 747-2536 FAX: (514) 747-6504 -PROJET/PROJECT: • „ .41.1101t: • . VICINITY PLAN N.T.S. ALDO SOUTHGENTER WEST I ELD SEATTLE, WASHINGTON TITRE/TITLE: TITLE •SHEET SOUTHGENTER MALL PROJET No./PROJECT NO. 2161 ECHELLE/SCALE: H:Vmega\ALDO\AD012005 — South Center Shopping Town \Cad\2167_1.dwg CONCEPT, ANNEE/YEAR: AA06 DESSINE/DRAWN: VER1FIE/CHECKED: K.S. PAGE: TS Mobilier / Furniture, Aldo Apr11 -15 -12 Concept: AA 06 DETAIL DESCRIPTION 0A60 Led front Ilts storefront sip 0062 Iliumhated suspended grey bladssign 11215 12feet x SPeet 1 hch high backbar kit with I44hch x 53 3 /bhch 14 II 1K02 Left hard regular double cash kit 2A00 Typical women shoe set-up 2A01 Typical men shoe set-up 2800 Typical handbag set-up 2801 Narrow handbag set-up 2P0I Iqh. Wide freestanding wall mrror 2R02 TYPE R - I IPt. Stater double amore with whits top back panel 2R06 TYPE R - I IPt. Stater trple armors with white top back pawl 2808 TYPE R - I IPt. Add-on trple amore with white top back panel 2U11 TYPE U - BPt.lh. Narrow add-on armore 2V10 IIPt hkjl Stater accessory amore 3A22 401n. Low person table 3A30 40h. Wide G metal table 3802 36h. Bench 3803 15h. x 18h. Bench plug h 3000 Corporate Store Accessory rack with 6 grIlles 31210 Floor espadrille g•IlIe kit 3K01 6Pt. Long dbplatg table kit with one side opening 3K03 Oft. Long display table kit with one side openhg 5A3I 40h. Window display table 5500 Gelling display track 5G03 12h. Tube poster support system 5X03 Wall mounted I44hch wide x 53 3/8 hch high Ilghtbox 1A00 Melamhe stockroom shelvhg 1800 Supply amore ® ma REFERIN6 TO MASTER DETAIL BOOK ® TA6 FOR SPECIAL UNIT, SEE PAGE FD -I CY TM FOR RELOCATED / MN / MODIFIED' UNIT (STANDARD or SPECIAL) box Mobilier / Furniture, Groupe Aldo April 15th 2012 Concept:. GA 05 DETAIL DESCRIPTION .5P01 Mobile Shelvhg Cl board .8P57 24h x q6h Staff Locker MOO 12h. Deep Shoes section Type A SAOI 15h. Deep Shoes section Tips A 8A02 24h. Deep Shoes section Type A 8A03 28h. Deep Shoes section Tpe A 8622 12h. Wide Shoes mobile sectbn Tpe G 8642 qbh. Wide Shoes mobile section T1pe C 8600 12h. Deep Accessories section Type 6 8101 15h. Deep Marketing section Tlpe I 8J01 15h. Deep V.P. section Tlpe J 8KOI 15h. Deep Shopping bags section Type K MOO 12h. Deep MP3 and microwave section Tipe N 85002 24h. Deep E Commerce Shipping Desk Tlpe SD 8V0I 20h. Deep Accessory with doors To V Q TM REMP46 TO MASTER DETAIL BOOK ® TM FOR SPECIAL UNIT, St PAGE FD-I CI TM FOR RELOCATED / WI / MODIFIED' UNIT (STANDARD or SPECIAL) G.C. IS REQUIRED TO INSTALL A WATERPROOF MEMBRANE IN ALL WET AREAS OF THE SPACE. TENANT SHALL. USE. A SO MIL POLYETHYLENE CLEAVAGE MEMBRANE (1:QUAL TO NOBLESEAL TS) INSTALLED PER MANJFAGTURES RECOMMENDATIONS AND ANSI A.I08. MEMBRANE MUST BE EXTENDED UP THE WALL A MINIMUM OF 4" OR EQUAL TO THE HEIGHT OF THE FLOOR BASE. �!• "'cry � 1r..,u ,L4�.6, �� �'.,wd6ari�:..ir l.,.u..� S.- �:..,, ,.....wa,vJe rdt „� w., ,.v'� _ t (N) ADA GRAB BARS, REFER TO DETAIL (1•U fPU TOILET I LAVATORY STOCA ROOM 5 %.126 4 CAPACITY NEW SHELVING FOR SHOES NEW SHELVING FOR SHOES NEW SHELVING FOR SHOES NEW SHELVING FOR SHOES NEW SHELVING MOBILE TYPE NEW SHELVING MOBILE TYPE OTHER SHELVING TYPE, WITH SHOE BOXES * OTHER SHELVING TYPE, WITH SHOE BOXES * OTHER SHELVING TYPE, WITH SHOE BOXES • OTHER SHELVING TYPE, WITH SHOE BOXES * OTHER SHELVING TYPE, WITH SHOE BOXES * SAO a PIO 8622 Bee Plm SG42 ISee Plan 8101 Bee Pim See Pre See Pl 1 8K 01 Am Mai X5002 Plan BOXES (WINTER) 382 (iA00) BOXES (WINTER) : 360 BOXES (WINTER) : 360 AA 02 BOXES (WINTER) : q00 A03 BOXES (WINTER): 810 BOXES (WINTER) : 1800 8C42 BOXES (WINTER) : q0 081010 BOXES (WINTER) c10 BOXES (WINT R) :10 BOXES (WINTER) : qO 8N0� BOXES (WINTER) : q0 .rPIOPS BDa NIINT�: SO2 6 TOTAL (905'1 WOMEN / 2025 MEN) WES 6181 TOTAL 07I2 WOMEN /2414 MEW * NOTE: THESE BOXES ARE COMPILED FOR CAPACITY PURPOSES ONLY AREA STOCKROOM: LOWER LEVEL: UPPER LEVEL: Milthgrh TOTAL MA (LEASING" 8q1 sq. ft. (362cl SK) (n.a.) 1446 sq. ft. (61.11 %) 28455q. ft. (E) DEMISING PARTITION 1 1/2" MIN. (E) 5/8" TYPE 'X' GYP. BD. (E) 2 1/2" STEEL SCREWS IN EACH HOLE PROVIDED IN GRAB BAR A.D.A. REVD -t . GRAB BARS PER GRAB BAR DETAIL SCALE 11=11-0" (E) ESGUTCI-EON NOTE: GRAB BAR TO BE ANCHORED TO SUPPORT A 250 LB. POINT LOAD. (E) NON -COMB. BLOCKING IN WALL TO SUPPORT A 250 LB. POINT PLAN SEG. DETAIL t CORNS COLUMN 3' . I'-0' 8 MEN'S SECTIONS ALDO DATE EMIS /ISSUED • *: • ` . 11h" 11)¢" / 3.. PER ALDO COMMENTS NO. DATE REVISION THIS DRAWING HAS BEEN PREPARED FOR THE EXCLUSIVE USE OF •. THE ALDO GROUP AND ITS ASSOCIATED COMPANIES TO EXPLAIN NE 0 `.. .. ..' I ' . . .. . . .. . 7. • GYPSUM WALL ' - CORNER, UP TO UNDERSIDE OF SALES AREA CEILING FINISH W/( _ Ilk. ..... .. +, %" GYPSUM BOARD ______, 1 OVER 3 5/8" X 206A. METAL 511UD FRAMING 0 16" O.G. \TIP"- LI\ 241- (E) DEMISING PARTITION I PLAN SEG. DETAIL t CORNS COLUMN 3' . I'-0' 8 MEN'S SECTIONS ALDO DATE EMIS /ISSUED MAY 01, 2012 ALDO / SAJO / Li., BID 4 PERMIT JUNE 04, 2012 ISSUED FOR CONSTRUCTION JUNE 28, 2012 ISSUED FOR SITE CONDITION PRINT DATE 2012 -06 -28 10354 b /WZrB /1 L BLAIR S. LEACH STATE OF WASHINGTON 4 2012 -06 -28 PM FIELD CONDITIONS 2 2012 -05 -30 PER LANDLORD COMMENTS I 2012 -05 -2q PER ALDO COMMENTS NO. DATE REVISION THIS DRAWING HAS BEEN PREPARED FOR THE EXCLUSIVE USE OF •. THE ALDO GROUP AND ITS ASSOCIATED COMPANIES TO EXPLAIN NE (E) DEMISING PARTITION r n r f �a dt 1 f is r , F d 1 1 �'- h +f r c � a 1 �f. 1 51 Ha p J,:, 1. r.m 1 NM : ate. kr .� J u r r a � r 5� :rX, . M1: r 7 ! A 4• t U� SSA „1� .9 'A 0; 8A03 AA 0; 8A01 'A 0: 8N00 2R08 2R06 60" X 60" CLEAR FLOOR SPACE (TYP) ( NO)TRAL PIER (W STOREFRONT BLADE SIGN ABOVE ONO (N) 3/4 THICK LL1 CLEAR TEMPERED GLAZING SYSTEM (W) STOREFRONT FIXTURE DISPLAY LANDLORD NOTb ACCORDING TO LEASE, LANDLORD WILL BUILD A ADA. BATHROOM WITH BASIC FINISHES AFTER CONSTRUCTION WILL BE BY TENANT AT TENANTS EXPENSE. 6.G. TO COORDINATE WITH MALL MANAGEMENT IN ORDER TO CONFIRM THE EXACT TOILET ROOM DESIGN 4 LAYOUT AS SHOW ON THESE PLANS( NEW JANITOR SINK BY 6.G., REFER TO DETAIL "Q", 4 "R" ON SHEET "IC" NEW DEMISING PARTITION BY LANDLORD MASON BACKI (N) 36" WIDE BY 34" HEIGHT HANDICAP�G�GES51BLE COUNThR A 01 1K02 A 01 3K01 -30" X 48" CLEAR FLOOR SPACE (TYP) MALL BULKHEAD ABOVE .8P01 Of .8P01 J STOCKROOMI 3' -1 O) " .8P01 34' STOREFRONT GLASS ENTRY DOORS (N) DRINKING FOUNTAI RELOCATED ELECTRICAL EAUIPMENT, REFER TO ELECTRICAL DRAWINGS FOR MORE INFO. NEW DEMISING WALL BY LANDLO cn T- .rr - - -m- - - i o o 01 -0" HJ OD62 A of 2U11 2 HANDBAGS SECTIONS (N) 4' -5 5/8" X 12' -0" X 4 s/4" SURFACE MOUNTED LIGHT BOX. 6.G. TO PROVIDE F.R.T. WD. BLOCKING AS NEEDED FOR ATTACHMENT IN (N) INTERIOR PARTITION (N) FIRE EXTINGUISHER 6.0. -LANDL.ORD NOTE ALL WIRES AND DOCK STATION OF ANY TYPE MUST NOT BE VISIBLE AND P.O.S. AREA MUST BE GL AND PRESENTABLE CUSTOMS. 3802 3902 7' -13/" 4 j STOCKROOM I 55D02 5A02 5A02 4 10' -0' H. 10' -0' H. 4 10'-0" H. J MN ME NM (N) ILLUMINATED STOREFRONT SIONA6E co SNr=RAGTOR 1 REVIEWED FOR (E) MALL HULK CODE COMPLIANCE ABOVE APPROVED -LEASE LINE AUG 0 3 2012 LAYOUT AND SERVICES REQUIREMENTS FOR THE TRADE FIXTURES OR TO EXPLAIN COMPANY CONSTRUC110N STANDARDS. ALL DIMENSIONS SHALL BE VERIFIED ON SITE. ALL ERRORS AND DISCREPANCIES SHALL BE REPORTED TO THE OWNER BEFORE PROCEEDING WITH THE WORK. U RA NO DIMENSIONS SHOULD BE MEASURED ON THE DRAWING. DIMENSIONS AND AREAS ON THIS DRAWING ARE FOR INFORMATION ONLY AAD:FITCH, Inc. I P.N. A17O12005 18435 North Scottsdale Rd. Suite 185 Scottsdale, Arizona 85254 T +1 480 998 4200 F +1 480 998 7223 www.FITCH.com (N) SALES AREA GYP. BD. SOFFIT ABOVE- STOREFRONT FIXTURE DISPLAY( (N) FIRE EXTINGUISHER BY 6.C. 8101 8V01 A 01 2D01 2R06 City of Tukwila BUILDING DIVISION A 01 5A31 SERVICE DOOR MALL SERVICE CORRIDOR I j liJ `r-j-� 01 -0' 510I 4 b 10/18 8A00 ©® 6600 GS:Yi'S1J 711if ii"•}F! I4 +'rrt µ. ra,�l S'�Pv'i 'rJ 7i Eti :. �f j'i .,�iei�l1 r..am }e } r M19 t. �. }Jf �y.,,7 +c� p r+i pY !ii 9l }(\ r �95�r 1r 1 �iJ 1 l I 11,,0 L.a`.IS. C 0.0 3/4" THICK CLEAR TEMPERED GLAZING SYSTEM uS�` r._..� c4i Gam �a .,,w ��.�Wlia!<as�'E� r�raikT;n 1; 1 ;r>�L�s ... ,.,fcw.♦r.i4c.�,a .. 4 4T L F l h t �. o"C15. '13 xS '.�.uf�A..1..i7. yi :IaL1 NBJTRAL PIER RECEIVED VE D R JUL 2 6 2012 PERMIT CENTER (N) 4' -o" X 4' -0" CLEAR DOOR CLEARANCE (Fj DEMISING PARTITION (E) STRUCTJRAL COLOUMN W/ (N) PARTITION FURRING FIXTURE PLAN SCALE, 1/41•11-01 ACCESSORY UNITS 9 WOMEN'S SECTIONS H: \Omega \ALDO \AD012005. - South Center Shopping Town \Cad \2167_1.dwg ALSO G R 0 U P E 2300 EMILE- BELANGER, IV ONTREAL QUEBEC, CANADA, H4R 3J4 TEL.: (514) 747 -2536 FAX: (514) 747 -6504 PROJET /PROJECT: ALDO SOUTHGENTER WESTF I ELD SEATTLE, V ASHINGTON TITRE TITLE: FIXTURE PLAN PROJET NO. /PROJECT NO. 2167 ECHELLE /SCALE: DESSINE /DRAWN: A.M.J. VERIFIE /CHECKED: K.S. CONCEPT, ANNEE /YEAR: AA06 PAGE: 1 co cn T- .rr - - -m- - - i o o 01 -0" HJ OD62 A of 2U11 2 HANDBAGS SECTIONS (N) 4' -5 5/8" X 12' -0" X 4 s/4" SURFACE MOUNTED LIGHT BOX. 6.G. TO PROVIDE F.R.T. WD. BLOCKING AS NEEDED FOR ATTACHMENT IN (N) INTERIOR PARTITION (N) FIRE EXTINGUISHER 6.0. -LANDL.ORD NOTE ALL WIRES AND DOCK STATION OF ANY TYPE MUST NOT BE VISIBLE AND P.O.S. AREA MUST BE GL AND PRESENTABLE CUSTOMS. 3802 3902 7' -13/" 4 j STOCKROOM I 55D02 5A02 5A02 4 10' -0' H. 10' -0' H. 4 10'-0" H. J MN ME NM (N) ILLUMINATED STOREFRONT SIONA6E co SNr=RAGTOR 1 REVIEWED FOR (E) MALL HULK CODE COMPLIANCE ABOVE APPROVED -LEASE LINE AUG 0 3 2012 LAYOUT AND SERVICES REQUIREMENTS FOR THE TRADE FIXTURES OR TO EXPLAIN COMPANY CONSTRUC110N STANDARDS. ALL DIMENSIONS SHALL BE VERIFIED ON SITE. ALL ERRORS AND DISCREPANCIES SHALL BE REPORTED TO THE OWNER BEFORE PROCEEDING WITH THE WORK. U RA NO DIMENSIONS SHOULD BE MEASURED ON THE DRAWING. DIMENSIONS AND AREAS ON THIS DRAWING ARE FOR INFORMATION ONLY AAD:FITCH, Inc. I P.N. A17O12005 18435 North Scottsdale Rd. Suite 185 Scottsdale, Arizona 85254 T +1 480 998 4200 F +1 480 998 7223 www.FITCH.com (N) SALES AREA GYP. BD. SOFFIT ABOVE- STOREFRONT FIXTURE DISPLAY( (N) FIRE EXTINGUISHER BY 6.C. 8101 8V01 A 01 2D01 2R06 City of Tukwila BUILDING DIVISION A 01 5A31 SERVICE DOOR MALL SERVICE CORRIDOR I j liJ `r-j-� 01 -0' 510I 4 b 10/18 8A00 ©® 6600 GS:Yi'S1J 711if ii"•}F! I4 +'rrt µ. ra,�l S'�Pv'i 'rJ 7i Eti :. �f j'i .,�iei�l1 r..am }e } r M19 t. �. }Jf �y.,,7 +c� p r+i pY !ii 9l }(\ r �95�r 1r 1 �iJ 1 l I 11,,0 L.a`.IS. C 0.0 3/4" THICK CLEAR TEMPERED GLAZING SYSTEM uS�` r._..� c4i Gam �a .,,w ��.�Wlia!<as�'E� r�raikT;n 1; 1 ;r>�L�s ... ,.,fcw.♦r.i4c.�,a .. 4 4T L F l h t �. o"C15. '13 xS '.�.uf�A..1..i7. yi :IaL1 NBJTRAL PIER RECEIVED VE D R JUL 2 6 2012 PERMIT CENTER (N) 4' -o" X 4' -0" CLEAR DOOR CLEARANCE (Fj DEMISING PARTITION (E) STRUCTJRAL COLOUMN W/ (N) PARTITION FURRING FIXTURE PLAN SCALE, 1/41•11-01 ACCESSORY UNITS 9 WOMEN'S SECTIONS H: \Omega \ALDO \AD012005. - South Center Shopping Town \Cad \2167_1.dwg ALSO G R 0 U P E 2300 EMILE- BELANGER, IV ONTREAL QUEBEC, CANADA, H4R 3J4 TEL.: (514) 747 -2536 FAX: (514) 747 -6504 PROJET /PROJECT: ALDO SOUTHGENTER WESTF I ELD SEATTLE, V ASHINGTON TITRE TITLE: FIXTURE PLAN PROJET NO. /PROJECT NO. 2167 ECHELLE /SCALE: DESSINE /DRAWN: A.M.J. VERIFIE /CHECKED: K.S. CONCEPT, ANNEE /YEAR: AA06 PAGE: 1 17! GENERAL STRUCTURAL NOTES Applies unless noted otherwise on drawings BUILDING CODE: • 2009 EDITION OF THE INTERNATIONAL BUILDING CODE. LOADS: LATERAL: SEISMIC: • SEISMIC IMPORTANCE FACTOR = 1.0. SHORT PERIOD SPECTRAL ACCELERATION Ss sio 1.429. ONE SECOND SPECTRAL ACCELERATION Si = .489. SOIL SITE CLASS D. Sds mg .953. Sd1 = .493. SEISMIC DESIGN CATEGORY D. RESPONSE MODIFICATION FACTOR (R) = 4 STRUCTURAL STEEL: GENERAL: ALL CONSTRUCTION PER LATEST AISC STEEL CONSTRUCTION MANUAL ALL MISCELLANEOUS STEEL UNLESS NOTED OTHERWISE SHALL BE ASTM A36 (Fy = 36 KSI). EXPANSION ANCHORS: ALL EXPANSIVE ANCHORAGE FOR CONCRETE INSTALLATION ONLY SHALL BE PER HIL11 KWIK BOLT TZ EXPANSION ANCHOR (ICC ESR-1917, LARR# 25701) OR APPROVED EQUIVALENT. ALL ANCHORS SHALL BE INSTALLED PER MANUFACTURERS RECOMMENDATIONS. COLD FORMED STRUCTURAL STEEL FRAMING: GENERAL: ALL COLD FORMED STEEL COMPONENTS. SHALL BE FABRICATED AND ERECTED IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS. STEEL FOR COLD FORMED MEMBERS SHALL HAVE A MINIMUM YIELD STRENGTH OF 50 KSI. STEEL SHALL BE GALVANIZED AT LOCATIONS EXPOSED TO WEATHER AND WHEREVER NOTED. SCREWED COLD FORMED TO COLD FORMED CONNECTIONS SHALL BE HEX HEAD HILTI "KWIK-PRO" SELF-DRILUNG TAPPING SCREWS PER ICC ESIt-2198 (LARR # 25678), OR Icc APPROVED EQUIVALENT. SCREW SIZE SHALL. BE #10 X 3/4* MINIMUM AND MUST PROTRUDE THROUGH AND BEYOND THE CONNECTED STEEL MEMBERS A MINIMUM OF THREE FULL THREADS. SCREWS SHALL. BE INSTALLED WITH A MINIMUM EDGE AND END DISTANCE OF THREE SCREW DIAMETERS. GENERAL NOTES: VERIFY ALL DIMENSIONS WITH ARCHITECTURAL DRAWINGS AND FIELD CONDITIONS. THE STRUCTURAL CONSTRUCTION DOCUMENTS REPRESENT THE FINISHED STRUCTURE. EXCEPT WHERE NOTED, THEY DO NOT INDICATE THE METHOD. OF CQNSThUflON S THE CONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE STRUCTURE DURING CONSTRUCTION. SUCH. MEASURES SHALL INCLUDE, BUT NOT BE LIMITED TO, BRACING, SHORING FOR LOADS DUE TO. CONSTRUCTION EQUIPMENT, ETC. THE STRUCTURAL ENGINEER OF RECORD SHALL NOT BE RESPONSIBLE FOR THE CONTRACTOR'S MEANS, METHODS, TECHNIQUES, SEQUENCES FOR PROCEDURE OF CONSTRUCTION, OR THE SAFETY PRECAUTIONS AND THE PROGRAMS INCIDENT THERETO (NOR SHALL. OBSERVATION VISITS TO THE SITE INCLUDE INSPECTION OF THESE ITEMS). WHERE REFERENCE IS MADE TO VARIOUS TEST STANDARDS FOR MATERIALS; SUCH STANDARDS SHALL BE THE LATEST EDITION AND/OR ADDENDA. . ANY ENGINEERING DESIGN, PROVIDED BY OTHERS. AND SUBMITTED FOR REVIEW, SHALL BEAR THE SEAL OF A REGISTERED ENGINEER RECOGNIZED BY THE BUILDING CODE JURISDICTION OF • THIS PROJECT. NOTES AND DETAILS ON DRAWINGS SHALL TAKE. PRECEDENCE OVER GENERAL STRUCTURAL NOTES AND TYPICAL DETAILS. WHERE NO DETAILS ARE SHOWN, CONSTRUCTION S SHALL CONFORM TO SIMILAR WORK ON THE. PROJECT, AND/OR. AS PROVIDED. FOR ,IN THE CONTRACT DOCUMENTS. . WHERE DISCREPANCIES OCCUR BETWEEN PLANS, DETAILS, GENERAL STRUCRJRAL .NOTES AND SPECIFICATIONS. THE GREATER REQUIREMENTS SHALL GOVERN. CONTRACTOR SHALL BE RESPONSIBLE FOR. VERIFICATION OF ALL DIMENSIONS WITH ARCHITECTURAL DRAWINGS PRIOR TO START OF CONSTRUCTION. RESOLVE ANY DISCREPANCY WITH THE ARCHITECT. ESTABLISH AND VERIFY ALL OPENINGS AND INSERTS FOR ARCHITECTURAL CIVIL, MECHANICAL PLUMBING AND ELECTRICAL ITEMS WITH THE APPROPRIATE TRADE DRAWINGS AND SUBCONTRACTORS PRIOR TO CONSTRUCTION. TYPICAL DETAILS MAY NOT NECESSARILY BE CUT ON PLANS, BUT APPLY UNLESS NOTED OTHERWISE. CONSTRUCTION MATERIALS SHALL BE SPREAD OUT IF PLACED ON FRAMED CONSTRUCTION. LOAD SHALL NOT EXCEED THE DESIGN UVE LOAD PER SQUARE FOOT. • OPTIONS ARE FOR CONTRACTOR'S CONVENIENCE. IF AN OPTION IS CHOSEN, CONTRACTOR SHALL BE RESPONSIBLE FOR ALL NECESSARY CHANGES, APPROVALS AND THE COORDINATION OF THE WORK WITH ALL RELATED TRADES AND SUPPLIERS. SPECIAL INSPECTION - STRUCTURAL ONLY: SPECIAL INSPECTION IS TO BE PROVIDED FOR THE ITEMS USTED BELOW IN ADDITION TO THE INSPECTIONS CONDUCTED BY THE BUILDING JURISDICTION. "SPECIAL STRUCTURAL INSPECTION" SHALLS T REUEVE THE OWNER OR THEIR. AGENT_ FROW REQUESTING THE BUILDING JURISDICTION INSPECTIONS REQUIRED BY SECTION 109 OF THE:INTERNATIONAL BUILDING CODE. SPECIAL. INSPECTION IS REQUIRED PER CHAPTER 17 FOR THE TOLLOWING: CONCRETE CONSTRUCTION: Si. EXPANSION,- •EPDXY, ADHESIVE, AND SCREW ANCHORS: DURING THE PLACEMENT OF ALL ANCHORS SHOWN ON STRUCTURAL DRAWINGS ADDITIONAL-INSPECTIONS REQUIRED FOR REPAIR DETAILS SHALL BE PERFORMED AT THE CONTRACTOR'S EXPENSE A. INSPECTION OF HOLE DIAMETER AND DEPTH. B. INSPECTION OF HOLE CLEANING WIN WIRE BRUSH AND COMPRESSED AIR. C. INSPECTION OF ANCHOR INSTALLAllON USING SPECIFIED PRODUCT AND MANUFACTURER'S RECOMMENDED INSTALLATION PROCEDURES. DUTIES AND RESPONSIBILITIES OF THE SPECIAL INSPECTOR: A. THE SPECIAL INSPECTOR SHALL OBSERVE THE. WORK ASSIGNED TO BE CERTAIN IT CONFORMS TO THE APPROVED DESIGN DRAWINGS AND SPECIFICATION. EL THE SPECIAL. INSPECTOR. IS NOT AUTHORIZED TO APPROVE DEVIATIONS FROM THE DESIGN DRAWINGS OR .:SPECIFICATIONS, AND ALL DEVIATIONS BE •APPROVED BY THE STRUCTURAL ENGINEER OF RECORD PRIOR TO PROCEEDING WITH THE WORK ALL REQUESTS FOR DEVIATIONS SHALL BE INITIATED BY THE CONTRACTOR VIA WRITTEN :REQUEST FOR INFORMATION (RFI). C. THE SPECIAL INSPECTOR .SHALL FURNISH INSPECTION REPORTS TO THE BUILDING OFFICIAL, AND TO THE•IENGINEER:::OW ARCHITECT. OF RECORD. ALL DISCREPANCIES SHALL BE BROUGHT TO 111E IMMEDIATE ATTENTION.. OF THE CONTRACTOR FOR CORRECTION, THEN, IF UNCORRECTED, TO THE DESIGN :AUTHORITY: AND THE :BUILDING: OFFICIAL. • D. coNTRAcToN, SHALL PROVIDE THE SPECIAL •INSPECTOR ACCESS TO ALL ITEMS REQUIRING SPECIAL INSPECTION :ACCESS SHALL BE PROVIDED BY IN-PLACE LADDERS, SCAFFOLDS, LIFTS AND/OR OTHER EQUIPMENT OPERATED BY THE CONTRACTOR'S PERSONNEL AS REQUIRED FOR SAFE . OBSERVATION.' •INSPECTOR IS NOT -RESPONSIBLE OR AUTHORIZED TO OPERATE CONTRACTOR'S EQUIPMENT. E UPON COMPLETION OF THE ASSIGNED WORK THE ENGINEER OR ARCHITECT SHALL COMPLETE AND SIGN THE APPROPRIATE FORMS' CERTIFYING :THAT TO THE BEST OF THEIR KNOWLEDGE THE WORK IS IN CONFORMANCE WITH THE APPROVED 'PLANS AND SPECIFICATIONS, AND THE APPLICABLE WORKMANSHIP PROVISIONS OF THE CODE. 10.1111111C51:177TemegflP a • 4-- FRONT AND BACK ELEVATIONS 00 0. I .. . I '. I I'. St I I . ' ... • ..... ., e d ' ...... ee ..,._ Th.... • . .0 .0 . .0 e ..,,,.: .0.0 No... e . ( ',... .0 .... 3) ' *........... ....., .0 ... .0'... ...... . „ ' .0 reee".... . .... ........ .0".. ..".,... . Z (1) (2) (3) ... .0 ••■ 00 "-><-' ....0. ...„ 00" ..... 0. .., . ..0 . e . .• .. e . .0 . .0 ... .. e., .0' .0 . e . .0 .., ....0'... .-..- .0.0 ... . .0 . 00 . 00„,./.... ....... .0 .... ... >< a Cs • m MIDDLE ELEVATION SPECIAL INSPECTION FOR STORAGE RACKS (OVER 8 FEET) Periodic special inspection is required during the anchorage of access floors and storage racks 8 feet or greater in height in structures assigned to Seismic Design Category D, E or F. IBC 1707.5 and TABLE 1704.4 (4) Inspection of anchors installed in hardened concrete. NOTES: 1. COLUMN PS DETAL 07. 2 SHEIF. 3. CARRIAGE FRAME PER DEMI 01. (1) NOTES: 1. COLUMN PER DETAIL 07. 2. BRACE PER DETAIL 10 TW. 3. SHELF. 4. CARRIAGE FRAME PER DETAIL 01. 36" or 48" PLAN VIEW - MULTIPLE RACKS (2) (2) . (2) (4) -(4) • SIDE ELEVATION NOTES. 1. COWAN PER DETAIL . 2. BEAM PER DETAIL 09 CONNECTION PER DETAIL 08 TYR 3. TRACI( PER DETAIL OL 03. AND 04. • 4. SHELF. (1) aftgallissxgassIssimsifissetorsilismiarmsomritisprommissisr-siairweiewmationmassmissim sat sillsm49111419.sglit;Ramesevsz.;:stemegosismausAmema-assiarsistmlossissmiSINRIasom91491mmarshillllrf.I'mwe NOTES: 1. CROSS BRACE PER DETAIL 10, 2. COLUMNS PER DETAIL 07 IW. 3. BEAM TW SEE DETAIL 00. 4. SHELF. NO1E: POST PLAQUE PER DETAIL 11. REVIEWED FOR CODE COMPLIANCE APPROVED A116 0 3 2012 City of Tukwila BUILDING DIVISION RECEIVED JUL 2 6 2012 PERMIT CENTER LOCATION OF DETAILS DETAILS. SHEET DESCRIPTION •••• 1.1•10 ,INND S1 & MOBILE SHELF PLANS 01-11 S2 MOBILE SHELF DETAILS. 01 0 $3 STATIONARY SHELVES.G.S.Ni. PLANS es‘DETAILS STRUC1URAL NO1ES ON 51W 51.1 AND TYPICAL DETAIL IHESEA)RAvANGst REcORD'S SEAL IS AFFIXED :COMSIRDC11014,1'.:01CRED-OliD- Mg:AIN DERI6YPRELIMINk.flY::.NOTfOR: .4c 'iSIGNATURE. • • PROJECT NUMBE 'PROJECT ENGINEER AGER RA RAD , S MI • CARVSG:.170RLE :--tanssulting structural engineers . 1215 West Rio • Salado Parkway, Suite 200 Tempe, Arizona SSW (480) 774-1700 (774-1701 FAX) www.ctsaz.com DATE EMIS/ISSUED MAY 01, 2012 ALDO / SAJO / LL DIP '4-PERMIT JUNE 04, 2012 ISSUED FOR CONSTRUCTION JUNE 28, 2012 ISSUED FOR SITE CONDITION . PRINT DATE 201 27 067- • NO. DATE REVISION -.THIS DRAWING . HAS. BEEN ...PREPARED FOR THE EXCLUSK. USE OF THE ALDO GROUP AND ITS ASSOCIATED COMPANIES.. TO EXPLAIN THE LAYOUT 'AND:SERVICES 'REQUIREMENTS :FORIHEE‘.TRADE'FIXTURES OR TO: EXPLAIN:L.COMPANYCONSTRU.CTION STANDARDS. . ALL DIMENSIONS .:SHALL BE VERIFIED ON SITE. ALL ERRORS. AND DISCREPANCIESSHALLBEREPORTED TOTHEfOWNER..BEFORE PROCEEDING..WITH. THE . WORK. • NO DIMENSIONS. SHOLIID .13E...MEASURE0 • ON :THE. DRAWING. DIMENSIONS AND- AREASON THIS DRAWING ARE FOR INFORMATION ONLY • ; • .110 / 14.ir r.‘ • .410,01u0. Gi 0 U P E 2300 EMILE41ELANGER, MONTREAL QUEBEC, CANADA, H4R 3J4 TEL.: 1514) 7474535 FAX: 1514) 747-6504 ALDO SOUTHGENTER MALL SEATTLE, WA 11111E/TITLE: MOBILE SHELVES PROJET NM/PROJECT NO. DESSINC/CiRAWN: " 'ECHELLE/SCALE: ASNOTED VONCEPT, •.ANNEE/YEAR: VERIFIE/ONECKED: RAD PAGE: • SI. cs NOTES: (1) (2) (1) 1. COLUMN. 2. 2 -1/4" DIA RVITS. 3. BEAM. 11 -659 NO SCALE NOTES: 1. .03 "- .034" THICK BEAM - 1W. BEAM BRACE ELEVATION NOTICE MAXIMUM LOADS SECTION SHELF 300 LB. 50 LB. bibilhg.Iiroildoe ONO 00 NOT UM IOt A DM HNI -NOIY OR MOOR MOW 10 411111111111L RUIM*fl is RIN:100POI RrTNL DOD 11 -659 NO SCALE ISM 1. COLUMN. 2 1O WCIEW EACH CORNER - TYP. 3. 3/4" x 14 GA STRAP. (1) 4. SET RIVET. (2) 11 -659 NO SCALE NOTES: 1. PLAQUE TO BE NOT LESS THAN 50 SQUARE INCHES IN SIZE. POST IN ONE OR MORE CONSPICUOUS LOCATIONS. (1) (2) 3 3/8" 44 STANDARD TRACK DETAIL 1. C -1095 BLUE TEMPERED SPRING STEEL 2. 8081 -T6 ALUMINUM. NOTE; SEE DETAIL 08 FOR ANCHORAGE. 11 -659 NO SCALE ANTI TIP ASSEMBLY 12 PER) 11 -659 NO SCALE NOTES: 1. 2 -3/8' DIA. x 2' EMBED HILTI Mk BOLT TZ EVANSON ANCHORS SPACE AT 12' 0.C. TYP ALL TRACKS. OAR :. j25701). 2. WHEEL IS A PERMANENTLY SEALED, SINGLE ROW, RADIAL. BALL BEARING. 3. CORNERS ARE 14Gk MITI A 1 1/2" UP ABOVE THE CARRIAGE SURFACE. NOTE SEE DETAIL 08 FOR ANCHORAGE. (3) (4) ,, ".,,.. .,.v,,r• a >,., r• PLAQUE 11 -659 NO SCALE BACK TO BACK COLUMN (2) (1) 11 -659 NO SCALE NOTES: 1. POPPED OUT UP FOR SHELF SUPPORT. 2. 18 GA POST. 3. BACK TO BACK COLUMN AS OCCURS. 4. 3-#10 SCREWS AT BACK TO BACK COLUMNS - EQUAL SPACE. 11 -659 NO SCALE CARRIAGE FRAME IS MADE OF 14 GAGE GALVANIZED. STEEI. - 1W. CARRIAGE BASE • 11 -659 NO SCALE L 1. ' C -1095 BLUE TEMPERED SPRING STEEL 2. 6061 -T5 ALUMINUM. CHAIN TRACK DETAIL (1) (2) NO1E: SEE DETAIL 08 FOR ANCHORAGE. 11 -659 • NO SCALE MEL 1. C-1095 BLUE TEMPERED SPRING STEEL 2. 6061 -T6 ALUMINUM. iyiez 4 3/8" NOTE SEE DETAIL 06 FOR ANCHORAGE. ANTI -TIP TRACK DETAIL PRNIN9 1t£ amiaiwaseseasA'iA3 19:dfia i pG.T.i;." +::it awmitemenami s+dfiimasammaimmasemeammossmiesoinemammeinFps., 0li4 pf M1118PW' REVIEWED FOR CODE COMPLIANCE APPROVED AUG 0.3 2012 City of Tukwila BUILDING DIVISION 11 -659 NO SCALE RECEIVED JUL 2 6 2012 PERMIT CENTER FOR ADDITIONAL INFORMATION SHOWN. BUT..NOT NOTED,: SEE 101ERAL STRUCTURAL NOTE ON SHEET.S1.1. AND TYPICAL DETML SHEETS. • THESE: ORAWIH CONS1RUC 110 RECORD'S. IS;.; ARE::; CONSIDE RED PREl1MINARY NOT' FOR • NC UNLESS THE STRUCTURAL' ENGINEER=OF.:. YYRI1'1EN; SIGNAT URB ::::- UMBE 5 TANAGER PROJECT ENGINEER: RAD'. MJI: consulting structural. engineers 1215 West Rio Salado Parkway, Suite 200 Tempe, Arizona 85281 (480) .774 -1700 (774 -1701 FAX) • www.dsaz.com taitte Li al !PT.] DATE .EMIS /ISSUED MAY ol, 2O 2 ALDO: / SAJO /1.1., BID 4 PERMIT JUNE 04, 2012 . ISSUED FOR CONSTRUCTION JUNE 28, 2012 ISSUED FOR SITE CONDITION PRINT DATE 2012 -06 -28 NO.I DATE I REVISION THIS DRAWING,HAS -BEEN. PREPARED FOR THE`; EXCLUSIVE. USE OF THE ALDO GROUP: AND ITS ASSOCIATED COMPANIES .TO EXPLAIN THE LAYOUT AND SERVICES;:: REQUIREMENTS.. FOR THE TRADE :FIXTURES OR TO EXPLAIN; COMPANY' CONSTRUCTION STANDARDS ALL DIMENSIONS SHALL BE VERIFIEDON SITE. ALL ERRORS AND DISCREPANCIES ,SHAIL: BE REPORTED TO THE ;OWNER BEFORE PROCEEDING WITH THE WORK. NO DIMENSIONS SHOULD BE MEASURED ON THE . DRAWING. DIMENSIONS AND AREAS : ON THIS : DRAWING' ARE FOR INFORMATION ONLY ALDO 0 R O U P E 2300 . EMILE BELANGER, MONTREAL QUEBEC, CANADA, 114R 3J4 TEL: 1514) 747 -2536 FAX: 1514): 7474504 ALDO SOUTHGENTER MALL SEATTLE, W, TITRE /TITLE: MOBILE SHELF DETAILS .PROJET..NO. /PROJECT NO. 2161 ECHELLE /SCALE: AS NOTED CONCEPT, ANNEE/YEAR: DESSINE /DRAWN: MJN;' VERIFIE /CHECKED: . .: PAGE:. i GENERAL STRUCTURAL NOTES BUILDING CODE; Applies unless noted o rwls+) an drawings 2009 EDITION OF THE INTERNATIONAL BUILDING CODE. LOADS: LATERAL: SEISMIC: SEISMIC IMPORTANCE, FACTOR ! 1.0. SHORT.. PERIOD SPECTRAL ACCELERATION Ss - 1.429. ' ONE_SECOND SPECTRAL ACCELERATION S1 IN .489. SOIL SITE CLASS D. Sds - .953. Sd1 - .493. SEISMIC DESIGN CATEGORY D. RESPONSE MODIFICATION FACTOR (R) - 4. STRUCTURAL STEEL: GENERAL: ALL • STRUCTION11E PER LATEST TE AISC STEEL A38 CONSTRUCTION ON MANUAL ALL MISCELLANEOUS STEEL EXPANSION ANCHORS: • ALL EXPANSIVE ANCHORAGE FOR CONCRETE INSTALLATION ONLY SHALL BE PER HIL11 KAIAK BOLT 12 EXPANSION ANCHOR.(ICC ESR- 1917,. LARR# 25701) OR APPROVED EQUIVALENT. ALL ANCHORS SHALL BE INSTALLED PER. MANUFACTURERS •RECOMMENDATIONS. COLD FORMED STRUCTURAL . STEEL FRAMING: GENERAL: ALL COLD FORMED .STEEL COMPONENTS SHALL BE FABRICATED AND ERECTED IN ACCORDANCE WITH MANUFACTURERS .RECOMMENDAI1ONS: STEEL FOR COLD • FORMED MEMBERS SHALL HAW A. MINIMUM YIELD: :SIRENGTH.OF•50 KM. 'STEEL SHALL BE GALVANIZED -AT LOCATIONS EXPOSED TO WEATHER AND WHEREVER NOTED. SCREWED COLD FORMED TO COLD ..FORMED CONNECTIONS, SHALL BE HEX HEAD HIL11 "KWIK -PRO" SELF- DRILWNG TAPPING' SCREWS 'PER. ICC;;:ESR- 2198 :::(LARK # 25878), OR 'IOC APPROVED EQUIVALENT SCREW. SIZE SHALL: BE :; O:.X 3 /4`..MIN MUM. :AND MUST PROTRUDE THROUGH AND 11EYOND THE CONNECTED.. STEEL:MEMBERS:: A.. MINIMUM:,OF:..THREE FULL THREADS. SCREWS SHALL B E. INSTALLED WITH A MINIMUM EDGE •AND END'DISTANCE OF THREE SCREW DIAMETERS. •GENERAL NOTES: VERIFY ALL DIMENSIONS,.VATH ARCHITECTURAL DRAWINGS AND FIELD CONDITIONS. THE ..STRUCTURAL CONSTRUCTION ..D000MENTS,REPRESENT THE. FINISHED STRUCTURE. EXCEPT WHERE NOTED,:.: THEY:: DO NOT INDICATE,. THE ME1HOD'OF' :CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE ALL' MEASURES NECESSARY. TO'. PROTECT THE :STRUCTURE DURING CONSTRUCTION. SUCH MEASURES SHALL. INCLUDE. BUT NOT- BE :LIMITED:: BRACING.. SHORING ;FOR LOADS DUE TO CONSTRUCTION .,EQUIPMEN.T,.ETC... THE STRUCTURAL ::ENGINEER; :OF:'RECORD SHALL NOT BE RESPONSIBLE FOR THECONTRACTOR'S :;MEANS. • METHODS, . TECHNIQUES;. SEQUENCES FOR PROCEDURE OF CONSTRUCTION. OR:THE SAFETY, PRECAUTIONS AND.:THE :PROGRAMS INCIDENT THERETO. (NOR SHALL OBSERVATION • VISITS. TO THE SITE' INCLUDE- INSPECTION OF` THESE ITEMS). WHERE REFERENCE IS MADE TO VARIOUS TEST STANDARDS FOR .MATERIALS, SUCH STANDARDS SHALL BE THE LATEST EDITION AND/OR ADDENDA. .ANY..ENGINEERINQ DESIGN. PROVIDED BY OTHERS AND SUBMITTED, FOR REVIEW 'SHALL BEAR THE. SEAL OF A REGISTERED ENGINEER RECOGNIZED .BY THE BUILDING CODE JURISDICTION OF THI §PROJECT NOTES AND DETAILS ON DRAWINGS SHALL. TAKE. PRECEDENCE OVER GENERAL STRUCTURAL NOTES AND TYPICAL DETAILS. WHERE NO. DETAILS ARE'SHOWN; CONSTRUCTION SHALL CONFORM TO SIMILAR WORK ON:;THE.:PROJECT AND. /OR. :.OAS PROVIDED FOR IN THE CONTRACT DOCUMENTS. WHERE.. DISCREPANCIES OCCUR BETWEEN PLANS, DETAILS. GENERAL STRUCTURAL NOTES AND SPECIFICATIONS. THE GREATER REQUIREMENTS..SHALL .GOVERN. CONTRACTOR SHALL BE. RESPONSIBLE FOR VERIFICATION OF ALL DIMENSIONS WITH ARCHITECTURAL DRAWINGS: .PRIOR TO; START OF. CONSTRUCTION.. RESOLVE ANY . DISCREPANCY WITH THE ARCHITECT. ESTABLISH: AND VERIFY ALL OPENINGS AND INSERTS FOR, ARCHITECTURAL CIVIL MECHANICAL, PLUMBING AND .ELECTRICAL ITEMS WITH THE APPROPRIATE TRADE DRAWINGS AND SUBCONTRACTORS PRIOR TO CONSTRUCTION. • TYPICAL DETAILS MAY NOT NECESSARILY, BE CUT ON PLANS, . BUT APPLY UNLESS NOTED OTHERWISE. CONSTRUCTION MATERIALS SHALL BE SPREAD OUT IF PLACED ON FRAMED CONSTRUCTiON. LOAD SHALL NOT EXCEED THE DESIGN UVE.LOAD PER SQUARE :FOOT. OPTIONS ARE FOR CONTRACTOR'S .CONVENIENCE. IF AN OPTION IS CHOSEN, CONTRACTOR SHALL BE RESPONSIBLE FOR ALL NECESSARY CHANGES, APPROVALS AND THE COORDINATION OF THE WORK WITH ALL RELATED TRADES .AND SUPPUERS. . SPECIAL INSPECTION - STRUCTURAL ONLY: • SPECIAL INSPECTION. IS TO BE. PROVIDED FOR...1HE ITEMS USIED BELOW IN ADDITION TO THE INSPECTIONS ,CONDUCTED OWNER BUILDING JURISDICTION. "SPECIAL STRUCTURAL INSPECTION" SHALL NOT REUEVAE..THE.:OWNER..OR :THEIR 'AGENT=FROM• REQUESTING THE BUILDING JURISDICTION INSPECTIONS REQUIRED,.:BY •SECTION 109 OF THE INTERNATIONAL BUILDING CODE. SPECIAL INSPECTION IS REQUIRED. PER CHAPTER 17'FOR THE FOLLOWING: CONCRETE CONSTRUCTION: 1. EXPANSION,, EPDXY, ADHESIVE, AND SCREW ANCHORS: DURING THE PLACEMENT OF ALL ANCHORS . :SHOWN. ON :STRUCTURAL..DRAWINGS. ADDITIONAL INSPECTIONS REQUIRED FOR REPAIR DETAILS : : SHALL •BE PERFORMED. AT THE;' CONTRACTOR'S EXPENSE. A. INSPECTION • .OF, HOT. . DIAMETER AND.'.DEPNH. B. INSPECTION OF HOLE 'CLEANING11111H WIRE• BRUSH AND COMPRESSED AIR. C. INSPECTION OF. ANCHOR INSTALLATiON'.USING SPECIFIED PRODUCT AND MANUFACTURER'S I RECOMMENDED NSTA LA11ON PROCEDURES. DUTIES AND RESPONSIBIUiiES OF THE.. SPECIAL INSPECTOR: A. THE SPECIAL .INSPECTOR. SHALL •OBSERVE;IHE,.WORK..ASSIGNED TO BE CERTAIN IT CONFORMS TO THE APPROVED. ::DESIGN..ORAWINGS AND ..,SPECIFICATION. B. THE SPECIAL:INSPECTOR :IS NOT AUTHORIZED,: TO .APPROVE .DEVIATIONS FROM THE DESIGN DRAWINGS'; OR; SPECIFICATIONS; :: :AND: ALL :;DEVIAiIONS :MUST.:BE. APPROVED.: BY THE STRUCTURAL ENGINEER.' CF•.RECORD.PRIOR TO PROCEEDING';: WITH THE WORK.. ALL REQUESTS. FOR •DEVIATIONS. SHALL BE. INITIATED( BY 1HE CONTRACTOR :.NA ^WRITTEN;:REQUEST FOR :INFORMATION (I 1 ). C: HE..SPECIAL INSPECTOR SHALL FURNISH .INSPECTION`REPORTS TO iRE. BUILDING-OFFICIAL, AND TO THE ENGINEER OR .ARCHITECT :OF RECORD. AU. DISCREPANCIES SHALL BE BROUGHT TO THE IMMEDIATE. ATTENTION OF :THE: :CONTRACTOR :;FOR` CORRECTION... THEN, IF UNCORRECTED, TO THE DESIGN;::AUiHORITY . AND.` THE: BUILDING •,OFFICIAL. 0.....: CONTRACTOR.,, SHALL.: ,PROVIDE:IHE`:.SPEGAL:INSPECTOR ACCESS TO ALL ITEMS REQUIRING SPECIAL..INSPEC11ON : :r ACCESS.: SHALL :'BE: PROVIDED:: BY:: IN -PLACE LADDERS. SCAFFOLDS, UFTS AND /OR O'MER. EQUIPMENT' OPERATED" .BY':7HE°CONiRACTOR'S10ERSONNEL AS•REQUIRED FOR SAFE OBSERVATION. INSPECTOR IS NOT RESPONSIBLE .OR -AUTHORIZED .TO .OPERATE CONTRACTOR'S EQUIPMENT. • E. • UPON :COMPLETION OF THE ASSIGNED : WORK THE ENGINEER: OR ARCHITECT SHALL COMPLETE AND SIGN `THE APPROPRIATE FORMS CERTIFYING _THAT TO THE::BEST OF .THEIR KNOWLEDGE THE WORK TWIN. CONFORMANCE WINH;: :THE: APPROVED PLANS AND SPECIFICATIONS, AND THE APPUCABLE WORKMANSHIP PROVISIONS OF THE CODE. BRACE ELEVATION » 1. COLUMN. 2. /10 SCREW EACH CORNER - TYP. 3. 3/4" x 14 GA STRAP. (1). 4. SET RIVET. (2) 11 -659 NO SCALE NOTES: 1. PLAQUE TO BE NOT LESS THAN 50 SQUARE INCHES IN SIZE POST IN ONE CR MORE CONSPICUOUS LOCATIONS. NOTICE MAXIMUM LOADS SECTION SHELF 300 LB. 50 LB. raft Oak 00 NOT tat POI A 11x1 104104I:10 p11110001 INIEII W mew /.0400010 rat 000101 ONINYAAO I PLAQUE (4) YiS.ntsl- ' ONINOMDOMMOSOMMONaMMOMMEEKOMINIIMIIMMIIIIIIMUMmeransingymi . (4) (2) (3) (5) WALL CONNECTION (3) (4) (2) 11 -659 NO SCALE NUM 1. COLUMN YAM 2 - 1/4" DIA. SELF-TAPPING SCREWS. 2. 2X4 CONTINUOUS. 3. STEEL SRS WAIL 4. 2 - 1/4" DIA. SELF- TAPPING SCREWS AT EVERY STUD (18' o.c.) 5. KLVING POST. STUD HEIGHT S1UD SIZE r • 3625182 -33 0 - 18 -0 AT 18" O.C. 0' - 17'-0" 3625162 -43 AT 16" O.C. 0' - 19' -0" 6005162 -33 AT 16" 0.C. 0' - 27-0" 6006162 -43 AT 16" O.C. REQUIRED STUD SIZES FOR SHELF SUPPORT. ROD VERIFY ALL STUD SIZES. / . 11 -659 NO SCALE POST TO SLAB (1) (2) (3) (1) (2) (3) NOTES: 1. COLUMN. 2. 16 GA BENT PLATE. 3. #10 SCREW TO COLUMN. 4. 2 -3/8' DIA a 2" EMBED HILU KVIiK BOLT 17 EXPANSION ANCHORS (LARR 05701). (3)- (1) (2) r(02? COLUMN - TYP N BEAM TO POST (3) (2) 11 -659 NO SCALE NOTES: 1. POPPED OUT UP FOR SHELF SUPPORT. 2. 18 GA POST. 11 -659 NO SCALE NOTES: 1. COLUMN. 2. 2 -1/4" DIA RIVITS. 3. BEAM. BEAM 11 -659 NO SCALE NOTES: 1. .03' -.034" THICK BEAM - TYP. 11 -659 NO SCALE MIIMMINGOi IGIGiJ,tA;IiT+Rfllft l# Sawc taiati1iiiii416f 4�21218M11/M1.:,, i'u'L01A .MOWDZIE MiESIGO aAt 1 191 `3 :Ott: Tide' -111160. yin+ intiekI' mO:lilllEftnaetligAIRils+�w;ia -0f oi'ia% (2) 1 _Z_ z-(4) SIDE ELEVATION FRONT ELEVATION (1) (2) (2) (3) (1) (2) NOTES 1. COLUMNS PER DETAIL 02. 2. BEAM PER DETAIL 04 CONNECTION PER DETAIL 03 TYP. 3. BASE CONNECTION PER DETAIL 01. 4. SHELF. NOTES: 1. COLUMN PER DETAIL 02. 2. SHELF. 3. 8" MAX TO BOTTOM OF BRACE 4. BASE CONNECMON PER DETAIL 01. PLAN VIEW - STATIONARY RACKS REAR ELEVATION (1) (2) (5) (4) NOTES: 1. BEAM PER DETAIL 04. 2. COLUMN PER DETAIL 02. 3. CROSS BRACE PER DETAIL 05. 4. SHELF. E) IS. 1. COLUMN PER DETAIL 02. 2 .SHELF 3. or MAX TO BOTTOM OF BRACE 4 BASE CONNECTION PER DETAIL 01. 5. CROSS BRACE PER DETAIL 05. REVIEWED FOR CODE COMPLIANCE APPROVED AUG 0 3 2012 City of Tukwila BUILDING DIVISION RECEIVED JUL 262012 PERMIT GiNTER : . FOR; ADDITONAL .INFORMATION:: SHOWN BUT :' :NOT ".NOTED,': :SEE; GENERAL STRUCTURAL: NOTES.ON SHEET 811 °AND TYPICAL. DETML SHEE'15: • THESE: DRAWINGS ALCULATIONS: CONSTRUCTION-20W CORDINQ; UN RECORD,* ERi tUNARY' . NOT;: :FOR :. RALINQINEER OF p0o4 CT NUftBER. ; :.: AGER RAD PROJE DT ENGINEER . structural _ engineers: 1215. West Rio Salado Parkway, Suite 200 Tempe, Arizona 85281 (480) 774 -1700 (774 -1701 FAX) www.ctsat.com inawagratemisiwasinammoaro wrao: DATE EMIS /ISSUED MAY 01, 2012 ALDO / SA.JO / L1.1150 * .PERMIT JUNE 04, 2012 ISSUED FOR CONSTRUCTION JUNE 28, 2012 ISSUED FOR 51TE CONDITION PRINT DATE 2012 -06 -28 -NO.1 DATE I • REVISION THIS DRAWING HAS BEEN PREPARED FOR DIE EXCLUSIVE USE OF THE ALDO.. GROUP AND ITS ASSOCIATED COMPANIES TO EXPLAIN THE LAYOUT AND SERVICES REQUIREMENTS FOR .:.THE::TRADE FIXTURES OR TO EXPLAIN COMPANY CONSTRUCTION STANDARDS. ALL DIMENSIONS SHALL BE VERIFIED ON. SITE. ALL ERRORS AND DISCREPANCIES SHALL. BE REPORTED TO THE OWNER BEFORE PROCEEDING WITH THE WORK. NO DIMENSIONS SHOULD BE MEASURED ON THE DRAWING. DIMENSIONS AND AREAS ON THIS DRAWING ARE FOR INFORMATION ONLY D. T,' i5 n i n. t 3 R O U P E 2300 EMILE- BELANGER, MONTREAL QUEBEC, CANADA, 114R' 3J4 TEL. (514) 747 =2536. FAX: '(514)" 74746504 ALDO SOUTHGENTER MALL SEATTLE, NIA TITRE/TITLE: STATIONARY SHELVES PROJET, NO. /PROJECT NO. 2,10: DESSINE /DRAWN:, ECHELIE /SCALE: AS. NOTED. CONCEPT,'ANNCE/YEAR: VERIFIE /CHECKEp: PAGE: •